CN201095716Y - Slag-free orbit reinforced concrete pile net structure roadbed - Google Patents
Slag-free orbit reinforced concrete pile net structure roadbed Download PDFInfo
- Publication number
- CN201095716Y CN201095716Y CNU2007200813568U CN200720081356U CN201095716Y CN 201095716 Y CN201095716 Y CN 201095716Y CN U2007200813568 U CNU2007200813568 U CN U2007200813568U CN 200720081356 U CN200720081356 U CN 200720081356U CN 201095716 Y CN201095716 Y CN 201095716Y
- Authority
- CN
- China
- Prior art keywords
- reinforced concrete
- concrete pile
- layer
- slag
- net structure
- 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.)
- Expired - Fee Related
Links
Images
Abstract
The utility model discloses a subgrade of a reinforced concrete pile net structure used for a ballastless track, which consists of a reinforced concrete pile (20), which is arranged alternately longitudinally and transversely along the subgrade; a reinforced cushion layer (10) laid on the reinforced concrete pile (20) and an earthy subgrade (30) filled on the reinforced cushion layer (10). The reinforced concrete pile net structure used for a ballastless track makes full use of the common action principle of the pile, net and earth to meet the demand for intensity and settlement deformation by the ballastless track, overcomes the defects that the settlement quantity and the differential settlement quantity of a high road embankment is large while the dynamic influence degree of a low road embankment is large, has the advantages of strong integrity, excellent stability, firmness, durability, small track deformation and small accumulated deformation, benefits high-speed train running and greatly reduces the maintenance load, decreases the operational maintenance intensity and improves the operational maintenance condition. In addition, the construction technique is simple, the construction cost can be effectively reduced and the environmental protection requirement is conformed to, thereby having a wide prospect of promotion and application.
Description
Technical field
The utility model relates to a kind of railway bed, particularly a kind of high-speed railway track base without broken stones.
Background technology
Along with train running speed improves constantly, new requirement has been proposed for the form of road structure.The high-speed railway ballastless track was laid in the tunnel more, on elevated structure and the bridge, progressively expanded on the soil subgrade afterwards in the past.
Because high-speed railway has all proposed new requirement to the high ride of circuit, stability, durability etc., the total settlement of the base base that satisfies the need, settlement after construction and relative settlement amount all have strict restriction.Traditional road structure, when adopting high embankment, total settlement and settlement amount after construction are big, relative settlement is difficult to control; And adopt low embankment structure, and power is remarkable to the influence of ground, and owing to the influence of power to ground, settlement after construction and relative settlement are difficult to control.Traditional design scheme just changes the roadbed scheme into bridge construction, with bridge for the road.Comparatively speaking, the lateral stability aspect of bridge construction is relatively poor, and especially on curved section, the lateral stability problem becomes the principal element that design is considered.
The China Express Railway building size is big, circuit is long, the areal geology complicated condition, and then cost is too high if adopt bridge construction, will have a strong impact on the development speed of high-speed railway.Therefore, under the limited prerequisite of fund input, press for and seek that a kind of intensity height, rigidity are big, stability and good endurance, and the new construction roadbed, the construction cost that the construction technology of this new construction roadbed should be simple, suitable also meets environmental protection requirement.
The utility model content
The utility model solves this technical problem the technical scheme that is adopted: of the present utility model slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that it comprises: band cap reinforced concrete pile, along roadbed vertically, be horizontally arranged at interval; Reinforcement cushion is layed in the top of reinforced concrete pile; Soil subgrade fills on reinforcement cushion.
As a kind of preferred version of the present utility model, the top of described reinforced concrete pile is consolidated with pile cover.The setting of pile cover can be given full play to reinforced concrete pile stake top and carrying scope, thereby further reduces the relative settlement of roadbed.
