CN107524159A - A kind of hybrid reinforced soil retaining wall - Google Patents
A kind of hybrid reinforced soil retaining wall Download PDFInfo
- Publication number
- CN107524159A CN107524159A CN201710043548.8A CN201710043548A CN107524159A CN 107524159 A CN107524159 A CN 107524159A CN 201710043548 A CN201710043548 A CN 201710043548A CN 107524159 A CN107524159 A CN 107524159A
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- China
- Prior art keywords
- shingle nail
- gsz
- retaining wall
- prestressing
- filler
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Links
- 239000002689 soil Substances 0.000 title claims abstract description 28
- 230000002787 reinforcement Effects 0.000 claims abstract description 45
- 239000000945 filler Substances 0.000 claims abstract description 37
- 210000002435 tendon Anatomy 0.000 claims abstract description 34
- 238000010276 construction Methods 0.000 claims abstract description 14
- 239000000463 material Substances 0.000 claims description 39
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 230000008901 benefit Effects 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 12
- 230000000694 effects Effects 0.000 abstract description 4
- 230000002708 enhancing effect Effects 0.000 abstract description 2
- 210000003205 muscle Anatomy 0.000 abstract 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000006641 stabilisation Effects 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 230000008602 contraction Effects 0.000 description 2
- 239000000839 emulsion Substances 0.000 description 2
- 238000011900 installation process Methods 0.000 description 2
- 238000005457 optimization Methods 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 229920000049 Carbon (fiber) Polymers 0.000 description 1
- 229910001335 Galvanized steel Inorganic materials 0.000 description 1
- 150000001336 alkenes Chemical class 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004917 carbon fiber Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000008397 galvanized steel Substances 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000010534 mechanism of action Effects 0.000 description 1
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 229920000915 polyvinyl chloride Polymers 0.000 description 1
- 239000004800 polyvinyl chloride Substances 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0283—Retaining or protecting walls characterised by constructional features of mixed type
Landscapes
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a kind of hybrid reinforced soil retaining wall, including common shingle nail, prestressing force shingle nail, shingle nail basis, unbonded prestressing tendon, side guide, GSZ, filler.Described two shingle nails are supported on the basis of shingle nail, prestressing force shingle nail is connected with unbonded prestressing tendon, common shingle nail is connected with GSZ, one or more layers GSZ is arranged between vertical two layers of unbonded prestressing tendon, unbonded prestressing tendon one end is connected with side guide, is anchored at after other end tensioning on prestressing force shingle nail；The present invention combines traditional reinforced earth technology with prestressing without bondn reinforcement technology, both make use of conventional reinforced earth technology also to play effect of the prestressing without bondn reinforced earth technology enhancing to filler active constraint by the native about filler beam that rubs passively of muscle.The economy of prestressing without bondn reinforced earth technology is not only increased, also reduces the difficulty of construction of prestressing without bondn reinforced earth technology.
Description
Technical field
Patent of the present invention is related to retaining wall field, and in particular to a kind of hybrid reinforced soil retaining wall.
Background technology
Prestressing without bondn reinforcement technology is a kind of efficient geotechnological reinforcement technique, and the technology is pre- by main stress part
Stress rib tension and extrude filler on one's own initiative and form compressional zone, the filler in this compressional zone be in three axle compressive stress states so that
Increase filler shearing strength, improve retaining wall internal stability, reduce soil deformation.Compared with common reinforced earth technology, use
This geotechnological reinforcement technique can further reduce horizontal distortion and the vertical deformation of retaining wall, and can be controlled according to being actually needed
System, adjustment stress distribution, and can carry out mending tensioning reduction loss of prestress in work progress, especially for Deformation control
High engineering, applicability are preferable with appearance requirement.
And traditional reinforced earth technology, the performance constraint that reinforcement material could be passive only when filler deforms are made
With its effect of contraction to filler is strong not as unbonded prestressing tendon, and lateral deformation is often larger, but it has cost
It is low, the advantages of construction is simple, if combined the advantages of by both, just have economic and applicable advantage concurrently.
