CN101845955B - Underground tunnel formation infrastructure establishment method - Google Patents
Underground tunnel formation infrastructure establishment method Download PDFInfo
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- CN101845955B CN101845955B CN2009101364663A CN200910136466A CN101845955B CN 101845955 B CN101845955 B CN 101845955B CN 2009101364663 A CN2009101364663 A CN 2009101364663A CN 200910136466 A CN200910136466 A CN 200910136466A CN 101845955 B CN101845955 B CN 101845955B
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 230000015572 biosynthetic process Effects 0.000 title claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 158
- 239000010959 steel Substances 0.000 claims abstract description 158
- 239000002689 soil Substances 0.000 claims abstract description 34
- 230000003014 reinforcing effect Effects 0.000 claims description 18
- 238000010276 construction Methods 0.000 description 11
- 238000009412 basement excavation Methods 0.000 description 10
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000007423 decrease Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/005—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by forcing prefabricated elements through the ground, e.g. by pushing lining from an access pit
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/102—Removable shuttering; Bearing or supporting devices therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D13/00—Large underground chambers; Methods or apparatus for making them
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides an underground tunnel formation infrastructure establishment method, comprising: pressing a steel pipe; setting an upper waterproof board and a lower support plate and supporting the waterproof board and the support board by means of a soil layer pressure support table; forming a tunnel ring through grouting and pressing a heavy caliber connecting steel pipe into a prescribed portion on the lower side vertical space of the heavy caliber steel pipes on two sides; cutting the bottom of the heavy caliber steel pipe on upper and lower sides, maintaining a soil preventing wall through a soil preventing board and the soil layer pressure support table, excavating a vertical space connected with the lower side steel pipe; setting the waterproof board on the outer side wall of the vertical space to connect the upper side steel pipe and the lower side steel pipe; cutting the upper portion of the heavy caliber connecting steel pipe for communicating upper and lower vertical spaces, and setting a steel bar through forming a mold; setting a concrete to form the tunnel ring and the side wall; excavating sandy soil inside the tunnel; and forming the mold on the bottom surface and forming the bottom surface through setting the steel bar and the concrete so as to complete establishment of the infrastructure.
Description
Technical field
The present invention relates to a kind of sandy soil that need not to dig out tunnelling portion; But at first form and to use structure in the underground tunnel that is provided with; After making that structure fully adapt to stress, again structure inside is excavated, thereby the structure method to set up is used in the subterranean tunnel formation that forms subterranean tunnel; Especially relating to a kind of ring bodies (loop) that below underground steel pipe, utilizes forms in the process of sidewall with the space; Soil below digging out also is provided with sidewall and forms with in the anti-native plate, working space also is set at regular intervals use steel pipe, uses the structure method to set up to realize the subterranean tunnel formation that deep layer is excavated.
Background technology
Usually, in order to form subterranean tunnel the tunnel construction thing that can bear from the outside stress in tunnel can be set.Method to set up in the past comprises:
Before being pressed into steel pipe; Accurately measure steel pipe along the construction of tunnel predetermined face and be pressed into the position; Form anti-native plate input port at the large-diameter steel pipe front end of the about 1m-3m of diameter, and combine to be formed with the steel pipe crop that is pressed into direction adjusting apparatus and the steel pipe that finishes the preparation that steel pipe is pressed into is pressed into position measurement and the steel pipe crop is provided with operation;
Steel pipe accurately is fixed in advances after the position; Utilize oil pressure hammer (jack) and advance auxiliary tube to be pressed into steel pipe stage by stage; And per 1 meter carried out position measurement, utilizes the direction adjusting apparatus that is pressed into that is formed on the steel pipe crop, guarantees that the steel pipe that construction is carried out in the minimal error scope is pressed into operation;
For crossbeam and upper plate lamp are set, reinforcement plate are set and strengthen framework etc. in steel duct, with the steel pipe reinforcing step that can bear soil layer pressure when the cutting steel plate side;
Be pressed into when being pressed into steel pipe in the operation at above-mentioned steel pipe, dig out through the anti-native plate input port on the crop after the soil of periphery, drop in regular turn and the anti-native plate that connects anti-native plate is provided with operation;
After above-mentioned steel pipe is pressed into and anti-native plate is provided with completion; Through being separately positioned on the grouting injection valve on each steel pipe; Anti-native plate periphery and steel pipe periphery are in the milk grouting procedure outside the anti-sandy soil outflow effect when cutting in the steel pipe bottom and the hole of waterproof action to play;
Above-mentioned steel pipe is pressed into operation and grouting procedure accomplish after, cutting steel pipe side and form the conduit patchhole, and the operation of the crossbeam or the stringer (beam) of lateral transport soil layer pressure is set in this conduit patchhole;
Both sides below cut out the precalculated position that stringer or sidewall lamp will be set, dig out soil and the sidewall formation that the sidewall of preset width forms with native plate be set through incision face and operation is set with native plate;
According to the size of tunnel formation portion and structure, the steel pipe inner model that model is set in the steel pipe inboard is provided with operation;
The reinforcing bar that in above-mentioned steel duct and sidewall form with native plate, carries out the reinforcing bar setting is provided with operation;
The concrete concrete of injection is provided with operation in above-mentioned steel duct and sidewall form with native plate;
After being injected into above-mentioned steel duct and sidewall and forming with the concrete curing in the native plate, the tunnel face excavation operation that the tunnel face of steel pipe and inside sidewalls is excavated.
