CN107090805A - Method for protecting and reinforcing mud-rock flow sand blocking dam against scour - Google Patents
Method for protecting and reinforcing mud-rock flow sand blocking dam against scour Download PDFInfo
- Publication number
- CN107090805A CN107090805A CN201710444789.3A CN201710444789A CN107090805A CN 107090805 A CN107090805 A CN 107090805A CN 201710444789 A CN201710444789 A CN 201710444789A CN 107090805 A CN107090805 A CN 107090805A
- Authority
- CN
- China
- Prior art keywords
- dam
- steel
- pipe pile
- pile
- slip casting
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
An anti-impact reinforcing method under a debris flow sand dam comprises the following steps: embedding steel pipe piles in a loose layer between the toe of the sand blocking dam and the centralized scouring section under the dam, wherein grouting holes are formed in the pile body of each steel pipe pile; and grouting through the steel pipe pile so as to combine the loose layer and the steel pipe pile to form a consolidated body. The invention can avoid the centralized scouring damage of the debris flow under the dam to the erosion prevention structure, simultaneously improve the consolidation degree and the scouring resistance of the loose layer in the bearing range of the foundation of the sand dam, effectively control the erosion damage of the source-tracing erosion of the debris flow under the dam to the foundation, ensure the safe operation of the main body structure of the sand dam and achieve the purposes of prolonging the service life of the erosion prevention structure under the debris flow dam and prolonging the safe service life of the main body structure of the sand dam.
Description
Technical field
The present invention relates to geology field, erosion control reinforcement means under more particularly to a kind of debris flow dam dam.
Background technology
Debris dam is one of main Types of Controlling Debris Flow engineering, is also current interception mud-rock flow solid matter, reduction
The conventional harnessing project form of debris flow velocity, firm ditch bed material resource.However, scour at rear apron of the dam is easily formed behind the full storehouse of debris dam,
I.e. in the case where boulder is collided and fluid scouring is acted on, anti-washing structure gradually damages mistake under the conventional dam based on protection-apron, auxiliary dam, ground sills
Effect, raceway groove is traced to the source and exacerbates destruction process to the erosion damage for washing away area upstream, and easily causing the dam foundation vacantly causes key dam unstability
The potential safety hazard of destruction.In the case where debris dam main body is intact, by repairing and reinforcement anti-washing structure to maintain prevention and cure project
Design function, will save a large amount of engineering control durations and construction fund.
At present, erosion control repairing and reinforcement technical method mainly has following five classes method under dam：First, fill block stone throwing；2nd, increase shield
Smooth thickness, quality increase paving megalith layer；3rd, protection-apron laying junked tire；4th, protection-apron inserts rail or steel plate；5th, reinforcing bar or
Lattice guest's gabion.
Confirm that above-mentioned five classes method is only by improving the erosion-resisting characteristics of material, and anti-washing structure still can through a large amount of Engineering Projects
Occur to fail because of mud-rock flow lumped scour destruction under dam.
Inventor has found：Reach that the function of erosion control reinforcing under dam is limited by improving the erosion-resisting characteristics of anti-washing structure material,
Need to adopt an effective measure prevent in debris dam basic scope unconsolidated formation be not washed or sapping to be only repairing and reinforcement anti-washing structure true
Protect the key of debris dam safety.
The content of the invention
In order to solve the above technical problems, the invention provides erosion control reinforcement means under a kind of debris flow dam dam, to solve
The problem of certainly anti-washing structure can occur to fail because of mud-rock flow lumped scour destruction under dam in the prior art.
The invention provides erosion control reinforcement means under a kind of debris flow dam dam, including：Debris dam toe is extremely under dam
Unconsolidated formation between lumped scour section buries steel-pipe pile, and slip casting eyelet is offered on the pile body of the steel-pipe pile；By institute
Steel-pipe pile is stated to carry out slip casting unconsolidated formation and steel-pipe pile are combined to form into induration.