It is multiple that the reinforcement material that prestressing without bondn reinforcement technology uses before the present invention has been subjected to this seminar in recent years
Optimization, is shown in Chinese patent CN102877468B, CN102864711B and CN104005396B.These optimizations mainly will be original
The inside reinforcement material of main stress part is changed to by the high-elastic mould reinforcement material (such as galvanized steel strip and carbon fiber steel plate) of polygon
Circular steel strand wires；The outside reinforcement material of original main stress part is made into circular tube shaped by polygon；By secondary part of the force
Reinforcement material is changed to GSZ by original with main stress portion outer layer identical material.The inside reinforcement material of main stress part
Material can be in outside reinforcement material slidably, the outside reinforcement material of main stress part and the reinforcement material of time part of the force
It is connected with each other, interlocking, which is formed, a kind of has active constraint and the composite reinforced material of passive bound ability concurrently.
Reinforcement mode after this improvement still suffers from problems with：1st, the inside reinforcement material of prestressing force effect is born (i.e.
Presstressed reinforcing steel), the deformation general very little of the soil body of reinforcement material layer position very strong to soil body active constraint power, and it is secondary by
Power part reinforcement material (i.e. GSZ) directly contacts with soil, wants to play time part of the force reinforcement material to the passive of the soil body
Effect of contraction is, it is necessary to which those soil bodys contacted with reinforcement material produce larger deformation, and there is contradiction for this.It will thus bear pre-
The reinforcement material of stress and the reinforcement material of time part of the force both there is the reinforcement material of the different mechanism of action to put
Can significantly limit the performance of the high-strength performance of GSZ in same level layer, meanwhile, this reinforcement mode need it is pre- should
The number of plies and anchorage quantity of power reinforcement material are more, and construction cost is larger；2nd, the outside reinforcement material (poly- third of main part of the force
Alkene or polyvinyl chloride pipe) it is complicated with the connection of GSZ, construction quality is difficult to ensure that.
The content of the invention
For above-mentioned the deficiencies in the prior art, the invention aims to solve prestressing force reinforcement material to limit geotechnique
The problem of high-strength performance of grid plays, connection is complicated, cost is high, and then a kind of hybrid reinforced soil retaining wall is provided.
The purpose of the present invention is achieved through the following technical solutions：
A kind of hybrid reinforced soil retaining wall, it is characterised in that：Including common shingle nail, prestressing force shingle nail, shingle nail base
Plinth, unbonded prestressing tendon, side guide, GSZ, filler, the shingle nail are supported on the basis of shingle nail, prestressing force wall
Panel is connected with unbonded prestressing tendon, and common shingle nail is connected with GSZ, vertical two layers of unbonded prestressing tendon it
Between arrange one or more layers GSZ, unbonded prestressing tendon one end is connected with side guide, is anchored at after other end tensioning pre-
On stress shingle nail.GSZ ensure that the stabilization of common shingle nail in work progress, after forming retaining wall structure, ensure
The local stability of retaining wall between two layers of prestressing force reinforcement material, it provides passive bound power；Prestressing force reinforcement material utilizes
Prestressing force shingle nail and side guide actively extrude the filler between two plates, and reinforcer confined pressure causes its intensity to improve, there is provided
It is active constraint power, two kinds of reinforcement materials collectively constitute the stability of reinforcing body holding retaining wall with filler, reduce metope distortion.
The unbonded prestressing tendon uses high strength low relaxed steel strand wires, and surface is coated with special prestressing without bondn anti-corrosion
Grease is simultaneously placed in pvc pipe.The common shingle nail and prestressing force shingle nail are formed by Reinforced Concrete Materials is prefabricated.It is described
Filler be grittiness class soil or the inviscid filler such as gravel rubble class soil, swelled ground, organic soil and silt must not be used.When applying
Work location can also be only in Fill Reinforced With Geogrids layer both sides certain thickness scope when lacking inviscid filler or higher cost
It is interior to use inviscid filler, and typically banketed using scene in other scopes.
