CN102562099A - Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits - Google Patents
Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits Download PDFInfo
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- CN102562099A CN102562099A CN2012100678222A CN201210067822A CN102562099A CN 102562099 A CN102562099 A CN 102562099A CN 2012100678222 A CN2012100678222 A CN 2012100678222A CN 201210067822 A CN201210067822 A CN 201210067822A CN 102562099 A CN102562099 A CN 102562099A
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Abstract
The invention discloses a method for carrying out rapid face excavation construction on a loess tunnel by double rows of small conduits, which comprises the following steps of: excavation and supporting of a side front slope, i.e. after completing earth excavation of the side front slope, immediately carrying out temporary protection of suspended net shotcrete on the side front slope; construction of a protection arch, i.e. excavating a tunnel face of an upper step tunnel opening, carrying out measure lofting, arranging the section steel frame protection arch from the arch top to the outside of the tunnel in a range of above a springing line and spraying concrete to the protection arch to form protection arch concrete; construction of advance supporting of the double rows of small conduits, i.e. drawing small conduit hole sites which need to be arranged on the tunnel face, then arranging the double rows of small conduits at the small conduit hole sites in the range of an arch part of the opening, carrying out grouting on the arch part by a grouting machine through the small conduits, and blocking off orifices of the small conduits after finishing grouting; and excavation and supporting of a tunnel body, i.e. after the protection arch concrete achieves the design strength and the construction of the double rows of small conduits in a first circle of the tunnel opening is completed, starting the loess excavation and supporting operation of the tunnel body. The method disclosed by the invention has a simple construction process and is easy to operate. The overexcavation phenomenon is effectively reduced. The construction cost is reduced.
Description
Technical field
The present invention relates to the tunnel construction technology field, be specifically related to the double ductule of a kind of loess tunnel and advance cavity construction method fast, be applicable in close slightly and above collapsible loess geology and carry out constructing tunnel.
Background technology
Be prone to take place moderate finite deformation even landslide accident in the loess tunnel construction process, the big pipe shed support of hole construction employing generally advanced to loess tunnel in designing institute in the past, and the advantage of bassoon canopy advance support is that safe and reliable, disposable advance support length is long; Globality is better, and shortcoming is a long construction period, construct earlier and protect arch guiding wall; Special equipment boring; Outer limb is wayward, and excavation falls piece and causes bigger backbreaking, and cost is higher.Therefore be badly in need of adopting a kind of simple, easy to operate, economic constructing tunnel excavation method.
Summary of the invention
The objective of the invention is to overcome the problems referred to above that prior art exists, propose the double ductule of a kind of loess tunnel and advance cavity construction method fast, this method construction technology is simple, easy to operate, effectively reduces and backbreaks, and reduces construction cost.
In order to realize the foregoing invention purpose, the present invention adopts following technical scheme:
The double ductule of a kind of loess tunnel advances cavity construction method fast, comprises the steps:
After A, Bian Yangpo excavation and supporting, limit are faced upward sloping soil excavation and are accomplished immediately opposite side face upward the slope and hang net spray anchor and protect temporarily;
B, protect arch and execute work, the excavation hole face of topping bar is measured setting-out, in the above scope of springing line, from vault profile steel frame is set outside the hole and protects arch, forms and protects the arch concrete protecting the arch sprayed mortar;
C, execute and make double ductule advance support; The position, ductule hole of on face, drawing and need establish, then place, position, scope said ductule hole is provided with double leading ductule in the arch, hole, passes through ductule to arch slip casting with slurry filling machine again; After slip casting finishes, with the shutoff of the ductule mouth of pipe;
D, barrel excavation and supporting are protected the arch concrete and are reached design strength, after the hole double ductule of first ring is executed and is done to accomplish, and beginning barrel loess excavation and supporting operation.
Wherein, beginning barrel loess excavation and supporting operation specifically comprise the steps: among the said step D
D1) arch excavation and supporting; Arch every excavation once supporting drilling depth 1 Pin steelframe spacing, the every excavation once supporting of abutment wall drilling depth 2 Pin steelframe spacings, the each drilling depth of inverted arch must not be greater than 3m; Inverted arch apart from the excavation identity distance from 35m, secondary lining apart from the face distance in 70m;
D2) top heading excavation and supporting, top heading excavation, vault anticipated settlement 20cm; Carry out hoop slotting excavation; Vertically excavation length is 0～50cm, each excavation supporting 1 Pin steelframe, and the excavation width is 50～80cm; Excavation carries out steelframe supporting operation after accomplishing, and steelframe supporting operation is carried out the sprayed mortar operation to steelframe after accomplishing;
D3) upper and lower bench excavation and supporting, behind the excavation 15～20m that tops bar, the excavation steelframe supporting operation that begins to get out of a predicament or an embarrassing situation, steelframe supporting operation is carried out the sprayed mortar operation after accomplishing immediately, and the intact back of concrete construction to be sprayed is backfill in time, forms back-pressure;
D4) inverted arch excavation and supporting at the bottom of the tunnel after bench excavation and supporting length reach 10-15m instantly, begins to carry out inverted arch excavation and supporting at the bottom of the tunnel; Inverted arch excavation and the each drilling depth of supporting operation are controlled three Pin steelframe distances, after each excavation supporting is accomplished, carry out the inverted arch construction immediately.
