CN106096307B - Platform carries on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease - Google Patents
Platform carries on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease Download PDFInfo
- Publication number
- CN106096307B CN106096307B CN201610472874.6A CN201610472874A CN106096307B CN 106096307 B CN106096307 B CN 106096307B CN 201610472874 A CN201610472874 A CN 201610472874A CN 106096307 B CN106096307 B CN 106096307B
- Authority
- CN
- China
- Prior art keywords
- tgxg
- ground
- settlement
- reinforcement
- construction
- 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
Classifications
-
- G—PHYSICS
- G16—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS
- G16Z—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS, NOT OTHERWISE PROVIDED FOR
- G16Z99/00—Subject matter not provided for in other main groups of this subclass
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of to carry on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease, the following steps are included: the geological prospecting data of ground locating for S1, acquisition reinforcement abutment, in conjunction with ground actual treatment mode, roadbed filling type and design experiment data, the consolidation settlement of ground is calculated, and then the prediction for carrying out ground settlement after construction calculates；S2, according to Elastic membrane theory, derive TGXG stress and solve equation, and according to the actual anchoring of TGXG, anti-package disposition, calculate anchoring processing and anti-package handles TGXG making interval under two kinds of processing modes.The present invention is more to meet interval of the model solution TGXG of TGXG actual loading situation in anchoring and anti-package, TGXG design, construction are instructed using the interval calculation method, can be reached to the good regulation effect of road-bridge transition section differential settlement.
Description
Technical field
The present invention relates to the TGXG that field of road more particularly to a kind of back reinforcement administer Bridgehead-Jumping Disease
The calculation method at making interval.
Background technique
In recent years, China's Expressway Development is rapid, according to " 2014 year traffic carrier statistical communique of development ": cut-off
In the end of the year 2014, national total mileage of highway is up to 446.39 ten thousand kilometers, highway bridge 75.71 ten thousand, i.e., 5.89 kilometers every, just there is one
Highway bridge, highway bridge occupy highly important status in highway in China composition.The differential settlement of road-bridge transition section
Caused by bumping at bridge-head be highway operation in a common fault, it refer to structures such as bridge, culvert itself and platform back by
Continue to settle in traffic load and Gravitative Loads, when the sedimentation between structure and platform back is inconsistent, that is, it is uneven heavy to generate
Drop, this differential settlement causes structure and platform to carry on the back junction road surface appearance " step ", so that the vehicle run at high speed passes through
Phenomenon of jolting is generated when the joining place.Vehicle bump at bridge ends will lead to road and bridge joining place and road surface or transition slab at bridge head occurs
Deformation, fracture even pit slot, influence the normal operation of highway, or even influence the safety and comfort of driving, can when serious
Can lead to traffic accident, can also cause additional impact load to bridges and culverts and road surface, accelerate abutment, attachment strap of leading the way, support and
The damage at expansion joint.
TGXG is widely used in retaining wall, side because of the features such as its tensile strength is high, elongation percentage is low and good corrosion resistance
In the structures such as slope reinforcing, embankment and dam, China begins one's study from the late 1980s and handles end of the bridge using TGXG
Jump vehicle problem, in problem of bumping at bridge-head processing, TGXG serve to ensure that can reduce first bridge back banket it is heavy
Drop, due to the friction between TGXG and soil and is mutually twisted, constrains the lateral deformation of the soil body, improve the entirety of reinforced earth body
Strength and stiffness, and then reduce the sedimentation of reinforced earth body；Followed by the faulting of slab ends that road and bridge joining place generates is changing into certain oblique
The slope of degree avoids vehicle and occurs unexpected phenomenon of jolting due to step that is, by the slow transition of differential settlement.
Summary of the invention
The technical problem to be solved in the present invention is that being easy to happen sedimentation for highway bridge changeover portion in the prior art
Defect provides a kind of TGXG making for calculating and administering Bridgehead-Jumping Disease using the platform back reinforcement that TGXG reduces sedimentation
The calculation method at interval.
The technical solution adopted by the present invention to solve the technical problems is:
The present invention provides the calculation method that a kind of back reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease, packet
Include following steps:
S1, the geological prospecting data for obtaining ground locating for reinforcement abutment, in conjunction with ground actual treatment mode, roadbed filling class
Type and design experiment data calculate the consolidation settlement of ground, and then the prediction for carrying out ground settlement after construction calculates；
S2, according to Elastic membrane theory, derive TGXG stress and solve equation, and according to the actual anchor of TGXG
Gu, anti-package disposition, calculate anchoring processing and anti-package handle two kinds of processing modes under TGXG making interval.
