CN205277454U - Hole stake method undercut tunnel stagnant water curtain - Google Patents
Hole stake method undercut tunnel stagnant water curtain Download PDFInfo
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- CN205277454U CN205277454U CN201620051702.7U CN201620051702U CN205277454U CN 205277454 U CN205277454 U CN 205277454U CN 201620051702 U CN201620051702 U CN 201620051702U CN 205277454 U CN205277454 U CN 205277454U
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Abstract
The utility model discloses a hole stake method undercut tunnel stagnant water curtain, include and go up in the pilot tunnel of bight the stagnant water secant pile that the subtend interlock set up in subtend and vertical and two the lower bight pilot tunnels along four the bight angle pilot tunnels in tunnel excavation outline lines, two. The utility model discloses need not to handle construction ground precipitation, through set up in four bight pilot tunnels excavation outline lines in the tunnel outer, two go up in the pilot tunnel of bight subtend and vertical and two lower bight pilot tunnels in the stagnant water curtain that forms of the stagnant water secant pile of subtend, and only starch stagnant water box of wall formation in the transverse passage -way of being under construction to realize the technological effect of tunnel excavation section stagnant water. In addition, stagnant water secant pile and tunnel main part are strutted the steelframe and are formed powerful together and strut the system, and it is stronger struts the technological effect that the stratum deformation can be realized effectively making by the bearing capacity.
Description
Technical field
The utility model relates to technical field of tunnel construction, is specifically related to a kind of cavern-pile method tunneling tunnel water-stop curtain.
Background technology
Current cavern-pile method construction technology all implements prerequisite using anhydrous condition as it, and when subway construction etc. does not possess the site operation of precipitation condition, the general mode adopting room, a large amount of grouting and reinforcing hole periphery soil body to form water-resisting layer, realizes the excavation operation of underground structure. There is following shortcoming in this ejection for water plugging technique: every water need one relatively strict close every barrier, to prevent underground water is shown in the characteristic that namely hole enters, but the uncertainty of grouting in soil mass makes it accurately control, operation just can only be amplified in scale, increase grouting and reinforcing scope, cause bigger waste; A large amount of stratum slip casting, often brings unexpected injury to periphery underground structure; The groundwater pollution that a large amount of slip casting (comprising additive) brings certain formation characteristics rotten and certain; Grouting process operation, independent of excavation operation, needs independent equipment and extra process links, especially bores grouting hole efficiency at pebble layer extremely low, causes construction speed extremely slow; Grouting for water-blocking effect is difficult to ensure, particularly at high artesian stratum and sand-pebble layer, grouting for water-blocking often is difficult to produce a desired effect.
In addition, along with the development in city, the buried depth of underground works is increasing, and the part underground works degree of depth has reached 36m, and what have even enters underground bearing water region. Owing to urban groundwater protection requires more and more stricter, when constructing underground building, dewatering mode will not be allowed to, and at water rich strata and when not allowing precipitation, the tunneling method premised on precipitation will be no longer applicable.
As previously mentioned, actual demand and the external development experience in city show, it is inevitable trend that underground works develops to buried direction, and buried depth adds senior general and traditional design and constructional method are proposed new challenge, and wherein effectively controlling underground water is the matter of utmost importance that deep-buried underground engineering solves.
Practical novel content
For above-mentioned prior art Problems existing, the utility model provides a kind of cavern-pile method tunneling tunnel water-stop curtain and constructional method thereof, the utility model can realize when cavern-pile method tunneling constructing tunnel, just the anhydrous condition of construction can be ensured without the need to surface precipitation, the forepoling effect of constructing tunnel can also be realized simultaneously, effectively control stratum deformation.
The purpose of this utility model is achieved through the following technical solutions:
A kind of cavern-pile method tunneling tunnel water-stop curtain, comprise along four, tunnel corner pilot tunnel excavation contour line, two upper corner pilot tunnels subtend and erect to and two lower corner pilot tunnels in the sealing occlusion stake that arranges of subtend occlusion.