Preferably, the lateral length of the buried region of the steel-pipe pile, longitudinal length meet following relation：
BH≥b+1
BV=v0×(2Hd/g)1/2
Wherein, BHFor the lateral length, b is overfall width, and the center line and debris dam of the buried region
Overfall aligns；BVFor the longitudinal length, v0It is mud-rock flow overfall flow velocity, HdIt is debris dam height of dam, g is acceleration of gravity
9.8m/s2。
Preferably, the embedded line number m=3 of the steel-pipe pile, columns n=int (BH/ L), it is laid out using quincuncial pile.
Preferably, after the steel-pipe pile is embedding, the coagulation that thickness is 0.5 meter is poured in the buried region of the steel-pipe pile
Native cushion cap, and the pile crown of the steel-pipe pile is embedded in 0.5 meter of the concrete bearing platform.
Preferably, the buried depth of the steel-pipe pile is determined by following formula：
H=Max (mud-rock flow fluid scouring depth, falling rocks scour depth, mighty torrent scour depth)
Wherein, H is the buried depth.
Preferably, the joint length of the steel-pipe pile is that the buried depth is held with the steel-pipe pile insertion concrete
The pile crown sum of platform.
Preferably, the span in the stake footpath of the steel-pipe pile is 60-250mm, wherein, when working environment is poor, stake footpath takes
Smaller value, on the contrary stake footpath takes higher value.
Preferably, the stake spacing of the steel-pipe pile is 7-12 times of stake footpath of the steel-pipe pile.
Preferably, the aperture of the slip casting eyelet is no more than 20mm, and the slip casting eyelet on the steel-pipe pile is to wearing and space
Angle is in 90 °, and axis of the slip casting eyelet with the spacing in about 2 times of steel-pipe pile stake footpaths along the steel-pipe pile is arranged.
Preferably, the slip casting uses normal grouting mode, the slip casting ratio of mud 1：1.
The present invention can avoid mud-rock flow under dam from destroying the lumped scour of anti-washing structure, while improving the basic load of debris dam
In the range of unconsolidated formation the degree of consolidation and erosion resistibility, can effectively control mud-rock flow retrogressive erosion under dam to break the sapping on basis
It is bad, it is ensured that the safe operation of debris dam agent structure, reach anti-washing structure service life and debris dam master under extension mud-rock flow dam
The purpose of the safe length of service of body structure.
Brief description of the drawings
Fig. 1 is erosion control reinforcement technique structural upright schematic diagram under debris flow dam dam；
Fig. 2 is erosion control reinforcement technique structure front view under debris flow dam dam；
Fig. 3 is erosion control reinforcement technique structure top view under debris flow dam dam；
Fig. 4 is steel tube pile grouting eyelet design drawing.
Reference in figure：
1st, steel-pipe pile；2nd, concrete bearing platform；3rd, toe；4th, steel pipe pile reinforced section；5th, injecting grout through steel perforated pipe consolidation line of demarcation；6、
Overfall；7th, mud-rock flow lumped scour region；8th, slip casting eyelet.
Embodiment
Inventor to mud-rock flow scouring before dam by inducing the Analysis on Mechanism that retrogressive erosion destroys basic scope unconsolidated formation, knot
The scour hole feature for closing the debris dam scouring before dam formation in Practical Project learns that mud-rock flow washes away work in lumped scour area under dam
With maximum intensity, collided in boulder and under fluid scouring collective effect, wash away sapping and ablation destruction effect seriously, easily caused
The damage failure of the anti-washing structures such as protection-apron, influences the safety and longtime running of debris dam agent structure；In debris dam toe to concentration
The souring intensity for washing away mud-rock flow under section, dam is relatively low, and the extent of damage is relatively low.
Based on above-mentioned analysis, the present invention is directed to mud-rock flow lumped scour area under dam and easily washes away abrasion by mud-rock flow and lead
The defect problem of whole anti-washing structure damage failure is caused, proposes one kind in debris dam toe to lumped scour section using small-bore
Erosion control reinforcement technique method under the dam of steel-pipe pile reparation defect.
The invention provides erosion control reinforcement means under a kind of debris flow dam dam, including：Debris dam toe is extremely under dam
Unconsolidated formation between lumped scour section buries steel-pipe pile 1, and slip casting eyelet 8 is offered on the pile body of the steel-pipe pile 1；Pass through
The steel-pipe pile 1 carries out slip casting unconsolidated formation and steel-pipe pile 1 are combined to form into induration.
