CN114575209A - Road rigid pile and preloading soft foundation treatment transition structure and construction method - Google Patents
Road rigid pile and preloading soft foundation treatment transition structure and construction method Download PDFInfo
- Publication number
- CN114575209A CN114575209A CN202210336931.3A CN202210336931A CN114575209A CN 114575209 A CN114575209 A CN 114575209A CN 202210336931 A CN202210336931 A CN 202210336931A CN 114575209 A CN114575209 A CN 114575209A
- Authority
- CN
- China
- Prior art keywords
- layer
- transition
- embankment
- section
- rigid pile
- 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.)
- Granted
Links
- 230000007704 transition Effects 0.000 title claims abstract description 173
- 238000010276 construction Methods 0.000 title claims abstract description 17
- 239000000945 filler Substances 0.000 claims abstract description 29
- 239000011150 reinforced concrete Substances 0.000 claims description 33
- 239000004746 geotextile Substances 0.000 claims description 20
- 239000004575 stone Substances 0.000 claims description 19
- 238000005056 compaction Methods 0.000 claims description 4
- 230000007423 decrease Effects 0.000 claims description 2
- 239000010410 layer Substances 0.000 description 224
- 230000008859 change Effects 0.000 description 13
- 239000004744 fabric Substances 0.000 description 9
- 239000011241 protective layer Substances 0.000 description 9
- 239000002689 soil Substances 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 7
- 239000002131 composite material Substances 0.000 description 6
- 239000000463 material Substances 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 239000006260 foam Substances 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000008239 natural water Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/06—Methods or arrangements for protecting foundations from destructive influences of moisture, frost or vibration
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Landscapes
- Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Road Paving Structures (AREA)
Abstract
The embodiment of the application provides a transition structure for treating rigid piles and preloading soft foundations on roads and a construction method, and belongs to the technical field of treatment of road foundations. The transition structure sequentially comprises a base rigid pile transition layer, a first embankment filling layer and a first prepressing layer from bottom to top, and the base rigid pile transition layer is inserted into the foundation; the first embankment filling layer comprises a common embankment filling layer filled with common filler; the first prepressing layer is laid above the first embankment filling layer; the first embankment filling layer also comprises a light embankment structure layer, the light embankment structure layer is laid on the common embankment filling layer, and the density of fillers in the light embankment structure layer is smaller than that of fillers in the common embankment filling layer; and in the extending direction from the rigid pile processing section to the preloading section, the proportion of the light embankment structure layer in the first embankment filling layer is gradually reduced. The transition structure can solve the problem that the subgrade in the transition section generates uneven settlement in two different soft foundation treatment forms.
Description
Technical Field
The application relates to the technical field of road foundation treatment, in particular to a transition structure for treating a road rigid pile and a preloading soft foundation and a construction method.
Background
In China, particularly in east coastal areas, soft soil is widely distributed, and because the terrain and the terrain of the soft soil areas are flat and human activities are intensive, the construction of roads in the soft soil areas is very common. The soft soil foundation has the characteristics of high natural water content, large natural pore ratio, low shear strength, high compressibility and the like, and a road can be constructed after the natural soft foundation is treated. The method is influenced by the properties of soft soil, the terrain, the filling height of the roadbed, construction conditions, investment conditions and the like, and two or more soft foundation treatment modes are inevitably adopted in the same project.
For the road sections with higher roadbed filling height, particularly the bridge head road sections, the settlement control requirement after soft foundation construction is higher, and rigid piles such as prestressed pipe piles and the like are often adopted for treatment so as to reduce the differential settlement between roads and bridges. For the road section with lower roadbed filling height, a more economical and construction-convenient preloading (equal load or overload) method is often adopted for treatment. The rigidity of the composite foundation formed by the foundation treated by the rigid piles is greatly improved, and the composite foundation has larger rigidity difference with the foundation treated by the pile-loading prepressing method, so that the differential settlement is inevitable to influence the driving comfort, and the driving safety is influenced when the differential settlement is larger.
Disclosure of Invention
The embodiment of the application provides a road rigid pile and preloading soft foundation treatment transition structure and a construction method, and can solve the problem that the roadbed at the transition section generates uneven settlement in two different soft foundation treatment forms.
In a first aspect, an embodiment of the present application provides a road rigid pile and preloading soft foundation treatment transition structure, where the transition structure includes a transition section, the transition section is disposed between a rigid pile treatment section and a preloading section, the transition section sequentially includes, from bottom to top, a base rigid pile transition layer, a first embankment filling layer and a first preloading layer, and the base rigid pile transition layer is inserted into a foundation; the first embankment filling layer is laid above the base rigid pile transition layer and comprises a common embankment filling layer filled with common fillers; the first prepressing layer is laid above the first embankment filling layer; the first embankment filling layer also comprises a light embankment structure layer, the light embankment structure layer is laid on the common embankment filling layer, and the density of fillers in the light embankment structure layer is smaller than that of fillers in the common embankment filling layer; and in the extending direction from the rigid pile processing section to the preloading section, the proportion of the light embankment structure layer in the first embankment filling layer is gradually reduced, so that the upper roadbed load in the transition section is uniformly transmitted to the foundation.
