CN105298517A - Soft and weak wall rock tunnel advance reinforced support construction method - Google Patents
Soft and weak wall rock tunnel advance reinforced support construction method Download PDFInfo
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- CN105298517A CN105298517A CN201510817602.0A CN201510817602A CN105298517A CN 105298517 A CN105298517 A CN 105298517A CN 201510817602 A CN201510817602 A CN 201510817602A CN 105298517 A CN105298517 A CN 105298517A
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Abstract
The invention discloses a soft and weak wall rock tunnel advance reinforced support construction method. When a pipe roof advance support construction is carried out on one segment of the constructed tunnel, the construction method comprises the following steps: (1) support arch and guide pipe construction, wherein a plurality of guide tubes for carrying out guiding on a plurality of pipe roof pipes are arranged on a support arch; each pipe roof pipe comprises a pipe body and a drill bit; each pipe body is formed by splicing a plurality of pipe joints; each drill bit is coaxially arranged at the front end of the pipe body; the pipe joints are spiral steel pipes; the pipe roof pipes are first pipe roof pipes or second pipe roof pipes; and the first pipe roof pipes and the second pipe roof pipes are staggered; (2) drilling machine and slip casting machine installation and emplacement; (3) pipe roof advance support construction, which comprises the following processes: first pipe roof pipe drilling and synchronous grouting construction, final hole grouting construction of the first pipe roof pipes, second pipe roof pipe drilling and synchronous grouting construction and final hole grouting construction of the second pipe roof pipes. The method disclosed by the invention is simple in steps, reasonable in design, simple and convenient to construct and good in support effect; and the soft and weak wall rock tunnel advance reinforced support process can be simply, conveniently and quickly finished.
Description
Technical field
The invention belongs to tunnel advanced support technical field of construction, especially relate to the advanced strengthening supporting construction method of a kind of Support System in Soft Rock Tunnels.
Background technology
Barrel vault advanced support squeezes in stratum by one group of steel pipe (i.e. pipe canopy pipe) boring that oneself has bored outside the excavation contour line in tunnel, and be combined to form powerful frame pre support reinforcement system with steel arch-shelf, the load of Guan Peng top country rock is come from order to supporting, and added by injected hole and press to slip casting in stratum, to reinforce the stratum of weak broken, improve the self-stable ability on stratum.
In constructing tunnel, rank is the country rock of less than IV grade is weak surrounding rock.During as constructed to the large Du Shan tunnel in the elder brother's Line for Passenger Transportation of Shanghai, it is interval that this tunnel is positioned at Guan Ling ~ Pu'an, belongs to I level risk height tunnel, complex geologic conditions, unpredictable geology disaster is more, and enclosing lithologies is mud stone, argillaceous limestone, rock matter is softer, and mud content is serious; Developmental joint fissure, underground water is grown, and rock mass is met water after-tack and is exceedingly fast, and many in prose style free from parallelism shape and Powdered, self extreme difference, very easily collapses in work progress.Large solely mountain tunnel trunk mainly passes through the stratum such as dolomite, limestone, mud stone, marl, mud stone burning into sand rock, wherein can lava segment length 8753m.Barrel passes through 7 tomographies such as Daxing stockaded village tomography, ground, gantry tomography, the rock tomography that collapses, bight tomography, slope, military camp tomography, poplar man thrust fault, Yongning town tomography successively, infers zone of fracture for 8,4 can lava and non-can lava contact zones.Therefore, the barrel vault advanced support difficulty of construction in large Du Shan tunnel is very large.
At present, in tunnel construction, what pipe roof construction mainly adopted is draw hole to head into method construction, specifically first outside tunnel excavation outline line, utilizes rig boring, is then entered by pipe ceiling in the boring of having bored, finally carry out injection stability.During practice of construction, draw hole and head into method and deposit problem in the following areas: the first, working procedure is many, procedure connection is complicated, construction period is longer, flexibility is poor, and advance support length and parameter are difficult to adjust in time according to actual drilling construction situation, and needs professional operation team to construct; The second, after pipe canopy is in place, adopt low-pressure grouting, grout spreading range is little, is difficult to the fixing collar formed in a big way; Three, perforate on pipe canopy pipe, because of the reason of pipe canopy pipe body perforate, the first filling near-end of slurries, block exhaust passage, cause pipe canopy far-end and top to there is air rubber capsule, slip casting can not be full; Four, the construction area that self is poor, easy collapse hole, heads into pipe canopy difficulty.Therefore, simple, the reasonable in design and advanced strengthening supporting construction method of easy construction, supporting effect are good Support System in Soft Rock Tunnels of a kind of method step need be designed, can easy, complete Support System in Soft Rock Tunnels advance support process fast, the problem such as can solve complex procedures that existing tunnel barrel vault advanced support construction method exists, the construction period is long, difficulty of construction is higher, advance support effect is poor.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, there is provided a kind of Support System in Soft Rock Tunnels advanced strengthening supporting construction method, its method step is simple, reasonable in design and easy construction, supporting effect are good, can easy, complete Support System in Soft Rock Tunnels advance support process fast, the problem such as can solve complex procedures that existing tunnel barrel vault advanced support construction method exists, the construction period is long, difficulty of construction is higher, advance support effect is poor.
For solving the problems of the technologies described above, the technical solution used in the present invention is: the advanced strengthening supporting construction method of a kind of Support System in Soft Rock Tunnels, it is characterized in that: before backward, divide a multiple sections to carry out barrel vault advanced support construction to institute's construction tunnel along longitudinal extension direction, tunnel, the barrel vault advanced support construction method of multiple described sections is all identical; When barrel vault advanced support construction is carried out to any one sections, comprise the following steps:
Step one, protect arch and construct with guide pipe: on rear side of the face of current construction sections, install one protect arch; Describedly protecting the steel arch-shelf of arch for supporting the Tunnel arch of institute's construction tunnel, described steel arch-shelf being provided with multiple respectively to the guide pipe that many pipe canopy pipes lead;
The outer limb of many described pipe canopy pipes is 1 ° ~ 3 °, and pipe canopy Guan Junyu described in every root lays in coaxial its guide pipe led; Multiple described guide pipe is laid from left to right along the center line of steel arch-shelf, and the structure of multiple described guide pipe is all identical with size and it is all laid on the same tunnel cross section of Tunnel;
The structure of many described pipe canopy pipes is all identical with size; Pipe canopy pipe described in every root includes the body be spliced by multiple tube coupling and the drill bit being coaxially arranged on described body front end, and multiple described tube coupling is all laid in coaxial, the structure of multiple described tube coupling all identical and its lay from front to back; The cross-sectional structure of multiple described tube coupling, with size is all identical and it is spiral steel pipe, is all connected and sealed by adapter sleeve between adjacent two described tube couplings; The tube coupling being positioned at front side in multiple described tube coupling is front end tube coupling, and the tube coupling being positioned at last side in multiple described tube coupling is rear end tube coupling, and described drill bit is arranged on the front portion of described front end tube coupling; Described drill bit has multiple injected hole, and multiple described injected hole all communicates with described tubular body;
Described pipe canopy pipe is the first pipe canopy pipe or the second pipe canopy pipe, the quantity of described first pipe canopy pipe and described second pipe canopy pipe is many, described first pipe canopy pipe and described second pipe canopy pipe in being laid staggeredly, and are laid with a described second pipe canopy pipe between adjacent two described first pipe canopy pipes;
Step 2, rig and slurry filling machine installation in position: rigging up and slurry filling machine on rear side of steel arch-shelf described in step one;
Step 3, barrel vault advanced support are constructed: carry out barrel vault advanced support construction respectively to many described pipe canopy pipes in step one, the barrel vault advanced support construction method of many described pipe canopy pipes is all identical, and many described pipe canopy pipes creep in front of tunnel heading rock mass through multiple described guide pipe respectively before backward; When carrying out barrel vault advanced support construction to many described pipe canopy pipes, process is as follows:
Step 301, the first pipe canopy pipe bit hole and synchronous grouting construction: hole respectively from left to right or from right to left to many described first pipe canopy pipes and synchronous grouting construction, boring and the synchronous grouting construction method of many described first pipe canopy pipes are all identical; Arbitrary described first pipe canopy pipe is holed and synchronous grouting construction time, process is as follows:
Step 3011, creep into front preparation: in the tube coupling front portion, front end of current constructed pipe canopy pipe, drill bit is installed, and the rear end of described front end tube coupling is connected with the driving mechanism that creeps into of rig described in step 2, be connected with the grouting port of slurry filling machine described in step 2 by the rear end of Grouting Pipe by described front end tube coupling simultaneously;
Step 3012, front end tube coupling creep into and synchronous grouting: by the tube coupling of front end described in step 301 by being inserted into before backward in the guide pipe that leads to current constructed pipe canopy pipe, and described front end tube coupling and the guide pipe inserted are laid in coaxial; Afterwards, start described rig and by described rig by after march forward row creep into; In drilling process, described slurry filling machine is adopted synchronously to carry out slip casting;
Step 3013, tube coupling continue: creep into current having completed and install next tube coupling on rear side of the tube coupling being positioned at rear side, and by the rear end of current installed tube coupling with creep into driving mechanism described in step 301 and be connected, by described Grouting Pipe, the rear end of current installed tube coupling is connected with grouting port described in step 301 simultaneously;
Step 3014, continue to creep into and synchronous grouting: start described rig and by described rig by after the row that marches forward creep into; In drilling process, described slurry filling machine is adopted synchronously to carry out slip casting;
Step 3015, repeatedly repetition step 3013, to step 3014, until complete the drilling process of all tube couplings in current constructed pipe canopy pipe, complete boring and the synchronous grouting work progress of current constructed pipe canopy pipe, obtain the boring residing for current constructed pipe canopy pipe;
Step 3016, next root first pipe canopy pipe bit hole and synchronous grouting construction: according to the method described in step 3011 to step 3015, hole to the first pipe canopy pipe described in next root and synchronous grouting construction;
Step 3017, repeatedly repetition step 3016, until complete boring and the synchronous grouting work progress of many described first pipe canopy pipes;
Step 302, the first pipe canopy pipe whole hole mortar depositing construction: after the boring of many described first pipe canopy pipes and synchronous grouting work progress all complete, from left to right or from right to left whole hole mortar depositing construction is carried out respectively to many described first pipe canopy pipes; The whole hole grouting construction method of many described first pipe canopy pipes is all identical; When carrying out whole hole mortar depositing construction to arbitrary described first pipe canopy pipe, process is as follows:
Step 3021, drilling orifice shutoff: carry out shutoff to the aperture of holing residing for current constructed pipe canopy pipe, obtain drilling orifice plugging structure, and lay steam vent at described drilling orifice plugging structure; Described drilling orifice plugging structure is the plugging structure in toroidal cavity between the aperture of described boring and the lateral wall of current construction pipe canopy pipe, and described steam vent communicates with described toroidal cavity inside;
Step 3022, the slip casting of whole hole: after in step 3021, drilling orifice shutoff completes, adopt described slurry filling machine to carry out secondary grouting, till injection slurry flows out to some extent in described steam vent, completes the whole hole mortar depositing construction process of current constructed pipe canopy pipe;
Step 3023, next root first pipe canopy pipe whole hole mortar depositing construction: according to the method described in step 3021 to step 3022, whole hole mortar depositing construction is carried out to the first pipe canopy pipe described in next root;
Step 3024, repeatedly repetition step 3023, until complete the whole hole mortar depositing construction process of many described first pipe canopy pipes;
Step 303, the second pipe canopy pipe bit hole and synchronous grouting construction: hole respectively from left to right or from right to left to many described second pipe canopy pipes and synchronous grouting construction, boring and the synchronous grouting construction method of many described second pipe canopy pipes are all identical; Arbitrary described second pipe canopy pipe is holed and synchronous grouting construction time, all carry out holing according to the method described in step 3011 to step 3015 and synchronous grouting construction;
Step 304, the second pipe canopy pipe whole hole mortar depositing construction: after the boring of many described second pipe canopy pipes and synchronous grouting work progress all complete, from left to right or from right to left whole hole mortar depositing construction is carried out respectively to many described second pipe canopy pipes; The whole hole grouting construction method of many described second pipe canopy pipes is all identical; When whole hole mortar depositing construction is carried out to arbitrary described second pipe canopy pipe, all carry out whole hole mortar depositing construction according to the method described in step 3021 to step 3022.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: body described in step one is the auger stem of described rig, and described adapter sleeve is drilling rod adapter sleeve.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, it is characterized in that: carry out protecting arch in step one when constructing with guide pipe, first construct a rig service depot for rig described in step 2 on rear side of the face of current construction sections, and described steel arch-shelf is arranged on the front interior of described rig service depot; Described rig service depot is the space of the arch of Tunnel outwards being excavated to rear formation; The length of described rig service depot is 5m ~ 8m.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: described steel arch-shelf is built in guiding within the walls, and described guiding wall is arc and it is concrete wall; The first Tunnel structure is provided with in described rig service depot, described first Tunnel structure comprises the first concrete ejection layer and multiple the first shape steel bracket be supported in from front to back in rig service depot that are formed by the concrete be injected on rig chamber internal wall, and multiple described first shape steel bracket is all fixed in the first concrete ejection layer and it is the shape steel bracket arch of rig service depot and left and right sides abutment wall being carried out to supporting; Described guiding wall is positioned at below the first concrete ejection layer and itself and the first concrete ejection layer are fastenedly connected and are integrated;
After completing the whole hole mortar depositing construction process of many described second pipe canopy pipes in step 304, before backward, tunnel excavation construction is carried out to current construction sections along tunnel bearing of trend; In digging process, before backward, carrying out preliminary bracing to excavating the Tunnel formed, and obtaining the second Tunnel structure; Described second Tunnel structure comprises the second concrete ejection layer and multiple Second-Type steel bracket be supported in from front to back in Tunnel that are formed by the concrete be injected on Tunnel inwall; Described second concrete ejection layer and the first concrete ejection layer are fastenedly connected and are integrated.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: when adopting described slurry filling machine to carry out secondary grouting when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014 and in step 3022, institute's injection slurry is cement paste; The water/binder ratio of described cement paste is 0.5.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014, grouting pressure is 3MPa ~ 4MPa; When adopting described slurry filling machine to carry out secondary grouting in step 3022, grouting pressure is 5MPa ~ 6MPa.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: when adopting described slurry filling machine synchronously to carry out slip casting in step 3012, institute's injection slurry flows to drill bit through described front end tube coupling before backward, and the multiple described injected hole on drill bit flows out; In step 3012 in drilling process, by institute's injection slurry, the drilling cuttings on drill bit is cleared up, and cooling and lubrication is carried out to drill bit;
When adopting described slurry filling machine synchronously to carry out slip casting in step 3014, institute's injection slurry flows to drill bit through the current multiple described tube coupling connected as one before backward, and the multiple described injected hole on drill bit flows out; In step 3014 in drilling process, by institute's injection slurry, the drilling cuttings on drill bit is cleared up, and cooling and lubrication is carried out to drill bit;
When adopting described slurry filling machine to carry out secondary grouting in step 3022, institute's injection slurry flows to drill bit through the body of current constructed pipe canopy pipe before backward, and the multiple described injected hole on drill bit flow to the annular region between described body and described borehole wall, and institute's injection slurry fills described annular region from front to back.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: start described rig in step 3012 and step 3014 and by described rig by after march forward row creep into time, rate of penetration is 25m/h ~ 35m/h;
When adopting described slurry filling machine to carry out secondary grouting when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014 and in step 3022, the flow rate of grouting of institute's injection slurry is 550ml/h ~ 600ml/h.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, is characterized in that: the external diameter of body described in step one is Φ 70mm ~ Φ 120mm; Described drill bit is that diameter is by backward front diminishing conical drill bit, the rear end diameter of described drill bit is greater than the external diameter of described body, the lateral wall of described conical drill bit is provided with and is multiplely laid with multiple brill tooth along the hand of spiral, the hand of spiral of multiple described tube coupling is all identical, and the hand of spiral of multiple described brill tooth is identical with the hand of spiral of described tube coupling; Multiple described injected hole along the circumferential direction evenly lays and it is all laid along the central axis of drill bit.