The anti-washing structure engineering defect to be formed is destroyed for debris flow dam scouring before dam, debris dam body junction is easily caused
The potential safety hazard of structure unstable failure, so that the problem of reducing the safe length of service of debris dam, present invention debris dam dam under dam
Toe to lumped scour section unconsolidated formation buries small-caliber steel pipe stake, while pile body perforate makes slip casting eyelet, then using often note
Unconsolidated formation between stake and steel-pipe pile are combined to form induration by slurry, it is to avoid mud-rock flow is broken to the lumped scour of anti-washing structure under dam
It is bad, while improving the degree of consolidation and erosion resistibility of unconsolidated formation in the range of the basic load of debris dam, effectively it can control under dam
Mud-rock flow retrogressive erosion is destroyed to the sapping on basis, it is ensured that the safe operation of debris dam agent structure, reaches extension mud-rock flow dam
The purpose of the safe length of service of lower anti-washing structure service life and debris dam agent structure.
Preferably, lateral length, the longitudinal length of the buried region of the steel-pipe pile 1 meet following relation：
BH≥b+1
BV=v0×(2Hd/g)1/2
Wherein, BHFor the lateral length, b is overfall width, and the center line and debris dam of the buried region
Overfall aligns；BVFor the longitudinal length, v0It is mud-rock flow overfall flow velocity, HdIt is debris dam height of dam, g is acceleration of gravity
9.8m/s2。
Preferably, the embedded line number m=3 of the steel-pipe pile 1, columns n=int (BH/ L), it is laid out using quincuncial pile.
Preferably, after the steel-pipe pile 1 is embedding, thickness is poured in the buried region of the steel-pipe pile 1 mixed for 0.5 meter
Solidifying soil cushion cap, and the pile crown of the steel-pipe pile 1 is embedded in 0.5 meter of the concrete bearing platform.
Preferably, the buried depth H of the steel-pipe pile 1 is determined by following formula：
H=Max (mud-rock flow fluid scouring depth h, falling rocks scour depth Hs, mighty torrent scour depth HOffice)
Wherein, (1) mud-rock flow fluid scouring depth h is calculated by following formula：
Wherein d90--- the standard particle diameter (mm) of bed matter sand；V --- flow velocity (m/s) under dam；Q --- discharge per unit width (m3/
(s·m))。
(2) falling rocks scour depth HsCalculated by following formula：
Wherein γH--- falling rocks unit weight (kN/m in mud-rock flow3)；Hd--- water-head (m) above and below dam；HC--- overfall
Mud is deep (m)；[δC] --- dam downstream bed matter permitted bearing capacity (kPa).
(3) mighty torrent scour depth HOfficeCalculated by following formula：
Wherein q --- discharge per unit width (m3/(s·m))；Hd--- water-head (m) above and below dam；d90--- the standard of bed matter sand
Particle diameter (mm)；H --- the depth of water (m) under dam.
Preferably, the joint length of the steel-pipe pile 1 is that the buried depth is embedded in the concrete with the steel-pipe pile 1
The pile crown sum of cushion cap 2.
Preferably, the span in the stake footpath of the steel-pipe pile 1 is 60-250mm, wherein, the stake footpath when working environment is poor
Smaller value is taken, on the contrary stake footpath takes higher value.
Preferably, the stake spacing of the steel-pipe pile 1 is 7-12 times of stake footpath of the steel-pipe pile 1.
Preferably, the aperture of the slip casting eyelet is no more than 20mm, and the slip casting eyelet on the steel-pipe pile 1 is to wearing and space
Angle is in 90 °, and axis of the slip casting eyelet with the spacing in about 2 times of 1 footpaths of steel-pipe pile along the steel-pipe pile 1 is arranged.
Preferably, the slip casting uses normal grouting mode, the slip casting ratio of mud 1：1.
Below in conjunction with the accompanying drawings, the preferred embodiment of the present invention is further described.