Further, the shingle nail inner surface does not increase the situation of thickness of slab excessively with horizontally and vertically rib to be maintained at
Lower enhancing bending rigidity, in the horizontal and vertical direction rib intersection location leave anchor hole；Cave inward on the outside of anchor hole, so as to after sealing off and covering anchorage with wall
Panel outer surface is concordant；The common metope back is embedded with the connection reinforcing bar for stretching out plate face；The common shingle nail and pre-
Stress shingle nail surrounding is equipped with the tongue and groove of interconnection.
Further, the vertical spacing of the adjacent unbonded prestressing tendon is not less than 0.6m, no more than 2.5m；Without viscous
When laying multilayer GSZ between knot presstressed reinforcing steel, the vertical spacing of GSZ is not less than 0.3m, no more than 0.7m.
Further, the length of the GSZ is not less than 0.2 times of retaining wall height, no more than 0.4 times.
Further, the length of the unbonded prestressing tendon is more than the length of GSZ.
Further, the compactness of the filler is not less than 90%.
Accordingly, the invention also provides a kind of construction method of hybrid reinforced soil retaining wall, place is flattened first, is excavated
Weeper drain and barricade panel foundation pit, pour shingle nail basis；Then fill filler behind the shingle nail basis and press
It is real, until reinforcement material paving location, if GSZ is laid in the position, reinforcement material is layered on the filler of compacting, and
Common shingle nail is installed, and GSZ and common shingle nail are connected, passes through the enterprise between GSZ and shingle nail
Mouth makes common shingle nail tentatively be fixed；If unbonded prestressing tendon is laid, it is necessary to first Embedded installation side guide in the position,
Laying unbonded prestressing tendon is simultaneously tentatively connected with side guide and prestressing force shingle nail, passes through unbonded prestressing tendon and shingle nail
Between tongue and groove make it that prestressing force shingle nail is tentatively fixed, be further continued for filling compacting, until next reinforcement material laying position
Put；Carry out successively from bottom to top, until the design height of retaining wall；Finally unbonded prestressing tendon is applied by design requirement pre-
Stress is to design load；Need to carry out mending tensioning and in advance should after filling settlement is stable if the loss of prestress applied is larger
Anchorage on power shingle nail carries out sealing off and covering anchorage.
Compared with prior art, the beneficial effects of the invention are as follows：
This mixing reinforced soil retaining wall has common reinforced earth bulkhead and prestressing without bondn reinforced retaining wall two-fold advantage concurrently, has
Body is embodied in：
1. GSZ is laid in the strong constraint energy that different layers position avoids unbonded prestressing tendon with unbonded prestressing tendon
The power restriction performance of GSZ high strength characteristics so that stress is definitely reasonable.
2. GSZ advantage of lower cost, this mixing reinforcing plan reduces the usage amount of presstressed reinforcing steel and anchorage, drop
Low cost and construction difficulty.
3. avoiding the complicated construction process that GSZ is connected with each other with unbonded prestressing tendon, ensure construction quality.
4. a barricade uses the shingle nail and side guide of direct precast assembly, designed between shingle nail using tongue and groove connection,
It is easy for construction, and good appearance, especially suitable for the municipal works being had higher requirements to deformation and outward appearance.
5. GSZ and unbonded prestressing tendon are set in different layers position, the requirement of filler can be reduced:Only exist
GSZ is filled in the range of certain thickness with inviscid filler up and down, and is banketed other layers of position with scene so as to further drop
Low cost.
Brief description of the drawings
Fig. 1 is the cross-sectional view of the hybrid reinforced soil retaining wall of the present invention
Fig. 2 is the schematic three dimensional views of reinforcement construction inside the hybrid reinforced soil retaining wall of the present invention
Fig. 3, Fig. 4 are the prestressing force shingle nail surfaces externally and internally schematic three dimensional views of the present invention
Fig. 5, Fig. 6 are the surfaces externally and internally schematic three dimensional views of the common shingle nail of the present invention
Fig. 7, Fig. 8 are the schematic three dimensional views of the shingle nail tongue and groove connection of the present invention
Fig. 9 is a kind of alternative filler usage schematic diagram of the present invention
In accompanying drawing：1-common shingle nail, 2-prestressing force shingle nail, 3-shingle nail basis, 4-unbonded prestressing tendon,
5-side guide, 6-GSZ, 7-filler, 8-anchorage, 9-connection reinforcing bar, 10-scene is banketed, and 11-weeper drain
Embodiment
The present invention is made with reference to the accompanying drawings and examples further.