The advanced strengthening supporting construction method of above-mentioned Support System in Soft Rock Tunnels, it is characterized in that: the jointing for connecting tube coupling is equipped with in the front end of creeping into driving mechanism described in step 3011, described jointing is provided with slip casting interface, described slip casting interface is connected with the grouting port of slurry filling machine by described Grouting Pipe;
The length of body described in step one is 15m ~ 30m; The length of described tube coupling is 3m ~ 6m;
After completing the second pipe canopy pipe whole hole mortar depositing construction process in step 304, obtain the barrel vault advanced support structure of current construction sections; Lap length between the described barrel vault advanced support structure of adjacent two the described sections in front and back is not less than 3m.
The present invention compared with prior art has the following advantages:
1, method step is simple and realize convenient, and input cost is lower.
2, construction method is reasonable in design and easy construction, short construction period, efficiency of construction are high, first perform rig service depot in tunnel tunnel face rear 6m scope, perform simple and easy protecting again to encircle and guide pipe at tunnel tunnel face position, afterwards by rig and slurry filling machine installation in position, then just barrel vault advanced support construction can be carried out.
3, arbitrary pipe canopy pipe is holed and synchronous grouting construction time, all with the alloy bit circumgyration incision rock mass that high strength helical steel tube head is worn, in cutting process, cement grout plays and takes away drilling cuttings, effect such as cooling drill bit, lubrication etc., and the planned course along pipe canopy pipe creeps into each tube coupling.In drilling process, until a tube coupling creep into put in place after stop high-pressure slip-casting, utilize rig carry pipe wrench be separated rig with creep into the tube coupling put in place, splice next tube coupling afterwards, first high-pressure slip-casting after next tube coupling connects, starts to creep into until the aperture of boring has cement grout to flow out again; Like this, until complete the drilling process of all tube couplings.Thus, the boring procedure of pipe canopy pipe adopts limit to bore the mode of marginal not slurry, synchronously completes pipe ceiling and enters process, significantly simplify pipe roof construction process, effectively reduce the barrel vault advanced support difficulty of construction of Support System in Soft Rock Tunnels in boring procedure.
When 4, whole hole mortar depositing construction being carried out to arbitrary pipe canopy pipe, construction method is simple, reasonable in design and realization is convenient, grouting consolidation effect is good, after single pipe canopy pipe bit enters position, slurry filling machine is utilized to carry out secondary high-pressure slip-casting to pipe canopy pipe, and adopt bottom to return slurry structure, namely drilling orifice (staying steam vent) is closed, until steam vent has cement grout to flow out.
5, the drilling process of single pipe canopy pipe adopts the mode that marginal not slurry limit is crept into, and makes pipe canopy be provided with the effect of similar rotary churning pile, can effectively increase slip casting dilation angle, improvement country rock.Meanwhile, creep into after putting in place and carry out whole hole mortar depositing construction, can increase grout spreading range further, and form fixing collar in a big way, and grouting consolidation effect is good, slip casting is full, fills closely knit.Further, because pipe canopy tube wall is for closing tube wall and non-perforate, can effectively avoid because of the perforate of pipe canopy pipe body cause the first filling near-end of slurries, block that exhaust passage causes that pipe canopy far-end and top exist air rubber capsule, slip casting can not be full etc. problem.
6, the drilling process of single pipe canopy pipe adopts cement paste dado to creep into, and can effectively avoid the accident such as collapse hole, bit freezing occurs, accelerating construction progress, evades construction risk.
7, actual carry out barrel vault advanced support construction time, adopt every hole form of construction work, the barrel vault advanced support demand of Support System in Soft Rock Tunnels can be met, and supporting effect be good.During practice of construction, pipe canopy pipe is divided into the first pipe canopy pipe and the second pipe canopy pipe two type, first the first pipe canopy pipe is holed and synchronous grouting construction, after the boring of all first pipe canopy pipes and synchronous grouting work progress all complete, more whole hole mortar depositing construction is carried out to many first pipe canopy pipes; Subsequently, then the second pipe canopy pipe is holed and synchronous grouting construction, after the boring of all second pipe canopy pipes and synchronous grouting work progress all complete, more whole hole mortar depositing construction is carried out to many second pipe canopy pipes.Like this, not only easy construction, and each pipe canopy pipe construction is independent of each other.Meanwhile, grouting and reinforcing process is divided into front and back twice, after wherein the whole hole mortar depositing construction of many first pipe canopy pipes completes, completes the reinforcing process of by many first pipe canopy pipes, Tunnel week gusset rock being carried out to comprehensive grouting and reinforcing; Then, then carry out secondary by the second pipe canopy pipe between adjacent two first pipe canopy pipes to Tunnel week gusset rock and reinforce comprehensively, consolidation effect is better.
8, the pipe canopy tubular structure adopted is simple, reasonable in design and splicing is convenient, and intensity is high, use procedure is safe and reliable, pipe canopy pipe is used as drilling rod, easy for installation and drilling process is easy, the intensity of pipe canopy pipe is high simultaneously, can meet tunnel advanced support demand.Meanwhile, in pipe canopy pipe, each tube coupling is spiral steel pipe, all adopts drilling rod adapter sleeve to connect between adjacent tube coupling, and easy for installation and drilling process is easy to control, and tube wall is air-tight state, carries out slip casting by means of only drill bit.
9, work progress significantly simplifies, and the creeping into of pipe canopy pipe, installs integrated with slip casting process, does not need pipe-following drilling.
10, whole hole is mended slurry and is adopted and close drilling orifice (staying steam vent) and foot of hole returns the high-pressure slip-casting mode of slurry, effectively can increase the range of scatter of cement grout and the compactness of injecting cement paste, increase the supporting capacity of pipe canopy body.
11, compared with the daguanpeng construction of existing diameter of phi 108mm, the present invention has the advantages such as construction method is simple, the construction period is short, saving of work and time, construction cost are low.By field trial, the pipe canopy tunnel advanced support structure required time adopting the present invention to perform a ring 30m long is 2.6 days, and average every day excavates drilling depth 2.0m, drill footage per month 50m ~ 60m; And during the daguanpeng construction of existing diameter of phi 108mm, rule of thumb perform the long steel tube shed of a ring 30m and need 25 days, by excavating drilling depth 2.0m average every day, then drill footage per month 20m, does not reach V grade of country rock directiveness and executes group progress indicator.The present invention has the advantages such as speed of application is fast, supporting effect is good, by saving a large amount of time and affecting less on the work holdup, can save a large amount of equipment, labour, and effectively can guarantee that construction safety reduces construction risk; And the construction period of existing diameter of phi 108mm steel tube shed is longer, highly professional, a large amount of plant equipment and the work holdup of personnel can be caused.In addition, when adopting the present invention to carry out the construction of Support System in Soft Rock Tunnels advance support, every linear meter(lin.m.) expense about 518 yuan/m; And during existing diameter of phi 108mm daguanpeng construction, every linear meter(lin.m.) expense about 1033 yuan/m.