As the further optimization to above-mentioned preferred version, described reinforcement cushion is joined macadam and is constituted by first floor graded broken stone layer, first floor geogrids layer, second layer graded broken stone layer, second layer geogrids layer, the 3rd level of laying successively from top to bottom; Perhaps, described reinforcement cushion is joined macadam, composite earthwork rete, the 3rd layer by first floor graded broken stone layer, first floor geogrids layer, the second layer laid successively from top to bottom and is joined macadam, second layer geogrids layer and the 4th level and join macadam and constitute.
The slag-free orbit reinforced concrete pile net structure roadbed characteristics separately that combine double-block type sleeper flush type ballastless track and plate-type slag-free orbit and composite foundation structure of the utility model, the principle of combined action that makes full use of stake-net-native three satisfies the intensity and the sedimentation and deformation requirement of ballastless track, overcome high embankment structure settling amount and relative settlement amount and hanged down the big shortcoming of embankment structure dynamic effect degree greatly, it is strong to have globality, good stability, sturdy and durable, track deformation is little, and advantages such as accumulated deformation is little, help high speed traveling, can reduce the maintenance workload greatly, reduce maintenance operation intensity and improve the maintenance operating condition.As a kind of rigid road base, it is deep flabbiness ground strengthened both to have can be used for the ballastless track railway, also can be used for having built in the old line transformation reinforcing, ballastless track switch area of soil property embankment etc.Construction technology is simple, can reducing the construction costs effectively, and meet environmental protection requirement, thereby have broad prospect for its application.
Description of drawings
This manual includes following six width of cloth accompanying drawings:
Fig. 1 is the slag-free orbit reinforced concrete pile net structure roadbed schematic cross-sectional view of the utility model;
Fig. 2 is the local enlarged diagram in the slag-free orbit reinforced concrete pile net structure roadbed cross section of the utility model;
Fig. 3 is a kind of structural representation of the slag-free orbit reinforced concrete pile net structure roadbed reinforcement cushion of the utility model;
Fig. 4 is the another kind of structural representation of the slag-free orbit reinforced concrete pile net structure roadbed reinforcement cushion of the utility model;
Fig. 5 is the slag-free orbit reinforced concrete pile net structure roadbed structural representation when high embankment situation of the utility model;
Fig. 6 is the grading curve figure that the slag-free orbit reinforced concrete pile net structure roadbed reinforcement cushion graded broken stone of the utility model requires.
Mark and pairing parts, position among the figure: rail 1, concrete foundation 2, track plate 3, soil arch 4, reinforcement cushion 10, first floor geogrids layer 111, second layer geogrids layer 112, composite earthwork rete 113, first floor graded broken stone layer 121, second layer graded broken stone layer 122, the 3rd level are joined macadam 123, the 4th level is joined macadam 124, reinforced concrete pile 20, pile cover 201, expanded-angle θ, soil subgrade 30, the former soil subgrade 301 of building.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
With reference to Fig. 1, of the present utility model slag-free orbit reinforced concrete pile net structure roadbed, it comprises: reinforced concrete pile 20, along roadbed vertically, be horizontally arranged at interval; Reinforcement cushion 10 is layed in the top of reinforced concrete pile 20; Soil subgrade 30 fills on reinforcement cushion 10.
The slag-free orbit reinforced concrete pile net structure roadbed characteristics separately that combine double-block type sleeper flush type ballastless track and plate-type slag-free orbit and composite foundation structure of the utility model, the principle of combined action that makes full use of stake-net-native three satisfies the intensity and the sedimentation and deformation requirement of ballastless track, overcome high embankment structure settling amount and relative settlement amount and hanged down the big shortcoming of embankment structure dynamic effect degree greatly, it is strong to have globality, good stability, sturdy and durable, track deformation is little, and advantages such as accumulated deformation is little, help high speed traveling, can reduce the maintenance workload greatly, reduce maintenance operation intensity and improve the maintenance operating condition.As a kind of rigid road base, it is deep flabbiness ground strengthened both to have can be used for the ballastless track railway, also can be used for having built in the old line transformation reinforcing, ballastless track switch area of soil property embankment etc.