In the scheme, a common embankment filling layer and a light embankment structure layer are arranged in a first embankment filling layer, the density of the light embankment structure layer is obviously smaller than that of fillers in the common embankment filling layer, the light embankment structure layer and the common embankment filling layer are combined for filling, the equivalent load of a roadbed can be effectively reduced under the condition of ensuring that the roadbed filling height is unchanged, so that the additional stress acting on the foundation is reduced, the post-construction settlement is reduced, and the occupation ratio of the light embankment structure layer in the first embankment filling layer is gradually reduced in the extending direction from a rigid pile processing section to a pile preloading section, namely the filling thickness of the light embankment structure layer is set to be in a gradual change form according to the roadbed filling height and different soft foundation processing form ranges, so that the upper roadbed load in a transition section can be more uniformly transmitted to the foundation, and the transition structure can realize the soft foundation treatment and pile preloading rigid pile soft foundation soft Smooth transition connection among the processing modes effectively solves the problem that the transition section subgrade generates uneven settlement in two different soft foundation processing modes.
In some embodiments, a graded broken stone cushion layer and a flexible geotextile layer are further arranged between the common embankment filling layer and the base rigid pile transition layer, the graded broken stone cushion layer is horizontally and fully paved on the rigid pile treatment section, the transition section and the preloading section, and the flexible geotextile layer is arranged above the graded broken stone cushion layer.
Among the above-mentioned technical scheme, through being provided with graded broken stone bed course and flexible geotechnological cloth layer below ordinary embankment filling layer, and graded broken stone bed course and flexible geotechnological cloth layer extend to rigid pile and handle section, changeover portion and pile load pre-compaction section, can be so that the load of road bed whole, even apply on the ground on the one hand, and on the other hand can effectively discharge the secret infiltration, guarantees the overall stability of road bed.
In some embodiments, the light embankment structure layer comprises a light embankment filling layer and a light embankment protection layer, the light embankment filling layer is used for filling light fillers, and the light embankment filling layer is arranged above the common embankment filling layer; the light embankment protection layer is arranged above the light embankment filling layer and used for protecting the light embankment filling layer.
Among the above-mentioned technical scheme, it has the light filler to fill through in the light embankment filling layer, thereby make the density of filler in the light embankment structure layer be less than the density of filler in the ordinary embankment filling layer, and still including the light embankment protective layer in through the light embankment structure layer, utilize the light embankment protective layer to protect the light embankment filling layer, prevent that rainwater infiltration from destroying the light embankment structure layer, the light density of light embankment structure layer has been guaranteed, thereby realize that the road bed load of changeover portion evenly transmits for the ground.
In some embodiments, the lightweight embankment armor layer includes a reinforced concrete armor layer and an impermeable geotextile layer that is closer to the lightweight embankment fill layer than the reinforced concrete armor layer.
According to the technical scheme, the anti-seepage geotextile layer is located below the reinforced concrete protective layer, the anti-seepage geotextile layer can block rainwater on the upper layer to prevent rainwater from infiltrating into and damaging the light embankment filling layer, the reinforced concrete protective layer can protect the anti-seepage geotextile layer to prevent filler on the first prepressing layer from damaging the anti-seepage geotextile layer, and the reinforced concrete protective layer is high in structural strength and strong in pressure resistance and can effectively protect the anti-seepage geotextile layer from being damaged.
In some embodiments, in the extending direction from the rigid pile processing section to the preloading stacking section, stepped parts are formed at intervals on the top of the common embankment filling layer, and the stepped parts are used for enabling the filling thickness of the light embankment filling layer to be gradually reduced in the extending direction from the rigid pile processing section to the preloading stacking section.
Among the above-mentioned technical scheme, top interval through filling the layer at ordinary embankment is formed with step portion, and step portion can be so that the filling thickness on light embankment filling layer reduces gradually to realize the gradual change of upper portion road bed equivalent load, thereby make the upper portion road bed load in the changeover portion can more evenly transmit to the ground.
In some embodiments, in the extending direction from the rigid pile processing section to the preloading section, the light embankment structure layer is provided with vertical settlement joints at preset intervals, and the settlement joints are used for separating the light embankment structure layer into a plurality of light embankment structure units.
Among the above-mentioned technical scheme, through being provided with many subsiding seams at light embankment structural layer interval, the subsiding seam can separate into a plurality of light embankment constitutional units with the light embankment structural layer for adjacent light embankment constitutional unit exists independently, thereby can adapt to light roadbed structure's uneven settlement.
In some embodiments, the base rigid pile transition layer comprises a transition rigid pile group and a reinforced concrete transition plate, the transition rigid pile group is arranged between the rigid pile processing section and the transition section, the transition rigid pile group comprises a plurality of rows of transition rigid piles, and the transition rigid piles are vertically inserted into the foundation; the reinforced concrete transition plate is horizontally arranged above the transition rigid pile group and connected with the transition rigid pile group, the reinforced concrete transition plate is arranged between the rigid pile processing section and the transition section, one side of the reinforced concrete transition plate extends to the rigid pile processing section, and the other side of the reinforced concrete transition plate extends to the transition section.
In the technical scheme, the foundation can be treated and reinforced through the transition rigid pile group in the base rigid pile transition layer, the bearing capacity of the foundation is improved, and the reinforced concrete transition plate is connected with the transition rigid pile group and can further coordinate differential settlement caused by the sudden change of the rigidity of the composite foundation of the transition section and the rigid pile treatment section.
In some embodiments, the pile spacing between adjacent rows of transitional rigid piles increases gradually in the direction of extension of the rigid pile handling section to the preloading section.
In the technical scheme, the arrangement distance of the transition rigid piles in the transition rigid pile group is larger than the pile distance of the rigid pile group in the rigid pile processing section, so that the rigidity of the formed composite foundation is gradually changed, and the sedimentation gradually changes. Therefore, the transition structure is matched with the gradual change of the load of the upper roadbed and the gradual change of the distance between the lower rigid pile piles, the smooth transition connection between the rigid pile processing section and the preloading section processing mode is further realized, and the problem of uneven settlement generated on the transition section roadbed in two different soft foundation processing modes is effectively solved.
