CN207004520U - A kind of robust structure of subway protection area shaft excavation - Google Patents
A kind of robust structure of subway protection area shaft excavation Download PDFInfo
- Publication number
- CN207004520U CN207004520U CN201720910410.9U CN201720910410U CN207004520U CN 207004520 U CN207004520 U CN 207004520U CN 201720910410 U CN201720910410 U CN 201720910410U CN 207004520 U CN207004520 U CN 207004520U
- Authority
- CN
- China
- Prior art keywords
- well bore
- supporting plate
- layer
- shaft
- formwork supporting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
A kind of robust structure of subway protection area shaft excavation is the utility model is related to, fore shaft coil assembly includes grouting rock bolt, upper formwork supporting plate, lower formwork supporting plate and concrete；The fore shaft ring layer of vertical shaft is stepped, fore shaft ring layer is formed with wall suitable for reading and Xia Koubi, in the soil body at the lower mouth wall of grouting rock bolt insertion, net spray concrete layer is provided with lower mouth wall, upper formwork supporting plate is abutted at wall suitable for reading, lower formwork supporting plate is abutted in the net spray concrete layer at Xia Koubi, and concrete is arranged between formwork supporting plate and lower formwork supporting plate, and steel reinforcement cage is provided with concrete；Well bore component includes net spray concrete layer, bar-mat reinforcement, grid steel frame, lock pin anchor tube, dowel；Bar-mat reinforcement is abutted on the borehole wall of well bore, and grid steel frame is abutted on bar-mat reinforcement, and in the soil body of lock pin anchor tube insertion well bore, grid steel frame is fixed on lock pin anchor tube by dowel；Bar-mat reinforcement, dowel and grid steel frame are respectively positioned in net spray concrete layer.The utility model can keep the steadiness of vertical shaft, belong to the technical field of earth excavation.
Description
Technical field
It the utility model is related to the technical field of earth excavation, more particularly to a kind of shaft excavation of subway protection area is firm
Structure.
Background technology
Along subway and during the construction and excavation earthwork of protection zone, during earth excavation, the protuberance in soil can be caused unavoidably, because
This applies man-hour requirement and takes certain safeguard measure, reduces the adverse effect to subway.Particularly coastal tidal landforms, construction is more
Add complexity, in disposal process of constructing, the ground grading unloading earthwork easily causes subway tunnel to float.How subway is protected
Shield, and meet construction requirement, it is urgent problem.
Utility model content
For technical problem present in prior art, the purpose of this utility model is：A kind of subway protection area is provided to erect
The robust structure that well excavates, the steadiness of vertical shaft can be kept.
In order to achieve the above object, the utility model adopts the following technical scheme that：
A kind of robust structure of subway protection area shaft excavation, including fore shaft coil assembly, well bore component；Fore shaft coil assembly is set
Put at the fore shaft ring layer of vertical shaft, well bore component is arranged at the well bore layer of vertical shaft, and bottom hole assembly is arranged on the shaft bottom layer of vertical shaft
Place；
Fore shaft coil assembly includes grouting rock bolt, upper formwork supporting plate, lower formwork supporting plate and concrete；The fore shaft ring layer of vertical shaft is stepped,
Fore shaft ring layer is formed with wall suitable for reading and Xia Koubi, and in the soil body under grouting rock bolt insertion at mouth wall, net spray concrete is provided with lower mouth wall
Layer, upper formwork supporting plate are abutted at wall suitable for reading, and lower formwork supporting plate is abutted in the net spray concrete layer at Xia Koubi, and concrete is arranged on formwork supporting plate
Between lower formwork supporting plate, steel reinforcement cage is provided with concrete；
Well bore component includes net spray concrete layer, bar-mat reinforcement, grid steel frame, lock pin anchor tube, dowel；Bar-mat reinforcement abuts in well bore
The borehole wall on, grid steel frame is abutted on bar-mat reinforcement, and in the soil body of lock pin anchor tube insertion well bore, grid steel frame is consolidated by dowel
It is scheduled on lock pin anchor tube；Bar-mat reinforcement, dowel and grid steel frame are respectively positioned in net spray concrete layer；
It is further：The edge of steel reinforcement cage upper end is provided with the flood muscle projected upwards.Flood muscle turns at fore shaft circle
Flood wall after, flood wall can prevent water on ground from flowing into well bore.