The hybrid reinforced earth bulkhead of the present invention, including common shingle nail 1, prestressing force wall are shown referring to the drawings 1- Fig. 2
Panel 2, shingle nail basis 3, unbonded prestressing tendon 4, side guide 5, GSZ 6, filler 7.The unbonded prestressing tendon 4
One end be connected with the side guide 5 being embedded in filler 7, the other end after the tensioning of anchorage 8 by being anchored at prestressing force shingle nail 2
On.Referring to the drawings shown in 3- Fig. 4, there is horizontally and vertically rib at the back side of prestressing force shingle nail 2, in the horizontal and vertical direction the intersecting position of rib
Put the anchor hole for leaving and caving inward；Referring to the drawings shown in 5- Fig. 6, the common back side of shingle nail 1 is not provided with rib, is embedded with stretching plate face
Connection reinforcing bar 9, referring to the drawings shown in 7- Fig. 8, two kinds of shingle nail surroundings are provided with the tongue and groove for interconnection.Referring to the drawings
Shown in 9, when location of constructing lacks inviscid filler 7 or can be only in Fill Reinforced With Geogrids layer both sides one during in order to reduce cost
Determine to use inviscid filler 7 in thickness range, and 10 are banketed using scene in other scopes.
The construction method of above-mentioned hybrid reinforced soil retaining wall comprises the following steps that：
1) place is flattened, excavates weeper drain 11 and shingle nail foundation pit, the easily draining filler such as cobble is filled in french drain,
Shingle nail basis 3 is poured in barricade foundation ditch；Prefabricated shingle nail and reinforcement material are transported into scene to prepare in place.
2) filler 7 is successively filled behind shingle nail basis 3 and is compacted, until reinforcement material paving location, first layer can be with
Select common shingle nail 1 to coordinate GSZ 6 according to actual conditions, prestressing force shingle nail 2 can also be selected to coordinate soap-free emulsion polymeization pre-
Stress rib 4.The shingle nail of first layer is directly supported on shingle nail basis 3, and shingle nail all passes through tongue and groove and the shingle nail of surrounding
Connection.When filler 7 highly reaches reinforcement material paving location, if GSZ 6 is laid in the position, by GSZ 6
It is laid on the filler 7 of compacting, common shingle nail 1 is installed, and GSZ 6 and common shingle nail 1 are passed through into pre-buried connection
Reinforcing bar 9 is connected；If unbonded prestressing tendon 4 is laid, it is necessary to first reversely excavate side guide groove and soap-free emulsion polymeization in the position
Presstressed reinforcing steel groove, side guide 5 and unbonded prestressing tendon 4 are laid in respective groove, then prestressed shingle nail 2,
Offside platen grooves gap irrigates fast rigid concrete and wraps the anchorage 8 on side guide；Continuation is filled out on reinforcement material layer
Build filler and be compacted, until next reinforcing layer position；10 are banketed as filler 7 synchronously fills pressure in the scene at reinforcement region rear
It is real；
3) repeat step 2) installation process until whole retaining wall complete；
4) prestressing force to design load, design load is applied to unbonded prestressing tendon 4 by design requirement and does not have ready-made rule
Model is used for referring to, and the comprehensive means such as finite element analysis and common anchor slab retaining wall design experiences can be utilized to determine；
5) if loss of prestress is excessive or unstable when applying prestressing force in step 4), microlith coagulation can not be first had to
Soil carries out sealing off and covering anchorage to the anchorage (8) on prestressing force shingle nail, but treats that filling settlement carries out mending after a period of stabilisation again and open
Draw, sealing off and covering anchorage is carried out so that the outer surface of prestressing force shingle nail 2 is put down to the anchor hole of the outside recess of prestressing force shingle nail 2 again afterwards
Together, construction finishes.