In some embodiments, an overload pre-pressing lap layer is disposed between the preloading section and the transition section, the overload pre-pressing lap layer is disposed above the first pre-pressing layer, one side of the overload pre-pressing lap layer extends to the pre-pressing layer of the preloading section, and the other side of the overload pre-pressing lap layer extends to the first pre-pressing layer of the transition section.
Among the above-mentioned technical scheme, the preloading section links up through the overload pre-compaction overlap joint layer of overlap joint certain length with the changeover portion to coordinate the changeover portion and the difference of preloading section because of the difference of upper portion road bed load, and arouse the post-construction difference to subside.
In a second aspect, an embodiment of the present application further provides a construction method for a road rigid pile and a preloading soft foundation treatment transition structure, including the following steps: constructing a base rigid pile transition layer on the base of the transition section roadbed, and inserting rigid piles in the base rigid pile transition layer into the bearing layer; sequentially filling a common embankment filling layer and a light embankment structure layer in the first embankment filling layer from bottom to top on the base rigid pile transition layer; in the extending direction from the rigid pile processing section to the preloading section, the filling thickness of the light embankment structure layer is gradually reduced, so that the occupation ratio of the light embankment structure layer in the first embankment filling layer is gradually reduced; and constructing a first prepressing layer on the light embankment structure layer.
Additional features and advantages of the present application will be described in detail in the detailed description which follows.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.
Fig. 1 is a schematic structural diagram of a road rigid pile and a preloading soft foundation treatment transition structure provided in some embodiments of the present application;
FIG. 2 is a schematic view of a reverse excavation of the transition structure of FIG. 1;
FIG. 3 is a diagram illustrating a connection structure between a transition plate and a rigid pile in the transition structure shown in FIG. 1;
fig. 4 is a schematic structural diagram of a rigid pile handling section, a transition section and a preloading section according to some embodiments of the present application;
FIG. 5 is a schematic structural view of the rigid pile treatment section of FIG. 4;
fig. 6 is a schematic structural view of the preloading section in fig. 4.
Icon: 100-rigid pile treatment section; 110-a second pre-press layer; 120-a second road base filling layer; 130-rigid pile group; 200-a transition section; 210-a first pre-press; 220-light embankment structure layer; 221-reinforced concrete protective layer; 222-impermeable geotextile layer; 223-light embankment filling layer; 224-settlement joint; 225-step portion; 226-transverse reverse excavation line; 227-longitudinal reverse excavation line; 230-common embankment filling layer; 240-graded broken stone cushion layer; 250-a flexible geotextile layer; 260-base rigid pile transition layer; 261-reinforced concrete transition plate; 262-transition rigid pile group; 263-connecting reinforcing steel bars; 270-overloading the pre-pressed lap joint layer; 300-a preloading section; 310-a third pre-press layer; 320-a third foundation filling layer; 400-a bridge; 400-bridge floor.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the embodiments of the present application, it should be noted that the indication of the orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship which is usually placed when the product of the application is used, and is only for the convenience of describing the application and simplifying the description, and does not indicate or imply that the indicated device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the application. Furthermore, the terms "first," "second," and the like are used merely to distinguish one description from another, and are not to be construed as indicating or implying relative importance.
In the description of the present application, it is also to be noted that, unless otherwise explicitly specified or limited, the terms "disposed" and "connected" are to be interpreted broadly, e.g., as being either fixedly connected, detachably connected, or integrally connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in this application will be understood to be a specific case for those of ordinary skill in the art.
Examples
In a first aspect, an embodiment of the present application provides a road rigid pile and preloading soft foundation processing transition structure, please refer to fig. 1, fig. 2, and fig. 3, the transition structure includes a transition section 200, the transition section 200 is disposed between a rigid pile processing section 100 and a preloading section 300, the transition section 200 sequentially includes a base rigid pile transition layer 260, a first embankment filling layer, and a first preloading layer 210 from bottom to top, and the base rigid pile transition layer 260 is inserted into a foundation; the first embankment filling layer is laid above the base rigid pile transition layer 260 and comprises a common embankment filling layer 230 filled with common fillers; the first pre-pressing layer 210 is laid above the first embankment filling layer; the first embankment filling layer further comprises a light embankment structure layer 220, the light embankment structure layer 220 is laid on the common embankment filling layer 230, and the density of fillers in the light embankment structure layer 220 is smaller than that of fillers in the common embankment filling layer 230; and in the extending direction from the rigid pile processing section 100 to the preloading section 300, the occupation ratio of the lightweight embankment structure layer 220 in the first embankment filling layer is gradually reduced, so that the upper roadbed load in the transition section 200 is uniformly transmitted to the foundation. The base rigid pile transition layer 260 comprises a transition rigid pile group 262, the transition rigid pile group 262 is arranged between the rigid pile processing section and the transition section 200, the transition rigid pile group 130 comprises a plurality of rows of transition rigid piles, the transition rigid piles are vertically inserted into the foundation, and the pile spacing between adjacent rows of transition rigid piles is gradually increased in the extending direction from the rigid pile processing section 100 to the preloading section 300.