It is further：The quantity of dowel has a plurality of, and a plurality of dowel is annularly distributed.Can be by grid steel frame securely
It is fixed together.
It is further：Reinforcement walls are provided with well bore, one end of reinforcement walls is connected on the borehole wall of well bore, reinforcement walls it is another
On the borehole wall of one end connection over there.Reinforcement walls can make it that well bore is more firm.
It is further：By steel reinforcement cage and concrete, integrally perfusion is formed reinforcement walls.
It is further：Angle steel is provided with the borehole wall of well bore, grid steel frame is welded on angle steel.Form steelframe can be more firm
Ground is fixed on the borehole wall.
It is further：The thickness of net spray concrete layer under fore shaft ring layer at mouth wall is 10cm, and the length of grouting rock bolt is 2m,
The external diameter of grouting rock bolt is 22mm.It is adapted to the demand of ordinary circumstance.
It is further：The thickness of net spray concrete layer is 25cm at well bore, and the length of lock pin anchor tube is 3m, external diameter 42mm.
It is adapted to the demand of ordinary circumstance.
Generally speaking, the utility model has the following advantages that：
Fore shaft circle step of the present utility model can strengthen the stability of fore shaft circle position of stratum, the grid steel in well bore step
Frame, lock pin anchor tube etc. enhance the stability of well bore so that well bore will not ftracture or cave in.After well bore excavates on earth, anti-floating plate
It effectively limit the protuberance in soil together with uplift pile, protect subway tunnel.Between excavating shaft during region, cross-hole region is erected
Soil caused by excavation swells trend, can be acted on by the frictional force of the well bore in vertical shaft region, so as to mitigate vertical shaft
Between region soil protuberance.The fore shaft circle and well bore of region both sides between removal shaft, and after anti-floating plate of having constructed in time, resistance to plucking
Stake and anti-floating plate can form bigger protection domain, prevent soil from swelling.
Brief description of the drawings
Fig. 1 is the schematic diagram of construction uplift pile.
Fig. 2 is that slope excavates the schematic diagram that fore shaft is enclosed the land at layer.
Fig. 3 is that fore shaft of constructing is enclosed the land the schematic diagram of grouting rock bolt and net spray concrete at layer.
Fig. 4 is that construction fore shaft is enclosed the land the schematic diagram of formwork supporting plate and steel reinforcement cage at layer.
Fig. 5 is the schematic diagram after the steel reinforcement cage perfusion concrete enclosed the land to fore shaft at layer.
Fig. 6 is schematic diagram when just having started to excavate well bore.
Fig. 7 is the schematic diagram after excavating well bore on earth.
Fig. 8 is constructed in shaft bottom anti-floating plate and the schematic diagram of Guan Liang.
Fig. 9 is the schematic diagram in region between slope excavating shaft.
Figure 10 is the schematic diagram after region both sides fore shaft circle and well bore between removal shaft, and two vertical shaft regional connectivities are existed
Together.
Figure 11 is the schematic diagram of a unit area division in two subway lines.
Wherein, 1 is pipe rubbing machine, and 2 be subway tunnel, and 3 be uplift pile, and 4 be the wall suitable for reading that fore shaft is enclosed the land at layer, and 5 be fore shaft
The Xia Koubi to enclose the land at layer, 6 be grouting rock bolt, and 7 be net spray concrete, and 8 be steel reinforcement cage, and 9 be formwork supporting plate, and 10 be flood muscle, and 11 is lock
Pin anchor tube, 12 be grid steel frame, and 13 be reinforcement walls, and 14 be anti-floating plate, and 15 be Guan Liang, and 16 be perpendicular cross-hole region, and 17 be bucket crane.
Embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described in more detail.
With reference to shown in Fig. 1 to Figure 11, a kind of robust structure of subway protection area shaft excavation, including fore shaft coil assembly, well
Body component and bottom hole assembly；Fore shaft coil assembly is arranged at the fore shaft ring layer of vertical shaft, and well bore component is arranged on the well bore layer of vertical shaft
Place, bottom hole assembly are arranged at the shaft bottom layer of vertical shaft.
Fore shaft coil assembly includes grouting rock bolt, upper formwork supporting plate, lower formwork supporting plate and concrete；Upper formwork supporting plate and lower formwork supporting plate can unite
Referred to as formwork supporting plate.The fore shaft ring layer of vertical shaft is stepped, and fore shaft ring layer is formed with wall suitable for reading and Xia Koubi, under grouting rock bolt insertion
Net spray concrete layer is provided with the soil body at mouth wall, at lower mouth wall, upper formwork supporting plate is abutted at wall suitable for reading, and lower formwork supporting plate abuts in Xia Kou
In net spray concrete layer at wall, concrete is arranged between formwork supporting plate and lower formwork supporting plate, and steel reinforcement cage is provided with concrete；First steel reinforcement cage is placed
Between upper formwork supporting plate and lower formwork supporting plate, then concrete is irrigated between upward formwork supporting plate and lower formwork supporting plate again.
Well bore component includes net spray concrete layer, bar-mat reinforcement, grid steel frame, lock pin anchor tube, dowel；Bar-mat reinforcement abuts in well bore
The borehole wall on, grid steel frame is abutted on bar-mat reinforcement, and in the soil body of lock pin anchor tube insertion well bore, grid steel frame is consolidated by dowel
It is scheduled on lock pin anchor tube；Bar-mat reinforcement, dowel and grid steel frame are respectively positioned in net spray concrete layer, i.e., after spraying concrete to the borehole wall of well bore,
The thickness of concrete is more than the thickness of bar-mat reinforcement and grid steel frame so that, bar-mat reinforcement, dowel and grid steel frame are respectively positioned on net spray concrete layer
It is interior.
It should be noted that：The utility model only protects the technical scheme that fore shaft coil assembly and well bore component are related to, lock
Mouth circle component and well bore component are combined, and can play a part of firm well bore so that well bore will not ftracture or cave in.This reality
The shaft excavation in subway protection area is applied to new fore shaft coil assembly and well bore component：Along subway and protection zone
The interior construction and excavation earthwork, effectively suppress the protuberance on ground.Fore shaft coil assembly and well bore component, then coordinate bottom hole assembly, form
Anti- floating structure.
Bottom hole assembly includes anti-floating plate, more root cap beams and Duo Gen uplift piles；More uplift piles are arranged on the two of subway tunnel
Side, and uplift pile is located in the soil body below shaft bottom, the both ends of Guan Liang connect two adjacent uplift piles, i.e. one end of Guan Liang connects
It is connected in a uplift pile, the other end of Guan Liang is connected in another uplift pile, and anti-floating plate is arranged at shaft bottom.