For giving full play to reinforced concrete pile stake top and carrying scope, thereby further reduce the relative settlement of roadbed, with reference to Fig. 1, the top of described reinforced concrete pile 20 is consolidated with pile cover 201.The cross section of described pile cover 201 is rounded or square usually, and its diameter or the length of side are 2～3 times of reinforced concrete pile 20 pile body diameters, and with reference to Fig. 3, the expanded-angle θ of pile cover 201 is preferably 40～60 °.
The thickness of described reinforcement cushion 10 is generally 40～50cm, its formation can adopt two kinds of typical collocation forms of aftermentioned usually: with reference to Fig. 3, described reinforcement cushion 10 is joined macadam 123 and is constituted by first floor graded broken stone layer 121, first floor geogrids layer 111, second layer graded broken stone layer 122, second layer geogrids layer 112, the 3rd level of laying successively from top to bottom; With reference to Fig. 4, described reinforcement cushion 10 is joined macadam 122, composite earthwork rete 113, the 3rd layer by first floor graded broken stone layer 121, first floor geogrids layer 111, the second layer laid successively from top to bottom and is joined macadam 123, second layer geogrids layer 112 and the 4th level and join macadam 124 and constitute.
After laying first floor graded broken stone layer 121 above the reinforced concrete pile 20, re-lay first floor geogrids layer 111, can avoid the dissection of reinforced concrete pile stake top edge limitedly geo-grid.First floor geogrids layer 111, second layer geogrids layer 112 all should adopt the low two-way geo-grid of strain high strength, and its ultimate tensile strength is not less than 80KN/m, and the nominal strength elongation per unit length is not more than 10%, mesh size 80～150mm.
Lay composite geo-membrane layer 113 in the described reinforcement cushion 10, can play the effect of water proof well, to avoid water in the ground effectively the immersion of soil subgrade 30 parts.Composite earthwork rete 113 should adopt the composite geo-membrane of " geotextiles--geomembrane--geotextiles " structure, and its geotextiles is a non-woven geotextile, and every square of weight is not less than 100g, and the thickness of geomembrane is not less than 0.4mm.
The compound that each graded broken stone of described reinforcement cushion 10 is made of by a certain percentage thickness rubble and aggregate chips should meet closely knit grating requirement, is generally formed through broken, screening by cut into a mountain stone or natural pebble, gravel.It is good that the grain composition of graded broken stone is wanted, and the match ratio grain composition of compound need satisfy requirement shown in Figure 6.The reinforcement cushion of being made up of good graded broken stone of grating and geo-grid (and composite geo-membrane) 10 is top soil subgrades 30 and the transition region of bottom stake soil stabilization zone, play and adjust native vertical load share ratio of stake and stress ratio effect, bear load jointly and reduce sedimentation thereby make stake-net-soil form organic whole.
Safety, comfortableness requirement when satisfying the train high-speed cruising, realize that to greatest extent circuit keeps in repair even maintenance-free less, reinforced concrete pile net structure roadbed design should be in structural strength, in length and breadth to the durability, vibration damping of stability, each ingredient and realize the key of aspect such as circuit high ride as designing technique.Train load selection standard load.On basis by a large amount of indoor vast scale dynamic model tests, centrifugal machine model trial, on-the-spot real vehicle traveling test and the research of long-term testing experiment, measured result in conjunction with on-the-spot driving, determine reinforced concrete pile net structure roadbed every coefficient, when depth of fill is less than or equal to soil arch 4 height, this slag-free orbit reinforced concrete pile net structure roadbed dynamic load partial safety factor is 1.4, impacting the coefficient of impact is 0.5, coefficient for importance of structure 1.1; When depth of fill encircleed 4 height greater than soil, the dynamic load partial safety factor was 1.0, does not consider to impact the influence of power, and impacting the coefficient of impact is 0, and coefficient for importance of structure is 1.0.Dead load and dynamic load are all pressed static load and are considered.Above-mentioned parameter provides reference for the dynamical simulation calculating and the design of reinforced concrete pile net structure.From high-speed railway design and operation practice and measured result, track plate/road bed board, the reinforced concrete foundation definite according to this design load factor, the design supporting capacity that reaches reinforcement cushion can satisfy the structural strength requirement of high-speed railway ballastless track, and has certain safety stock.