12, result of use is good and practical value is high, compared with heading into method with traditional skirt, pipe canopy pipe adopts double-strength pipe, and wear alloy bit at high-strength pipe end, drill bit, as rotation casting head, carries out cement paste dado and creeps into, creep into, pipe canopy pipe installs and slip casting once completes under the effect of rig, secondary high-pressure slip-casting is carried out in whole hole, finally forms the barrel vault advanced support system of high strength in arch, tunnel.Simultaneously, limit is adopted to creep into the mode of marginal not slurry, grout spreading range is larger, country rock can be improved to a certain extent, secondary high-pressure slip-casting adopts bottom to return slurry structure, closed orifices (staying steam vent) effectively can solve exhausting problem, and high-pressure slip-casting can effectively increase injecting cement paste compactness, further reinforce adjoining rock.As shown in the above, construction technology simple and fast of the present invention, short construction period, reinforcing efficiency is high, effectively can evade construction risk.To the stability improving weak surrounding rock, there is good effect.After adopting the present invention to carry out Support System in Soft Rock Tunnels advance support, former front of tunnel heading breaking surrounding rock can be consolidated effectively, and rock mass globality improves, and stability is strengthened, and efficiently avoid and occur falling block and slump accident in work progress.
13, widely applicable and popularizing application prospect is extensive, tunnel or the roadway engineerings such as railway, water power, highway, colliery can be widely used in, be particularly useful for shallow-depth-excavation tunnel and arch, tunnel, weak surrounding rock location advance support, and there is the advantages such as construction cost is low, construction is easy to operation, supporting effect is good, be conducive to accelerating construction progress, social benefit and economic worth high.
In sum, the inventive method step is simple, reasonable in design and easy construction, supporting effect are good, can easy, complete Support System in Soft Rock Tunnels advance support process fast, the problem such as can solve complex procedures that existing tunnel barrel vault advanced support construction method exists, the construction period is long, difficulty of construction is higher, advance support effect is poor.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 for the present invention to institute's construction tunnel sections carry out barrel vault advanced support construction time method flow block diagram.
Fig. 2 is the cross-sectional configuration schematic diagram of barrel vault advanced support structure of the present invention.
Fig. 2-1 is the structural representation of steel arch-shelf of the present invention, arch steel net and guide pipe.
Fig. 3 is the longitudinal plane structure schematic diagram of barrel vault advanced support structure of the present invention.
Fig. 4 is the structural representation of pipe canopy pipe of the present invention.
Fig. 5 is the structural representation of rig service depot of the present invention.
Description of reference numerals:
1-steel arch-shelf; 2-guide pipe; 3-pipe canopy pipe;
3-1-tube coupling; 3-2-drill bit; 3-3-drilling rod adapter sleeve;
4-Tunnel; 5-rig service depot; 6-guiding wall;
7-the first shape steel bracket; 8-the first concrete ejection layer;
9-the second concrete ejection layer; 10-Second-Type steel bracket; 11-arch steel;
12-connecting reinforcement.
Detailed description of the invention
The advanced strengthening supporting construction method of a kind of Support System in Soft Rock Tunnels as shown in Figure 1, before backward, divide a multiple sections to carry out barrel vault advanced support construction to institute's construction tunnel along longitudinal extension direction, tunnel, the barrel vault advanced support construction method of multiple described sections is all identical; When barrel vault advanced support construction is carried out to any one sections, comprise the following steps:
Step one, protect arch and construct with guide pipe: on rear side of the face of current construction sections, install one protect arch; Describedly protecting the steel arch-shelf 1 of arch for supporting Tunnel 4 arch of institute's construction tunnel, described steel arch-shelf 1 being provided with multiple respectively to the guide pipe 2 that many pipe canopy pipes 3 lead, referring to Fig. 2, Fig. 2-1 and Fig. 3;
The outer limb of many described pipe canopy pipes 3 is 1 ° ~ 3 °, and pipe canopy pipe 3 described in every root is all laid in coaxial with the guide pipe 2 led to it; Multiple described guide pipe 2 is laid from left to right along the center line of steel arch-shelf 1, and the structure of multiple described guide pipe 2 is all identical with size and it is all laid on the same tunnel cross section of Tunnel 4;
The structure of many described pipe canopy pipes 3 is all identical with size; As shown in Figure 4, Figure 5, pipe canopy pipe 3 described in every root includes the body be spliced by multiple tube coupling 3-1 and the drill bit 3-2 being coaxially arranged on described body front end, multiple described tube coupling 3-1 all lays in coaxial, the structure of multiple described tube coupling 3-1 all identical and its lay from front to back; The cross-sectional structure of multiple described tube coupling 3-1, with size is all identical and it is spiral steel pipe, is all connected and sealed by adapter sleeve between adjacent two described tube coupling 3-1; The tube coupling 3-1 being positioned at front side in multiple described tube coupling 3-1 is front end tube coupling 3-1, and the tube coupling 3-1 being positioned at last side in multiple described tube coupling 3-1 is rear end tube coupling 3-1, and described drill bit 3-2 is arranged on the front portion of described front end tube coupling 3-1; Described drill bit 3-2 has multiple injected hole, and multiple described injected hole all communicates with described tubular body;
Described pipe canopy pipe 3 is the first pipe canopy pipe or the second pipe canopy pipe, the quantity of described first pipe canopy pipe and described second pipe canopy pipe is many, described first pipe canopy pipe and described second pipe canopy pipe in being laid staggeredly, and are laid with a described second pipe canopy pipe between adjacent two described first pipe canopy pipes;
Step 2, rig and slurry filling machine installation in position: rigging up and slurry filling machine on rear side of steel arch-shelf 1 described in step one;
Step 3, barrel vault advanced support are constructed: carry out barrel vault advanced support construction respectively to many described pipe canopy pipes 3 in step one, the barrel vault advanced support construction method of many described pipe canopy pipes 3 is all identical, and many described pipe canopy pipes 3 creep in front of tunnel heading rock mass through multiple described guide pipe 2 respectively before backward; When carrying out barrel vault advanced support construction to many described pipe canopy pipes 3, process is as follows:
Step 301, the first pipe canopy pipe bit hole and synchronous grouting construction: hole respectively from left to right or from right to left to many described first pipe canopy pipes and synchronous grouting construction, boring and the synchronous grouting construction method of many described first pipe canopy pipes are all identical; Arbitrary described first pipe canopy pipe is holed and synchronous grouting construction time, process is as follows:
Step 3011, creep into front preparation: in the front end tube coupling 3-1 front portion of current constructed pipe canopy pipe 3, drill bit 3-2 is installed, and the described rear end of front end tube coupling 3-1 is connected with the driving mechanism that creeps into of rig described in step 2, be connected with the grouting port of slurry filling machine described in step 2 by the rear end of Grouting Pipe by described front end tube coupling 3-1 simultaneously;
Step 3012, front end tube coupling creep into and synchronous grouting: by the tube coupling 3-1 of front end described in step 301 by being inserted into before backward in the guide pipe 2 that leads to current constructed pipe canopy pipe 3, and described front end tube coupling 3-1 is laid in coaxial with the guide pipe 2 inserted; Afterwards, start described rig and by described rig by after march forward row creep into; In drilling process, described slurry filling machine is adopted synchronously to carry out slip casting;