Vertical shaft is excavated using above-mentioned anti-floating structure, can effectively suppress the protuberance on ground, in detail below
Introduction how to be excavated using above-mentioned anti-floating structure：
In the range of the during the construction and excavation earthwork, it is necessary to region of construction is foundation ditch along subway and in protection zone,
Earth excavation digs up the soil in the range of foundation ditch.With reference to shown in Fig. 1 to Figure 11, excavation pit in a kind of subway protection region
Anti-floating plays construction method, and in the range of foundation ditch, multiple vertical shaft regions and multiple perpendicular cross-hole regions are divided into along subway line, erects
Well area and perpendicular cross-hole region are alternately distributed successively, the orientation of vertical shaft region and perpendicular cross-hole region and the direction of subway line
Unanimously.The excavation construction in each vertical shaft region comprises the following steps：
With reference to shown in Fig. 1, first step uplift pile step：In the construction uplift pile of subway tunnel both sides, uplift pile uses dematron
The full casing follow-up construction of machine, pipe rubbing machine is existing technology, i.e., on the ground, is irrigated using pipe rubbing machine in the both sides of subway tunnel
Stake, the stake after perfusion is uplift pile, and uplift pile is located in soil layer, and there is a uplift pile subway tunnel both sides, uplift pile it is upper
End is higher than subway tunnel；
With reference to shown in Fig. 2 to Fig. 5, second step fore shaft circle step：Excavated, made in fore shaft circle position of stratum slope using digging machine
Fore shaft layer of enclosing the land is stepped, in the utility model, fore shaft encloses the land layer as two layers, i.e. two layers of ladder, and the ladder of lower floor is
Enclosed the land for fore shaft the bottom of layer；Fore shaft is enclosed the land after layer slope excavation, then the profile at manual amendment fore shaft circle, that is, repairs fore shaft circle
Bilevel Tu Bi in stratum；Then fore shaft enclose the land layer lower Kou Bi positions apply in time grouting rock bolt and net spray concrete,
So that grouting rock bolt is located in soil layer, i.e., grouting rock bolt is inserted in soil layer, then mouth wall spray C25 net sprays concrete, shape still further below
Into a net spray concrete layer, after having sprayed, the thickness of net spray concrete is 10cm, and the length of grouting rock bolt is 2m, external diameter 22mm；Fore shaft circle
The Xia Koubi on stratum is that fore shaft is enclosed the land in layer the Tu Bi between two layers up and down, and the enclose the land wall suitable for reading of layer of fore shaft is that fore shaft is enclosed the land
The layer Tu Bi between ground at the middle and upper levels；After downward mouth wall has sprayed C25 net spray concrete, then fore shaft enclose the land layer lower mouth wall and
Formwork supporting plate is placed at wall suitable for reading, steel reinforcement cage is placed between two pieces of formwork supporting plates, then irrigates concrete between two pieces of formwork supporting plates again, is filled
After noting concrete, fore shaft ring layer is reinforced concrete structure；Vertical shaft region can be divided into three layers from top to bottom, be followed successively by fore shaft circle
Layer, well bore layer, shaft bottom layer；Slope is excavated i.e. by after earth excavation, and from top to bottom, soil layer has certain gradient or is layered
, rather than a hole vertically downward；
With reference to shown in Fig. 6 to Fig. 8, the 3rd step well bore step：Reduce water level so that water level is below setting value, Ran Hou
Foundation ditch periphery construction water-stop curtain, i.e., surround the surrounding of foundation ditch with water-stop curtain, prevent water from entering the inside of foundation ditch, sealing curtain
The lowest part of curtain should be located at below lithosphere, after water level drops to a certain degree (such as lithosphere), i.e. the work with water proof
With lithosphere has the function that water proof；After water-stop curtain is constructed, well bore is then excavated using manual zoning, according to well bore institute
Engineering geological condition on stratum, the cutting depth of every layer of well bore is set, places bucket crane on the ground by the soil mud of excavation
Go out, the well bore that will need to excavate is divided into multilayer, calculates the depth of every layer of well bore, for example the depth of well bore first layer is
0.5m；When excavating well bore, the centre for the body that first digs a well, then digged to the borehole wall, after each layer of well bore excavates shaping, in time to
The borehole wall sprays concrete, and after the concrete for having sprayed C25, the thickness of concrete is 5cm, then hangs over bar-mat reinforcement on the borehole wall, then by grid steel frame close to