Further, in step S1 of the invention ground actual treatment mode include Reinforcement with Cement-mixed Piles, broken stone pile and
Plastic draining board；Roadbed filling type includes that ground is reinforced without reinforcing and Cement Mixed-pile in Soft.
Further, in step S1 of the invention geological prospecting data include each soil layer of ground cake compressibility Cc, it is initial
Void ratio e0, soil consolidation degree Ut, soil layer Poisson's ratio μ, soil body Modulus of pressure Es, each soil layer bulk density γdIt is surveyed with other original geology
Visit data；Design experiment data include wet density γ, stake soil area ratio M, pile body diameter d, the long l of stake after backfill material compacting, are reinforced
Stake pile body deformation modulus EpAnd Modulus of pressure Es, the vertical penetration deformation C of stake top face and stake bottom surface0、C1, shaft resistance system
Number α and soil body lateral pressure coefficient K.
Further, the calculating of ground settlement after construction is determined according to ground Different treatments in step S1 of the invention,
Include:
When ground is without consolidation process, using soil layer layered method sedimentation；When ground carries out consolidation process, with composite foundation
Settlement calculation carry out.
Further, in step S1 of the invention the settlement after construction of ground prediction calculation formula are as follows:
δ=Sct1-Sct0+αSc∞
Wherein, Sct1、Sct0、Sc∞Respectively correspond time t1、t0And when t → ∞ ground consolidation settlement；α refers to considering ground
The coefficient that base secondary consolidation deformation influences.
Further, TGXG stress solves equation in step S2 of the invention are as follows:
Wherein, T is pulling force suffered by TGXG；τ is horizontal external suffered by TGXG；Q is subject to perpendicular for TGXG
To load；μ is the Poisson's ratio of filler；EtFor the elasticity modulus of TGXG；W is the Vertical Settlement amount of TGXG.
Further, the formula at TGXG making interval under anchoring processing mode is calculated in step S2 of the invention are as follows:
Wherein, TsFor the tensile strength of TGXG；γ is the wet density after bridge back filling compacting；wmaxFor TGXG
Largest settlement is calculated according to post-construction settlement of subgrade and is obtained；EtFor the elasticity modulus of TGXG.
Further, the formula at TGXG making interval under anti-package processing mode is calculated in step S2 of the invention are as follows:
Wherein, TsFor the tensile strength of TGXG；γ is the wet density after bridge back filling compacting；wmaxFor TGXG
Largest settlement is calculated according to post-construction settlement of subgrade and is obtained；EtFor the elasticity modulus of TGXG；hiAnd hi-1It corresponds respectively to close
The prediction of i-th layer of Abutment and (i-1)-th layer soil layer calculates settling amount.
The beneficial effect comprise that: platform back reinforcement of the invention administers the TGXG making of Bridgehead-Jumping Disease
The calculation method at interval uses Elastic membrane theory, and consider the work of roadbed premised on post-construction settlement of subgrade is predicted
After settle, more meet the actual force environment of TGXG, with interval calculation method proposed by the present invention to TGXG platform carry on the back
Reinforced grid design is instructed, and the good regulation effect to Bridgehead-Jumping Disease is reached；This method is more to meet TGXG reality
Interval of the model solution TGXG of stress condition in anchoring and anti-package, using the interval calculation method to geotechnological lattice
Grid design, construction are instructed, and can be reached to the good regulation effect of road-bridge transition section differential settlement.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples, in attached drawing:
Fig. 1 is the calculating side that the platform back reinforcement of the embodiment of the present invention administers the TGXG making interval of Bridgehead-Jumping Disease
The flow chart of method；
Fig. 2 is the calculating side that the platform back reinforcement of the embodiment of the present invention administers the TGXG making interval of Bridgehead-Jumping Disease
The TGXG of method anchors schematic diagram；
Fig. 3 is the calculating side that the platform back reinforcement of the embodiment of the present invention administers the TGXG making interval of Bridgehead-Jumping Disease
The TGXG anti-package schematic diagram of method；
Fig. 4 is the calculating side that the platform back reinforcement of the embodiment of the present invention administers the TGXG making interval of Bridgehead-Jumping Disease
The TGXG interval calculation schematic diagram of method.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
As shown in Figure 1, the platform back reinforcement of the embodiment of the present invention administers the TGXG making interval of Bridgehead-Jumping Disease
Calculation method, comprising the following steps:
S1, the geological prospecting data for obtaining ground locating for reinforcement abutment, in conjunction with ground actual treatment mode, roadbed filling class
Type and design experiment data calculate the consolidation settlement of ground, and then the prediction for carrying out ground settlement after construction calculates；
Ground actual treatment mode includes Reinforcement with Cement-mixed Piles, broken stone pile and plastic draining board；Roadbed filling type packet
Ground is included to reinforce without reinforcing and Cement Mixed-pile in Soft.