Step 3013, tube coupling continue: creep into current having completed and install next tube coupling 3-1 on rear side of the tube coupling 3-1 being positioned at rear side, and by the rear end of current installed tube coupling 3-1 with creep into driving mechanism described in step 301 and be connected, be connected with grouting port described in step 301 by the rear end of described Grouting Pipe by current installed tube coupling 3-1 simultaneously;
Step 3014, continue to creep into and synchronous grouting: start described rig and by described rig by after the row that marches forward creep into; In drilling process, described slurry filling machine is adopted synchronously to carry out slip casting;
Step 3015, repeatedly repetition step 3013 are to step 3014, until complete the drilling process of all tube coupling 3-1 in current constructed pipe canopy pipe 3, complete boring and the synchronous grouting work progress of current constructed pipe canopy pipe 3, obtain the boring residing for current constructed pipe canopy pipe 3;
Step 3016, next root first pipe canopy pipe bit hole and synchronous grouting construction: according to the method described in step 3011 to step 3015, hole to the first pipe canopy pipe described in next root and synchronous grouting construction;
Step 3017, repeatedly repetition step 3016, until complete boring and the synchronous grouting work progress of many described first pipe canopy pipes;
Step 302, the first pipe canopy pipe whole hole mortar depositing construction: after the boring of many described first pipe canopy pipes and synchronous grouting work progress all complete, from left to right or from right to left whole hole mortar depositing construction is carried out respectively to many described first pipe canopy pipes; The whole hole grouting construction method of many described first pipe canopy pipes is all identical; When carrying out whole hole mortar depositing construction to arbitrary described first pipe canopy pipe, process is as follows:
Step 3021, drilling orifice shutoff: shutoff is carried out to the aperture of the residing boring of current constructed pipe canopy pipe 3, obtains drilling orifice plugging structure, and lay steam vent at described drilling orifice plugging structure; Described drilling orifice plugging structure is the plugging structure in toroidal cavity between the aperture of described boring and the lateral wall of current construction pipe canopy pipe 3, and described steam vent communicates with described toroidal cavity inside;
Step 3022, the slip casting of whole hole: after in step 3021, drilling orifice shutoff completes, adopt described slurry filling machine to carry out secondary grouting, till injection slurry flows out to some extent in described steam vent, completes the whole hole mortar depositing construction process of current constructed pipe canopy pipe 3;
Step 3023, next root first pipe canopy pipe whole hole mortar depositing construction: according to the method described in step 3021 to step 3022, whole hole mortar depositing construction is carried out to the first pipe canopy pipe described in next root;
Step 3024, repeatedly repetition step 3023, until complete the whole hole mortar depositing construction process of many described first pipe canopy pipes;
Step 303, the second pipe canopy pipe bit hole and synchronous grouting construction: hole respectively from left to right or from right to left to many described second pipe canopy pipes and synchronous grouting construction, boring and the synchronous grouting construction method of many described second pipe canopy pipes are all identical; Arbitrary described second pipe canopy pipe is holed and synchronous grouting construction time, all carry out holing according to the method described in step 3011 to step 3015 and synchronous grouting construction;
Step 304, the second pipe canopy pipe whole hole mortar depositing construction: after the boring of many described second pipe canopy pipes and synchronous grouting work progress all complete, from left to right or from right to left whole hole mortar depositing construction is carried out respectively to many described second pipe canopy pipes; The whole hole grouting construction method of many described second pipe canopy pipes is all identical; When whole hole mortar depositing construction is carried out to arbitrary described second pipe canopy pipe, all carry out whole hole mortar depositing construction according to the method described in step 3021 to step 3022.
In the present embodiment, body described in step one is the auger stem of described rig, and described adapter sleeve is drilling rod adapter sleeve 3-3.
As shown in Figure 5, carry out protecting arch in step one when construct with guide pipe, a first construction rig service depot 5 for rig described in step 2 on rear side of the face of current construction sections, described steel arch-shelf 1 is arranged on the front interior of described rig service depot 5.Described rig service depot 5 is the space of the arch of Tunnel 4 outwards being excavated to rear formation.The length of described rig service depot 5 is 5m ~ 8m.
In the present embodiment, the length of described rig service depot 5 is denoted as L1, and L1=6m.Further, described rig service depot 5 is the space formed after outwards excavating 40cm to the arch of Tunnel 4, and that is, the space after 40cm is heightened in Tunnel 4 arch by rig service depot 5.
In the present embodiment, when carrying out rig and slurry filling machine installation in position in step 2, described rig and slurry filling machine are installed in rig service depot 5.
In the present embodiment, described rig is C6 rig (i.e. the blue enlightening rig of Italian import Ka Sage).
During actual use, described rig also can adopt the drilling equipment of other type.
When described rig is installed, first on rear side of face, pad with rock matter good hole slag the rig job platform filling described rig.Meanwhile, by high-pressure water pipe, scene of receiving prepares hole flushing at any time.
In the present embodiment, described slurry filling machine is mortar pump and its model is M400NT.
During practice of construction, described slurry filling machine also can adopt the grouting equipment of other type.
Further, creeping into driving mechanism described in is in the coaxial rig driving shaft laid with described body.
In the present embodiment, the jointing for connecting tube coupling 3-1 is equipped with in the front end of creeping into driving mechanism described in step 3011, and described jointing is provided with slip casting interface, described slip casting interface is connected with the grouting port of slurry filling machine by described Grouting Pipe.
In the present embodiment, the length of body described in step one is 15m ~ 30m; The length of described tube coupling 3-1 is 3m ~ 6m.Wherein, the length of described body is denoted as L.
During practice of construction, can according to specific needs, the length of described body and the length of each tube coupling 3-1 be adjusted accordingly.
In practice of construction process, multiple described guide pipe 2 is in evenly to lay and circumferential distance between adjacent two described guide pipes 2 is 35cm ~ 45cm.
In the present embodiment, the circumferential distance between adjacent two described guide pipes 2 is 40cm.
In the present embodiment, after completing the second pipe canopy pipe whole hole mortar depositing construction process in step 304, obtain the barrel vault advanced support structure of current construction sections; Lap length between the described barrel vault advanced support structure of adjacent two the described sections in front and back is not less than 3m.
During actual use, the external diameter of body described in step one is Φ 70mm ~ Φ 120mm.
In the present embodiment, described drill bit 3-2 be diameter by backward front diminishing conical drill bit, the rear end diameter of described drill bit 3-2 is greater than the external diameter of described body, and the rear end diameter of described drill bit 3-2 is less than the internal diameter of described orifice tube.
Further, the lateral wall of described conical drill bit is provided with and is multiplely laid with multiple brill tooth along the hand of spiral, the hand of spiral of multiple described tube coupling 3-1 is all identical, and the hand of spiral of multiple described brill tooth is identical with the hand of spiral of described tube coupling 3-1.
In the present embodiment, multiple described injected hole along the circumferential direction evenly lays and it is all laid along the central axis of drill bit 3-2.
Further, the quantity of described injected hole is three.
Actual when using, can according to specific needs, the quantity of described injected hole and the installation position of each injected hole on drill bit 3-2 are adjusted accordingly.
In the present embodiment, the external diameter of described body is Φ 90mm, and the external diameter of described guide pipe 2 is Φ 150mm and its wall thickness is 10mm, and the rear end diameter of described drill bit 3-2 is Φ 115mm.