In the present embodiment, by providing the general embankment filling layer 230 and the light embankment structure layer 220 in the first embankment filling layer, while the density of the light embankment structure layer 220 is significantly less than that of the filler in the general embankment filling layer 230, by combined filling of both the light embankment structure layer 220 and the general embankment filling layer 230, can effectively reduce the equivalent load of the roadbed under the condition of ensuring that the roadbed filling height is not changed, thereby reducing additional stress acting on the foundation, reducing settlement after construction, and in the extending direction from the rigid pile treatment section 100 to the preloading section 300, the proportion of the lightweight embankment structural layer 220 in the first embankment filling layer gradually decreases, that is, the filling thickness of the light embankment structure layer 220 is set to a gradual change form according to the subgrade filling height and the range of different soft foundation treatment forms, thereby enabling the upper subgrade load in the transition section 200 to be more evenly transferred to the foundation. The foundation can be reinforced through the transition rigid pile group 262 in the foundation rigid pile transition layer 260, so that the bearing capacity of the foundation is improved, and the arrangement distance of the transition rigid piles in the transition rigid pile group 262 is larger than the pile distance of the rigid pile group 130 in the rigid pile treatment section, so that the rigidity of the formed composite foundation is gradually changed, and the gradient of settlement is realized.
Therefore, the transition structure in the scheme can realize smooth transition connection between the rigid pile processing section 100 and the preloading section 300 through gradual change of the load of the upper roadbed and gradual change of the pile spacing of the rigid pile group 130, and effectively solves the problem that the roadbed of the transition section 200 in two different soft foundation processing modes generates uneven settlement.
It should be noted that fig. 4 illustrates a bridge 400, and the bridge 400 includes a bridge deck 500, but the transition structure is not only suitable for the soft foundation transition treatment of the section adjacent to the bridge 400, but also suitable for the treatment mode transition of the rigid pile treatment section 100 and the preloading section 300 existing in the general section. In addition, in this embodiment, referring to fig. 4, fig. 5 and fig. 6, the rigid pile processing section 100 exemplarily employs a conventional rigid pile processing, the rigid pile processing section 100 may sequentially include, from bottom to top, a rigid pile group 130, a second road base filling layer 120 and a second pre-pressing layer 110, and the preloading section 300 may sequentially include, from bottom to top, a third road base filling layer 320 and a third pre-pressing layer 310. The materials used for the first pre-press 210, the second pre-press 110 and the third pre-press 310 are common roadbed filling materials or other materials which are easy to pre-press and then unload and have certain weight. It should be noted that, the second pre-press layer 110 in the rigid pile section adopts underload pre-press, the first pre-press layer 210 in the transition section 200 adopts equal-load pre-press, the third pre-press layer 310 in the surcharge pre-press section 300 adopts overload pre-press, the pre-press periods can be set respectively, and the post-construction settlement is further coordinated by coordinating the differential settlement of the pre-press periods of the sections.
In some embodiments, referring to fig. 1 and 2, a graded broken stone cushion 240 and a flexible geotextile layer 250 are further disposed between the common embankment filling layer 230 and the base rigid pile transition layer 260, the graded broken stone cushion 240 is horizontally fully laid on the rigid pile handling section 100, the transition section 200 and the preloading section 300, and the flexible geotextile layer 250 is disposed above the graded broken stone cushion 240. Through being provided with graded broken stone bed course 240 and flexible geotechnological cloth layer 250 below ordinary embankment filling layer 230, and graded broken stone bed course 240 and flexible geotechnological cloth layer 250 extend to rigid pile processing section 100, changeover portion 200 and pile load pre-compaction section 300, can be so that the load of road bed whole, even apply on the ground on the one hand, and underground infiltration can effectively be discharged to on the other hand, guarantees the overall stability of road bed.
Wherein, the flexible geotextile layer 250 may be formed by stacking a plurality of flexible geosynthetic materials. The graded broken stone cushion 240 and the flexible geotextile layer 250 are extended into the rigid pile treatment section and the preloading section 300 when being laid, and are simultaneously constructed with the graded broken stone cushion 240 of the rigid pile treatment section 100 and the preloading section 300 after the lower foundation treatment is completed, so that the graded broken stone cushion 240 and the flexible geotextile layer 250 are integrated.
In some embodiments, please refer to fig. 1 and 2, the light embankment structure layer 220 includes a light embankment filling layer 223 and a light embankment protection layer, the light embankment filling layer 223 is used for filling light filler, and the light embankment filling layer 223 is disposed above the general embankment filling layer 230; the light embankment protection layer is disposed above the light embankment filling layer 223, and the light embankment protection layer is used for protecting the light embankment filling layer 223. Light-weight filler is filled in the light-weight embankment filling layer 223, so that the density of the filler in the light-weight embankment structure layer 220 is smaller than that of the filler in the common embankment filling layer 230, and the light-weight embankment structure layer 220 is also included, the light-weight embankment filling layer 223 can be protected by the light-weight embankment protection layer, the light-weight embankment structure layer 220 is prevented from being damaged by rainwater, the light density of the light-weight embankment structure layer 220 is ensured, and the roadbed load of the transition section 200 is uniformly transmitted to the foundation.
The light embankment structure layer 220 is filled by pre-pressing and then reverse excavation, common fillers in a common embankment filling layer are filled to the elevation of the first pre-pressing layer 210, pre-pressing is carried out for a certain time, then excavation is carried out along a longitudinal reverse excavation line 227 and a transverse reverse excavation line 226 to the filling elevation, and then light roadbed materials are filled, namely the light embankment filling layer 223 is constructed.
It should be noted that the filling height of the light embankment filling layer 223 should be calculated by combining the filling height of the second road base filling layer 120 in the rigid pile section and the height of the third road base filling layer 320 in the preloading section 300, the equivalent load synthesized with the lower ordinary road base filling layer after the replacement should be between the second road base filling layer 120 of the rigid pile section and the third road base filling layer 320 of the preloading section 300, and the gradual change length and height should ensure the smooth transition of the equivalent load.