The borehole wall places (after down excavating, grid steel frame is already fixed on the borehole wall), then in time will lock pin anchor tube (lock pin anchor
The a length of 3m, external diameter 42mm of pipe) set in soil layer, then grid steel frame and lock pin anchor tube are fixed together with dowel,
Then concrete (spraying C25 concrete again, after having sprayed, the thickness of concrete is 25cm, forms a net spray concrete layer) is sprayed to grid steel frame, then
To lock pin anchor tube injection cement mortar so that cement mortar enters in underground layer；After bar-mat reinforcement is hung on the borehole wall, grid steel frame again against
The borehole wall, bar-mat reinforcement is between the borehole wall and grid steel frame, and grid steel frame is fixed with lock pin anchor tube and dowel simultaneously, and well bore step is applied
After work is good, bar-mat reinforcement, dowel, grid steel frame are respectively positioned on the inside of concrete；
With reference to shown in Fig. 8, the 4th step shaft bottom step：After well bore is excavated to bottom, manually shaft bottom is flattened (i.e. by well
Bottom trimming is smooth), and Guan Liang is applied, connected two adjacent uplift piles with Guan Liang, then constructed anti-floating plate to shaft bottom；
With reference to shown in Fig. 9 to Figure 10, after the completion of the excavation construction in each vertical shaft region, then perpendicular cross-hole region is divided
Layer slope is excavated, and the excavation direction for erecting cross-hole region is vertical with the direction of subway line；After the completion of perpendicular cross-hole region excavates, remove
The fore shaft circle and well bore of perpendicular cross-hole region both sides, and anti-floating plate of being constructed simultaneously in the bottom of perpendicular cross-hole region, remove a vertical shaft
Between region both sides fore shaft circle and well bore, i.e., by two adjacent vertical shaft regional connectivities together, until finally connect whole base
Hole, i.e., fore shaft circle and well bore in the range of foundation ditch are all removed.
With reference to shown in Figure 11, multiple unit areas are provided with the range of foundation ditch, each unit area includes continuous seven and erected
Perpendicular cross-hole region between seven vertical shaft regions of well area and distribution, the construction order in vertical shaft region are first to open simultaneously
First vertical shaft region and the 5th vertical shaft region are dug, then excavates the 3rd vertical shaft region and the 7th vertical shaft region simultaneously, so
Excavate second vertical shaft region, the 4th vertical shaft region and the 6th vertical shaft region simultaneously afterwards；After vertical shaft region excavation construction is complete,
Region between slope excavating shaft is layered again.In the utility model, subway line has two, and two subway lines are provided with same
Unit area, and sequence of excavation is same.This sequence of excavation, because the vertical shaft region excavated is at a distance of distant, soil simultaneously
The degree very little of protuberance, and multiple vertical shaft regions can be excavated simultaneously, operating efficiency is high.
In second step fore shaft circle step, the edge of steel reinforcement cage upper end is provided with the flood projected upwards (close to well bore)
Muscle, after irrigating concrete to steel reinforcement cage, flood muscle turns into the flood wall at fore shaft circle, a height of 0.3m of flood wall.Flood wall can be to prevent
Only the water on ground is flowed into well bore.
In second step fore shaft circle step, fore shaft circle position of stratum division center and marginal zone, marginal zone are once excavated
Shaping, the depth that marginal zone is excavated be 1m, and after shaping is excavated in marginal zone, the native wall profile at marginal zone is that fore shaft is enclosed the land the upper of layer
Mouth wall, center distinguish two layers and excavate shaping, and the depth that center is excavated altogether is 2m, after center excavation is molded, at center
Native wall profile enclosed the land the Xia Koubi of layer for fore shaft.Excavate fore shaft layer of enclosing the land and be divided into center and marginal zone, and center is distinguished
Two layers excavation, after first layer has been excavated in center, then in due course between excavate the second layer, this digging mode, soil can be reduced
The degree of lifting.
In the 3rd step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel is annularly distributed.Can be by grid steel
Frame is rigidly secured together.
In the 3rd step well bore step, after reducing water level so that water level is below the 1m of shaft bottom, the geological condition in shaft bottom herein
There is impermeable role, water will not up overflow below shaft bottom.