During practice of construction, can according to specific needs, the rear end diameter of the external diameter of described body, the internal diameter of guide pipe 2 and drill bit 3-2 be adjusted accordingly.
In the present embodiment, described tube coupling 3-1 is thick walled steel tube and its wall thickness is 15mm, and the Ultimate Tensile power of described tube coupling 3-1 is 1200KN (i.e. 120t), and tensile strength is 772N/mm
2, yield force is 1500KN (i.e. 150t), and yield strength is 609N/mm
2.
Actually add man-hour, described drill bit 3-2 is alloy bit.Further, can according to specific needs, the rear end diameter of drill bit 3-2 be adjusted accordingly.
In the present embodiment, the length of described drilling rod adapter sleeve 3-3 is 220mm.
During practice of construction, the lap length between the described barrel vault advanced support structure of adjacent two the described sections in front and back is denoted as L2.In the present embodiment, L2=3.5m.
In the present embodiment, described steel arch-shelf 1 is shape steel bracket and it is arc.
Further, described steel arch-shelf 1 is flange beam stand.During actual use, described steel arch-shelf 1 also can adopt the shape steel bracket of other type.
During practice of construction, what adopt steel arch-shelf 1 to construct as tunnel barrel vault advanced support simple and easyly protects arch.The central angle of described steel arch-shelf 1 is 140 ° ~ 160 °.
In the present embodiment, the central angle of described steel arch-shelf 1 is 150 °.
Multiple described guide pipe 2 is the orifice tube be arranged on described shape steel bracket.Further, multiple described guide pipe 2 is all laid on the same tunnel cross section of Tunnel 4.The length of multiple described guide pipe 2 is 0.8m ~ 1.5m.
In the present embodiment, multiple described guide pipe 2 is steel pipe and it is all weldingly fixed on steel arch-shelf 1, and the length of multiple described guide pipe 2 is 1m and its quantity is 50.
During practice of construction, can according to specific needs, the length of guide pipe 2 and quantity are adjusted accordingly.
In the present embodiment, when adopting described slurry filling machine to carry out secondary grouting when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014 and in step 3022, institute's injection slurry is cement paste; The water/binder ratio of described cement paste is 0.5.
Wherein, described cement paste is the slurries formed after P.O32.5 Portland cement and the even mix of water, and P.O32.5 Portland cement is also referred to as Portland cement 32.5.Water/binder ratio refers to the consumption of water and the weight ratio of cement consumption in described cement paste.
When adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014, grouting pressure is 3MPa ~ 4MPa; When adopting described slurry filling machine to carry out secondary grouting in step 3022, grouting pressure is 5MPa ~ 6MPa.
In the present embodiment, start described rig in step 3014 and by described rig by after march forward before row creeps into, first adopt described slurry filling machine to carry out slip casting and grouting pressure is 3MPa ~ 4Mpa; When the aperture of the residing boring of current constructed pipe canopy pipe 3 has cement grout to flow out, restart described rig and by described rig by after to march forward capable creeping into.
In the present embodiment, when adopting described slurry filling machine synchronously to carry out slip casting in step 3012, institute's injection slurry flows to drill bit 3-2 through described front end tube coupling 3-1 before backward, and the multiple described injected hole on drill bit 3-2 flows out; In step 3012 in drilling process, by institute's injection slurry, the drilling cuttings on drill bit 3-2 is cleared up, and cooling and lubrication is carried out to drill bit 3-2;
When adopting described slurry filling machine synchronously to carry out slip casting in step 3014, institute's injection slurry flows to drill bit 3-2 through the current multiple described tube coupling 3-1 connected as one before backward, and the multiple described injected hole on drill bit 3-2 flows out; In step 3014 in drilling process, by institute's injection slurry, the drilling cuttings on drill bit 3-2 is cleared up, and cooling and lubrication is carried out to drill bit 3-2;
When adopting described slurry filling machine to carry out secondary grouting in step 3022, institute's injection slurry flows to drill bit 3-2 through the body of current constructed pipe canopy pipe 3 before backward, and the multiple described injected hole on drill bit 3-2 flow to the annular region between described body and described borehole wall, and institute's injection slurry fills described annular region from front to back.Further, when adopting described slurry filling machine to carry out secondary grouting in step 3022, the cement consumption of each boring is about 0.3t.
In the present embodiment, start described rig in step 3012 and step 3014 and by described rig by after march forward row creep into time, rate of penetration is 25m/h ~ 35m/h;
When adopting described slurry filling machine to carry out secondary grouting when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014 and in step 3022, the flow rate of grouting of institute's injection slurry is 550ml/h ~ 600ml/h.
In the present embodiment, when preparing before carrying out in step 3011 creeping into, first described jointing is crept into driving mechanism with described respectively and described Grouting Pipe is connected, then the rear end of described front end tube coupling is connected with described jointing.Start described rig in step 3012 and by described rig by after march forward row creep into time, until creeping into guide pipe 2 is exposed in the rear end of only described front end tube coupling.
Carry out tube coupling in step 3013 when continuing, first remove current having completed and creep into and connection between the tube coupling 3-1 and described jointing of rear side, more next tube coupling 3-1 is spliced; After having spliced, the rear end of current installed tube coupling 3-1 is connected with described jointing, just completes tube coupling handshaking procedure.Carry out in step 3014 continuing creeping into and start described rig in synchronous grouting process and by described rig by after march forward row creep into time, until by step 3013 tube coupling 3-1 be installed creep into only guide pipe 2 is exposed in rear end.
In the present embodiment, described steel arch-shelf 1 is built in guiding wall 6, and described guiding wall 6 is arc and it is concrete wall.
As shown in Figure 3, the first Tunnel structure is provided with in described rig service depot 5, described first Tunnel structure comprises the first concrete ejection layer 8 and multiple the first shape steel bracket 7 be supported in from front to back in rig service depot 5 that are formed by the concrete be injected on rig service depot 5 inwall, and multiple described first shape steel bracket 7 is all fixed in the first concrete ejection layer 8 and it is the shape steel bracket arch of rig service depot 5 and left and right sides abutment wall being carried out to supporting; Described guiding wall 6 is positioned at below the first concrete ejection layer 8 and itself and the first concrete ejection layer 8 are fastenedly connected and are integrated.
After completing the whole hole mortar depositing construction process of many described second pipe canopy pipes in step 304, before backward, tunnel excavation construction is carried out to current construction sections along tunnel bearing of trend; In digging process, before backward, carrying out preliminary bracing to excavating the Tunnel 4 formed, and obtaining the second Tunnel structure; Described second Tunnel structure comprises the second concrete ejection layer 9 and multiple Second-Type steel bracket 10 be supported in from front to back in Tunnel 4 that are formed by the concrete be injected on Tunnel 4 inwall; Described second concrete ejection layer 9 and the first concrete ejection layer 8 are fastenedly connected and are integrated.
In the present embodiment, described steel arch-shelf 1 is positioned at immediately below described first shape steel bracket 7, and the first shape steel bracket 7 be positioned at directly over steel arch-shelf 1 is fixed support, and described steel arch-shelf 1 is fixed on described fixed support.
During practice of construction, described steel arch-shelf 1 is fixed on described fixed support by arch steel net, described arch steel net comprises arch steel 11 that multiple tracks lays and the connecting reinforcement 12 that multiple tracks is along the circumferential direction laid from left to right from top to bottom, arch steel 11 described in multiple tracks is all between steel arch-shelf 1 and described fixed support, the inner of connecting reinforcement 12 described in multiple tracks is all fixed on steel arch-shelf 1 and its outer end and is all fixed on described fixed support, and connecting reinforcement 12 described in per pass is all fastenedly connected with arch steel described in multiple tracks 11 and is integrated.
