CN206625096U - A kind of reinforced rubble frame structure subgrade strengthening system - Google Patents
A kind of reinforced rubble frame structure subgrade strengthening system Download PDFInfo
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- CN206625096U CN206625096U CN201720076512.5U CN201720076512U CN206625096U CN 206625096 U CN206625096 U CN 206625096U CN 201720076512 U CN201720076512 U CN 201720076512U CN 206625096 U CN206625096 U CN 206625096U
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- 238000005728 strengthening Methods 0.000 title claims abstract description 25
- 230000002787 reinforcement Effects 0.000 claims abstract description 59
- 238000007569 slipcasting Methods 0.000 claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 24
- 239000002344 surface layer Substances 0.000 claims abstract description 11
- 239000010410 layer Substances 0.000 claims description 34
- 239000002245 particle Substances 0.000 claims description 10
- 239000011435 rock Substances 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 239000007787 solid Substances 0.000 claims 1
- 239000002002 slurry Substances 0.000 description 8
- 238000002347 injection Methods 0.000 description 7
- 239000007924 injection Substances 0.000 description 7
- 239000004927 clay Substances 0.000 description 6
- 229910052570 clay Inorganic materials 0.000 description 6
- 239000011083 cement mortar Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
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- 239000003795 chemical substances by application Substances 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 235000019353 potassium silicate Nutrition 0.000 description 3
- 230000002522 swelling Effects 0.000 description 3
- 230000003487 anti-permeability Effects 0.000 description 2
- 239000010426 asphalt Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 230000002708 enhancing Effects 0.000 description 2
- 238000000227 grinding Methods 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 230000000087 stabilizing Effects 0.000 description 2
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- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 206010039203 Road traffic accident Diseases 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006011 modification reaction Methods 0.000 description 1
- 230000003014 reinforcing Effects 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Abstract
The utility model belongs to subgrade strengthening engineering field, is related to a kind of reinforced rubble frame structure subgrade strengthening system, including reinforced gravel cushion, embankment filled soil, Reinforced Gravel Pile, geotechnical grid reinforcement metalling and surface layer；Reinforced Gravel Pile, which is disposed longitudinally between geotechnical grid reinforcement metalling and reinforced gravel cushion and respectively with geotechnical grid reinforcement metalling and reinforced gravel cushion, to be connected；Geotechnical grid reinforcement metalling before Reinforced Gravel Pile and reinforced gravel cushion with being filled with embankment filled soil；Topping laying is in the upper surface of geotechnical grid reinforcement metalling；Reinforced gravel cushion, Reinforced Gravel Pile and geotechnical grid reinforcement metalling carry out joint slip casting by built-in slip casting pipe and form overall reinforced rubble frame structure reinforcement system.The utility model provide a kind of structural mechanical property rationally, globality and barrier properties are good and the reinforced rubble frame structure subgrade strengthening system of high capacity.
Description
Technical field
The utility model belongs to subgrade strengthening engineering field, is related to a kind of subgrade strengthening system, more particularly to a kind of reinforcement
Rubble frame structure subgrade strengthening system.
Background technology
In recent years, with attention and input of the rapid development and country of China's economy to basic engineering construction, highway
Build like a raging fire, the road transport capacity in China will be lifted further.The perfect promotion of road traffic system is eachly
The mutual flowing of area's physical resources, it will greatly promote the development of national economy.
However, by showing that, in road operation stage, roadbed is in vehicle lotus to the statistics of a large amount of in-service road Common Diseases
Under the Long-term Vibration and squeezing action of load, easily there is differential settlement in roadbed, causes the diseases such as pavement cracking, especially weak soil
Deng difficult ground, road disease phenomenon is more prominent.The appearance of pavement crack by the order of magnitude raising road surface infiltration water energy
Power, under extraneous Condition of Rainfall Infiltration, rainwater is penetrated into subgrade soil by crack, further results in Roadbed Soil softening, road
Face depression aggravation, has a strong impact on road surface normal pass, even results in traffic accident.
Utility model content
To solve the above problems, the utility model provide a kind of structural mechanical property rationally, globality and barrier properties it is good with
And the reinforced rubble frame structure subgrade strengthening system of high capacity.