In addition, also have a kind of subterranean tunnel to form and use the structure method to set up, this method comprises: till the construction location from the face of land to the tunnel, be vertically formed the operation in vertical hole; Form after the said vertical hole, utilize press-in device, about the ring bodies (LOOP) in tunnel, hold, on the length direction in tunnel, connect and be pressed into the operation of main steel pipe in regular turn; Side master steel pipe from the said main steel pipe that is pressed into is pressed into the operation of sub-steel pipe to opposite side master steel pipe; On the downward direction in the said main steel pipe, when keeping anti-Tu Bi, excavate and form the operation of tunnel-side with the space; In the space that in said main steel pipe, forms downwards concrete is set and forms the operation of tunnel-side; The operation that thereby penetration concrete is cured in the sub-steel pipe of a said side master steel pipe, opposite side master steel pipe; Tunnel 1 inner operation of cutting the earth behind the inner concrete curing of the sub-steel pipe of said main steel pipe 110 120; And after said tunnel 1 inner operation of cutting the earth finished, 1 bottom was provided with concrete operation in the tunnel.
In the above-mentioned tunnel construction thing method to set up in the past; Be pressed into connected mode through steel pipe and can obtain the firm and stable thing that is provided with; But bore is that the cost of steel pipe of 1.5-3mm is higher, its be pressed into mode also need quite high technical, therefore; Need the setup fee usefulness of great number, the engineering time limit is also postponed easily; And the latter utilizes steel pipe to form after the tunnel ring bodies, and the mode of utilizing anti-Tu Bi to form vertical space downwards at its two ends is the excavation mode of the anti-Tu Bi of lower-cost utilization; Its engineering cost is few, also can shorten the engineering time limit, still; If the length of its vertical space portion is longer, then can cause the pressure increase of sandy soil and the decline of operating efficiency, be difficult to continue to excavate toward the depths; Therefore, being not suitable for large-scale tunnel forms in the engineering.
Summary of the invention
Consider the problem that exists in above-mentioned two kinds of tunnel construction thing formation methods; The technical problem that the present invention will solve is, a kind of tunnel construction thing formation method is provided, and this method is pressed into the ring bodies that forms the tunnel through steel pipe; And when forming sidewall, be pressed into steel pipe for spacing at a certain distance; And utilize the excavation of anti-native plate to connect each space, thus reduce the quantity that is pressed into steel pipe, to save engineering cost.And, be pressed into steel pipe at the pars intermedia of vertical space portion, this spatial portion is used as working space portion; Even make vertical excavation minister degree also can accomplish excacation completely than long; Also, operation can be carried out simultaneously, therefore because working space portion separates formation respectively; This method goes for large-scale tunnel and forms in the engineering, and can shorten the engineering time limit.