In the present embodiment, described first shape steel bracket 7 and Second-Type steel bracket 10 are flange beam stand.
During actual use, described first shape steel bracket 7 and Second-Type steel bracket 10 also can adopt the steel bracket of other type.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. the advanced strengthening supporting construction method of Support System in Soft Rock Tunnels, it is characterized in that: before backward, divide a multiple sections to carry out barrel vault advanced support construction to institute's construction tunnel along longitudinal extension direction, tunnel, the barrel vault advanced support construction method of multiple described sections is all identical; When barrel vault advanced support construction is carried out to any one sections, comprise the following steps:
Step one, protect arch and construct with guide pipe: on rear side of the face of current construction sections, install one protect arch; The described steel arch-shelf (1) protecting arch and support for Tunnel (4) arch to institute's construction tunnel, described steel arch-shelf (1) is provided with multiple respectively to the guide pipe (2) that many pipe canopy pipes (3) are led;
The outer limb of many described pipe canopy pipes (3) is 1 ° ~ 3 °, and pipe canopy pipe (3) described in every root is all laid in coaxial with the guide pipe (2) led to it; Multiple described guide pipe (2) is laid from left to right along the center line of steel arch-shelf (1), and the structure of multiple described guide pipe (2) is all identical with size and it is all laid on the same tunnel cross section of Tunnel (4);
The structure of many described pipe canopy pipes (3) is all identical with size; Pipe canopy pipe (3) described in every root includes the body be spliced by multiple tube coupling (3-1) and the drill bit (3-2) being coaxially arranged on described body front end, multiple described tube coupling (3-1) is all laid in coaxial, the structure of multiple described tube coupling (3-1) all identical and its lay from front to back; The cross-sectional structure of multiple described tube coupling (3-1), with size is all identical and it is spiral steel pipe, is all connected and sealed by adapter sleeve between adjacent two described tube couplings (3-1); The tube coupling (3-1) being positioned at front side in multiple described tube coupling (3-1) is front end tube coupling (3-1), be positioned at the tube coupling (3-1) of last side in multiple described tube coupling (3-1) for rear end tube coupling (3-1), described drill bit (3-2) is arranged on the front portion of described front end tube coupling (3-1); Described drill bit (3-2) has multiple injected hole, and multiple described injected hole all communicates with described tubular body;
Described pipe canopy pipe (3) is the first pipe canopy pipe or the second pipe canopy pipe, the quantity of described first pipe canopy pipe and described second pipe canopy pipe is many, described first pipe canopy pipe and described second pipe canopy pipe in being laid staggeredly, and are laid with a described second pipe canopy pipe between adjacent two described first pipe canopy pipes;
Step 2, rig and slurry filling machine installation in position: steel arch-shelf (1) rear side rigging up and slurry filling machine described in step one;
Step 3, barrel vault advanced support are constructed: carry out barrel vault advanced support construction respectively to many described pipe canopy pipes (3) in step one, the barrel vault advanced support construction method of many described pipe canopy pipes (3) is all identical, and many described pipe canopy pipes (3) are crept in front of tunnel heading rock mass through multiple described guide pipe (2) respectively before backward; When carrying out barrel vault advanced support construction to many described pipe canopy pipes (3), process is as follows:
Step 301, the first pipe canopy pipe bit hole and synchronous grouting construction: hole respectively from left to right or from right to left to many described first pipe canopy pipes and synchronous grouting construction, boring and the synchronous grouting construction method of many described first pipe canopy pipes are all identical; Arbitrary described first pipe canopy pipe is holed and synchronous grouting construction time, process is as follows:
Step 3011, creep into front preparation: in front end tube coupling (3-1) front portion of current constructed pipe canopy pipe (3), drill bit (3-2) is installed, and the rear end of described front end tube coupling (3-1) is connected with the driving mechanism that creeps into of rig described in step 2, be connected with the grouting port of slurry filling machine described in step 2 by the rear end of Grouting Pipe by described front end tube coupling (3-1) simultaneously;
Step 3012, front end tube coupling creep into and synchronous grouting: by the tube coupling of front end described in step 301 (3-1) by being inserted into before backward in the guide pipe (2) that leads to current constructed pipe canopy pipe (3), and described front end tube coupling (3-1) and the guide pipe inserted (2) are laid in coaxial; Afterwards, start described rig and by described rig by after march forward row creep into; In drilling process, described slurry filling machine is adopted synchronously to carry out slip casting;
Step 3013, tube coupling continue: to creep into and tube coupling (3-1) rear side being positioned at rear side installs next tube coupling (3-1) current having completed, and by the rear end of current installed tube coupling (3-1) with creep into driving mechanism described in step 301 and be connected, be connected with grouting port described in step 301 by the rear end of described Grouting Pipe by current installed tube coupling (3-1) simultaneously;
Step 3014, continue to creep into and synchronous grouting: start described rig and by described rig by after the row that marches forward creep into; In drilling process, described slurry filling machine is adopted synchronously to carry out slip casting;
Step 3015, repeatedly repetition step 3013 are to step 3014, until complete the drilling process of all tube couplings (3-1) in current constructed pipe canopy pipe (3), complete boring and the synchronous grouting work progress of current constructed pipe canopy pipe (3), obtain the boring residing for current constructed pipe canopy pipe (3);
Step 3016, next root first pipe canopy pipe bit hole and synchronous grouting construction: according to the method described in step 3011 to step 3015, hole to the first pipe canopy pipe described in next root and synchronous grouting construction;
Step 3017, repeatedly repetition step 3016, until complete boring and the synchronous grouting work progress of many described first pipe canopy pipes;
Step 302, the first pipe canopy pipe whole hole mortar depositing construction: after the boring of many described first pipe canopy pipes and synchronous grouting work progress all complete, from left to right or from right to left whole hole mortar depositing construction is carried out respectively to many described first pipe canopy pipes; The whole hole grouting construction method of many described first pipe canopy pipes is all identical; When carrying out whole hole mortar depositing construction to arbitrary described first pipe canopy pipe, process is as follows:
Step 3021, drilling orifice shutoff: shutoff is carried out to the aperture of the residing boring of current constructed pipe canopy pipe (3), obtains drilling orifice plugging structure, and lay steam vent at described drilling orifice plugging structure; Described drilling orifice plugging structure is by being positioned at the plugging structure of toroidal cavity between the aperture of described boring and the lateral wall of current construction pipe canopy pipe (3), and described steam vent communicates with described toroidal cavity inside;
Step 3022, the slip casting of whole hole: after in step 3021, drilling orifice shutoff completes, described slurry filling machine is adopted to carry out secondary grouting, till injection slurry flows out to some extent in described steam vent, complete the whole hole mortar depositing construction process of current constructed pipe canopy pipe (3);
Step 3023, next root first pipe canopy pipe whole hole mortar depositing construction: according to the method described in step 3021 to step 3022, whole hole mortar depositing construction is carried out to the first pipe canopy pipe described in next root;
Step 3024, repeatedly repetition step 3023, until complete the whole hole mortar depositing construction process of many described first pipe canopy pipes;
Step 303, the second pipe canopy pipe bit hole and synchronous grouting construction: hole respectively from left to right or from right to left to many described second pipe canopy pipes and synchronous grouting construction, boring and the synchronous grouting construction method of many described second pipe canopy pipes are all identical; Arbitrary described second pipe canopy pipe is holed and synchronous grouting construction time, all carry out holing according to the method described in step 3011 to step 3015 and synchronous grouting construction;
Step 304, the second pipe canopy pipe whole hole mortar depositing construction: after the boring of many described second pipe canopy pipes and synchronous grouting work progress all complete, from left to right or from right to left whole hole mortar depositing construction is carried out respectively to many described second pipe canopy pipes; The whole hole grouting construction method of many described second pipe canopy pipes is all identical; When whole hole mortar depositing construction is carried out to arbitrary described second pipe canopy pipe, all carry out whole hole mortar depositing construction according to the method described in step 3021 to step 3022.