See figures.1.and.2, the track plate 3 that is used to install rail 1 is fixed with reinforced concrete foundation 2, directly places on the soil subgrade 30 then.Fixed and be positioned at reinforced concrete foundation 2 under the track plate 3 with track plate 3 according to the design load size, should satisfy intensity and elasticity during design and require and consider that enough safety stocks determine.
Line of Existing Railway and the roadbed that must be designed into having filled when the general fast Railway Design scheme of building changes high-speed railway into carry out intensive treatment.Treatment principle is that settlement after construction is controlled at small range.Treatment measures can adopt and be provided with reinforced concrete pile net structure roadbed from the roadbed height that has filled.The processing degree of depth should be put engineering geological conditions, settlement Control standard etc. according to the worker and take all factors into consideration.To be that the utility model is slag-free orbit reinforced concrete pile net structure roadbed be used to handle the schematic cross-sectional view of raising embankment situation to Fig. 4, with reference to this figure, slag-free orbit reinforced concrete pile net structure roadbed reinforced concrete pile 20 is from former soil subgrade 301 drill-pourings of building, lay reinforcement cushion 10 after finishing, fill remaining soil subgrade 30 afterwards again.
Of the present utility modelly slag-free orbit reinforced concrete pile net structure roadbed construct step and construction requirement is as follows:
1, lays the reinforced concrete pile 20 of perfusion in length and breadth to the interval along roadbed
According to geological conditions and construction requirement, reinforced concrete pile 20 adopts drill-pouring or the prefabricated technology pile of squeezing into.Hole forming method can adopt machine drilling; Pile body master muscle should adopt the HPB235 reinforcing bar; Thickness of protection tier should be less than 6.0cm; Rationally determine concrete material according to engineering geology and hydrogeological conditions (comprising landform, geology, bearing stratum buried depth and inclination situation, phreatic corrosion situation), generally select C25～C30 for use.Construction technology is tamped for earlier the bottom embankment being leveled up, and rig is in place by design stake position, is bored into projected depth, clear hole, and reinforcing cage is made and is hung the catheterized reperfusion concrete.Reinforced concrete pile 20 the diameter or the length of side be 0.40～0.6m, concrete class is C20～30, pile body is elongated or arrange distributing bar in pile body top 5m scope at least.The cross section of pile cover 201 is rounded or square, and its diameter or the length of side are preferably 2～3 times of reinforced concrete pile 20 pile body diameters.The height of pile cover 201 is preferably 1～2 times of pile body diameter.The expanded-angle θ of pile cover 201 is preferably 40～60 °.