In order to solve the problems of the technologies described above, the present invention provides a kind of subterranean tunnel to form and uses the structure method to set up, it is characterized in that this method comprises: the operation that is pressed into steel pipe in the position corresponding to the ring bodies of tunnel predetermined face; After cutting the side of steel pipe, top splash guard and lower support plate are set, thereby and utilize soil layer pressure support platform to support this splash guard and realize waterproof and prevent native operation with gripper shoe; After splash guard is provided with completion, form the tunnel ring bodies, afterwards, be pressed into the operation that more than one heavy caliber connects steel pipe in the downside vertical space reservations of the large-diameter steel pipe of both sides through the grouting procedure of in the external space of hole, implementing grouting; Cut the bottom of upper and lower side large-diameter steel pipe, and at its lower side upwards, when keeping preventing Tu Bi, excavate the operation of the vertical space that is connected with the downside steel pipe through anti-native plate and soil layer pressure support platform; At the lateral wall of the said vertical space that excavates the operation of splash guard is set, this splash guard makes the upside steel pipe be connected with the downside steel pipe; The top of cutting this heavy caliber connection steel pipe connects upper and lower vertical space, and through forming the operation that model is provided with reinforcing bar; Thereby at the ring bodies steel pipe that connects and left and right sides sidewall with the set inside concrete formation tunnel ring bodies of vertical space and the operation of sidewall; Behind concrete curing, excavate the operation of the sandy soil of tunnel internal; After bottom faces forms model and reinforcing bar is set, thereby, concrete forms the operation that the setting of structure is accomplished in the bottom surface through being set.
Technique effect of the present invention is, being pressed in the process of steel pipe along tunnel formation predetermined face, when forming sidewall; Whenever keeping at a certain distance away is pressed into a steel pipe, and utilizes the mode of anti-native plate excavation to connect this interval, thereby reduces the quantity that is pressed into of steel pipe; Saving engineering cost, and, with the inside that is pressed into the steel pipe in the middle of the vertical space portion as working space portion; Therefore; Can in separating each working space that is provided with, carry out operation simultaneously, make to go for extensive construction of tunnel, can also effectively shorten the engineering time limit.
Description of drawings
Fig. 1 a to Fig. 1 c is the large-diameter steel pipe process of press in sketch map of ring-type dignity in tunnel among the present invention, wherein:
Fig. 1 a utilizes the sketch map of small-caliber steel pipe with the large-diameter steel pipe connection of both sides;
The sketch map of Fig. 1 b for large-diameter steel pipe is pressed into horizontal in-line;
The sketch map of Fig. 1 c for large-diameter steel pipe is pressed into arch;
Fig. 2 connects the sketch map of steel pipe for utilizing splash guard among the present invention;
Fig. 3 connects the sketch map that is pressed into of steel pipe for heavy caliber among the present invention;
Fig. 4 excavates sketch map for the vertical space of large-diameter steel pipe among the present invention and connection steel pipe;
Fig. 5 is provided with sketch map for the reinforcing bar of steel pipe among the present invention and vertical space;
Fig. 6 is the first time of vertical space among the present invention, detached job sketch map for the second time;
Fig. 7 is the excavation sketch map of tunnel internal among the present invention;
Fig. 8 is provided with sketch map for the model and the reinforcing bar of tunnel inner bottom surface among the present invention; And
Fig. 9 is the final completion sketch map of tunnel construction thing among the present invention.
Description of reference numerals:
100,100 ': large-diameter steel pipe 110,110 ': small-caliber steel pipe
120: splash guard 130: gripper shoe
140: soil layer pressure support platform 150: grouting portion
160: crossbeam 200,200 ': heavy caliber connects steel pipe
300,300 ': vertical space portion 310: anti-native plate
320: soil layer pressure support platform 330: Fang Tubi
340: splash guard 350: model
360: reinforcing bar 370:H font steel
The specific embodiment
Below, in conjunction with accompanying drawing specific embodiment of the present invention is elaborated.
Shown in Fig. 1 a to Fig. 1 c, being pressed into diameter in the position corresponding to the ring bodies (loop) of tunnel predetermined face is the large-diameter steel pipe about 1.5-3m.
Here; Underground for large-diameter steel pipe 100 is pressed into, until construct vertical hole till the tunnel inlet port, set inside is utilized the press-in device of oil pressure in vertical hole; And be pressed into and have circuit pipe and the steel pipe that is pressed into direction adjusting apparatus; And when being pressed into, be equivalent to the steel pipe that desire forms the length in tunnel, and the soil that will in the process of press in of steel pipe 100, flow into steel duct is discharged to the steel pipe outside from the rear side supply.
Be pressed into and tunnel ring bodies that the excavation mode forms through above-mentioned; Shown in Fig. 1 a; According to its shape; Can through from be pressed into large-diameter steel pipe 100,100 in both sides ' a side steel pipe 100 to opposite side steel pipe 100 ', be pressed into diameter less than the small-caliber steel pipe 110,110 of large-diameter steel pipe ' realize connecting;
Also can be shown in Fig. 1 b, through be pressed into large-diameter steel pipe 100,100 ' and connect mutually with level " " font;
Also can be shown in Fig. 1 c, with arch be pressed into large-diameter steel pipe 100,100 ', also can with steel pipe 100,100 ' the side cutting and utilize crossbeam (girder) 160 to link.