To achieve the above object, the utility model adopts the following technical scheme that：
A kind of reinforced rubble frame structure subgrade strengthening system, it is characterised in that：The reinforced rubble frame structure roadbed
Reinforcement system includes reinforced gravel cushion, embankment filled soil, Reinforced Gravel Pile, geotechnical grid reinforcement metalling and surface layer；It is described
Geotechnical grid reinforcement metalling is parallel to each other with reinforced gravel cushion；The Reinforced Gravel Pile is disposed longitudinally on geotechnical grid reinforcement
It is connected between metalling and reinforced gravel cushion and respectively with geotechnical grid reinforcement metalling and reinforced gravel cushion；It is described
Embankment filled soil is filled between geotechnical grid reinforcement metalling and Reinforced Gravel Pile and reinforced gravel cushion；The topping laying exists
The upper surface of geotechnical grid reinforcement metalling；The reinforced gravel cushion, Reinforced Gravel Pile and geotechnical grid reinforcement metalling
Joint slip casting is carried out by built-in slip casting pipe and forms overall reinforced rubble frame structure reinforcement system.
Preferably, reinforced gravel cushion includes GSZ or geotechnical grid and filling used by the utility model
Rubble in GSZ or geotechnical grid；The GSZ or geotechnical grid are one or more layers；The GSZ
Or geotechnical grid, when being multilayer, multilayer GSZ or geotechnical grid are mutually parallel；The maximum particle diameter of the rubble is not more than
100mm；Clay content in the rubble is not more than 5%；The thickness range of the reinforced gravel cushion is 0.3m~1.0m.
Preferably, the tensile strength of GSZ is not less than 100kN/m used by the utility model；The geotechnological lattice
The fracture elongation of grid is not more than 3%；When the GSZ is multilayer, the spacing between adjacent two layers GSZ is 0.2m
~0.4m.
Preferably, Reinforced Gravel Pile includes GSZ sleeve and is filled in geotechnological lattice used by the utility model
Rubble in the sleeve of grid sleeve inner；The Reinforced Gravel Pile is more；More Reinforced Gravel Piles are into quincunx arrangement, and adjacent two
The stake spacing of root Reinforced Gravel Pile is 3m~5m；The stake footpath of the Reinforced Gravel Pile is 0.5m~1.0m；The GSZ set
The maximum particle diameter of rubble is not more than 80mm in cylinder；The clay content of rubble is not more than 5% in the sleeve；The GSZ sleeve
It is made up of GSZ of the tensile strength not less than 30kN/m.
Preferably, geotechnical grid reinforcement metalling includes geotechnical grid and is filled in soil used by the utility model
Rubble in work cell compartment；The tensile strength of the geotechnical grid is not less than 150kN/m；The fracture elongation of the geotechnical grid is not
More than 10%；The maximum particle diameter of rubble in the geotechnical grid is not more than 100mm；Rubble in the geotechnical grid contains mud
Amount is not more than 5%；The thickness of the geotechnical grid reinforcement metalling is 20cm~50cm.
The advantages of the utility model：
The utility model provides a kind of reinforced rubble frame structure subgrade strengthening system, and the system includes reinforced rubble pad
Layer, Reinforced Gravel Pile, geotechnical grid reinforcement metalling and surface layer.Wherein, reinforced gravel cushion, Reinforced Gravel Pile, Tu Gongge
Room reinforced rubble floor and surface layer are laid successively from bottom to top；Reinforced gravel cushion, Reinforced Gravel Pile and geotechnical grid reinforcement are broken
Rock layers carry out joint slip casting by built-in slip casting pipe, form the reinforced rubble frame structure reinforcement system of an entirety.This practicality
It is new to roadbed low bearing capacity and easily to produce differential settlement under Vehicle Load, cause a series of diseases such as pavement cracking
Problem, the globality stability of roadbed is significantly improved, enhance the bearer properties and anti-permeability performance of roadbed.The subgrade strengthening
It is serious that system efficiently solves during roadbed operation under vehicular load long term differential settlement and pavement cracking
Problem, while there is preferable economical and exploitativeness.
Brief description of the drawings
Fig. 1 is the cross section structure diagram of subgrade strengthening system provided by the utility model；
Fig. 2 is the cross section structure diagram of reinforced gravel cushion used by the utility model；
Fig. 3 is the planar structure schematic diagram of Reinforced Gravel Pile used by the utility model；
Fig. 4 is the cross section structure diagram of geotechnical grid reinforcement metalling used by the utility model；
Fig. 5 is reinforced gravel cushion, Reinforced Gravel Pile and geotechnical grid reinforcement metalling connection used by the utility model
Close slip casting schematic diagram；
Wherein：
1- reinforced gravel cushions；2- embankment filled soils；3- Reinforced Gravel Piles；4- geotechnical grid reinforcement metallings；5- surface layers；6-
Rubble；7- GSZs；8- GSZ sleeves；9- geotechnical grids；10- Grouting Pipes；11- grouting pumps.