In the 4th step shaft bottom step, the construction method of anti-floating plate is：Bar-mat reinforcement first is laid to shaft bottom, is then poured again mixed
Solidifying soil, the concrete thickness poured is 15cm, and is C20 concrete.It is excavated to after shaft bottom, construct anti-floating plate in time,
So it can prevent soil from swelling in time.
In the 3rd step well bore step, the engineering geological condition on stratum according to where well bore, judge whether that needs apply and add
Gu Qiang；The construction method of reinforcement walls is：Steel reinforcement cage is placed in well bore, one end of steel reinforcement cage is abutted against on the borehole wall, steel reinforcement cage
The other end on the borehole wall over there, then two pieces of parallel formwork supporting plates are placed on to the both sides of steel reinforcement cage, then to steel reinforcement cage
Interior perfusion concrete.After well bore is excavated to certain depth, if it is desirable, a reinforcement walls can be increased.
In the 3rd step well bore step, angle steel is fixed in soil layer, then grid steel frame is welded on angle steel.
Above-described embodiment is the preferable embodiment of the utility model, but embodiment of the present utility model is not by above-mentioned
The limitation of embodiment, it is other it is any without departing from Spirit Essence of the present utility model with made under principle change, modify, replace
Generation, combination, simplify, should be equivalent substitute mode, be included within the scope of protection of the utility model.
Claims (8)
- A kind of 1. robust structure of subway protection area shaft excavation, it is characterised in that：Including fore shaft coil assembly, well bore component；Lock Mouth circle component is arranged at the fore shaft ring layer of vertical shaft, and well bore component is arranged at the well bore layer of vertical shaft；Fore shaft coil assembly includes grouting rock bolt, upper formwork supporting plate, lower formwork supporting plate and concrete；The fore shaft ring layer of vertical shaft is stepped, fore shaft Ring layer is formed with wall suitable for reading and Xia Koubi, and in the soil body under grouting rock bolt insertion at mouth wall, net spray concrete layer is provided with lower mouth wall, on Formwork supporting plate is abutted at wall suitable for reading, and lower formwork supporting plate is abutted in the net spray concrete layer at Xia Koubi, and concrete is arranged on formwork supporting plate with Between formwork supporting plate, steel reinforcement cage is provided with concrete；Well bore component includes net spray concrete layer, bar-mat reinforcement, grid steel frame, lock pin anchor tube, dowel；Bar-mat reinforcement abuts in the well of well bore On wall, grid steel frame is abutted on bar-mat reinforcement, and in the soil body of lock pin anchor tube insertion well bore, grid steel frame is fixed on by dowel Lock on pin anchor tube；Bar-mat reinforcement, dowel and grid steel frame are respectively positioned in net spray concrete layer.
- 2. according to a kind of robust structure of subway protection area shaft excavation described in claim 1, it is characterised in that：On steel reinforcement cage The edge at end is provided with the flood muscle projected upwards.
- 3. according to a kind of robust structure of subway protection area shaft excavation described in claim 1, it is characterised in that：Dowel Quantity has a plurality of, and a plurality of dowel is annularly distributed.
- 4. according to a kind of robust structure of subway protection area shaft excavation described in claim 1, it is characterised in that：Set in well bore There are reinforcement walls, one end of reinforcement walls is connected on the borehole wall of well bore, and the other end of reinforcement walls is connected on the borehole wall over there.
- 5. according to a kind of robust structure of subway protection area shaft excavation described in claim 4, it is characterised in that：Reinforcement walls by Integrally perfusion is formed for steel reinforcement cage and concrete.
- 6. according to a kind of robust structure of subway protection area shaft excavation described in claim 1, it is characterised in that：The well of well bore Angle steel is provided with wall, grid steel frame is welded on angle steel.
- 7. according to a kind of robust structure of subway protection area shaft excavation described in claim 1, it is characterised in that：Fore shaft ring layer The thickness of net spray concrete layer at lower mouth wall is 10cm, and the length of grouting rock bolt is 2m, and the external diameter of grouting rock bolt is 22mm.