2, lay reinforcement cushion 10
First floor geogrids layer 111, second layer geogrids layer 112 answer solid matter to place, be connected firmly, and when laying the upper strata geo-grid, should make the levels joint distance that staggers be not less than 0.5m, and geo-grid should be stretching, tighten, and fold and breakage must not be arranged.The order that construction is filled is: laying first floor graded broken stone layer 121, first floor geogrids layer 111, second layer graded broken stone layer 122, second layer geogrids layer 112, the 3rd level are joined macadam 123; Perhaps laying first floor graded broken stone layer 121, first floor geogrids layer 111, second layer graded broken stone layer 121, composite earthwork rete 113, the 3rd level joins macadam 123, second layer geogrids layer 112 and the 4th level and joins macadam 124.Graded broken stone making coefficient of loose laying can be considered by 1.15, the graded broken stone that paves is followed the principle of " two rear flank central authorities of elder generation, first static pressure after vibration, speed per hour 2km/h; the road roller tool is not reversed end for end, do not turned on the scope of operation " and carried out full section static pressure, the artificial treatment hollow and the nest that gathers materials.20 of reinforced concrete piles push up should be greater than 10cm to the height of the first floor graded broken stone layer 121 of 111 of first floor geogrids layer, and the height of the second layer graded broken stone layer 122 that first floor geogrids layer 111, second layer geogrids layer are 112 should be greater than 10cm; The height of the second layer graded broken stone layer of laying between first floor geogrids layer 111 and the composite earthwork rete 113 122 should be greater than 5cm, and the 3rd layer of height of laying between composite earthwork rete 113 and the second layer geogrids layer 112 of joining macadam 123 should be greater than 5cm; On the second layer geogrids layer 112 the 3rd layer join macadam 123 or the 4th level join the height of macadam 124 should be greater than 10cm; The coefficient of consolidation of reinforcement cushion 10 is not less than 0.95, and void content is not more than 28%.It is good that the grain composition of each grating macadam is wanted, and the match ratio grain composition of compound need satisfy requirement shown in Figure 6.
3, fill soil subgrade 30
The filler of soil subgrade 30 should be able to satisfy that high-speed railway is desired to fill requirements such as intensity and compactness, and compacting criteria is shown in Table 1.
Table 1 soil subgrade compacting criteria
| Compacting criteria | ||||
| Coefficient of subgrade reaction K 30(MPa/m) | Modulus of deformation E v2(MPa) | Dynamic deformation module E Vd(MPa) | Porosity n | |
| Surface layer of subgrade bed | ≥190 | ≥120 | ≥50 | ＜18％ |
| Bottom layer of subgrade | ≥130 | ≥60 | ≥35 | ＜28％ |
| The bottom embankment | ≥110 | ≥45 | - | ＜28％ |
The utility model is slag-free orbit reinforced concrete pile net structure roadbed, and construction technology is simple, can reducing the construction costs effectively, and meet environmental protection requirement, thereby have broad prospect for its application.
Claims (8)
1. slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that it comprises:
A. reinforced concrete pile (20), along roadbed vertically, be horizontally arranged at interval;
B. reinforcement cushion (10) is layed in the top of reinforced concrete pile (20);
C. soil subgrade (30) fills on reinforcement cushion (10).
2. as claimed in claim 1 slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: the top of described reinforced concrete pile (20) is consolidated with pile cover (201).
3. as claimed in claim 2 slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: the cross section of described pile cover (201) is rounded or square, and its diameter or the length of side are 2～3 times of reinforced concrete pile (20) pile body diameter; The height of pile cover (201) is 1～2 times of pile body diameter; The expanded-angle θ of pile cover (201) is 40～60 °.
4. as claimed in claim 2 slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: described reinforcement cushion (10) is joined macadam (123) by first floor graded broken stone layer (121), first floor geogrids layer (111), second layer graded broken stone layer (122), second layer geogrids layer (112), the 3rd level of laying successively from top to bottom and is constituted.
5. as claimed in claim 2 slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: described reinforcement cushion (10) is joined macadam (122), composite earthwork rete (113), the 3rd layer by first floor graded broken stone layer (121), first floor geogrids layer (111), the second layer laid successively from top to bottom and is joined macadam (123), second layer geogrids layer (112) and the 4th level and join macadam (124) formation.
6. as claim 4 or 5 described slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: described native first floor geogrids layer (111), second layer geogrids layer (112) adopt the low two-way geo-grid of strain high strength, its ultimate tensile strength is not less than 80KN/m, the nominal strength elongation per unit length is not more than 10%, mesh size 80～150mm.