In above-mentioned steps 1) in weeper drain 11 be arranged on substrate retaining wall filler 7 and scene is banketed 10 phase cohesive positions
French drain sets transverse drainage passage every 10m, and french drain ponding is drawn outside retaining wall.
In above-mentioned steps 2) shingle nail installation process in, can be interim without carrying out for short barricade (3-5m)
Support, directly utilize shingle nail after reinforcement material and surrounding tongue and groove connection holding shingle nail stabilization, when barricade compared with
(it is more than 5m) when high, it is necessary to which temporary support, it is i.e. removable to treat that prestress application finishes.
The embodiment of the present invention is the foregoing is only, and is not used to limit the scope of the present invention.Any this area
Technical staff, the equivalent variations, modification and the combination that propose on the premise of the design of the present invention and principle is not departed from, belong to
The scope of protection of the invention.
Claims (7)
1. a kind of hybrid reinforced soil retaining wall, including common shingle nail (1), prestressing force shingle nail (2), shingle nail basic (3), nothing
Binding prestress reinforcement (4), side guide (5), GSZ (6), filler (7), it is characterised in that：The shingle nail is supported on metope
On plate basis (3), unbonded prestressing tendon (4) both ends are connected with prestressing force shingle nail (2), side guide (5) respectively, GSZ
(6) it is connected with common shingle nail (1), one or more layers GSZ is arranged between vertical two layers of unbonded prestressing tendon (4)
(6)。
2. hybrid reinforced soil retaining wall according to claim 1, it is characterised in that prestressing force shingle nail (2) back side
There is horizontally and vertically rib, anchor hole is left in the intersecting position of rib in the horizontal and vertical direction, is caved inward on the outside of anchor hole, so as to energy after sealing off and covering anchorage
It is enough concordant with the outside of shingle nail；Described common shingle nail (1) back side is embedded with the connection reinforcing bar (8) for stretching out plate face；It is described common
Shingle nail (1) and prestressing force shingle nail (2) surrounding are equipped with the tongue and groove of interconnection.
3. hybrid reinforced soil retaining wall according to claim 1, it is characterised in that adjacent unbonded prestressing tendon (4)
Vertical spacing be not less than 0.6m, no more than 2.5m；When multilayer GSZ is laid between unbonded prestressing tendon (4), geotechnique
The vertical spacing of grid is not less than 0.3m, no more than 0.7m..
4. hybrid reinforced soil retaining wall according to claim 1, it is characterised in that the length of the GSZ (6) is not
Less than 0.2 times of retaining wall height, no more than 0.4 times.
5. hybrid reinforced soil retaining wall according to claim 1, it is characterised in that the length of unbonded prestressing tendon (4)
More than the length of GSZ (6).
6. hybrid reinforced soil retaining wall according to claim 1, it is characterised in that the compactness of the filler (7) is not small
In 90%.