The utility model is without the need to construction surface precipitation process, by being arranged at, four, tunnel corner pilot tunnel excavation contour line is outer, in two upper corner pilot tunnels subtend and erect to and two lower corner pilot tunnels in the water-stop curtain that formed of the sealing occlusion stake of subtend, form a sealing casing with the wall for grouting in construction transverse passage-way, thus realize the technique effect of tunnel excavation section sealing. In addition, sealing occlusion stake forms strong support system together with tunnel main body supporting steelframe, and its stronger supporting bearing capacity can realize the technique effect of stratum deformation effectively processed.
Further, the clay cement occlusion stake of the occlusion stake of clay cement or interval occlusion setting that described sealing occlusion stake described sealing occlusion stake comprises mutual occlusion setting is engaged stake with Steel Concrete. Adopt clay cement occlusion stake sealing, can draw materials because of ground, taking scene, former soil is engaged stake as preparation of raw material clay cement, and clay cement grout intensity is low, and aggregate size is little, overlapping part becomes hole resistance little, not easily producing inclined hole, occlusal surface overlap joint performance and Forming Quality are better, and sealing performance is reliable, and saved construction costs, reduce difficulty of construction; And Steel Concrete occlusion stake has higher loading strength, and its sealing performance is better, because its working procedure is many, and clay cement occlusion stake cost is higher relatively, therefore in equivalent-load power larger portion position, arch, tunnel, by clay cement be engaged stake and Steel Concrete occlusion stake with the use of, namely improve the support capacity of water-stop curtain, reduce again construction cost.
Further, described clay cement occlusion stake interval is arranged, the occlusion of described reinforced concrete pile is arranged between the occlusion stake of adjacent clay cement, needing the construction part of higher supporting intensity, by clay cement be engaged stake and Steel Concrete occlusion stake with interval set-up mode with the use of, can strengthening the supporting intensity of water-stop curtain, and interval is arranged so that water stop curtain structure is even, supporting stability is better.
The beneficial effects of the utility model:
The utility model is by subtend in, two upper corner pilot tunnels outer at four, tunnel corner pilot tunnel excavation contour line and erects and arranges, to subtend in, two lower corner pilot tunnels, the water-stop curtain being engaged stake and being formed by sealing, this water-stop curtain forms a sealing casing with the wall for grouting in construction transverse passage-way, thus realizes the technique effect of tunnel excavation section sealing. In addition, sealing occlusion stake forms strong support system together with tunnel main body supporting steelframe, and its stronger supporting bearing capacity can realize the technique effect of stratum deformation effectively processed.
Accompanying drawing explanation
Accompanying drawing 1 is water-stop curtain transverse section figure in the utility model embodiment 1;
Accompanying drawing 2 is water-stop curtain longitudinal diagram in the utility model embodiment 1;
Accompanying drawing 3 is subtend construction sealing occlusion stake schematic diagram in the utility model embodiment 1 left pilot tunnel;
Accompanying drawing 4 is for erecting to construction sealing occlusion stake schematic diagram in the utility model embodiment 1 left pilot tunnel;
Accompanying drawing 5 is water-stop curtain transverse section figure in the utility model embodiment 2;
Accompanying drawing 6 is for erecting to construction sealing occlusion stake schematic diagram in the utility model embodiment 2 left pilot tunnel;
In figure: the pilot tunnel of 1-corner, the occlusion stake of 2-sealing, the occlusion stake of 21-clay cement, the occlusion stake of 22-Steel Concrete, 3-advanced tubule, 4-tunnel main body supporting steelframe, 5-constructs transverse passage-way.
Embodiment
Below in conjunction with embodiment, the utility model is described in further detail, but enforcement mode of the present utility model is not limited to this.