Embodiment
Referring to Fig. 1, the utility model provides a kind of reinforced rubble frame structure subgrade strengthening system, including reinforced rubble
Bed course 1, embankment filled soil 2, Reinforced Gravel Pile 3, geotechnical grid reinforcement metalling 4 and surface layer 5；Geotechnical grid reinforcement metalling 4
It is parallel to each other with reinforced gravel cushion 1；Reinforced Gravel Pile 3 is disposed longitudinally on geotechnical grid reinforcement metalling 4 and reinforced rubble
It is connected between bed course 1 and respectively with geotechnical grid reinforcement metalling 4 and reinforced gravel cushion 1；Geotechnical grid reinforcement metalling 4
Embankment filled soil 2 is filled between Reinforced Gravel Pile 3 and reinforced gravel cushion 1；Surface layer 5 is laid on geotechnical grid reinforcement metalling
4 upper surface；Reinforced gravel cushion 1, Reinforced Gravel Pile 3 and geotechnical grid reinforcement metalling 4 are carried out by built-in slip casting pipe
Joint slip casting forms overall reinforced rubble frame structure reinforcement system.
Wherein：Reinforced gravel cushion 1 includes GSZ 7 or geotechnical grid and is filled in GSZ 7 or geotechnological lattice
Rubble 6 in room, its structural representation is referring to Fig. 2；GSZ 7 or geotechnical grid are one or more layers；GSZ 7 or soil
When work cell compartment is multilayer, multilayer GSZ 7 or geotechnical grid are mutually parallel；The maximum particle diameter of rubble 6 is not more than 100mm；It is broken
Clay content in stone 6 is not more than 5%；The thickness range of reinforced gravel cushion 1 is 0.3m~1.0m.
The tensile strength of GSZ 7 is not less than 100kN/m；The fracture elongation of GSZ 7 is not more than 3%；Geotechnique
When grid 7 is multilayer, the spacing between adjacent two layers GSZ 7 is 0.2m~0.4m.
Referring to Fig. 3, Reinforced Gravel Pile 3 includes GSZ sleeve 8 and the sleeve being filled in inside GSZ sleeve 8
Interior rubble；Reinforced Gravel Pile 3 is more；More Reinforced Gravel Piles 3 are into quincunx arrangement, the stake of adjacent two Reinforced Gravel Piles 3
Spacing is 3m~5m；The stake footpath of Reinforced Gravel Pile 3 is 0.5m~1.0m；The maximum particle diameter of rubble is little in GSZ sleeve 8
In 80mm；The clay content of rubble is not more than 5% in sleeve；GSZ sleeve 8 is the soil for being not less than 30kN/m by tensile strength
Work grid is made；When GSZ makes GSZ sleeve 8, if the length of GSZ is inadequate, can use two neighboring
The mode of GSZ overlap joint is carried out, and lap of splice during overlap joint is not less than 30cm.
Referring to Fig. 4, geotechnical grid reinforcement metalling 4 includes geotechnical grid 9 and the rubble being filled in geotechnical grid 9；
The tensile strength of geotechnical grid 9 is not less than 150kN/m；The fracture elongation of geotechnical grid 9 is not more than 10%；In geotechnical grid 9
The maximum particle diameter of rubble be not more than 100mm；The clay content of rubble in geotechnical grid 9 is not more than 5%；Geotechnical grid reinforcement is broken
The thickness of rock layers 4 is 20cm~50cm.
The injection slurry used during joint slip casting is cement mortar；Waterglass and UEA swelling agents are mixed in cement mortar；Waterglass
Weight ratio with cement mortar is 1%~3%；The weight of UEA swelling agents and cement mortar ratio is 8%~10%；Water in cement mortar
Gray scale scope is 0.8：1~1：1；Grouting pressure during joint slip casting is 0.1~0.3Mpa.