- 8. according to a kind of robust structure of subway protection area shaft excavation described in claim 1, it is characterised in that：Net at well bore The thickness for spraying concrete layer is 25cm, and the length of lock pin anchor tube is 3m, external diameter 42mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720910410.9U CN207004520U (en) | 2017-07-25 | 2017-07-25 | A kind of robust structure of subway protection area shaft excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720910410.9U CN207004520U (en) | 2017-07-25 | 2017-07-25 | A kind of robust structure of subway protection area shaft excavation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207004520U true CN207004520U (en) | 2018-02-13 |
Family
ID=61456333
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720910410.9U Active CN207004520U (en) | 2017-07-25 | 2017-07-25 | A kind of robust structure of subway protection area shaft excavation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207004520U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110593267A (en) * | 2019-09-18 | 2019-12-20 | 中国建筑第八工程局有限公司 | Construction method of foundation pit above tunnel |
-
2017
- 2017-07-25 CN CN201720910410.9U patent/CN207004520U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110593267A (en) * | 2019-09-18 | 2019-12-20 | 中国建筑第八工程局有限公司 | Construction method of foundation pit above tunnel |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN207003499U (en) | A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit | |
| CN103758134B (en) | A kind of construction method combining Double-row Piles Support system | |
| CN103774675B (en) | Combined double-row-pile combined vertical prestress anchor rod supporting system and construction method thereof | |
| CN202969392U (en) | Complex geology deep excavation pit combined support | |
| CN108316339B (en) | Construction method of water-permeable geological large arch bridge foundation | |
| CN105464056A (en) | Anti-seepage structure capable of adapting to settlement of earth and rockfill dam | |
| CN105464686A (en) | Multistory underground space screen frame type tunneling construction method under existing facilities and support structure | |
| CN103775110A (en) | Underground excavation construction method for multilayer underground space of soft soil area | |
| CN203729308U (en) | Double-row pile supporting system of reinforced concrete pile combined structural steel cement mixing pile wall | |
| CN102660955B (en) | Quick construction method for foundation pit slope support | |
| CN110004919B (en) | Foundation pit enclosure construction method used in pipeline influence range | |
| CN201762710U (en) | Pile-wall combined enclosing structure for offshore deep foundation pit | |
| CN105544576A (en) | Foundation ditch dewatering and drainage excavation structure and application method | |
| CN105239578A (en) | Water-rich sand layer deep foundation pit underwater construction method | |
| CN103422510A (en) | Steel pipe frame type cofferdam structure and construction method | |
| CN113250240A (en) | Combined side slope protection structure and process of layered net type gabion and concrete | |
| CN105133581A (en) | Three-in-one construction method for uplift pile, lattice column and precipitation well in supporting structure | |
| CN207003421U (en) | A kind of steel plate pilework for being seated hard rock top surface | |
| CN107503323B (en) | A kind of method of construction of ecological slope protection | |
| CN203729309U (en) | Support system with combined double-row piles combined with vertical prestressed anchor bolts | |
| CN107447794B (en) | The anti-floating of excavation pit plays construction method in a kind of subway protection region | |
| CN107143149B (en) | A kind of existing masonry structure building adds the construction method of basement | |
| CN101319501B (en) | Construction method of deep foundation ditch | |
| CN207004520U (en) | A kind of robust structure of subway protection area shaft excavation | |
| CN108914959A (en) | A kind of foundation structure and its construction method built suitable for mountain area room |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20190123 Address after: 510006 230 Waihuan West Road, Guangzhou University Town, Panyu District, Guangzhou City, Guangdong Province Co-patentee after: China Railway South Investment Group Co., Ltd. Patentee after: Guangzhou University Address before: 510006 No. 230, West Ring Road, University Town, Panyu District, Guangzhou City, Guangdong Province Patentee before: Guangzhou University |