Wherein, said inverted arch construction concrete steps are: void is cut and foreign material at the bottom of removing tunnel, adopts the inverted arch large form by mind-set bilateral symmetry construction in the inverted arch, once-cast; After the tunnel invert construction finishes, clean empty quarrel and foreign material on the inverted arch, concrete is filled in construction in time after the final set.
In order not influence other operation operations of the place ahead, tunnel, to set up interim suspension bridge after the inverted arch construction.
Preferably, opposite side is faced upward the slope and is hung net spray anchor and protect temporarily and adopt Φ 8 steel mesh reinforcements in the said steps A, steel mesh reinforcement mesh spacing 20 * 20cm, and cartridge bag rock-bolt length 4.5m, spacing 1.2 * 1.2m, quincuncial arrangement, sprayed mortar is C25, thickness 10cm.
Preferably, be provided with among the said step B profile steel frame protect the arch length be 1m, the every Pin spacing of steelframe 0.5m; The one Pin faces upward the slope with Dong Ding and closely is connected, arch springing bottom pad 60cm elongated slot steel, inboard link plate between every Pin; Vault anticipated settlement 20cm; Sprayed mortar makes and protects the arch moulding, and protecting the arch concrete is C25, thickness 25cm.
Preferably, the single long 5m of ductule among the said step C, ductule circumferential distance 0.2m takes to arrange up and down plum blossom and arranges, arranges vertical interval 20cm up and down, longitudinal lap joint 2m.
Further, said ductule adopts Φ 42 hot rolled seamless steel tubes to process, wall thickness 3.5mm, and its front portion is provided with injected hole, aperture 6～8mm, pitch of holes 10～20cm becomes quincuncial arrangement, and front end is processed into taper, does not hole in the mouth of pipe section 0.8m scope.
Compared with prior art, beneficial effect of the present invention:
The double ductule of loess tunnel of the present invention advances cavity construction method fast and at first carries out Bian Yangpo excavation and supporting, after the limit is faced upward sloping soil excavation and is accomplished immediately opposite side face upward the slope and hang net spray anchor and protect temporarily, prevent wind erosion and rain erosion, it is stable to have guaranteed to face upward the slope; Protect arch then and execute work, excavate the hole face of topping bar, measure setting-out, in the above scope of springing line, from vault profile steel frame is set outside the hole and protects arch, protect the arch concrete protecting the formation of arch sprayed mortar; Then execute and make double ductule advance support; The position, ductule hole of on face, drawing and need establish, place, position, scope said ductule hole is provided with double ductule in the arch, hole, passes through ductule to arch slip casting with slurry filling machine again; After slip casting finishes; With the shutoff of the ductule mouth of pipe, the pipe in case slurries flow backwards guarantees the advance support quality outward; Carry out barrel excavation and supporting at last, protect the arch concrete and reach design strength, after the hole double ductule of first ring is executed and is done to accomplish, beginning barrel loess excavation and supporting operation.Adopt double ductule advance support need not execute and make the guiding wall, construction technology is simple, easy to operate, and it is fast to enter the hole, because ductule length is 5m, bore angle is easy to control, has reduced to backbreak, and cost is lower.
Description of drawings
Fig. 1 is a construction tunnel structural representation of the present invention;
Fig. 2 is a construction tunnel longitudinal plan of the present invention;
Fig. 3 faces upward the steel mesh reinforcement structure chart that the slope hangs the protection of net spray anchor for limit of the present invention.
Mark among the figure:The 1-ductule, the 2-arch, the 3-steelframe protects arch, and 4-tops bar, the 5-abutment wall, 6-abutment wall supporting steelframe, 7-gets out of a predicament or an embarrassing situation, at the bottom of the 8-tunnel, 9-inverted arch supporting steelframe, 10-lock pin anchor tube, 11-two lining concretes, 12-fills concrete, 13-inverted arch, 21-cartridge bag anchor pole.
The specific embodiment
Below in conjunction with the accompanying drawing and the specific embodiment the present invention is further described.
Embodiment of the present invention is not limited to following examples, and the various variations of under the prerequisite that does not break away from aim of the present invention, making all belong within protection scope of the present invention.