The light embankment filling layer 223 may be filled with a light filler having a certain thickness and a density significantly lower than that of common filling materials such as soil, stone, soil-stone mixture, etc., for example, the light filler may be made of geotechnical foam plastic or foam light soil.
In some embodiments, referring to fig. 1 and 2, the lightweight embankment protection layer includes a reinforced concrete protection layer 221 and an impermeable geotextile layer 222, wherein the impermeable geotextile layer 222 is closer to the lightweight embankment filler 223 than the reinforced concrete protection layer 221. The impermeable geotechnical cloth layer 222 is located below the reinforced concrete protective layer 221, so that the impermeable geotechnical cloth layer 222 can block rainwater on the upper layer and prevent rainwater from permeating into and damaging the light embankment filling layer 223, the reinforced concrete protective layer 221 can protect the impermeable geotechnical cloth layer 222 to prevent filler on the first pre-pressing layer 210 from damaging the impermeable geotechnical cloth layer 222, and the reinforced concrete protective layer 221 is high in structural strength and high in pressure resistance and can effectively protect the impermeable geotechnical cloth layer 222 from being damaged.
In some embodiments, referring to fig. 1 and 2, in the extending direction from the rigid pile processing section 100 to the preloading section 300, stepped portions 225 are formed at intervals on the top of the ordinary embankment filling layer 230, and the stepped portions 225 are used for gradually reducing the filling thickness of the lightweight embankment filling layer 223 in the extending direction from the rigid pile processing section 100 to the preloading section 300. Through being formed with step portion 225 at ordinary embankment filling layer 230's top interval, step portion 225 can make light embankment filling layer 223's filling thickness reduce gradually to realize the gradual change of upper portion road bed equivalent load, thereby make the upper portion road bed load in the changeover portion 200 can more evenly transmit to the ground.
The filling height of the light roadbed filling layer from the rigid pile processing section to the preloading section 300 can be provided with the step parts 225 (step gradual change) at intervals of 5-10 m according to the roadbed design elevation, so that the uniform gradual change of the equivalent load of the upper roadbed is realized.
In some embodiments, referring to fig. 1 and 2, in an extending direction from the rigid pile processing section 100 to the preloading section 300, the light embankment structural layer 220 is provided with vertical settlement joints 224 at preset intervals, and the settlement joints 224 are used for dividing the light embankment structural layer 220 into a plurality of light embankment structural units. Through being provided with many subsiding seams 224 at the interval in light embankment structural layer 220, subsiding seam 224 can separate into a plurality of light embankment constitutional units with light embankment structural layer 220 for adjacent light embankment constitutional unit exists independently, thereby can adapt to the uneven settlement of light roadbed structure layer.
In some embodiments, referring to fig. 2, the base rigid pile transition layer 260 further includes a reinforced concrete transition plate 261, the reinforced concrete transition plate 261 is horizontally disposed above the transition rigid pile group 262 and connected to the transition rigid pile group 262, the reinforced concrete transition plate 261 is disposed between the rigid pile processing section 100 and the transition section 200, one side of the reinforced concrete transition plate 261 extends to the rigid pile processing section 100, and the other side extends to the transition section 200. Through the connection of the reinforced concrete transition plate 261 and the transition rigid pile group 262, the reinforced concrete transition plate 261 can further coordinate differential settlement caused by the sudden change of the rigidity of the composite foundation of the transition section 200 and the rigid pile processing section.
The transition rigid pile group 262 may be composed of 1-2 rows of rigid piles closest to the transition section 200 in the rigid pile processing section 100 and 2-3 rows of rigid piles of the transition section 200, and each transition rigid pile in the transition rigid pile group 262 penetrates through the soft soil layer to the bearing layer. In addition, the rigid piles in the rigid pile processing section 100 and the rigid piles in the transitional rigid pile group 262 may be arranged in a square, rectangular or circular shape, or in other shapes, which is not limited in this embodiment of the present invention.
In some embodiments, referring to fig. 3, the reinforced concrete transition plate 261 has a connection bar 263 at a side facing the transition rigid pile group 262, and the connection bar 263 is anchored in the transition rigid pile for a predetermined length. The reinforced concrete transition plate 261 can be rigidly connected with the transition rigid pile through the connecting steel bars 263, and the stability of the reinforced concrete transition plate 261 is further improved.
Wherein, the connecting steel bar 263 should extend into the lower transition rigid pile group 262 for a certain length and extend into 3m to 5m, and when the lower transition rigid pile adopts solid piles such as cast-in-situ bored piles, the connecting steel bar 263 should be pre-embedded in advance; when the lower transition rigid pile adopts a prestressed pipe-installed hollow pile and the like, concrete is poured in the range of 3 m-5 m at the pile top of the transition rigid pile, and the connecting steel bars 263 are pre-buried.
In some embodiments, an overload pre-stress lap 270 is disposed between the surcharge pre-stress section 300 and the transition section 200, the overload pre-stress lap 270 is disposed above the first pre-stress layer 210, one side of the overload pre-stress lap 270 extends to the third pre-stress layer 310 of the surcharge pre-stress section 300, and the other side extends to the first pre-stress layer 210 of the transition section 200. The preloading section 300 is connected with the transition section 200 by overlapping an overload preloading overlapping layer 270 with a certain length, so as to coordinate the differential settlement after construction caused by the difference of the load of the upper roadbed between the transition section 200 and the preloading section 300.