7. the construction method of hybrid reinforced soil retaining wall according to claim 1, it is characterised in that comprise the following steps：
1) place is flattened, excavates weeper drain (12) and barricade panel foundation pit, it is basic (3) to pour shingle nail；
2) fill filler (7) and be compacted, until reinforcement material paving location, if position laying GSZ (6), by reinforcement
Material is layered on the filler (7) of compacting, installs common shingle nail (1), and GSZ (6) and common shingle nail (1) are passed through
Connection reinforcing bar (9) is connected；If position laying unbonded prestressing tendon (4), it is necessary to first Embedded installation side guide (5),
Re-lay unbonded prestressing tendon (4) and be connected with side guide (5) and prestressing force shingle nail (2), continue to fill compacting, until under
One reinforcement material paving location；
3) repeat step 2) from bottom to top construct until whole DESIGN OF RETAINING WALLS height；
4) prestressing force is applied to design load to unbonded prestressing tendon (4) by design requirement；
5) follow-up benefit tensioning is determined the need for according to the prestressed extent of damage in step 4), after the completion of prestress application,
Sealing off and covering anchorage is carried out to the anchorage (8) on prestressing force shingle nail (2), construction finishes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710043548.8A CN107524159B (en) | 2017-01-19 | 2017-01-19 | A kind of hybrid reinforced soil retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710043548.8A CN107524159B (en) | 2017-01-19 | 2017-01-19 | A kind of hybrid reinforced soil retaining wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107524159A true CN107524159A (en) | 2017-12-29 |
| CN107524159B CN107524159B (en) | 2019-07-19 |
Family
ID=60748525
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710043548.8A Expired - Fee Related CN107524159B (en) | 2017-01-19 | 2017-01-19 | A kind of hybrid reinforced soil retaining wall |
Country Status (1)
| Country | Link |
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| CN (1) | CN107524159B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108978704A (en) * | 2018-08-14 | 2018-12-11 | 中国十七冶集团有限公司 | A kind of reinforced soil retaining wall and its construction method |
| CN109208635A (en) * | 2018-11-16 | 2019-01-15 | 中建五局土木工程有限公司 | A kind of construction method of reinforced earth retaining wall structure and barricade |
| CN111042191A (en) * | 2019-12-31 | 2020-04-21 | 武汉理工大学 | Prestressed waste tire reinforced soil retaining wall structure and construction method thereof |
| CN112281638A (en) * | 2020-11-04 | 2021-01-29 | 武汉大学 | Two-stage reinforced earth abutment with closely-arranged ribs and construction method thereof |
| CN113737846A (en) * | 2021-09-04 | 2021-12-03 | 山东泰东公路工程有限公司 | Reinforced earth retaining wall structure and construction method thereof |
| CN113982004A (en) * | 2021-12-24 | 2022-01-28 | 太原理工大学 | Anchor cable-reinforced soil combined soil retaining member and construction method thereof |
| CN115059111A (en) * | 2022-05-25 | 2022-09-16 | 同济大学 | Marginal backfill reinforced retaining wall and preparation method thereof |
| CN115305950A (en) * | 2022-07-26 | 2022-11-08 | 中国中材国际工程股份有限公司 | Assembled cantilever retaining wall and mounting method thereof |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108978704A (en) * | 2018-08-14 | 2018-12-11 | 中国十七冶集团有限公司 | A kind of reinforced soil retaining wall and its construction method |
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| CN111042191A (en) * | 2019-12-31 | 2020-04-21 | 武汉理工大学 | Prestressed waste tire reinforced soil retaining wall structure and construction method thereof |
| CN111042191B (en) * | 2019-12-31 | 2021-05-04 | 武汉理工大学 | Prestressed waste tire reinforced soil retaining wall structure and construction method thereof |
| CN112281638A (en) * | 2020-11-04 | 2021-01-29 | 武汉大学 | Two-stage reinforced earth abutment with closely-arranged ribs and construction method thereof |
| CN112281638B (en) * | 2020-11-04 | 2022-03-01 | 武汉大学 | Two-stage reinforced earth abutment with closely-arranged ribs and construction method thereof |
| CN113737846A (en) * | 2021-09-04 | 2021-12-03 | 山东泰东公路工程有限公司 | Reinforced earth retaining wall structure and construction method thereof |
| CN113982004A (en) * | 2021-12-24 | 2022-01-28 | 太原理工大学 | Anchor cable-reinforced soil combined soil retaining member and construction method thereof |
| CN115059111A (en) * | 2022-05-25 | 2022-09-16 | 同济大学 | Marginal backfill reinforced retaining wall and preparation method thereof |
| CN115059111B (en) * | 2022-05-25 | 2023-09-26 | 同济大学 | Marginal backfill reinforced retaining wall and preparation method thereof |
| CN115305950A (en) * | 2022-07-26 | 2022-11-08 | 中国中材国际工程股份有限公司 | Assembled cantilever retaining wall and mounting method thereof |
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| CN107524159B (en) | 2019-07-19 |
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