As depicted in figs. 1 and 2, the double ductule of a kind of loess tunnel of the present invention advances cavity construction method fast, comprises the steps:
After A, Bian Yangpo excavation and supporting, limit are faced upward sloping soil excavation and are accomplished immediately opposite side face upward the slope and hang net spray anchor and protect temporarily; Bian Yangpo hangs net spray anchor and protects employing Φ 8 steel mesh reinforcements temporarily, and is as shown in Figure 3, steel mesh reinforcement mesh spacing 20 * 20cm; Cartridge bag anchor pole 21 length 4.5m; All pores are all represented the cartridge bag anchor pole among Fig. 3, cartridge bag anchor pole spacing 1.2 * 1.2m, quincuncial arrangement; Sprayed mortar is C25, thickness 10cm.It is main that sloping soil excavation employing excavator is faced upward on the limit, artificial auxiliary carrying out.After the limit is faced upward sloping soil excavation and is accomplished immediately opposite side face upward the slope and hang net spray anchor and protect temporarily, in time confining surface prevents wind erosion and rain erosion, it is stable to guarantee to face upward the slope.
B, protect arch and execute work, the excavation 4 hole faces of topping bar, the 4 hole faces of will topping bar excavate into 1:0.25; Measure setting-out; In the above scope of springing line, from vault profile steel frame is set outside the hole and protects arch 3, profile steel frame is protected the formation of arch 3 sprayed mortars protect the arch concrete; It is 1m that said profile steel frame is protected arch 3 length, and the every Pin spacing of steelframe 0.5m, a Pin face upward the slope with Dong Ding and closely be connected; Arch springing bottom pad 60cm elongated slot steel, inboard link plate between every Pin, vault anticipated settlement 20cm; Sprayed mortar makes and protects the arch moulding, and protecting the arch concrete is C25, thickness 25cm.Arch springing bottom pad elongated slot steel increases bearing capacity of foundation soil, guarantees that simultaneously the bottom do not have empty slag, reduces the whole deflection before the preliminary bracing closure.
C, execute and make double ductule 1 advance support; The position, ductule 1 hole of on face, drawing and need establish, then place, position, scope said ductule 1 hole is provided with double ductule 1 in the arch, hole, passes through 1 pair of arch 2 slip casting of ductule with slurry filling machine again; After slip casting finishes, with ductule 1 mouth of pipe shutoff; Ductule 1 single long 5m, ductule 1 circumferential distance 0.2m takes to arrange up and down plum blossom and arranges, arranges vertical interval 20cm up and down, longitudinal lap joint 2m.Wherein said ductule 1 adopts Φ 42 hot rolled seamless steel tubes to process, wall thickness 3.5mm, and its front portion is provided with injected hole, aperture 6～8mm, pitch of holes 10～20cm becomes quincuncial arrangement, and front end is processed into taper, does not hole in the mouth of pipe section 0.8m scope.
D, barrel excavation and supporting are protected the arch concrete and are reached design strength, after the hole double ductule 1 of first ring is executed and is done to accomplish, and beginning barrel loess excavation and supporting operation.Along with the propelling of construction, constantly repeat the construction operation that above-mentioned steps is accomplished the tunnel.
The barrel excavation should be according to excavated section span size, and choose reasonable two steps, many benching tunnelling methods or arc base tunnel are reserved core soil excavation construction scheme, and embodiment of the present invention is that example is elaborated with two benching tunnelling methods.
In the method for the invention construction, the artificial small-sized machine excavation that cooperates of topping bar, the artificial excavator excavation that cooperates of getting out of a predicament or an embarrassing situation; Excavation face circle as far as possible is suitable, concentrates to reduce stress, and periphery adopts artificial pneumatic pick finishing; The part is owed to dig and is adopted pickax or spade to handle; Reduce disturbance as far as possible, destroy the natural structure of the peripheral soil body less, the self-supporting ability of performance country rock country rock.Said step D barrel excavation and supporting specifically comprise the steps:
D1) arch 2 excavation and supportings; Arch steelframe of 2 every excavations protects arch 3 drilling depths 1 Pin steelframe spacing; An abutment wall supporting of abutment wall 5 every excavations steelframe 6 drilling depths 2 Pin steelframe spacings; Inverted arch 13 each drilling depths must not be greater than 3m, inverted arch 13 apart from the excavation identity distances from 35m, secondary lining apart from the face distance in 70m;
D2) top heading excavation and supporting, top heading excavation, vault anticipated settlement 20cm; Manual work is carried out hoop slotting excavation with pick when excavating for the first time; Vertically excavation length is 50cm, each excavation supporting 1 Pin steelframe, and the excavation width is 50～80cm; Excavation carries out steelframe supporting operation after accomplishing, and steelframe supporting operation is carried out the sprayed mortar operation after accomplishing.Concrete, after accomplishing, excavation founds a Pin bow member, steelframe spacing 50cm at face mileage frame; Steelframe through vertical connecting reinforcement with protect the arch steelframe be welded into integral body; Vertically connecting reinforcement circumferential distance 50cm rationally controls excavation length, and top heading excavates the distance of a Pin steelframe at every turn.Hang steel mesh reinforcement after the upright completion of steelframe frame, and perform lock pin anchor tube 10, respectively establish 4 near the arch springing of steelframe both sides
φ42 lock pin anchor tubes 10,4 meters of length.Lock pin anchor tube 10 horizontal directions and scar angle are by 45 ° of layouts, and lock pin anchor tube 10 is firm with the welding of steelframe palpus, the arch springing pad lumps of wood or channel-section steel, and junction plate will wrap up.Lock pin anchor tube 10 is the important measures that guarantee preliminary bracing safety; Receive bigger lateral pressure through pass judgement face arch springing and foundation position of test and tester before; The lock pin anchor tube 10 has here just served as the pull bar effect; To guarantee that the displacement deformation in the hole does not take place i iron when receiving lateral force, can play the effect that suppresses the whole sinking of bow member simultaneously, thereby guarantee structure stability under loading in work progress just.Above-mentioned work is carried out the sprayed mortar operation after accomplishing immediately, accomplishes hole top heading supporting operation as early as possible.After the steelframe supporting is accomplished, treat to carry out next step excavation operation after the preliminary bracing sprayed concrete strength reaches 10MPa.