Embodiment one
As shown in Figure 1, Figure 2, Figure 3, Figure 4.Certain debris flow dam length of service exceedes design period, debris dam reservoir area mud
Sand becomes silted up, and full but agent structure is intact, and scouring before dam is serious, former downstream apron structure damage.Debris dam agent structure height of dam 8m, overflows
Head piece width 5m.Under the design standard met at 20 years one, debris dam overfall cross-sectional flow is 2.2m/s, and maximum washes away depth under dam
5m is spent, execution conditions are relatively difficult.
In order to repair the fault of construction problem of mud-rock flow scouring before dam induction, using under dam debris dam toe to concentrating punching
Brush section unconsolidated formation buries small-caliber steel pipe stake and floral tube slip casting.According to practice of construction condition, steel-pipe pile diameter R chooses 108mm,
Steel-pipe pile stake spacing L=10 × 108mm=1.08m ≈ 1m.Steel-pipe pile buried depth H=5m.Horizontal embedment length BH=5+1=
6m, columns n=int (6/1)=6, longitudinal embedment length BV=2.2 × (2 × 8/9.8)1/2=2.81m, line number m=3, plum blossom
Stake layout.Steel pipe slip casting aperture r=20mm, slip casting eyelet is along axis spacing l=2 × 108mm=216mm ≈ 22cm.Using normal
Grouting mode, the slip casting ratio of mud 1：1.Steel-pipe pile buried region (the horizontal B under debris flow dam damH=6m and longitudinal direction Bv=
C20 concrete bearing platforms 2.81m) are poured, thickness 0.5m adds up to C20 concrete eights .43m3, steel pipe pile head insertion cushion cap 0.5m.
Single steel-pipe pile subtotal length is that pile crown sum of the buried depth with being embedded in cushion cap is 5.5m, adds up to quantity m × n=3 × 6=18
Root, total length is 5.5 × 18=99m.
Embodiment two
As shown in Figure 1, Figure 2, Figure 3, Figure 4.Certain debris flow dam length of service exceedes design period, debris dam reservoir area mud
Sand becomes silted up, and full but agent structure is intact, and scouring before dam is serious, former downstream apron structure damage.Debris dam agent structure height of dam 10m, overflows
Head piece width 8m.Under the design standard met at 20 years one, debris dam overfall cross-sectional flow is 3.5m/s, and maximum washes away depth under dam
6.5m is spent, execution conditions are preferable.
In order to repair the fault of construction problem of mud-rock flow scouring before dam induction, using under dam debris dam toe to concentrating punching
Brush section unconsolidated formation buries small-caliber steel pipe stake and floral tube slip casting.According to practice of construction condition, steel-pipe pile diameter R chooses 245mm,
Steel-pipe pile stake spacing L=7 × 245mm=1.72m ≈ 1.7m.Steel-pipe pile buried depth H=6.5m.Horizontal embedment length BH=8+
1=9m, columns n=int (9/1.7)=6, longitudinal embedment length BV=3.2 × (2 × 10/9.8)1/2=4.57m, line number m=
3, quincuncial pile layout.Steel pipe slip casting aperture r=20mm, slip casting eyelet is along axis spacing l=2 × 245mm=490mm ≈ 50cm.
Using normal grouting mode, the slip casting ratio of mud 1：1.Steel-pipe pile buried region (the horizontal B under debris flow dam damH=9m and vertical
To Bv=4.57m) C20 concrete bearing platforms are poured, thickness 0.5m adds up to C20 concrete 20.57m3, steel pipe pile head insertion cushion cap
0.5m.Single steel-pipe pile subtotal length is that pile crown sum of the buried depth with being embedded in cushion cap is 7.0m, total quantity m × n=3 ×
6=18 roots, total length is 7 × 18=126m.
Compared with prior art, the beneficial effects of the invention are as follows：By under dam debris dam toe to lumped scour section
Unconsolidated formation buries small-caliber steel pipe stake, while pile body perforate makes slip casting eyelet, using normal slip casting by unconsolidated formation between stake and steel pipe
Stake combines to form induration, improves the degree of consolidation and erosion resistibility of unconsolidated formation in the range of the basic load of debris dam, controls dam
Lower mud-rock flow retrogressive erosion is destroyed to the sapping on basis；Avoid lumped scour and mill of the mud-rock flow to erosion control ruggedized construction under dam
Erosion destruction, so as to extend the safe length of service of debris flow dam agent structure.