Geological prospecting data include the cake compressibility C of each soil layer of groundc, initial void ratio e0, soil consolidation degree Ut, soil layer
Poisson's ratio μ, soil body Modulus of pressure Es, each soil layer bulk density γdWith other original geology survey datas；Design experiment data include back
Wet density γ after filling compaction, stake soil area ratio M, pile body diameter d, the long l of stake, reinforcing pile pile body deformation modulus EpAnd compression mould
Measure Es, the vertical penetration deformation C of stake top face and stake bottom surface0、C1, shaft resistance factor alpha and soil body lateral pressure coefficient K.
The calculating of ground settlement after construction is determined according to ground Different treatments, comprising:
When ground is without consolidation process, using soil layer layered method sedimentation；When ground carries out consolidation process, with composite foundation
Settlement calculation carry out.
S2, according to Elastic membrane theory, derive TGXG stress and solve equation, and according to the actual anchor of TGXG
Gu, anti-package disposition, calculate anchoring processing and anti-package handle two kinds of processing modes under TGXG making interval.
As shown in Figures 2 and 3, in another embodiment of the present invention, post-construction settlement of subgrade is carried out first accurate pre-
It surveys and calculates, if ground is without reinforcing, then settlement after construction calculating is carried out using the method for soil consolidation sedimentation layered method, for weak soil
Settlement after construction after ground Reinforcement with Cement-mixed Piles, the method is as follows:
For composite foundation with piles in inhomogeneous strata, each pile body has certain reinforcing scope, this part can be known as equivalent unit
Body, it is assumed that the area ratio of the pile body of equivalent unit body and Pile side soil body is M, and M is calculated to carry out according to the following formula:
Once the form and size of reinforcing pile determine, it the heavy face location parameter l such as can calculate according to the following formula0:
In formula: C0Vertical penetration deformation when basic top surface unit pressure is acted on for stake top face；C1It is acted on for stake bottom surface
Vertical penetration deformation when subjacent bed unit pressure；EpFor pile body deformation modulus；l0For etc. heavy face parameter；L is that stake is long；M is equivalent
The pile body of cell cube and the area ratio of Pile side soil, remaining parameter are calculated by following formula:
In formula: K01、K02The heavy face l such as respectively0The lateral pressure coefficient of the upper and lower soil body；The heavy face l such as respectively0
Angle of friction between the stake soil of the upper and lower soil body, Es1、Es2The heavy face l such as respectively0The compression modulus of the upper and lower soil body.
It calculates and obtains l0Afterwards, stress ratio n in stabilization zone is calculated according to following two formulazValue:
In formula:
The additional stress in Pile side soil is calculated according to the following formula:
Settlement of foundation is finally calculated by following formula:
In formula:It is flat in i-th layer of soil of average additional stress and subjacent bed in i-th layer of-stabilization zone inter-pile soil
Equal additional stress；
n1、n2The layering sum of the soil body hierarchy number of-stabilization zone and entire compression soil layer；
EsiThe compression modulus of-the i-th soil layer.
The settlement after construction of roadbed can be estimated by following formula:
δ=Sct1-Sct0+αSc∞ (12)
In formula: Sct1、Sct0、Sc∞Respectively correspond time t1、t0And when t → ∞ ground consolidation settlement；α refers to considering ground
The coefficient that base secondary consolidation deformation influences, general α < 0.08, if subgrade stability is poor, α value can be larger.