D3) upper and lower bench excavation and supporting, behind 4 excavations, the 15～20m that tops bar, the 7 excavation steelframe supporting operations that begin to get out of a predicament or an embarrassing situation, steelframe supporting operation is carried out the sprayed mortar operation after accomplishing immediately, and the intact back of concrete construction to be sprayed is backfill in time, forms back-pressure.Concrete, 7 arch springings of getting out of a predicament or an embarrassing situation excavation is reserved 30cm, uses the hand excavation, and forbidding has empty quarrel at the bottom of the arch springing.The excavation left and right sides staggers and carries out, and reserves core soil, and the spacing that staggers is not less than 5m.Per two Pin steelframe spacing excavation supportings have once excavated the back upright steelframe of frame in time, hang steel mesh reinforcement, and the every Pin of every side performs 4, every long 4m's
φ42 lock pin anchor tubes 10 are locked pin anchor tube 10 horizontal directions and scar angle by 45 ° of layouts, and it is firm that lock pin anchor tube 10 and steelframe must weld, and the arch springing pad lumps of wood or channel-section steel will wrap up with the junction of inverted arch unit.Lock pin anchor tube 10 is the important measures that guarantee preliminary bracing safety; Receive bigger lateral pressure through pass judgement face arch springing and foundation position of test and tester before; The lock pin anchor tube 10 has here just served as the pull bar effect; To guarantee that the displacement deformation in the hole does not take place i iron when receiving lateral force, can play the effect that suppresses the whole sinking of bow member simultaneously, thereby guarantee structure stability under loading in work progress just.Above-mentioned work is carried out the sprayed mortar operation after accomplishing immediately, and the intact back of concrete construction to be sprayed is backfill in time, forms back-pressure.
D4) 8 inverted arch 13 excavation and supportings at the bottom of the tunnel after get out of a predicament or an embarrassing situation 7 excavations and supporting length reach 10～15m, begin to carry out 8 inverted arch, 13 excavation and supportings at the bottom of the tunnel; Inverted arch 13 excavation and the each drilling depth of supporting operation are controlled three Pin steelframe distances, excavate after 9 supportings of inverted arch supporting steelframe accomplish at every turn, carry out the inverted arch construction immediately.Inverted arch 13 excavations and the each drilling depth of supporting operation are controlled three Pin steelframe distances, and empty quarrel must be cleaned out before steelframe is installed at the bottom of the tunnel, after each excavation supporting is accomplished, should carry out the inverted arch construction immediately, build two lining concretes 11.For not influencing other operation operations of the place ahead, tunnel, to set up interim suspension bridge after the inverted arch construction.
Wherein said inverted arch 13 construction concrete steps are: void is cut and foreign material at the bottom of removing tunnel, adopts the inverted arch large form by mind-set bilateral symmetry construction in the inverted arch 13, once-cast; After tunnel invert 13 constructions finish, clean empty quarrel and foreign material on the inverted arch 13, concrete 12 is filled in construction in time after the final set.Inverted arch 13 manufacture bases country rock metric data are analyzed, and arrange inverted arch 13 constructions as early as possible.Inverted arch 13 is in time executed work can improve driving condition greatly, prevents 8 weak surrounding rock unstability generation rheologies at the bottom of the tunnel.Inverted arch 13 is no more than 35m apart from face.Void is cut and foreign material at the bottom of should removing tunnel before inverted arch 13 constructions.The portion's part of backbreaking should adopt concrete backfill at the same level.Inverted arch 13 cast adopt the inverted arch large form by mind-set bilateral symmetry construction in the inverted arch, once-cast.After tunnel invert 13 construction finished, concrete 12 was filled in construction in time after the final set, cleaned empty quarrel and foreign material on the inverted arch before the construction earlier, and it is smooth to fill concrete 12 surface requirements, and horizontal wall inscription, longitudinal gradient are consistent with design.
Inverted arch 13 casting and constructings are parallel with headwork to carry out, and adopts self-control inverted arch trestle to carry out inverted arch and lays, the interference problem of transportation and inverted arch construction in the solution hole.The arch native muck removal of annular is main with artificial transported in hand truck fashion mainly, and manual work is turned over to the hole, adopts loader, dump truck to be transported to spoil disposal area and stacks.Abutment wall 5 annular soil and core soil muck removal adopt excavator, dump truck to be transported to the spoil disposal area stacking.
Said step C concrete steps are: the position, ductule hole of 1) on face, accurately drawing and need establish by designing requirement before the double ductule advance support construction.
2) adopt hammer drill boring, with rig ductule 1 is headed into, advance support ductule 1 outer limb is in strict accordance with requiring to execute work, and it is long that the ductule tail end exposes 15cm, and afterbody and profile steel frame firm welding improve the support system integrality.Advance support ductule 1 and line midline direction almost parallel.Position, hole borehole throw is no more than 10cm, and eyelet is grown up long in ductule.
3) ductule 1 inserts and the aperture encapsulation process: ductule 1 comes directly towards jacking by special use, jacking boring length ≮ 90% pipe range.Ductule 1 end twines the hoop wedgewise with the clay hemp cut again except that the back-up ring of burn-oning, so that the obstruction of back its outer wall and country rock wall gap is tight in the ductule 1 jacking hole.During ductule 1 jacking, note the not impaired distortion of the protection mouth of pipe, so that be connected with grouting pipeline.Whether the inspection earlier of ductule 1 aperture reaches airtight standard before the slip casting, in case spillage.
4) adopt slurry filling machine slip casting, ordinary circumstance presses down the cementing mortar, water/binder ratio 1:0.8～1:1, and grouting pressure 0.5～1.0MPa, slurries match ratio and grouting pressure should be adjusted according to field trial.Generally reaching the design grouting amount by single tube is no less than 20 minutes and also can finishes slip casting as ending standard or when grouting pressure reaches design final pressure.After slip casting finishes, with ductule 1 mouth of pipe shutoff, in case outside the slurries refluence pipe.Loess geology ductule 1 must adopt air drill or electric coal borer pore-forming, forbids to use washing to be drilled to the hole, and strict slip casting guarantees the advance support quality.
The principal risk that the present invention adopts double ductule advance support to advance the hole construction shows the safety of digging process and the Deformation control after first the propping up.Because leading ductule spacing is encrypted, the piece phenomenon is fallen in the arch in the time of can effectively controlling excavation.What compare the unique weakening of bassoon canopy is ductule rigidity, but under the situation of short drilling depth (being controlled at 50cm), it is secure in time executing and making first Zhi Anquan.In addition owing to taked strengthening measure in the hole; Specifically there are steelframe encryption, dowel to encrypt, lock the pin anchor tube and replace anchor pole; It all is control surrouding rock deformation mature and effective method; So the distortion to this section is controlled, in time perform inverted arch in addition, build two lining concretes and better guarantee construction and permanent safety.
Should be noted that following several aspect in the method for the invention construction:
(1) lock pin anchor tube is the important measures that guarantee preliminary bracing safety; Receive bigger lateral pressure through pass judgement face arch springing and foundation position of test and tester before; The lock pin anchor tube has here just served as the pull bar effect; To guarantee that the displacement deformation in the hole does not take place i iron when receiving lateral force, can play the effect that suppresses the whole sinking of bow member simultaneously, thereby guarantee structure stability under loading in work progress just.
(2) be employed in arch wall underfooting pad and establish channel-section steel,, guarantee that simultaneously the bottom do not have empty slag, reduce the whole deflection before the preliminary bracing closure to increase bearing capacity of foundation soil.
Strictness control is backbreak when (3) excavating, if steelframe does not adopt concrete correcting wedge padding at the same level closely knit with country rock is closely connected behind, assurance preliminary bracing steelframe does not have the cavity behind, and it is stressed jointly to be beneficial to steelframe and country rock formation combined supporting body.
(4) inverted arch is immediately following being the essential measure of guaranteeing preliminary bracing safety, and inverted arch and backfill concrete are critical and perform with face, strict control safe distance.
(5) reserve 30cm during mechanical equivalent of light excavation by the hand excavation, less disturbance to country rock, and guarantee that the scar circle is suitable, in time just the spray concrete exposes country rock with sealing, strengthens the globality of rock mass, for safety time is striven in the follow-up work of preliminary bracing.Spray is on the slag muck of excavation, to carry out at the beginning of during construction, treats after just not sprayed completion by the excavation face of slag muck covering, to slag tap again.
(6) suitably strengthen the supporting deformation allowance, construction can be adopted the reservation amount of 20～25cm early stage, in time adjusts through monitoring measurement.