When being reinforced based on reinforced rubble frame structure subgrade strengthening system provided by the utility model, it was reinforced
Cheng Shi：
1) the substrate grinding compacting of section ground will be reinforced using road roller, meets design compaction requirement；
2) six layers of the rubble that first layer thickness is 20cm is filled, and uses smooth-wheeled roller static pressure one time, rolling to meet
Ground coefficient K30 is not less than 140MPa/m, and first layer GSZ 7 is laid after the completion of static pressure；
3) repeat step 2), follow-up two layers of rubble 6 and two layers of geotechnique are sequentially completed in the upper surface of first layer GSZ 7
The laying of grid 7, adjacent two layers GSZ 7 are taken crisscross laying, alignd between width and width, and the lap of splice is not less than
30cm；
4) embankment filled soil 2 carries out placement in layers, is successively compacted, every layer of loose laying depth is no more than 30cm, water content of banketing control
Within system is 2% above and below water content, each roadbed should meet design and code requirement；
5) after the completion for the treatment of that embankment filled soil 2 fills, drilled, drilled to reinforced gravel cushion at design stake position using vibrating impacter
1 upper surface simultaneously carries out borehole cleaning；
6) GSZ sleeve 8, built-in slip casting pipe 10 are laid along on the inside of hole wall, Grouting Pipe 10 inserts reinforced gravel cushion 1
In 5~10cm；
7) fill rubble in sleeve in batches into hole and vibrate until rubble fills completion in hole；
8) it is close to the upper surface laying geotechnical grid 9 of road embankment filled soil 2, treats that geotechnical grid 9 fills in time after the completion of laying
Rubble in geotechnical grid 9, form geotechnical grid reinforcement metalling 4；
9) after treating that geotechnical grid reinforcement metalling 4 is constructed, by grouting pump 11 and pre-buried Grouting Pipe 10, from
Lower and upper carry out slip casting, during slip casting, according to grouting pressure hoisting grouting pipe 10, is sequentially completed reinforced gravel cushion 1, reinforcement
The slip casting work of broken stone pile 3 and geotechnical grid reinforcement metalling 4；After grouting pressure reaches design grouting pressure, voltage stabilizing 3~
5 minutes；When finding slurries instead to earth's surface, injection speed is reduced, prevents grouting pressure is excessive from causing earth's surface grout occur；It is necessary
Shi Caiyong intermittent injection groutings, it is 0.5~1.5h to carry out secondary grouting or multiple slip casting, interval slip casting time, until slurries are filled
Full geotechnical grid reinforcement metalling 4, terminates slip casting work；
10) after injection slurry solidifies and reaches expected intensity, surface layer 5 that asphalt or concrete are formed.
Reinforced rubble frame structure subgrade strengthening system described in the utility model is done with reference to specific embodiment
Further illustrate.
Embodiment 1
Referring to Fig. 1, a kind of reinforced rubble frame structure subgrade strengthening system, the reinforcement system include reinforced gravel cushion 1,
Embankment filled soil 2, Reinforced Gravel Pile 3, geotechnical grid reinforcement metalling 4 and surface layer 5.
Wherein, embankment filled soil height 4m, width of roadway 16m, roadbed side slope slope is than 1：1.5.
The thickness of reinforced gravel cushion 1 is 60cm, is constructed using placement in layers method, every layer of filling-up thickness 20cm；Reinforcement material
Material selects GSZ 7, and GSZ 7 meets high intensity.The requirement of low strain dynamic, the tensile strength in 1% elongation percentage is not small
In 300kN/m.Often fill one layer of rubble 6 and lay one layer of GSZ 7, lay three layers altogether.Reinforced gravel cushion 1 and geotechnical grid
The maximum particle diameter of rubble used in reinforced rubble layer 4 is not more than 100mm, and the maximum particle of crushed stone used in Reinforced Gravel Pile 3 is not more than
60cm, clay content is no more than 5%.
A diameter of 0.6m of Reinforced Gravel Pile 3, horizontal spacing 4m；The tensile strength of GSZ sleeve 8 is 50kN/m,
Breadth 4m.
The thickness of geotechnical grid reinforcement metalling 4 is 30cm, and the tensile strength of geotechnical grid 9 is 300kN/m, maximum elongation percentage
For 5%.
Injection slurry is 32.5 grades of furnace slag cement slurries, and mixes 3% waterglass, mixes 9% UEA swelling agents, the ratio of mud
For 1：1, grouting pressure 0.3Mpa.