Embodiment 1:
As shown in Figure 1 to 4, a kind of cavern-pile method tunneling tunnel water-stop curtain, this water-stop curtain comprise along four, tunnel corner pilot tunnel 1 excavation contour line, two upper corner pilot tunnels subtend and erect to and two lower corner pilot tunnels in two row's sealings occlusion stakes 2 of arranging of subtend, wherein erecting in two upper corner pilot tunnels to the first row's sealing occlusion stake 2 arranged for the clay cement that interval is engaged is engaged stake 21 and Steel Concrete occlusion stake 22, the sealing occlusion stake 2 at all the other positions is the occlusion stake 21 of clay cement.
The constructional method of above-mentioned cavern-pile method tunneling tunnel water-stop curtain, comprises the following steps:
Step 1: the mileage 5m place that sealing is engaged stake 1 is being set apart from needing, limit wall and vault along position, sideline, tunnel do the expansion of 0.5m, 1.0m section respectively, to place construction drill;
Step 2: to shutoff tunnel face during construction sealing occlusion stake 2 predetermined mileage points, the plugged zone thickness of tunnel face can not be less than 500mm, and in tunnel, upper and lower arch hangs �� 610 �� 10cm reinforcing mat, if stratum self-stable ability is poor, then needs to add horizontal grate (spacing 500mm) linked network shutoff.
Step 3: along the corner pilot tunnel 1 excavation contour line construction two row's clay cement occlusion stake 21 of four, tunnel, according to stability of surrounding rock, groundwater condition, the stake that factor calculating two rows such as tunnel buried depth and construction condition stop the occlusion stake 21 of clay cement is long, diameter and occlusion thickness, the occlusion stake 21 of clay cement is longitudinally crept into certain extrapolation angle along tunnel, extrapolation angle is engaged the length of stake 21 according to clay cement, the factors such as the lap length that diameter and two row's clay cement are engaged between stakes 21 and overlap joint gap size, select through calculating, for the clay cement occlusion stake 21 at side wall position, its extrapolation angle directly adopts calculated value just passable, clay cement occlusion stake 21 for arch is considered and may be offset downward at the bottom of the effect stake that drilling rod is conducted oneself with dignity, its extrapolation angle can increase by 0.5 degree again on the basis of calculated value. in addition,
Step 4: be engaged stakes 2 with erecting to two row's sealings of constructing respectively along subtend in two upper corner pilot tunnels, wherein arrange sealings occlusion stakes 2 along the two of subtend construction and it is the occlusion stake 21 of clay cement, the clay cement occlusion stake 21 that the first row's sealing occlusion stake 2 vertically constructed be engaged for interval and Steel Concrete occlusion stake 22, second row be all that clay cement is engaged stake 21, and the sealing vertically constructed is engaged stake 2 and extends to correspondence lower corner pilot tunnel top;
Step 5: along subtend construction two row's clay cement occlusion stakes 21 in two lower corner pilot tunnels;
Step 6: dredge dry underground water in tunnel, branch's tunneling section, frame vertical tunnel main body supporting steelframe 4, sprayed concrete, two lining cutting of following up.
In the constructional method of above-mentioned cavern-pile method tunneling tunnel water-stop curtain, the Specific construction of sealing occlusion stake 2 comprises the following steps:
Steps A: adopt a complete set of pipe rig in jumping hole, interval mode with pipe boring, hole inner sleeve retaining wall, Horizontal Directional Drilling if desired, bit location and drilling track measurement is realized by navigating instrument, in hard rock or gravel layer, construction can adopt downhole motor or rigidity drilling rod to drive drill bit rotary drilling to become hole, realize becoming hole at waterbearing stratum middle and long distance, ensure pile precision. The stifled water measure in guide pipe, wall for grouting and aperture need to be set during rig horizontal drilling;
Step B: utilize conduit to pour into clay cement grout in hole, grouting extract sleeve pipe simultaneously, formed clay cement occlusion stake;
Step C: adopt the mode identical with steps A to hole between the clay cement occlusion stake of initial set;
Step D: utilize conduit to pour into clay cement grout or Steel Concrete in the hole that step C completes, grouting extract sleeve pipe simultaneously, formed clay cement occlusion stake 21 or Steel Concrete occlusion stake 22.