In a second aspect, the embodiment of the present application further provides a construction method for a road rigid pile and a preloading soft foundation treatment transition structure, and the construction method includes the following steps: constructing a base rigid pile transition layer 260 on the foundation of the roadbed of the transition section 200, and inserting rigid piles in the base rigid pile transition layer 260 into the bearing layer; sequentially filling a common embankment filling layer 230 and a light embankment structure layer 220 in the first embankment filling layer from bottom to top on the base rigid pile transition layer 260; in the extending direction from the rigid pile processing section 100 to the preloading section 300, the filling thickness of the light embankment structure layer 220 is gradually reduced, so that the occupation ratio of the light embankment structure layer 220 in the first embankment filling layer is gradually reduced; a first pre-press 210 is constructed on the lightweight embankment structure layer 220.
It should be noted that the features of the embodiments in the present application may be combined with each other without conflict.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. The utility model provides a transition structure is handled with soft base of surcharge loading pre-compaction to road rigid pile, its characterized in that includes:
the transition section is arranged between the rigid pile processing section and the preloading section, and sequentially comprises a base rigid pile transition layer, a first road embankment filling layer and a first preloading layer from bottom to top, and the base rigid pile transition layer is inserted into a foundation; the first embankment filling layer is laid above the base rigid pile transition layer and comprises a common embankment filling layer filled with common fillers; the first prepressing layer is laid above the first embankment filling layer;
the first embankment filling layer also comprises a light embankment structure layer, the light embankment structure layer is laid on the common embankment filling layer, and the density of fillers in the light embankment structure layer is smaller than that of fillers in the common embankment filling layer; and in the extending direction from the rigid pile processing section to the preloading section, the occupation ratio of the light embankment structure layer in the first embankment filling layer is gradually reduced, so that the upper roadbed load in the transition section is uniformly transmitted to the foundation.
2. The transition structure for treating the rigid pile and the preloading soft foundation of the road as claimed in claim 1, wherein a graded broken stone cushion layer and a flexible geotextile layer are further arranged between the common embankment filling layer and the base rigid pile transition layer, the graded broken stone cushion layer is horizontally paved on the rigid pile treating section, the transition section and the preloading section, and the flexible geotextile layer is arranged above the graded broken stone cushion layer.
3. The transition structure for treating rigid piles and preloading soft foundations of roads as claimed in claim 1, wherein the lightweight embankment structure layer comprises:
the light embankment filling layer is used for filling light fillers and arranged above the common embankment filling layer;
the light embankment protection layer is arranged above the light embankment filling layer and used for protecting the light embankment filling layer.
4. The transition structure for road rigid pile and preloading soft foundation treatment as claimed in claim 3, wherein said lightweight embankment protection course comprises a reinforced concrete protection course and an impermeable geotextile layer closer to said lightweight embankment filling course than said reinforced concrete protection course.
5. The transition structure for processing the rigid pile and the preloading soft foundation of the road according to claim 3, wherein a step part is formed at intervals on the top of the common embankment filling layer in the extending direction from the rigid pile processing section to the preloading section, and the step part is used for enabling the filling thickness of the light embankment filling layer to gradually decrease in the extending direction from the rigid pile processing section to the preloading section.
6. The transition structure for processing the rigid piles and the preloading soft foundation for the road according to claim 1, wherein vertical settlement joints are arranged at preset intervals in the extending direction from the rigid pile processing section to the preloading section, and the settlement joints are used for separating the light embankment structure layer into a plurality of light embankment structure units.
7. The transition structure for treating rigid piles and preloading soft foundations for roads as claimed in claim 1, wherein the base rigid pile transition layer comprises:
the transition rigid pile group is arranged between the rigid pile processing section and the transition section and comprises a plurality of rows of transition rigid piles which are vertically inserted into the foundation;
the reinforced concrete transition plate is horizontally arranged above the transition rigid pile group and connected with the transition rigid pile group, the reinforced concrete transition plate is arranged between the rigid pile processing section and the transition section, one side of the reinforced concrete transition plate extends to the rigid pile processing section, and the other side of the reinforced concrete transition plate extends to the transition section.
8. The transition structure of road rigid pile and preloading soft foundation as claimed in claim 7, wherein the pile spacing between adjacent rows of said transition rigid piles is gradually increased in the extending direction from said rigid pile handling section to said preloading section.
9. The transition structure for processing the rigid pile and the soft foundation according to claim 1, wherein an overload pre-pressing lap layer is arranged between the preloading section and the transition section, the overload pre-pressing lap layer is arranged above the first pre-pressing layer, one side of the overload pre-pressing lap layer extends to the pre-pressing layer of the preloading section, and the other side of the overload pre-pressing lap layer extends to the first pre-pressing layer of the transition section.