2. according to the advanced strengthening supporting construction method of Support System in Soft Rock Tunnels according to claim 1, it is characterized in that: body described in step one is the auger stem of described rig, described adapter sleeve is drilling rod adapter sleeve (3-3).
3. according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: carry out protecting arch in step one when constructing with guide pipe, first construct a rig service depot (5) for rig described in step 2 on rear side of the face of current construction sections, and described steel arch-shelf (1) is arranged on the front interior of described rig service depot (5); Described rig service depot (5) is the space of the arch of Tunnel (4) outwards being excavated to rear formation; The length of described rig service depot (5) is 5m ~ 8m.
4. according to the advanced strengthening supporting construction method of Support System in Soft Rock Tunnels according to claim 3, it is characterized in that: described steel arch-shelf (1) is built in guiding wall (6), and described guiding wall (6) is for arc and it is concrete wall; The first Tunnel structure is provided with in described rig service depot (5), described first Tunnel structure comprises the first concrete ejection layer (8) and multiple the first shape steel bracket (7) be supported in from front to back in rig service depot (5) that are formed by the concrete be injected on rig service depot (5) inwall, and multiple described first shape steel bracket (7) is all fixed in the first concrete ejection layer (8) and it is the shape steel bracket arch of rig service depot (5) and left and right sides abutment wall being carried out to supporting; Described guiding wall (6) is positioned at the first concrete ejection layer (8) below and itself and the first concrete ejection layer (8) are fastenedly connected and are integrated;
After completing the whole hole mortar depositing construction process of many described second pipe canopy pipes in step 304, before backward, tunnel excavation construction is carried out to current construction sections along tunnel bearing of trend; In digging process, before backward, carrying out preliminary bracing to excavating the Tunnel (4) formed, and obtaining the second Tunnel structure; Described second Tunnel structure comprises the second concrete ejection layer (9) and multiple Second-Type steel bracket (10) be supported in from front to back in Tunnel (4) that are formed by the concrete be injected on Tunnel (4) inwall; Described second concrete ejection layer (9) and the first concrete ejection layer (8) are fastenedly connected and are integrated.
5. according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: when adopting described slurry filling machine to carry out secondary grouting when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014 and in step 3022, institute's injection slurry is cement paste; The water/binder ratio of described cement paste is 0.5.
6. according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014, grouting pressure is 3MPa ~ 4MPa; When adopting described slurry filling machine to carry out secondary grouting in step 3022, grouting pressure is 5MPa ~ 6MPa.
7. according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: when adopting described slurry filling machine synchronously to carry out slip casting in step 3012, institute's injection slurry flows to drill bit (3-2) through described front end tube coupling (3-1) before backward, and the multiple described injected hole on drill bit (3-2) flows out; In step 3012 in drilling process, by institute's injection slurry, the drilling cuttings on drill bit (3-2) is cleared up, and cooling and lubrication is carried out to drill bit (3-2);
When adopting described slurry filling machine synchronously to carry out slip casting in step 3014, institute's injection slurry flows to drill bit (3-2) through the current multiple described tube coupling (3-1) connected as one before backward, and the multiple described injected hole on drill bit (3-2) flows out; In step 3014 in drilling process, by institute's injection slurry, the drilling cuttings on drill bit (3-2) is cleared up, and cooling and lubrication is carried out to drill bit (3-2);
When adopting described slurry filling machine to carry out secondary grouting in step 3022, institute's injection slurry flows to drill bit (3-2) through the body of current constructed pipe canopy pipe (3) before backward, and the multiple described injected hole on drill bit (3-2) flow to the annular region between described body and described borehole wall, and institute's injection slurry fills described annular region from front to back.
8., according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: start described rig in step 3012 and step 3014 and by described rig by after march forward row creep into time, rate of penetration is 25m/h ~ 35m/h;
When adopting described slurry filling machine to carry out secondary grouting when adopting described slurry filling machine synchronously to carry out slip casting in step 3012 and step 3014 and in step 3022, the flow rate of grouting of institute's injection slurry is 550ml/h ~ 600ml/h.
9. according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: the external diameter of body described in step one is Φ 70mm ~ Φ 120mm; Described drill bit (3-2) is for diameter is by backward front diminishing conical drill bit, the rear end diameter of described drill bit (3-2) is greater than the external diameter of described body, the lateral wall of described conical drill bit is provided with and is multiplely laid with multiple brill tooth along the hand of spiral, the hand of spiral of multiple described tube coupling (3-1) is all identical, and the hand of spiral of multiple described brill tooth is identical with the hand of spiral of described tube coupling (3-1); Multiple described injected hole along the circumferential direction evenly lays and it is all laid along the central axis of drill bit (3-2).
10. according to the advanced strengthening supporting construction method of the Support System in Soft Rock Tunnels described in claim 1 or 2, it is characterized in that: the jointing for connecting tube coupling (3-1) is equipped with in the front end of creeping into driving mechanism described in step 3011, described jointing is provided with slip casting interface, described slip casting interface is connected with the grouting port of slurry filling machine by described Grouting Pipe;
The length of body described in step one is 15m ~ 30m; The length of described tube coupling (3-1) is 3m ~ 6m;
After completing the second pipe canopy pipe whole hole mortar depositing construction process in step 304, obtain the barrel vault advanced support structure of current construction sections; Lap length between the described barrel vault advanced support structure of adjacent two the described sections in front and back is not less than 3m.
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| CN107101590A (en) * | 2017-05-12 | 2017-08-29 | 中国科学院武汉岩土力学研究所 | Tunnel wall rock deformation distributed optical fiber sensing method and device based on pipe shed support |
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| CN107956484A (en) * | 2017-11-24 | 2018-04-24 | 中铁十局集团城市轨道交通工程有限公司 | The ruggedized construction and construction method of existing shield tunnel Deformation control |
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| CN108278115A (en) * | 2017-10-31 | 2018-07-13 | 中南大学 | A kind of three step Rapid Construction of Tunnels method of big arch springing and structure based on pre-timbering with tubular prop |
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| CN109707405A (en) * | 2018-12-28 | 2019-05-03 | 河北鸿锐嘉科技发展有限公司 | Tunnel lining concrete casting quality control method and device |
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| CN113756845A (en) * | 2021-09-01 | 2021-12-07 | 中煤地质集团有限公司中南分公司 | Underground pedestrian passageway construction method |
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| CN109854811A (en) * | 2019-01-25 | 2019-06-07 | 万晟建设集团有限公司 | Gas pipeline engineering method |
| CN112127910A (en) * | 2020-09-21 | 2020-12-25 | 北京市市政工程研究院 | Tunnel construction extra-front supporting sheath arch structure |
| CN112127910B (en) * | 2020-09-21 | 2022-11-08 | 北京市市政工程研究院 | Tunnel construction extra-front supporting sheath arch structure |
| CN113586080A (en) * | 2021-07-13 | 2021-11-02 | 中交路桥华南工程有限公司 | Pipe shed construction method |
| CN113586097A (en) * | 2021-09-01 | 2021-11-02 | 中煤地质集团有限公司中南分公司 | Construction method of vertical shaft pipe shed |
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