Reinforced rubble frame structure subgrade strengthening system provided by the utility model, its construction procedure are as follows：
A, the substrate grinding compacting of section ground will be reinforced using road roller, meets design compaction requirement.
B, six layers of the rubble that first layer thickness is 20cm is filled, and uses smooth-wheeled roller static pressure one time, rolling to meet
Ground coefficient K30 is not less than 140MPa/m, and first layer GSZ 7 is laid after the completion of static pressure.
C, repeat step B completes the laying of follow-up two layers of rubble 6 and GSZ 7, and levels GSZ is taken in length and breadth
Staggeredly lay, to be alignd between width and width, the lap of splice is not less than 30cm.
D, embankment filled soil 2 carries out placement in layers, is successively compacted, every layer of loose laying depth is no more than 30cm, water content of banketing control
Within system is 2% above and below optimum moisture content, each roadbed should meet design and code requirement.
E, after the completion of embankment filled soil 2 fills, drilled, drilled to reinforced gravel cushion 1 at design stake position using vibrating impacter
Upper surface simultaneously carries out borehole cleaning.
F, GSZ sleeve 8, built-in slip casting pipe 10, wherein Grouting Pipe insertion reinforced gravel cushion are laid along on the inside of hole wall
5cm or so in 1.
G, fill rubble 6 in batches into hole and vibrate until rubble fills completion in hole.
H, it is close to embankment filled soil 2 and lays geotechnical grid 9, geotechnical grid 9 fills rubble 6 in time after the completion of laying.
I, after geotechnical grid reinforcement metalling 4 is constructed, by pre-buried Grouting Pipe, as shown in Figure 5 from bottom to top
Slip casting is carried out, during slip casting, according to grouting pressure hoisting grouting pipe 10, is sequentially completed reinforced gravel cushion 1, Reinforced Gravel Pile
3 and geotechnical grid reinforcement metalling 4 slip casting work.Its middle and lower part Cementer is made to be carried out continuously, when grouting pressure reaches
After designing grouting pressure, voltage stabilizing 3~5 minutes；When finding slurries instead to earth's surface, injection speed is reduced, prevents grouting pressure mistake
Earth's surface is caused grout occur greatly.Intermittent injection grouting is used if necessary, carries out secondary grouting or multiple slip casting, interval slip casting time are
0.5~1.5h, until the full geotechnical grid reinforcement metalling 4 of slurries filling, terminates slip casting work.
J, after grout cures and after reaching some strength, asphalt or concrete topping 5.
The utility model provides a kind of reinforced rubble frame structure subgrade strengthening system, wherein, reinforced gravel cushion 1,
Reinforced Gravel Pile 3 and geotechnical grid reinforcement metalling 4 are by overall slip casting and the reinforced rubble frame structure reinforcing body that is formed
System, the reinforcement system have structural mechanical property rationally, globality and barrier properties are good and bearing capacity height etc. a little, significantly improve
The globality stability of roadbed, enhance the bearer properties and anti-permeability performance of roadbed.The subgrade strengthening system effectively solves
During roadbed of having determined operation under vehicular load long term differential settlement and the problem of serious pavement cracking, have simultaneously
Preferable economical and exploitativeness.
Finally illustrate, above example is merely to illustrate the technical solution of the utility model and unrestricted, all to this
Utility model technical scheme carries out equivalent modifications or equivalent substitution, without departing from the objective and scope of technical solutions of the utility model
, it should all belong in the range of the utility model patent covers.
Claims (5)
- A kind of 1. reinforced rubble frame structure subgrade strengthening system, it is characterised in that：The reinforced rubble frame structure roadbed adds Solid system includes reinforced gravel cushion（1）, embankment filled soil（2）, Reinforced Gravel Pile（3）, geotechnical grid reinforcement metalling（4）And Surface layer（5）；The geotechnical grid reinforcement metalling（4）With reinforced gravel cushion（1）It is parallel to each other；The Reinforced Gravel Pile（3） It is disposed longitudinally on geotechnical grid reinforcement metalling（4）And reinforced gravel cushion（1）Between and it is broken with geotechnical grid reinforcement respectively Rock layers（4）And reinforced gravel cushion（1）It is connected；The geotechnical grid reinforcement metalling（4）With Reinforced Gravel Pile（3）Between with And reinforced gravel cushion（1）With Reinforced Gravel Pile（3）Between be filled with embankment filled soil（2）；The surface layer（5）It is laid on geotechnique Cell compartment reinforced rubble layer（4）Upper surface；The reinforced gravel cushion（1）, Reinforced Gravel Pile（3）And geotechnical grid reinforcement is broken Rock layers（4）Joint slip casting is carried out by built-in slip casting pipe and forms overall reinforced rubble frame structure reinforcement system.