10. A construction method for treating a transition structure of a road rigid pile and a preloading soft foundation is characterized by comprising the following steps:
constructing a base rigid pile transition layer on the base of the transition section roadbed, and inserting rigid piles in the base rigid pile transition layer into the bearing layer;
sequentially filling a common embankment filling layer and a light embankment structure layer in a first embankment filling layer from bottom to top on the base rigid pile transition layer; in the extending direction from the rigid pile processing section to the preloading section, the filling thickness of the light embankment structure layer is gradually reduced, so that the proportion of the light embankment structure layer in the first embankment filling layer is gradually reduced; and constructing a first prepressing layer on the light embankment structure layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210336931.3A CN114575209B (en) | 2022-03-31 | 2022-03-31 | Road rigid pile and preloading soft foundation treatment transition structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210336931.3A CN114575209B (en) | 2022-03-31 | 2022-03-31 | Road rigid pile and preloading soft foundation treatment transition structure and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114575209A true CN114575209A (en) | 2022-06-03 |
| CN114575209B CN114575209B (en) | 2024-09-13 |
Family
ID=81778043
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210336931.3A Active CN114575209B (en) | 2022-03-31 | 2022-03-31 | Road rigid pile and preloading soft foundation treatment transition structure and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114575209B (en) |
Citations (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11241343A (en) * | 1998-02-23 | 1999-09-07 | Dow Kakoh Kk | Construction method and structure of widened banking of inclined ground |
| JP2003239276A (en) * | 2003-01-23 | 2003-08-27 | Dia Consultant:Kk | Construction method for road |
| CN1448370A (en) * | 2003-05-07 | 2003-10-15 | 河海大学 | Air bubble mixed light-weight earth and production method thereof |
| RU2242559C1 (en) * | 2004-02-19 | 2004-12-20 | Открытое акционерное общество "Мостотрест" | Method for cyclic movement of solid reinforced concrete bridge span in longitudinal direction |
| JP2005127100A (en) * | 2003-10-27 | 2005-05-19 | Nippon Mesaraito Kogyo Kk | Tamping method for subgrade base course using artificial lightweight aggregate |
| CN101591880A (en) * | 2009-06-25 | 2009-12-02 | 同济大学 | The variable rigidity treatment system of vehicle jumping at bridge head of highway |
| CN102041759A (en) * | 2010-11-26 | 2011-05-04 | 合肥工业大学科教开发部 | Transition roadway for managing bumping at bridge-head |
| CN203807904U (en) * | 2014-04-02 | 2014-09-03 | 广东省冶金建筑设计研究院 | Lightweight bridgehead roadbed of bubble-mixed lightweight soil and expandable polystyrene (EPS) combined block |
| CN203855972U (en) * | 2014-04-30 | 2014-10-01 | 路港集团有限公司 | Combined member used for co-construction of deep soft-foundation riverway and beside-river embankment |
| CN105649002A (en) * | 2015-12-29 | 2016-06-08 | 上海强劲地基工程股份有限公司 | Rapid treatment system and rapid treatment method for soft soil foundation |
| CN206052680U (en) * | 2016-08-26 | 2017-03-29 | 广州市第二市政工程有限公司 | A kind of gradual change type treatment of soft foundation transition section structure |
| CN106676994A (en) * | 2017-01-20 | 2017-05-17 | 浙江省交通规划设计研究院 | Foamed concrete embankment with adjustable load and construction method thereof |
| CN107419630A (en) * | 2017-06-13 | 2017-12-01 | 华中科技大学 | A kind of the soft soil foundation high-filled embankment and construction method of effectively control settlement after construction |
| KR20180022214A (en) * | 2016-08-23 | 2018-03-06 | 삼부토건주식회사 | Method for constructing road structure using light weight cellular concrete and drain belt |
| CN108360369A (en) * | 2018-03-20 | 2018-08-03 | 中交二公局第工程有限公司 | The road and bridge end of the bridge engaging portion structure of pre- anti-jump vehicle phenomenon |
| KR20180098794A (en) * | 2017-02-27 | 2018-09-05 | 한국철도기술연구원 | Method for reinforcing rail roadbed of earthwork transitional zone considering transfer range of train load |
| CN110185022A (en) * | 2019-07-10 | 2019-08-30 | 中铁二局第一工程有限公司 | A kind of constructing structure and method of plastic draining board and CFG treatment of soft foundation changeover portions |
| CN110904823A (en) * | 2019-11-27 | 2020-03-24 | 昆山市交通工程质量监督站 | Bridge head bump treatment construction structure and construction method in high soft soil filling area |
| CN111560806A (en) * | 2020-06-18 | 2020-08-21 | 浙江省交通规划设计研究院有限公司 | Transition structure for crossing embankment and construction method |
| CN113308953A (en) * | 2021-05-17 | 2021-08-27 | 浙大城市学院 | Construction method for widening embankment by utilizing foam concrete of existing retaining wall |
| CN113308955A (en) * | 2021-05-17 | 2021-08-27 | 浙大城市学院 | Construction method of cast-in-place concrete full-protection foam light soil wide-spliced embankment |
| CN217052895U (en) * | 2022-03-31 | 2022-07-26 | 浙江数智交院科技股份有限公司 | Transition structure is handled with soft base of preloading of surcharge to road rigidity stake |
-
2022
- 2022-03-31 CN CN202210336931.3A patent/CN114575209B/en active Active
Patent Citations (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11241343A (en) * | 1998-02-23 | 1999-09-07 | Dow Kakoh Kk | Construction method and structure of widened banking of inclined ground |
| JP2003239276A (en) * | 2003-01-23 | 2003-08-27 | Dia Consultant:Kk | Construction method for road |
| CN1448370A (en) * | 2003-05-07 | 2003-10-15 | 河海大学 | Air bubble mixed light-weight earth and production method thereof |