(7) like winter construction, carry out the winter conscientiously and execute the insulation measure, guarantee that concrete delivers from godown, goes into mould and maintenance environment temperature.
(8) strengthen monitoring measurement, in time feed back metric data, instruct supporting construction.Transfinite like metric data, isolating and protecting monitoring is in time adopted to add the steel stull, increase lock pin anchor tube, increase radially reinforce support measure such as ductule.
(9) the outer limb of control ductule, every this unanimity of foundation and assurance lap length guarantee ductule quantity and length requirement.
(10) slip casting is in strict accordance with code requirement, and the control slurries cooperate grouting pressure when, carry out the slip casting record simultaneously.
Job practices according to the invention is constructed according to above-mentioned points for attention, guarantees the advance support quality, and is safe and reliable; Adopt double ductule advance support need not execute and make the guiding wall, construction technology is simple, easy to operate, and it is fast to enter the hole; Because ductule length is 5m; Bore angle is easy to control, has reduced to backbreak, and cost is lower.
Combine accompanying drawing that embodiments of the invention are described in detail above; But the present invention is not limited to the foregoing description; In the ken that those of ordinary skills possessed, can also make various variations, these variations all belong within protection scope of the present invention.
Claims (8)
1. the double ductule of loess tunnel advances cavity construction method fast, it is characterized in that comprising the steps:
After A, Bian Yangpo excavation and supporting, limit are faced upward sloping soil excavation and are accomplished immediately opposite side face upward the slope and hang net spray anchor and protect temporarily;
B, protect arch and execute work, the excavation hole face of topping bar is measured setting-out, in the above scope of springing line, from vault profile steel frame is set outside the hole and protects arch, forms and protects the arch concrete protecting the arch sprayed mortar;
C, execute and make the ductule advance support; The position, ductule hole of on face, drawing and need establish, then place, position, scope said ductule hole is provided with double leading ductule in the arch, hole, passes through ductule to arch slip casting with slurry filling machine again; After slip casting finishes, with the shutoff of the ductule mouth of pipe;
D, barrel excavation and supporting are protected the arch concrete and are reached design strength, after the hole double ductule of first ring is executed and is done to accomplish, and beginning barrel loess excavation and supporting operation.
2. the double ductule of loess tunnel according to claim 1 advances cavity construction method fast, it is characterized in that: beginning barrel loess excavation and supporting operation specifically comprise the steps: among the said step D
D1) arch excavation and supporting; Arch every excavation once supporting drilling depth 1 Pin steelframe spacing, the every excavation once supporting of abutment wall drilling depth 2 Pin steelframe spacings, the each drilling depth of inverted arch must not be greater than 3m; Inverted arch apart from the excavation identity distance from 35m, secondary lining apart from the face distance in 70m;
D2) top heading excavation and supporting, top heading excavation, vault anticipated settlement 20cm; Carry out hoop slotting excavation; Vertically excavation length is 0～50cm, each excavation supporting 1 Pin steelframe, and the excavation width is 50～80cm; Excavation carries out steelframe supporting operation after accomplishing, and steelframe supporting operation is carried out the sprayed mortar operation to steelframe after accomplishing;
D3) upper and lower bench excavation and supporting, behind the excavation 15～20m that tops bar, the excavation steelframe supporting operation that begins to get out of a predicament or an embarrassing situation, steelframe supporting operation is carried out the sprayed mortar operation after accomplishing immediately, and the intact back of concrete construction to be sprayed is backfill in time, forms back-pressure;
D4) inverted arch excavation and supporting at the bottom of the tunnel after bench excavation and supporting length reach 10 ~ 15m instantly, begins to carry out inverted arch excavation and supporting at the bottom of the tunnel; Inverted arch excavation and the each drilling depth of supporting operation are controlled three Pin steelframe distances, after each excavation supporting is accomplished, carry out the inverted arch construction immediately.
3. advance cavity construction method fast based on the double ductule of the described loess tunnel of claim 2; It is characterized in that: said inverted arch construction concrete steps are: void is cut and foreign material at the bottom of removing tunnel; Adopt the inverted arch large form by mind-set bilateral symmetry construction in the inverted arch, once-cast; After the tunnel invert construction finishes, clean empty quarrel and foreign material on the inverted arch, concrete is filled in construction in time after the final set.
4. the double ductule of loess tunnel according to claim 3 advances cavity construction method fast, it is characterized in that: will set up interim suspension bridge after the inverted arch construction.
5. advance cavity construction method fast according to the double ductule of each described loess tunnel of claim 1 to 4; It is characterized in that: opposite side is faced upward the slope and is hung net spray anchor and protect temporarily and adopt Φ 8 steel mesh reinforcements, steel mesh reinforcement mesh spacing 20 * 20cm, cartridge bag rock-bolt length 4.5m in the said steps A; Spacing 1.2 * 1.2m; Quincuncial arrangement, sprayed mortar are C25, thickness 10cm.