On the basis of calculating ground settlement after construction, the present invention is according to TGXG using anchoring or two kinds of situations of anti-package
Under, it is as follows that adjacent TGXG is laid with interval calculation: TGXG interval calculation is theory with Elastic membrane theory in the present invention
Basis is calculated following simplified TGXG Force Calculation and solves equation:
In formula: T is pulling force suffered by TGXG；τ is horizontal external suffered by TGXG；Q is subject to perpendicular for TGXG
To load；μ is the Poisson's ratio of filler；EtFor the elasticity modulus of TGXG；W is the Vertical Settlement amount of TGXG.
(1) when TGXG is using anchoring processing mode:
TGXG is all anchored on concrete abutment using tools such as expansion bolts, for any layer geotechnique's lattice
Grid, boundary condition are as follows:
X=0:w=0, T=Tmax (14)
X=∞: w=wmax, T=0 (15)
According to the deformation behaviour for the Abutment Back back filled region that engineering practice observation obtains, the vertical displacement of TGXG can be with
Approximately it is expressed as exponential function form:
In formula: L0Generate the influence area feature ruler of stepless action to sedimentation in the TGXG of abutment for end anchorage
It is very little, L0Bigger, the effect of TGXG is more obvious.
It is available from formula (13):
That is:
If enablingThen formula (18) can indicate are as follows:
According to formula (13) and formula (16), available TGXG institute stress q:
It can be obtained according to above formula:
With the tensile strength T of TGXGsInstead of the T in formula (21)max, formula (21) can be expressed as:
It is similarly available:
Assuming that spacing is Δ H between adjacent two layers TGXG, due to TGXG and abutment anchor connection, it is assumed that top
Soil body gravity load does not pass through TGXG and transmits downwards:
qmax=Δ H γ (24)
In formula: γ is the wet density after bridge back filling compacting.
According to formula (24) and formula (22), available TGXG making interval delta H are as follows:
(2) when TGXG uses anti-package processing mode:
Abutment and back filling behind abutment material are settled in having differences property of the two joint, and due to inconvenience of constructing near abutment, this is attached
Near field compactness is compared to remotely wanting small from abutment, therefore during posterior settlement, the sedimentation in the region is more biased towards in falling
Triangle.TGXG is after using anti-package processing mode close to Abutment, and under such sedimentation profile, TGXG is in nearly bridge
Similar anchoring phenomenon can be generated at platform, referred to herein as this section is equivalent anchoring section, the length L of equivalent anchoring sectioneIt is referred to soil
Work grid reinforce to roadbed and be calculated, as shown in formula (26).
In formula: TjFor pulling force suffered by jth layers of reinforcement material (kN/m)；fGSGo out resistance coefficient for tension；α is to consider muscle material and native phase
The nonlinear Distribution effect coefficient of interaction, takes 0.6~1, and when data deficiencies, TGXG takes 0.8, and geotextile takes 0.6；For
The effective normal stress (kN/m) of muscle soil interface can be calculated by the weight stress acted on muscle material；RcIt is right for reinforcement coverage rate
With TGXG and geotextile, Rc=1；FeFor muscle material resistance to plucking go out buckling safety factor, to pellet soil Fe=1.5, to stickiness
Native Fe=2.0.
Being approximately considered nearly Abutment sedimentation can be indicated with exponential function form:
W (x)=he-kx (27)
In formula: h be with abutment joint maximum settlement, k is undetermined parameter, can pass through settling zone edge sedimentation value meter
It obtains.
According to the expression formula of pulling force in formula (13) available TGXG:
Simultaneous formula (13) and formula (27), (28):
It enablesThen:
T=Tmaxe-2kx (30)
According to formula (13), the vertical load q suffered by TGXG is obtained:
T is replaced with the tensile strength of TGXGm:
Using anti-package method, it is believed that the vertical load that each layer of TGXG is subject to is applied by upper part whole load, it may be assumed that
It is obtained according to formula (32) and (33):
It solves formula (34), obtains under the conditions of anti-package, the laying interval calculation formula of adjacent two layers TGXG, calculate soil
Work grating position schematic diagram is participated in shown in Fig. 4:
In formula: i is to calculate soil layer, hiAnd hi-1Correspond respectively to the prediction of i-th layer and (i-1)-th layer soil layer of nearly Abutment
Calculate settling amount.
It should be understood that for those of ordinary skills, it can be modified or changed according to the above description,
And all these modifications and variations should all belong to the protection domain of appended claims of the present invention.