- 2. reinforced rubble frame structure subgrade strengthening system according to claim 1, it is characterised in that：The reinforced rubble Bed course（1）Including GSZ（7）Or geotechnical grid and it is filled in GSZ（7）Or the rubble in geotechnical grid（6）；Institute State GSZ（7）Or geotechnical grid is one or more layers；The GSZ（7）Or geotechnical grid is when being multilayer, multi-layered Soils Work grid（7）Or geotechnical grid is mutually parallel；The rubble（6）Maximum particle diameter be not more than 100 mm；The reinforced rubble pad Layer（1）Thickness range be the m of 0.3m ~ 1.0.
- 3. reinforced rubble frame structure subgrade strengthening system according to claim 2, it is characterised in that：The GSZ （7）Tensile strength be not less than 100 kN/m；The GSZ（7）Fracture elongation be not more than 3%；The GSZ （7）For multilayer when, adjacent two layers GSZ（7）Between spacing be the m of 0.2 m ~ 0.4.
- 4. reinforced rubble frame structure subgrade strengthening system according to claim 3, it is characterised in that：The reinforced rubble Stake（3）Including GSZ sleeve（8）And it is filled in GSZ sleeve（8）Rubble in internal sleeve；The reinforcement is broken Stone mar（3）It is more；More Reinforced Gravel Piles（3）Into quincunx arrangement, adjacent two Reinforced Gravel Piles（3）Stake spacing be 3m ~5 m；The Reinforced Gravel Pile（3）Stake footpath be the m of 0.5 m ~ 1.0；The GSZ sleeve（8）The maximum grain of interior rubble Footpath is not more than 80 mm；The GSZ sleeve（8）It is made up of GSZ of the tensile strength not less than 30 kN/m.
- 5. the reinforced rubble frame structure subgrade strengthening system according to claim 1 or 2 or 3 or 4, it is characterised in that：Institute State geotechnical grid reinforcement metalling（4）Including geotechnical grid（9）And it is filled in geotechnical grid（9）In rubble；The geotechnique Cell compartment（9）Tensile strength be not less than 150 kN/m；The geotechnical grid（9）Fracture elongation be not more than 10%；The geotechnique Cell compartment（9）In the maximum particle diameter of rubble be not more than 100 mm；The geotechnical grid reinforcement metalling（4）Thickness be 20 cm ~50 cm。
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720076512.5U CN206625096U (en) | 2017-01-20 | 2017-01-20 | A kind of reinforced rubble frame structure subgrade strengthening system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720076512.5U CN206625096U (en) | 2017-01-20 | 2017-01-20 | A kind of reinforced rubble frame structure subgrade strengthening system |
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ID=60213231
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110306393A (en) * | 2019-07-11 | 2019-10-08 | 哈尔滨工业大学 | A kind of involution form high temperature permafrost area reinforcement heat melts a road structure |
| CN111501422A (en) * | 2020-03-31 | 2020-08-07 | 温州大学 | Bio-enzyme cured reinforced gravel pile and rubber particle filled concrete canvas cellular compound railway roadbed and reinforcing method thereof |
| CN113215892A (en) * | 2021-05-26 | 2021-08-06 | 金陵科技学院 | Grouting soil arch induced pile-supported embankment |
-
2017
- 2017-01-20 CN CN201720076512.5U patent/CN206625096U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110306393A (en) * | 2019-07-11 | 2019-10-08 | 哈尔滨工业大学 | A kind of involution form high temperature permafrost area reinforcement heat melts a road structure |
| CN111501422A (en) * | 2020-03-31 | 2020-08-07 | 温州大学 | Bio-enzyme cured reinforced gravel pile and rubber particle filled concrete canvas cellular compound railway roadbed and reinforcing method thereof |
| CN113215892A (en) * | 2021-05-26 | 2021-08-06 | 金陵科技学院 | Grouting soil arch induced pile-supported embankment |
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Granted publication date: 20171110 Termination date: 20190120 |