Claims (10)
1. erosion control reinforcement means under a kind of debris flow dam dam, it is characterised in that including：
Debris dam toe to the unconsolidated formation between lumped scour section buries steel-pipe pile (1), and the steel-pipe pile (1) under dam
Slip casting eyelet is offered on pile body；
Carry out slip casting unconsolidated formation and steel-pipe pile (1) are combined to form into induration by the steel-pipe pile (1).
2. according to the method in claim 1, it is characterised in that the lateral length of the buried region of the steel-pipe pile (1), longitudinal direction
Length meets following relation：
BH≥b+1
BV=v0×(2Hd/g)1/2
Wherein, BHFor the lateral length, b is overfall width, and the center line and the overfall of debris dam of the buried region
Alignment；
BVFor the longitudinal length, v0It is mud-rock flow overfall flow velocity, HdIt is debris dam height of dam, g is acceleration of gravity 9.8m/s2。
3. according to the method in claim 1 and 2, it is characterised in that the embedded line number m=3 of the steel-pipe pile (1), columns n=
int(BH/ L), it is laid out using quincuncial pile.
4. according to the method in claim 1, it is characterised in that after the steel-pipe pile (1) is embedding, in the steel-pipe pile (1)
Buried region to pour thickness be 0.5 meter of concrete bearing platform, and the pile crown of the steel-pipe pile (1) is embedded in the concrete bearing platform
0.5 meter.
5. according to the method in claim 4, it is characterised in that the buried depth of the steel-pipe pile (1) is determined by following formula：
H=Max (mud-rock flow fluid scouring depth, falling rocks scour depth, mighty torrent scour depth)
Wherein, H is the buried depth.
6. according to the method in claim 5, it is characterised in that the joint length of the steel-pipe pile (1) is the buried depth
With the pile crown sum of the embedded concrete bearing platform (2) of the steel-pipe pile (1).
7. according to the method in claim 1, it is characterised in that the span in the stake footpath of the steel-pipe pile (1) is 60-
250mm, wherein, when working environment is poor, stake footpath takes smaller value, otherwise stake footpath takes higher value.
8. according to the method in claim 7, it is characterised in that the stake spacing of the steel-pipe pile (1) is the steel-pipe pile (1)
7-12 times of stake footpath.
9. according to the method in claim 1, it is characterised in that the aperture of the slip casting eyelet is no more than 20mm, the steel pipe
Stake (1) on slip casting eyelet to wear and space angle be in 90 °, the slip casting eyelet is between about 2 times of steel-pipe pile (1) stake footpaths
Away from the axis arrangement along the steel-pipe pile (1).