Claims (3)
1. the calculation method that a kind of back reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease, which is characterized in that packet
Include following steps:
S1, obtain reinforcement abutment locating for ground geological prospecting data, in conjunction with ground actual treatment mode, roadbed filling type with
And design experiment data, the consolidation settlement of ground is calculated, and then the prediction for carrying out ground settlement after construction calculates；
S2, according to Elastic membrane theory, derive TGXG stress and solve equation, and according to the actual anchoring of TGXG, anti-
Packet disposition, calculates anchoring processing and anti-package handles TGXG making interval under two kinds of processing modes；
Ground actual treatment mode includes Reinforcement with Cement-mixed Piles, broken stone pile and plastic draining board in step S1；Roadbed filling class
Type includes that ground is reinforced without reinforcing and Cement Mixed-pile in Soft；
Geological prospecting data include the cake compressibility C of each soil layer of ground in step S1c, initial void ratio e0, soil consolidation degree Ut,
Soil layer Poisson's ratio μ, soil body Modulus of pressure Es, each soil layer bulk density γd；Design experiment data include wet density γ after backfill material compacting,
Stake native area ratio M, pile body diameter d, the long l of stake, reinforcing pile pile body deformation modulus EpAnd Modulus of pressure Es, stake top face and stake bottom
The vertical penetration deformation C in face0、C1, shaft resistance factor alpha and soil body lateral pressure coefficient K；
The prediction that ground settlement after construction is carried out in step S1 calculates, comprising:
When ground is without consolidation process, using soil layer layered method sedimentation；When ground carries out consolidation process, with the heavy of composite foundation
Drop, which calculates, to be carried out；
The prediction calculation formula of the settlement after construction of ground in step S1 are as follows:
δ=Sct1-Sct0+αSc∞
Wherein, Sct1、Sct0、Sc∞Respectively correspond time t1、t0And when t → ∞ ground consolidation settlement；α refers to considering ground
The coefficient that consolidation deformation influences；
The formula at TGXG making interval under anti-package processing mode is calculated in step S2 are as follows:
Wherein, TsFor the tensile strength of TGXG；γ is the wet density after bridge back filling compacting；wmaxIt is heavy for TGXG maximum
Drop amount is calculated according to post-construction settlement of subgrade and is obtained；EtFor the elasticity modulus of TGXG；hiAnd hi-1Correspond respectively to nearly Abutment
I-th layer and (i-1)-th layer soil layer prediction calculate settling amount.
2. the calculating side that according to claim 1 back reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease
Method, which is characterized in that TGXG stress solves equation in step S2 are as follows:
Wherein, T is pulling force suffered by TGXG；τ is horizontal external suffered by TGXG；Q is the vertical lotus that TGXG is subject to
It carries；μ is the Poisson's ratio of filler；EtFor the elasticity modulus of TGXG；W is the Vertical Settlement amount of TGXG.
3. the calculating side that according to claim 1 back reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease
Method, which is characterized in that the formula at TGXG making interval under anchoring processing mode is calculated in step S2 are as follows:
Wherein, TsFor the tensile strength of TGXG；γ is the wet density after bridge back filling compacting；wmaxIt is heavy for TGXG maximum
Drop amount is calculated according to post-construction settlement of subgrade and is obtained；EtFor the elasticity modulus of TGXG.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610472874.6A CN106096307B (en) | 2016-06-23 | 2016-06-23 | Platform carries on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610472874.6A CN106096307B (en) | 2016-06-23 | 2016-06-23 | Platform carries on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106096307A CN106096307A (en) | 2016-11-09 |
| CN106096307B true CN106096307B (en) | 2019-05-24 |
Family
ID=57252686
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610472874.6A Active CN106096307B (en) | 2016-06-23 | 2016-06-23 | Platform carries on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106096307B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108532579B (en) * | 2018-05-29 | 2021-10-12 | 浙江绿艺建设有限公司 | Sponge city soft soil foundation rainwater garden and construction method |