7. as claimed in claim 5 slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: described composite earthwork rete (113) adopts the composite geo-membrane of " geotextiles--geomembrane--geotextiles " structure, its geotextiles is a non-woven geotextile, every square of weight is not less than 100g, and the thickness of geomembrane is not less than 0.4mm.
8. as claimed in claim 1 slag-free orbit reinforced concrete pile net structure roadbed, it is characterized in that: when depth of fill is less than or equal to soil arch (4) height, this slag-free orbit reinforced concrete pile net structure roadbed dynamic load partial safety factor is 1.4, impacting the coefficient of impact is 0.5, coefficient for importance of structure 1.1; When depth of fill encircleed (4) height greater than soil, the dynamic load partial safety factor was 1.0, does not consider to impact the influence of power, and impacting the coefficient of impact is 0, and coefficient for importance of structure is 1.0.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200813568U CN201095716Y (en) | 2007-09-30 | 2007-09-30 | Slag-free orbit reinforced concrete pile net structure roadbed |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200813568U CN201095716Y (en) | 2007-09-30 | 2007-09-30 | Slag-free orbit reinforced concrete pile net structure roadbed |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201095716Y true CN201095716Y (en) | 2008-08-06 |
Family
ID=39922767
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2007200813568U Expired - Fee Related CN201095716Y (en) | 2007-09-30 | 2007-09-30 | Slag-free orbit reinforced concrete pile net structure roadbed |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201095716Y (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101144256B (en) * | 2007-09-30 | 2010-04-14 | 中铁二院工程集团有限责任公司 | Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof |
| CN103276753A (en) * | 2013-06-06 | 2013-09-04 | 中国中化股份有限公司 | Scattered pile and strong net foundation leveling system for steeled storage tank foundations |
| CN103374922A (en) * | 2012-04-18 | 2013-10-30 | 中国电力工程顾问集团华东电力设计院 | Composite pile foundation of soft-soil-foundation round coal field |
| CN103526662A (en) * | 2013-11-05 | 2014-01-22 | 中国铁建港航局集团有限公司 | Method for reinforcing firm soft foundation operating road |
| CN103573272A (en) * | 2013-11-12 | 2014-02-12 | 中铁二院工程集团有限责任公司 | Tunnel bottom soft stratum dynamic and static load separation tunnel structure |
| CN105256835A (en) * | 2014-03-21 | 2016-01-20 | 刘献刚 | Building structure of underground space |
| CN105256826A (en) * | 2014-01-24 | 2016-01-20 | 刘献刚 | Building structure of underground space |
| CN108532622A (en) * | 2018-03-28 | 2018-09-14 | 南京长江都市建筑设计股份有限公司 | A kind of anti-settling foundation structure |
| CN110644520A (en) * | 2019-08-05 | 2020-01-03 | 邓怡宁 | Creation and application of lattice foundation pile net represented by specific model |
| CN110952388A (en) * | 2019-12-17 | 2020-04-03 | 同济大学 | High-speed railway wide roadbed compaction pile combined pile network foundation structure and design method |
-
2007
- 2007-09-30 CN CNU2007200813568U patent/CN201095716Y/en not_active Expired - Fee Related
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101144256B (en) * | 2007-09-30 | 2010-04-14 | 中铁二院工程集团有限责任公司 | Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof |
| CN103374922A (en) * | 2012-04-18 | 2013-10-30 | 中国电力工程顾问集团华东电力设计院 | Composite pile foundation of soft-soil-foundation round coal field |
| CN103276753A (en) * | 2013-06-06 | 2013-09-04 | 中国中化股份有限公司 | Scattered pile and strong net foundation leveling system for steeled storage tank foundations |
| CN103276753B (en) * | 2013-06-06 | 2015-08-12 | 中国中化股份有限公司 | A kind of thin stake strength entoilage base leveling system for steel storage tank basis |