After above-mentioned ring bodies formation is pressed into the operation end with steel pipe; As shown in Figure 2; Cut the side of steel pipe 100, and splash guard 120 is set, gripper shoe 130 is set in the bottom on its otch top; And utilize soil layer pressure support platform 140 to make splash guard and gripper shoe support each other, thereby implement waterproof and anti-geotechnological preface.
In this operation; Side cutting with large-diameter steel pipe 100; And at the top of this cut surface combination splash guard 120, the bottom combines gripper shoe 130, and utilizes soil layer pressure support platform 140 to make splash guard and gripper shoe support each other; When preventing that sandy soil from flowing into, can also prevent to leak the underground water of coming in from the top.
After splash guard was provided with completion, the external space formed the concrete grouting operation of grouting portion 150 in the hole, to form firm tunnel ring bodies (loop).
As stated, as shown in Figure 3 after the formation operation of tunnel ring bodies is accomplished, the large-diameter steel pipe 100,100 of both sides ' downside vertical space reservations be pressed into more than one heavy caliber connect steel pipe 200,200 '.
, consider the tunnel-side that will form here, i.e. the degree of depth of vertical space portion 300; Being pressed into the position and can being provided with more than one of large-diameter steel pipe 200 with certain spacing; This steel pipe 200 and steel pipe 200 ' to be pressed into spacing between the position consistent with the diameter of large-diameter steel pipe 200 be good, and the inner space of this steel pipe 200 will be used as working space; Therefore; Can operation be separated into the job space that is equivalent to steel pipe quantity to carry out simultaneously, thereby can effectively improve operating speed through being pressed into of a plurality of steel pipes.
After being pressed into operation and accomplishing of above-mentioned connection steel pipe; As shown in Figure 4; Cut steel pipe 100,100 ' with respectively be connected steel pipe 200,200 ' the bottom surface, through this cut-out hole, utilize the anti-native plate 310 and soil layer pressure support platform 320 that are supported by H font steel 370; When keeping anti-native wall 330, the excavation operation of the vertical space 300 that carries out downwards being connected with the top of following square steel pipe.
Here; Therefore large-diameter steel pipe 100,100 ' be connected steel pipe 200,200 ' separation to be formed on many places with heavy caliber, can excavate or connect mutually operation simultaneously in many places; This compares with the method for carrying out operation a position, can improve operating speed greatly.
Above-mentioned vertical space excavates operation accomplish after, at the lateral wall of this vertical space 300 splash guard 340 is set, make the upside steel pipe be connected with the downside steel pipe.
Here; Splash guard 340 is through welding on whole of the anti-native plate 310 of the lateral wall between the upper and lower sides steel pipe iron plate to be set to form; Be used to prevent the inflow of the percolating water that penetrates through sandy soil, this splash guard 340 is through soil layer pressure support platform 320 and the H font steel 370 together supported soil layer pressure that bear.Need not to establish in addition splash guard on the inside wall, after operation in concrete can be set.
After splash guard is provided with completion, cut heavy caliber connect steel pipe 200,200 ' top, as shown in Figure 5, connecting upper and lower vertical space 300, and through forming the operation that model 350 is provided with reinforcing bar 360.
Here, model 350 is to utilize anti-native wall 330 and splash guard 340 to form, and only forms with large-diameter steel pipe 100,100 ' interior the assembling separately in connection.
After reinforcing bar is set, carry out at ring bodies (loop) steel pipe that connects and left and right sides sidewall with the set inside concrete of vertical space operation with formation tunnel ring bodies and sidewall.
Here; The above-mentioned vertical space that is used to form sidewall excavates operation, operation, model formation are set splash guard and reinforcing bar is provided with operation, concrete is provided with operation; In order to keep endurance to upper soil horizon pressure; As shown in Figure 6, with the vertical space that is formed at large-diameter steel pipe 100,100 ' downside 300 separate front and back form first vertical space 300,300 ', make this first vertical space be connected with the top of following square steel pipe; And the above-mentioned splash guard of process is provided with operation, model forms and reinforcing bar is provided with operation and concrete is provided with operation; In this first vertical space 300,300 ' middle formation first tunnel-side, thereby form the first endurance portion, and to other parts that do not form tunnel-side; Carry out second vertical space again and excavate and with splash guard operation, model formation to be set and reinforcing bar is provided with operation and concrete is provided with operation, thereby form second tunnel-side.Through forming first, second tunnel-side so continuously, when continuing to keep endurance, can carry out operation safely to upper soil horizon pressure.
After the concrete of operation acquisition curing was set through above-mentioned concrete, as shown in Figure 7, the excavation operation of the sandy soil of tunnel internal was dug out in enforcement; And it is as shown in Figure 7; After the bottom surface is provided with model and reinforcing bar is set, concrete is set with the formation bottom surface, thereby forms tunnel construction thing as shown in Figure 8.
As stated; Subterranean tunnel of the present invention forms uses the structure method to set up; Be be pressed in the process of steel pipe along tunnel formation predetermined face, when forming sidewall, whenever keeping at a certain distance away is pressed into a steel pipe; And utilize the mode of anti-native plate excavation to connect this interval, thereby save engineering cost through the quantity that is pressed into that reduces steel pipe.And, operation as working space portion, therefore, can be carried out simultaneously in the inside that is pressed into the middle steel pipe of vertical space portion in separating each working space that is provided with, make to go for extensive construction of tunnel, but also can effectively shorten the engineering time limit.
Claims (6)
1. a subterranean tunnel forms and uses the structure method to set up, it is characterized in that this method comprises:
Be pressed into the operation of steel pipe in position corresponding to the ring bodies of tunnel predetermined face;
After cutting the side of steel pipe, top splash guard and lower support plate are set, and utilize soil layer pressure support platform to support this splash guard and gripper shoe, thereby realize waterproof and the operation of preventing soil;
After splash guard is provided with completion, form the tunnel ring bodies, afterwards, be pressed into the operation that more than one heavy caliber connects steel pipe in the downside vertical space reservations of the large-diameter steel pipe of these ring bodies both sides, tunnel through the grouting procedure of in the external space of hole, implementing grouting;
Cut the bottom of upper and lower side large-diameter steel pipe, and make progress, when keeping preventing Tu Bi, excavate the operation of the vertical space that is connected with the downside steel pipe through anti-native plate and soil layer pressure support platform at the lower side of steel pipe;
At the lateral wall of the said vertical space that excavates the operation of splash guard is set, this splash guard makes the upside steel pipe be connected with the downside steel pipe;
The top of cutting said heavy caliber connection steel pipe connects upper and lower vertical space, and through forming the operation that model is provided with reinforcing bar;
Thereby at the ring bodies steel pipe that connects and left and right sides sidewall with the set inside concrete formation tunnel ring bodies of vertical space and the operation of sidewall;
Behind concrete curing, excavate the operation of the sandy soil of tunnel internal; And
After bottom faces forms model and reinforcing bar is set,, concrete accomplishes the operation of the setting of structure to form the bottom surface thereby being set.
2. subterranean tunnel according to claim 1 forms uses the structure method to set up; It is characterized in that; When being pressed into the tunnel ring bodies and using steel pipe; The both sides of the position of the ring bodies through large-diameter steel pipe being pressed into the tunnel predetermined face, and be pressed into diameter in the direction from a side steel pipe to the opposite side steel pipe and realize connecting less than the small-caliber steel pipe of the diameter of this large-diameter steel pipe.
3. subterranean tunnel according to claim 1 forms and uses the structure method to set up, it is characterized in that, when being pressed into the tunnel ring bodies and using steel pipe, through large-diameter steel pipe is formed connection with the position that the in-line of level is pressed into the ring bodies of tunnel predetermined face.
4. subterranean tunnel according to claim 1 forms and uses the structure method to set up, it is characterized in that, when being pressed into the tunnel ring bodies and using steel pipe, through large-diameter steel pipe is formed connection with the position that arch is pressed into the ring bodies of tunnel predetermined face.
5. subterranean tunnel according to claim 4 forms and uses the structure method to set up, it is characterized in that, utilizes crossbeam to link the said large-diameter steel pipe that is pressed into arch.
6. subterranean tunnel according to claim 1 forms uses the structure method to set up; It is characterized in that; With the vertical space separate front and back that is formed at the large-diameter steel pipe downside form first vertical space, make this first vertical space be connected, and be provided with through splash guard that operation, model form and reinforcing bar is provided with operation and concrete is provided with operation with the top of following square steel pipe; In this first vertical space, form first tunnel-side; Thereby form the first endurance portion, and carry out second vertical space again to other parts that do not form tunnel-side and excavate and with splash guard operation, model formation are set and reinforcing bar is provided with operation and concrete is provided with operation, to form second tunnel-side; Through forming first tunnel-side and second tunnel-side continuously, continue to keep endurance to upper soil horizon pressure.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| KR10-2009-0026312 | 2009-03-27 | ||
| KR1020090026312A KR101018282B1 (en) | 2009-03-27 | 2009-03-27 | Method for constructing fabric for undergound tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101845955A CN101845955A (en) | 2010-09-29 |
| CN101845955B true CN101845955B (en) | 2012-08-08 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2009101364663A Expired - Fee Related CN101845955B (en) | 2009-03-27 | 2009-05-08 | Underground tunnel formation infrastructure establishment method |
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| Country | Link |
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| KR (1) | KR101018282B1 (en) |
| CN (1) | CN101845955B (en) |
Families Citing this family (9)
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| CN102654055A (en) * | 2012-05-21 | 2012-09-05 | 乐贵平 | Construction method for compound construction of large-scale underground space structure by holes, groove and piles |
| KR101479267B1 (en) | 2012-12-24 | 2015-01-05 | 최희숙 | Method for constructing tunnel by using pipe |
| KR101381325B1 (en) * | 2013-05-30 | 2014-04-04 | 성은주 | The non-open cut tunnel construction method using the multistage small diameter steel pipe |
| KR101462370B1 (en) | 2014-04-22 | 2014-11-14 | 최찬숙 | structure of Support for Reducing Soil Pressure |
| KR101616505B1 (en) * | 2015-07-27 | 2016-04-29 | 원화코퍼레이션(주) | Side wall structure using retaining member and sub-concrete structure construction method therewith |
| CN105971017A (en) * | 2016-07-12 | 2016-09-28 | 中国电建集团昆明勘测设计研究院有限公司 | Supporting type pipe gallery structure |
| CN106761768B (en) * | 2016-11-10 | 2019-01-04 | 东北大学 | A kind of steel pipe curtain structure support system and its construction method |
| CN109736814B (en) * | 2018-12-30 | 2021-11-19 | 中国铁建股份有限公司 | Construction method of pipe curtain section |
| KR102087978B1 (en) * | 2019-07-24 | 2020-04-24 | 주식회사 인스코엔지니어링 | A method of pressurizing steel pipe and a method of constructing an underground structure in a lower toe pipe section |
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| KR100553979B1 (en) | 2004-02-17 | 2006-02-24 | 주식회사 엔티에스이앤씨 | Construction establishment method and the structure for underground tunnel formation |
| KR100723024B1 (en) | 2005-11-17 | 2007-05-31 | 주식회사 엔티에스이앤씨 | Construction establishment method and the structure for underground tunnel formation |
| KR200407437Y1 (en) | 2005-11-18 | 2006-01-31 | 주식회사 엔티에스이앤씨 | Construction establishment method and the structure for underground tunnel formation |
-
2009
- 2009-03-27 KR KR1020090026312A patent/KR101018282B1/en not_active IP Right Cessation
- 2009-05-08 CN CN2009101364663A patent/CN101845955B/en not_active Expired - Fee Related
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| CN1145434A (en) * | 1995-08-28 | 1997-03-19 | 爱诺爱提株式会社 | Structural method for inserting reinforcing bar into hardening layer and pouring appts. and reinforcing bar beam member |
| KR20040026598A (en) * | 2002-09-24 | 2004-03-31 | 테이토고소쿠도고츠에이단 | Joint structure of civil construction |
| JP2004116039A (en) * | 2002-09-24 | 2004-04-15 | Teito Rapid Transit Authority | Joint structure of civil engineering structure |
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| CN101255798A (en) * | 2008-04-18 | 2008-09-03 | 上海市第二市政工程有限公司 | Tunnel inner micro-destabilization slip-casting control method in complex environmental condition |
| CN101255799A (en) * | 2008-04-18 | 2008-09-03 | 上海市第二市政工程有限公司 | Tunnel inner micro-destabilization slip-casting technique |
Also Published As
| Publication number | Publication date |
|---|---|
| KR101018282B1 (en) | 2011-03-04 |
| CN101845955A (en) | 2010-09-29 |
| KR20100107937A (en) | 2010-10-06 |
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