| CN110735390A (en) * | 2019-11-15 | 2020-01-31 | 上海公路桥梁（集团）有限公司 | Support assembly for preventing and treating bump at bridge head and construction method thereof |
| CN113378406A (en) * | 2021-06-30 | 2021-09-10 | 江苏旭辰交通科技发展有限公司 | Multilayer geocell reinforced non-sticky soil circular foundation settlement prediction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202519559U (en) * | 2012-01-19 | 2012-11-07 | 尚久駜 | Stacked geogrid enhanced compound soil roadbed and side slope protective structure thereof |
| CN204343123U (en) * | 2014-12-25 | 2015-05-20 | 中交第二公路勘察设计研究院有限公司 | A kind of structure of preventing and treating highway soft rock engineering sedimentation and deformation disease |
-
2016
- 2016-06-23 CN CN201610472874.6A patent/CN106096307B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202519559U (en) * | 2012-01-19 | 2012-11-07 | 尚久駜 | Stacked geogrid enhanced compound soil roadbed and side slope protective structure thereof |
| CN204343123U (en) * | 2014-12-25 | 2015-05-20 | 中交第二公路勘察设计研究院有限公司 | A kind of structure of preventing and treating highway soft rock engineering sedimentation and deformation disease |
Non-Patent Citations (2)
| Title |
|---|
| 差异沉降对土工格栅加筋路堤工作性能影响的试验研究;汪益敏 等;《华南理工大学学报》;20110930;第39卷(第9期);第68-74页 |
| 桥头引道沉降标准及台背回填加筋应用研究;冯光乐;《万方数据知识服务平台》;20101122;论文正文第6、93-94、114-120页 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106096307A (en) | 2016-11-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Ma et al. | Major technologies for safe construction of high earth-rockfill dams | |
| CN102493303B (en) | Road bed embedding and broadening method | |
| Shukla et al. | A state-of-the-art review of geosynthetic-reinforced slopes | |
| CN105274922B (en) | A kind of antiskid key steel-pipe pile composite construction and method for repairing landslide roadbed | |
| CN111549598B (en) | Construction method of highway reinforced bridgehead roadbed in collapsible loess region | |
| CN108560349A (en) | The high embankment retaining structure in soft clay area | |
| CN201158826Y (en) | Earth work grille reinforced retaining wall | |
| Jia et al. | Performance of a 33m high geogrid reinforced soil embankment without concrete panel | |
| CN106096307B (en) | Platform carries on the back the calculation method that reinforcement administers the TGXG making interval of Bridgehead-Jumping Disease | |
| CN204570720U (en) | A kind of widening of subgrade culvert foundation | |
| CN111395060A (en) | Karst area existing cutting widened roadbed structure and design and construction method | |
| Saginovich et al. | Calculation of the reserve coefficient of local stability of the slopes of the roadbed reinforced with a volumetric geogrid | |
| CN103276716B (en) | A kind of changeover portion CFG stake and mattress layer composite foundation stabilization construction method | |
| Malai et al. | Bridge approach settlement mitigation using expanded polystyrene foam as light backfill: Case study and 3D simulation | |
| Phares et al. | Identification and evaluation of pavement-bridge interface ride quality improvement and corrective strategies. | |
| CN111395062B (en) | Equal-load replacement light soil side wide roadbed structure, design and construction method | |
| CN209307794U (en) | Low-level bog area hydraulic reclamation ultra fine sand road structure | |
| CN202730735U (en) | Wedge-shaped geocell cement reinforced soil structure for road and bridge connection | |
| CN109797616A (en) | A kind of water quenching ferronickel slag, which changes, doses muscle cushion layer structure and its construction method | |
| CN113737592B (en) | Highway subgrade widening structure | |
| Rizal et al. | Bridge Approach Embankments on Rigid Inclusions | |
| Weihrauch et al. | Subgrade improvement measures for the main rescue roads in the urban redevelopment area HafenCity in Hamburg | |
| Hassani et al. | Numerical simulation of approach slab under truck load | |
| Wang et al. | Research on construction technology of three-dimensional reinforced rigid-flexible composite ecological retaining wall | |
| Hannon et al. | Performance of an earthwork reinforcement system constructed with low quality backfill |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 430070 Hubei Province, Wuhan city Hongshan District Luoshi Road No. 122 Patentee after: WUHAN University OF TECHNOLOGY Patentee after: Hubei Changjiang Road and Bridge Co.,Ltd. Address before: 430070 Hubei Province, Wuhan city Hongshan District Luoshi Road No. 122 Patentee before: WUHAN University OF TECHNOLOGY Patentee before: HUBEI CHANG JIANG ROAD & BRIDGE Co.,Ltd. |
|
| CP01 | Change in the name or title of a patent holder |