| CN103526662A (en) * | 2013-11-05 | 2014-01-22 | 中国铁建港航局集团有限公司 | Method for reinforcing firm soft foundation operating road |
| CN103573272A (en) * | 2013-11-12 | 2014-02-12 | 中铁二院工程集团有限责任公司 | Tunnel bottom soft stratum dynamic and static load separation tunnel structure |
| CN105256826A (en) * | 2014-01-24 | 2016-01-20 | 刘献刚 | Building structure of underground space |
| CN105256833A (en) * | 2014-03-21 | 2016-01-20 | 刘献刚 | Building structure of underground space |
| CN105256834A (en) * | 2014-03-21 | 2016-01-20 | 刘献刚 | Building structure of underground space |
| CN105256835A (en) * | 2014-03-21 | 2016-01-20 | 刘献刚 | Building structure of underground space |
| CN108532622A (en) * | 2018-03-28 | 2018-09-14 | 南京长江都市建筑设计股份有限公司 | A kind of anti-settling foundation structure |
| CN110644520A (en) * | 2019-08-05 | 2020-01-03 | 邓怡宁 | Creation and application of lattice foundation pile net represented by specific model |
| CN110952388A (en) * | 2019-12-17 | 2020-04-03 | 同济大学 | High-speed railway wide roadbed compaction pile combined pile network foundation structure and design method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN201095716Y (en) | Slag-free orbit reinforced concrete pile net structure roadbed | |
| CN101144256B (en) | Slag-free orbit reinforced concrete pile net structure roadbed and construction method thereof | |
| CN101173495B (en) | Thick collapsible loess subgrade groundwork structure | |
| CN106192646B (en) | Vcehicular tunnel car-driving shock-absorbing denoising structure and its construction method | |
| CN1916277A (en) | Track base without broken stones, and building method | |
| CN101691724A (en) | Liquefied soil foundation quake-proof road-bridge transition section structure of ballastless track of high-speed railway | |
| CN101463599A (en) | Bidirectional reinforcing and water drainage reinforcing means for highway soft soil foundation | |
| CN101654899A (en) | Liquified soil foundation-bed shock-resistant strengthening structure of high-speed railway | |
| CN101962929B (en) | Novel method for processing soft soil subgrade by pile-supporting reinforcing technology | |
| CN202969393U (en) | Ribbing load reduction structure of road high hill culvert | |
| CN201530961U (en) | Transition section structure of liquefying soil foundation anti-seismic road and bridge of high-speed railway ballastless track | |
| CN111549598B (en) | Construction method of highway reinforced bridgehead roadbed in collapsible loess region | |
| CN106676993B (en) | Reinforced broken stone frame structure roadbed reinforcing system and reinforcing method thereof | |
| CN206625096U (en) | A kind of reinforced rubble frame structure subgrade strengthening system | |
| CN111962350A (en) | Geocell reinforced cement concrete pavement structure and method for calculating thickness of surface slab | |
| CN201530968U (en) | High-speed railway liquefying soil foundation-roadbed seismic strengthening structure | |
| CN113355964A (en) | Deep soft soil roadbed composite structure and construction method | |
| CN104358196B (en) | Highway open to traffic Embankment Subsidence disposes the construction method of structure | |
| CN205116204U (en) | Roadbed structure of crowded native bored concrete pile stake board of two -way spiral | |
| CN201125355Y (en) | Deep collapsible loess road bed foundation structure | |
| CN106702823A (en) | High-speed rail lattice-type embankment structure and construction method thereof | |
| CN107841913B (en) | A kind of anti-settling roadbed construction method | |
| CN204570720U (en) | A kind of widening of subgrade culvert foundation | |
| CN104695419A (en) | Soft soil roadbed construction method | |
| CN107841908A (en) | For eliminating the road structure of the high embankment lateral variation sedimentation in high-speed railway abrupt slope |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20080806 Termination date: 20091030 |