| JP2005127100A (en) * | 2003-10-27 | 2005-05-19 | Nippon Mesaraito Kogyo Kk | Tamping method for subgrade base course using artificial lightweight aggregate |
| RU2242559C1 (en) * | 2004-02-19 | 2004-12-20 | Открытое акционерное общество "Мостотрест" | Method for cyclic movement of solid reinforced concrete bridge span in longitudinal direction |
| CN101591880A (en) * | 2009-06-25 | 2009-12-02 | 同济大学 | The variable rigidity treatment system of vehicle jumping at bridge head of highway |
| CN102041759A (en) * | 2010-11-26 | 2011-05-04 | 合肥工业大学科教开发部 | Transition roadway for managing bumping at bridge-head |
| CN203807904U (en) * | 2014-04-02 | 2014-09-03 | 广东省冶金建筑设计研究院 | Lightweight bridgehead roadbed of bubble-mixed lightweight soil and expandable polystyrene (EPS) combined block |
| CN203855972U (en) * | 2014-04-30 | 2014-10-01 | 路港集团有限公司 | Combined member used for co-construction of deep soft-foundation riverway and beside-river embankment |
| CN105649002A (en) * | 2015-12-29 | 2016-06-08 | 上海强劲地基工程股份有限公司 | Rapid treatment system and rapid treatment method for soft soil foundation |
| KR20180022214A (en) * | 2016-08-23 | 2018-03-06 | 삼부토건주식회사 | Method for constructing road structure using light weight cellular concrete and drain belt |
| CN206052680U (en) * | 2016-08-26 | 2017-03-29 | 广州市第二市政工程有限公司 | A kind of gradual change type treatment of soft foundation transition section structure |
| CN106676994A (en) * | 2017-01-20 | 2017-05-17 | 浙江省交通规划设计研究院 | Foamed concrete embankment with adjustable load and construction method thereof |
| KR20180098794A (en) * | 2017-02-27 | 2018-09-05 | 한국철도기술연구원 | Method for reinforcing rail roadbed of earthwork transitional zone considering transfer range of train load |
| CN107419630A (en) * | 2017-06-13 | 2017-12-01 | 华中科技大学 | A kind of the soft soil foundation high-filled embankment and construction method of effectively control settlement after construction |
| CN108360369A (en) * | 2018-03-20 | 2018-08-03 | 中交二公局第工程有限公司 | The road and bridge end of the bridge engaging portion structure of pre- anti-jump vehicle phenomenon |
| CN110185022A (en) * | 2019-07-10 | 2019-08-30 | 中铁二局第一工程有限公司 | A kind of constructing structure and method of plastic draining board and CFG treatment of soft foundation changeover portions |
| CN110904823A (en) * | 2019-11-27 | 2020-03-24 | 昆山市交通工程质量监督站 | Bridge head bump treatment construction structure and construction method in high soft soil filling area |
| CN111560806A (en) * | 2020-06-18 | 2020-08-21 | 浙江省交通规划设计研究院有限公司 | Transition structure for crossing embankment and construction method |
| CN113308953A (en) * | 2021-05-17 | 2021-08-27 | 浙大城市学院 | Construction method for widening embankment by utilizing foam concrete of existing retaining wall |
| CN113308955A (en) * | 2021-05-17 | 2021-08-27 | 浙大城市学院 | Construction method of cast-in-place concrete full-protection foam light soil wide-spliced embankment |
| CN217052895U (en) * | 2022-03-31 | 2022-07-26 | 浙江数智交院科技股份有限公司 | Transition structure is handled with soft base of preloading of surcharge to road rigidity stake |
Non-Patent Citations (3)
| Title |
|---|
| 张华等: "《四川公路建设中典型路基病害处治实用案例研究》", 30 November 2020, 西南交通大学出版社, pages: 127 * |
| 芮勇勤等: "《浅海软土路堤固结地震响应研究》", 31 December 2021, 东北大学出版社, pages: 20 * |
| 魏敏;李敏;朱斌泉;: "路桥过渡段不均匀沉降原因分析与处理方法", 公路交通科技(应用技术版), no. 06, 15 June 2011 (2011-06-15) * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114575209B (en) | 2024-09-13 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN201722704U (en) | Pre-stressed cantilever counter rib holding retaining wall | |
| CN105155558A (en) | Combined retaining structure and construction method thereof | |
| CN102535263B (en) | Roadbed with pile-net composite structure and construction method thereof | |
| CN101899839A (en) | Counter-pulled type rib retaining wall of pre-stressing force cantilever | |
| CN111395060B (en) | Design and construction method for widening roadbed structure of existing cutting in karst area | |
| CN209873478U (en) | Soft soil roadbed structure for preventing uneven settlement | |
| CN217052895U (en) | Transition structure is handled with soft base of preloading of surcharge to road rigidity stake | |
| CN209873479U (en) | Bridgehead filling embankment structure on soft foundation | |
| CN102839683B (en) | Granular pile-permeable concrete stake dual compound foundation and processing method | |
| CN107090804B (en) | A kind of flexible net debris flow dam and its construction method | |
| CN109537389B (en) | EPS (expandable polystyrene) lower embankment structure and construction method thereof | |
| CN114575209A (en) | Road rigid pile and preloading soft foundation treatment transition structure and construction method | |
| CN211113580U (en) | A ground leveling system for storage terrace settlement control | |
| CN211947910U (en) | Abutment structure | |
| CN209891217U (en) | Abrupt slope antiskid reinforced structure | |
| CN212865816U (en) | Hydraulic anti-seepage structure | |
| CN211872447U (en) | Side wide roadbed structure | |
| CN210049228U (en) | Tubular pile and soft soil foundation reinforced structure | |
| CN208685365U (en) | A kind of connecting plate anchor cable structure controlling part cut and part fill section settlement of subgrade | |
| CN211547128U (en) | A reinforced structure for on highway subgrade | |
| CN210368867U (en) | Superimposed structure of homogeneity earth dam and rock-fill dam | |
| CN110593246A (en) | Foundation leveling system for storage terrace settlement control and construction method thereof | |
| CN111395059B (en) | Design and construction method of light roadbed structure crossing karez | |
| CN219604048U (en) | Existing railway high-filling roadbed widening structure | |
| Topolnicki | Case history of a geogrid-reinforced embankment supported on vibro concrete columns |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |