CN101845955A - Underground tunnel formation infrastructure establishment method - Google Patents
Underground tunnel formation infrastructure establishment method Download PDFInfo
- Publication number
- CN101845955A CN101845955A CN200910136466A CN200910136466A CN101845955A CN 101845955 A CN101845955 A CN 101845955A CN 200910136466 A CN200910136466 A CN 200910136466A CN 200910136466 A CN200910136466 A CN 200910136466A CN 101845955 A CN101845955 A CN 101845955A
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- Prior art keywords
- steel pipe
- tunnel
- pressed
- vertical space
- ring bodies
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D13/00—Large underground chambers; Methods or apparatus for making them
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 at the underground tunnel formation structure that are provided with, after making that structure fully adapt to stress, again structure inside is excavated, thereby forming, the subterranean tunnel that forms subterranean tunnel uses the structure method to set up, especially relate to a kind of ring bodies (loop) that below underground steel pipe, utilizes and form sidewall with in the process in space, soil below digging out also is provided with in the anti-native plate of sidewall formation usefulness, the working space steel pipe also is set at regular intervals, with the subterranean tunnel formation structure method to set up that realizes that deep layer is excavated.
Background technology
Usually, in order to form subterranean tunnel the tunnel construction thing that can bear from the stress of outside, 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 the steel pipe that finishes the preparation that steel pipe is pressed in conjunction with being formed with the steel pipe crop that is pressed into direction adjusting apparatus 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 is set and strengthens framework etc. in steel duct, strengthen operation with the steel pipe 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 by 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 setting finishes, by 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 finish 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 by 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 carries out the reinforcing bar setting in above-mentioned steel duct and sidewall form with native plate 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 described 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 described 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 described main steel pipe, when keeping anti-Tu Bi, excavate and form the operation of tunnel-side with the space; In the space that in described 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 described side master steel pipe, opposite side master steel pipe; Tunnel 1 inner operation of cutting the earth behind the concrete curing of sub-steel pipe 120 inside of described main steel pipe 110; And after described 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 by 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, it is pressed into mode also needs quite high technical, therefore, need the setup fee usefulness of great number, the engineering time limit also is delayed easily; And the latter, utilize steel pipe to form after the tunnel ring bodies, 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, and its engineering cost is few, also can shorten the engineering time limit, but, 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 to be solved in the present invention is, a kind of tunnel construction thing formation method is provided, this method is pressed into the ring bodies that forms the tunnel by 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, pars intermedia in vertical space portion is pressed into steel pipe, this spatial portion is used as working space portion, even make vertical excavation minister degree also can finish 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 invention provides a kind of subterranean tunnel and form and use the structure method to set up, it is characterized in that this method comprises: the operation that is pressed into 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, thereby and utilize soil layer pressure support platform to support the operation that this splash guard and gripper shoe realize waterproof and anti-soil; After the splash guard setting is finished, 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 by 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 by anti-native plate and soil layer pressure support platform; At the lateral wall of the described 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 by forming the operation that model is provided with reinforcing bar; Thereby the operation of concrete formation tunnel ring bodies and sidewall is set with the inside of vertical space at the ring bodies steel pipe that connects and left and right sides 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 finished in the bottom surface by being set.
Technique effect of the present invention is, be pressed in the process of steel pipe along tunnel formation predetermined face, when forming sidewall, whenever keep at a certain distance away and be pressed into a steel pipe, and the mode of utilizing anti-native plate to excavate connects this interval, thereby reduce the quantity that is pressed into of steel pipe, to save engineering cost, and, operation as working space portion, therefore, can be carried out simultaneously in the inside that is pressed into the steel pipe in the middle of the vertical space portion in separating each working space that is provided with, 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 schematic diagram of tunnel ring-type dignity among the present invention, wherein:
Fig. 1 a utilizes the schematic diagram of small-caliber steel pipe with the large-diameter steel pipe connection of both sides;
The schematic diagram of Fig. 1 b for large-diameter steel pipe is pressed into horizontal in-line;
The schematic diagram of Fig. 1 c for large-diameter steel pipe is pressed into arch;
Fig. 2 connects the schematic diagram of steel pipe for utilizing splash guard among the present invention;
Fig. 3 connects the schematic diagram that is pressed into of steel pipe for heavy caliber among the present invention;
Fig. 4 excavates schematic diagram for the vertical space of large-diameter steel pipe among the present invention and connection steel pipe;
Fig. 5 is provided with schematic diagram 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 schematic diagram for the second time;
Fig. 7 is the excavation schematic diagram of tunnel internal among the present invention;
Fig. 8 is provided with schematic diagram for the model and the reinforcing bar of tunnel inner bottom surface among the present invention; And
Fig. 9 finally finishes schematic diagram for 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 the accompanying drawings specific embodiments of the invention are elaborated.
Shown in Fig. 1 a to Fig. 1 c, be pressed into diameter in position and be the large-diameter steel pipe about 1.5-3m corresponding to the ring bodies (loop) of tunnel predetermined face.
Here, in order to be pressed into large-diameter steel pipe 100 underground, until construct vertical hole till the tunnel inlet port, the inner press-in device that utilizes oil pressure that is provided with 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 flow into steel duct in the process of press in of steel pipe 100 is discharged to the steel pipe outside from the rear side supply.
Be pressed into and tunnel ring bodies that the excavation mode forms by above-mentioned, as shown in Figure 1a, according to its shape, can by 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, by be pressed into large-diameter steel pipe 100,100 ' be connected to each other 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, the side of cutting steel pipe 100, and splash guard 120 is set on its otch top, gripper shoe 130 is set in the bottom, and utilize soil layer pressure support platform 140 to make splash guard and gripper shoe support mutually, thereby implement waterproof and anti-geotechnological preface.
In this operation, side cutting with large-diameter steel pipe 100, and on the top of this cut surface in conjunction with splash guard 120, the bottom is in conjunction with gripper shoe 130, and utilize soil layer pressure support platform 140 to make splash guard and gripper shoe support mutually, when preventing that sandy soil from flowing into, can also prevent to leak the underground water of coming in from the top.
After the splash guard setting was finished, the external space formed the concrete grouting operation of grouting portion 150 in the hole, to form firm tunnel ring bodies (loop).
As mentioned above, after the formation operation of tunnel ring bodies is finished, as shown in Figure 3, 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 '.
Here, consider the tunnel-side that will form, it is 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 being pressed into by a plurality of steel pipes, operation is separated into the job space that is equivalent to steel pipe quantity carries out simultaneously, thereby can effectively improve operating speed.
After being pressed into operation and finishing 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, by this cut-out hole, anti-native plate 310 and soil layer pressure support platform 320 that utilization is supported by H font steel 370, when keeping anti-native wall 330, carry out the excavation operation of the vertical space 300 that is connected with the top of following square steel pipe downwards.
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 be connected to each other 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 finish 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 by 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 by sandy soil, this splash guard 340 is by 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 the splash guard setting is finished, cut heavy caliber connect steel pipe 200,200 ' top, as shown in Figure 5, connecting upper and lower vertical space 300, and by 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 with the inside of vertical space the operation of concrete with formation tunnel ring bodies and sidewall being set at ring bodies (loop) steel pipe that connects and left and right sides sidewall.
Here, the above-mentioned vertical space that is used to form sidewall excavates operation, splash guard is provided with operation, model forms 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, to be formed at large-diameter steel pipe 100, form to vertical space 300 separate front and back of 100 ' downside 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, at this first vertical space 300,300 ' middle formation first tunnel-side, thereby form the first endurance portion, and at other parts that do not form tunnel-side, carry out excavation of second vertical space and splash guard again operation is set, model forms and reinforcing bar is provided with operation, and concrete is provided with operation, thereby forms second tunnel-side.By forming first, second tunnel-side so continuously, in the endurance that continues to keep to upper soil horizon pressure, can carry out operation safely.
After the concrete of operation acquisition curing was set by above-mentioned concrete, as shown in Figure 7, the excavation operation of the sandy soil of tunnel internal was dug out in enforcement, and 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 mentioned above, 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 keep at a certain distance away and be pressed into a steel pipe, and utilize the mode of anti-native plate excavation to connect this interval, thereby save engineering cost by 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 steel pipe in the middle of the 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 anti-native operation;
After the splash guard setting is finished, 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 by 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 by anti-native plate and soil layer pressure support platform at the lower side of steel pipe;
At the lateral wall of the described 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 described heavy caliber connection steel pipe connects upper and lower vertical space, and by forming the operation that model is provided with reinforcing bar;
Thereby the operation of concrete formation tunnel ring bodies and sidewall is set with the inside of vertical space at the ring bodies steel pipe that connects and left and right sides 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 finishes 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 by 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, by 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, by 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 described 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 be formed at the large-diameter steel pipe downside the vertical space separate front and back form first vertical space, make this first vertical space be connected with the top of following square steel pipe, and the process splash guard is provided with operation, model forms and reinforcing bar is provided with operation, and concrete is provided with operation, in this first vertical space, form first tunnel-side, thereby form the first endurance portion, and carry out again at other parts that do not form tunnel-side that second vertical space excavates and splash guard is provided with operation, model forms and reinforcing bar is provided with operation, and concrete is provided with operation, to form second tunnel-side, by 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 true CN101845955A (en) | 2010-09-29 |
| CN101845955B CN101845955B (en) | 2012-08-08 |
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ID=42770744
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009101364663A Expired - Fee Related CN101845955B (en) | 2009-03-27 | 2009-05-08 | Underground tunnel formation infrastructure establishment method |
Country Status (2)
| Country | Link |
|---|---|
| KR (1) | KR101018282B1 (en) |
| CN (1) | CN101845955B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 rack structure |
| CN106761768A (en) * | 2016-11-10 | 2017-05-31 | 东北大学 | A kind of novel steel tube curtain structure support system and its construction method |
| CN109736814A (en) * | 2018-12-30 | 2019-05-10 | 中国铁建股份有限公司 | The construction method of pipe curtain section |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
| 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 |
Family Cites Families (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| JP4444555B2 (en) * | 2002-09-24 | 2010-03-31 | 東京地下鉄株式会社 | Joint structure of civil engineering structure |
| KR100521345B1 (en) | 2004-02-06 | 2005-10-14 | 주식회사 엔티에스이앤씨 | Construction establishment method and the structure for underground tunnel formation |
| 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 |
| KR100895881B1 (en) * | 2007-07-18 | 2009-05-04 | 주식회사 엔티에스이앤씨 | Underground tunnel formation infrastructure establishment method |
| CN101255798B (en) * | 2008-04-18 | 2011-05-25 | 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 |
-
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
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 rack structure |
| CN106761768A (en) * | 2016-11-10 | 2017-05-31 | 东北大学 | A kind of novel steel tube curtain structure support system and its construction method |
| 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 |
| CN109736814A (en) * | 2018-12-30 | 2019-05-10 | 中国铁建股份有限公司 | The construction method of pipe curtain section |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101845955B (en) | 2012-08-08 |
| KR101018282B1 (en) | 2011-03-04 |
| KR20100107937A (en) | 2010-10-06 |
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