6. the double ductule of loess tunnel according to claim 5 advances cavity construction method fast, it is characterized in that: be provided with among the said step B profile steel frame protect the arch length be 1m, the every Pin spacing of steelframe 0.5m; The one Pin faces upward the slope with Dong Ding and closely is connected, arch springing bottom pad 60cm elongated slot steel, inboard link plate between every Pin; Vault anticipated settlement 20cm; Sprayed mortar makes and protects the arch moulding, and protecting the arch concrete is C25, thickness 25cm.
7. the double ductule of loess tunnel according to claim 6 advances cavity construction method fast; It is characterized in that: the single long 5m of ductule among the said step C, ductule circumferential distance 0.2m takes to arrange up and down plum blossom and arranges; Arrange vertical interval 20cm up and down, longitudinal lap joint 2m.
8. the double ductule of loess tunnel according to claim 7 advances cavity construction method fast, it is characterized in that: said ductule adopts Φ 42 hot rolled seamless steel tubes to process wall thickness 3.5mm; Its front portion is provided with injected hole; Aperture 6～8mm, pitch of holes 10～20cm becomes quincuncial arrangement; Front end is processed into taper, does not hole in the mouth of pipe section 0.8m scope.
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Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102953737A (en) * | 2012-10-22 | 2013-03-06 | 中铁三局集团有限公司 | Construction method for inverted arch of VI-level water-enriched surrounding rock tunnel |
| CN103244128A (en) * | 2013-05-22 | 2013-08-14 | 汇通路桥建设集团有限公司 | Method for constructing large-section karst tunnels through double sidewall pilot tunnel and reservation core soil methods |
| CN103615257A (en) * | 2013-11-29 | 2014-03-05 | 葛洲坝集团第五工程有限公司 | Advanced support method of long-distance small-section class V2 surrounding rock hydraulic tunnel small pipes |
| CN103628889A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Quick sealing method for excavating phyllite stratum tunnel |
| CN104533428A (en) * | 2014-11-28 | 2015-04-22 | 大连市市政设计研究院有限责任公司 | Steep cliff tunnel hole excavation construction method |
| CN105350973A (en) * | 2015-10-08 | 2016-02-24 | 同济大学 | Construction method for large-span section loess tunnel under-crossing highway |
| CN105370306A (en) * | 2015-10-20 | 2016-03-02 | 重庆交通大学 | Mountain body tunnel excavation construction method adopting vertical pre-reinforcement treatment |
| CN105863677A (en) * | 2016-04-12 | 2016-08-17 | 中国电建集团成都勘测设计研究院有限公司 | Strengthening method for preliminary tunnel support |
| CN106014446A (en) * | 2016-05-27 | 2016-10-12 | 中铁隧道集团有限公司 | Strengthening method for improving stability of high-ground-stress soft rock tunnel inverted arch structure |
| CN107939415A (en) * | 2017-10-20 | 2018-04-20 | 长安大学 | Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span |
| CN109372543A (en) * | 2018-12-25 | 2019-02-22 | 中铁二院工程集团有限责任公司 | Mangnolia officinalis competent structure and construction method are owed in a kind of tunnel-liner |
| CN109404004A (en) * | 2018-11-30 | 2019-03-01 | 中铁隧道集团二处有限公司 | Cavern and its construction method for being assembled in push pipe auger |
| CN109538236A (en) * | 2018-12-07 | 2019-03-29 | 中铁十局集团有限公司 | A kind of tunnel structure and tunnel construction method |
| CN109854250A (en) * | 2019-01-22 | 2019-06-07 | 中铁七局集团有限公司 | The adherent construction method into hole of loess tunnel |
| CN110424971A (en) * | 2019-08-20 | 2019-11-08 | 中国电建集团成都勘测设计研究院有限公司 | The method for handling jacked piles with small section landslide |
| CN111734425A (en) * | 2020-07-30 | 2020-10-02 | 中铁隆工程集团有限公司 | Construction method of underground excavation tunnel for downwards passing through airport terminal building |
| CN112576264A (en) * | 2020-12-16 | 2021-03-30 | 北京市政建设集团有限责任公司 | Tunnel excavation method for penetrating through sand bed section |
| CN112922635A (en) * | 2021-02-04 | 2021-06-08 | 中工武大设计研究有限公司 | Hydraulic tunnel excavation supporting structure and construction method |
| CN113982646A (en) * | 2021-10-25 | 2022-01-28 | 中铁隧道局集团有限公司 | A kind of advance support construction method for the slump accumulation of the mixed stratum of water-rich soil and rock in the tunnel |