The utility model is without the need to construction surface precipitation process, by subtend in, two upper corner pilot tunnels outer in four, tunnel corner pilot tunnel 1 excavation contour line of constructing and erect to and two lower corner pilot tunnels in the water-stop curtain that formed of sealing occlusion stake 2 outside subtend profile, form a sealing casing with the wall for grouting in construction transverse passage-way 5, thus realize the technique effect of tunnel excavation section sealing. In addition, in digging process, sealing occlusion stake 1 forms strong support system together with tunnel main body supporting steelframe 4, and its stronger supporting bearing capacity can realize the technique effect of stratum deformation effectively processed.
Adopt clay cement occlusion stake 21 sealing, can draw materials because of ground, taking scene, former soil is engaged stake 21 as preparation of raw material clay cement, and clay cement grout intensity is low, and aggregate size is little, overlapping part becomes hole resistance little, not easily producing inclined hole, occlusal surface overlap joint performance and Forming Quality are better, and sealing performance is reliable, and saved construction costs, reduce difficulty of construction; And Steel Concrete occlusion stake 22 has higher loading strength, and its sealing performance is better, because its working procedure is many, and clay cement occlusion stake 21 cost is higher relatively, therefore in equivalent-load power larger portion position, arch, tunnel, by clay cement be engaged stake 21 and Steel Concrete occlusion stake 22 with the use of, namely improve the support capacity of water-stop curtain, reduce again construction cost.
Embodiment 2:
As shown in Figure 5, Figure 6, according to practice of construction demand, the difference part of the present embodiment and above-described embodiment 1 for subtend in, two upper corner pilot tunnels outer at four, tunnel corner pilot tunnel 1 excavation contour line and erect to and two lower corner pilot tunnels in row's sealing of all only constructing outside subtend profile be engaged stake 2, wherein two constructional methods and main points are as identical in being engaged stake 2 with first row's sealing of constructing in example 1, mutually it is engaged position advanced tubule in adjacent only occlusion stake 2 and mends slurry, to process the cold seam that occlusion position may occur.
As mentioned above, it is necessary, then can well realize the utility model.
Claims (4)
1. a cavern-pile method tunneling tunnel water-stop curtain, it is characterised in that: comprise along four the corner angle pilot tunnel excavation contour lines in tunnel, two upper corner pilot tunnels subtend and erect to and two lower corner pilot tunnels in the sealing occlusion stake that arranges of subtend occlusion.
2. cavern-pile method tunneling tunnel according to claim 1 water-stop curtain, it is characterised in that: the occlusion stake of described sealing is provided with a row or multi-row, and when arranging row's sealing occlusion stake, the occlusion position being engaged stake at adjacent sealing arranges advanced tubule.
3. according to cavern-pile method tunneling tunnel according to claim 1 or claim 2 water-stop curtain, it is characterised in that: the clay cement occlusion stake of the occlusion stake of clay cement or interval occlusion setting that the occlusion stake of described sealing comprises mutual occlusion setting is engaged stake with Steel Concrete.
4. cavern-pile method tunneling tunnel according to claim 3 water-stop curtain, it is characterised in that: the occlusion stake of described clay cement is jumped interval, hole and is arranged, and the occlusion of described reinforced concrete pile is arranged between the occlusion stake of adjacent clay cement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620051702.7U CN205277454U (en) | 2016-01-20 | 2016-01-20 | Hole stake method undercut tunnel stagnant water curtain |
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| CN201620051702.7U CN205277454U (en) | 2016-01-20 | 2016-01-20 | Hole stake method undercut tunnel stagnant water curtain |
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| CN205277454U true CN205277454U (en) | 2016-06-01 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464685A (en) * | 2016-01-20 | 2016-04-06 | 中铁隆工程集团有限公司 | Cave-pile method bored tunnel waterproof curtain and construction method thereof |
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2016
- 2016-01-20 CN CN201620051702.7U patent/CN205277454U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464685A (en) * | 2016-01-20 | 2016-04-06 | 中铁隆工程集团有限公司 | Cave-pile method bored tunnel waterproof curtain and construction method thereof |
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