10. according to the method in claim 1, it is characterised in that the slip casting uses normal grouting mode, the slip casting ratio of mud 1：1.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710067527 | 2017-02-07 | ||
| CN201710067527X | 2017-02-07 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107090805A true CN107090805A (en) | 2017-08-25 |
Family
ID=59639290
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710444789.3A Pending CN107090805A (en) | 2017-02-07 | 2017-06-13 | Method for protecting and reinforcing mud-rock flow sand blocking dam against scour |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107090805A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110219285A (en) * | 2019-06-12 | 2019-09-10 | 彭必建 | A kind of mud-rock flow blocking dam erosion control ruggedized construction |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101824810A (en) * | 2010-04-08 | 2010-09-08 | 重庆交通大学 | Method for protecting river bank by sand-river pile group and flexible mattresses |
| CN103526722A (en) * | 2013-10-16 | 2014-01-22 | 中国科学院、水利部成都山地灾害与环境研究所 | Debris flow gabion prevention and control structural body and design method thereof |
| JP2015055076A (en) * | 2013-09-11 | 2015-03-23 | エコ ジャパン株式会社 | Support structure, and method for constructing support pillar |
| CN205399346U (en) * | 2016-03-10 | 2016-07-27 | 中国电建集团成都勘测设计研究院有限公司 | Shore protection scour protection structure |
| CN105839659A (en) * | 2016-04-14 | 2016-08-10 | 中国地质科学院探矿工艺研究所 | Debris flow retaining dam base reinforcing method based on composite micro-piles |
-
2017
- 2017-06-13 CN CN201710444789.3A patent/CN107090805A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101824810A (en) * | 2010-04-08 | 2010-09-08 | 重庆交通大学 | Method for protecting river bank by sand-river pile group and flexible mattresses |
| JP2015055076A (en) * | 2013-09-11 | 2015-03-23 | エコ ジャパン株式会社 | Support structure, and method for constructing support pillar |
| CN103526722A (en) * | 2013-10-16 | 2014-01-22 | 中国科学院、水利部成都山地灾害与环境研究所 | Debris flow gabion prevention and control structural body and design method thereof |
| CN205399346U (en) * | 2016-03-10 | 2016-07-27 | 中国电建集团成都勘测设计研究院有限公司 | Shore protection scour protection structure |
| CN105839659A (en) * | 2016-04-14 | 2016-08-10 | 中国地质科学院探矿工艺研究所 | Debris flow retaining dam base reinforcing method based on composite micro-piles |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110219285A (en) * | 2019-06-12 | 2019-09-10 | 彭必建 | A kind of mud-rock flow blocking dam erosion control ruggedized construction |
| CN110219285B (en) * | 2019-06-12 | 2024-06-07 | 彭必建 | Mud-rock flow blocking dam scour protection reinforced structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105697033B (en) | A kind of construction method of Tunnel Engineering without template punishment rock mass cavity | |
| CN102296507B (en) | Treatment method of subgrade cracks | |
| CN103981782B (en) | A kind of flat hole slip casting subgrade strengthening method not damaging road surface and structure | |
| CN105696426B (en) | It is a kind of to handle the construction method and its road structure for closing on both wired soft soil foundations | |
| CN102140800A (en) | Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile | |
| CN107288046B (en) | Especially big high position mud-rock flow Self-resetting energy consumption is blocked structure and implementation | |
| CN103352477A (en) | Vertical prestressed anchor rod gravity type composite retaining wall and design and construction method thereof | |
| CN105649000A (en) | Back pressure backfilling shallow-buried excavation construction method for tunnel undercrossing gully | |
| CN108708284B (en) | A kind of steel trestle construction method for resisting flood discharge bed scour | |
| CN105178285A (en) | Method for widening grouting reinforcement and seepage and blockage prevention range of rock and soil | |
| CN103806451B (en) | A kind of anchorage type foundation ditch strengthening structure and construction method thereof | |
| CN110004882A (en) | The dissipation of mud-rock flow multistage is blocked structure | |
| US20170016200A1 (en) | Method for Improving an Inwards Stability of a Levee | |
| CN107119624A (en) | The countermeasure system and implementation of large-scale Dumping Sites in a kind of debris flow gully | |
| CN207267975U (en) | A kind of bed stabilization structure for being used under shield tunnel wear river | |
| CN206035505U (en) | Stride across hangar tunnel structure of debris flow gully | |
| CN106917410A (en) | A kind of downstream slope slope shoulder safeguard structure and its construction method | |
| CN104727295B (en) | Preexisting hole filler displacement hammer flattener heavy-tamping method | |
| CN204059125U (en) | One suspended wall height barricade embankment near water section Widening Embankment structure | |
| CN205999849U (en) | A kind of highlight lines frigid mountainous areas highway cutting gradient slope ecological protection system | |
| CN103741702A (en) | Rigid plugging method for mine tailings pond drainage well | |
| CN107090805A (en) | Method for protecting and reinforcing mud-rock flow sand blocking dam against scour | |
| KR102179660B1 (en) | Slope reinforcing apparatus | |
| CN105926637B (en) | Prestress supporting system for protecting existing subway and design | |
| CN108277815A (en) | The cofferdam structure and its construction method constructed for water intaking header structure in river |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170825 |
|
| RJ01 | Rejection of invention patent application after publication |