| CN115573738A (en) * | 2022-09-20 | 2023-01-06 | 保利长大工程有限公司 | Construction process for guiding and entering tunnel in tunnel outlet |
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| CN102953737B (en) * | 2012-10-22 | 2015-05-13 | 中铁三局集团有限公司 | Construction method for inverted arch of VI-level water-enriched surrounding rock tunnel |
| CN102953737A (en) * | 2012-10-22 | 2013-03-06 | 中铁三局集团有限公司 | Construction method for inverted arch of VI-level water-enriched surrounding rock tunnel |
| CN103244128A (en) * | 2013-05-22 | 2013-08-14 | 汇通路桥建设集团有限公司 | Method for constructing large-section karst tunnels through double sidewall pilot tunnel and reservation core soil methods |
| CN103244128B (en) * | 2013-05-22 | 2015-10-14 | 汇通路桥建设集团有限公司 | A kind of big cross section Karst Tunnel double-side approach remaining core soil in advance construction method |
| CN103628889A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Quick sealing method for excavating phyllite stratum tunnel |
| CN103615257A (en) * | 2013-11-29 | 2014-03-05 | 葛洲坝集团第五工程有限公司 | Advanced support method of long-distance small-section class V2 surrounding rock hydraulic tunnel small pipes |
| CN104533428B (en) * | 2014-11-28 | 2018-02-13 | 大连市市政设计研究院有限责任公司 | A kind of steep cliffs tunnel outlet engineering method |
| CN104533428A (en) * | 2014-11-28 | 2015-04-22 | 大连市市政设计研究院有限责任公司 | Steep cliff tunnel hole excavation construction method |
| CN105350973A (en) * | 2015-10-08 | 2016-02-24 | 同济大学 | Construction method for large-span section loess tunnel under-crossing highway |
| CN105370306A (en) * | 2015-10-20 | 2016-03-02 | 重庆交通大学 | Mountain body tunnel excavation construction method adopting vertical pre-reinforcement treatment |
| CN105370306B (en) * | 2015-10-20 | 2018-09-04 | 重庆交通大学 | The massif tunnel excavation construction method of vertical pre-reinforcement processing |
| CN105863677B (en) * | 2016-04-12 | 2018-11-13 | 中国电建集团成都勘测设计研究院有限公司 | The reinforcement means of Tunnel |
| CN105863677A (en) * | 2016-04-12 | 2016-08-17 | 中国电建集团成都勘测设计研究院有限公司 | Strengthening method for preliminary tunnel support |
| CN106014446A (en) * | 2016-05-27 | 2016-10-12 | 中铁隧道集团有限公司 | Strengthening method for improving stability of high-ground-stress soft rock tunnel inverted arch structure |
| CN107939415A (en) * | 2017-10-20 | 2018-04-20 | 长安大学 | Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span |
| CN109404004A (en) * | 2018-11-30 | 2019-03-01 | 中铁隧道集团二处有限公司 | Cavern and its construction method for being assembled in push pipe auger |
| CN109404004B (en) * | 2018-11-30 | 2024-02-20 | 中铁隧道集团二处有限公司 | Cave for assembling in tunnel of pipe jacking machine and construction method of cave |
| CN109538236A (en) * | 2018-12-07 | 2019-03-29 | 中铁十局集团有限公司 | A kind of tunnel structure and tunnel construction method |
| CN109538236B (en) * | 2018-12-07 | 2024-04-02 | 中铁十局集团有限公司 | Tunnel entering structure and tunnel entering construction method |
| CN109372543B (en) * | 2018-12-25 | 2024-01-23 | 中铁二院工程集团有限责任公司 | Tunnel lining underthickness reinforcement structure and construction method |
| CN109372543A (en) * | 2018-12-25 | 2019-02-22 | 中铁二院工程集团有限责任公司 | Mangnolia officinalis competent structure and construction method are owed in a kind of tunnel-liner |
| CN109854250A (en) * | 2019-01-22 | 2019-06-07 | 中铁七局集团有限公司 | The adherent construction method into hole of loess tunnel |
| CN110424971A (en) * | 2019-08-20 | 2019-11-08 | 中国电建集团成都勘测设计研究院有限公司 | The method for handling jacked piles with small section landslide |
| CN111734425A (en) * | 2020-07-30 | 2020-10-02 | 中铁隆工程集团有限公司 | Construction method of underground excavation tunnel for downwards passing through airport terminal building |
| CN112576264A (en) * | 2020-12-16 | 2021-03-30 | 北京市政建设集团有限责任公司 | Tunnel excavation method for penetrating through sand bed section |
| CN112922635A (en) * | 2021-02-04 | 2021-06-08 | 中工武大设计研究有限公司 | Hydraulic tunnel excavation supporting structure and construction method |
| CN113982646A (en) * | 2021-10-25 | 2022-01-28 | 中铁隧道局集团有限公司 | A kind of advance support construction method for the slump accumulation of the mixed stratum of water-rich soil and rock in the tunnel |
| CN115573738A (en) * | 2022-09-20 | 2023-01-06 | 保利长大工程有限公司 | Construction process for guiding and entering tunnel in tunnel outlet |
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