CN217052895U - Transition structure is handled with soft base of preloading of surcharge to road rigidity stake - Google Patents

Abstract

The embodiment of the application provides a transition structure is handled to road rigidity stake and soft base of preloading belongs to road foundation and handles technical field. 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 a 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 has uneven settlement in two different soft foundation treatment modes.

Description

Transition structure is handled with soft base of preloading to road rigidity stake and heap load

Technical Field

The application relates to the technical field of road foundation treatment, in particular to a transition structure for treating a rigid road pile and a preloading soft foundation.

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.

SUMMERY OF THE UTILITY MODEL

The embodiment of the application provides a transition structure is handled to road rigidity stake and soft base of preloading, can solve the problem that two kinds of different soft base processing forms changeover portion road beds produce inhomogeneous settlement.

The embodiment of the application provides a road rigid pile and preloading soft foundation treatment transition structure, which comprises a transition section, wherein the transition section is arranged between a rigid pile treatment section and a preloading section, the transition section 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 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 between 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 rubble bed course and flexible geotechnological cloth layer in ordinary embankment filling layer below, and graded rubble bed course and flexible geotechnological cloth layer extend to rigid pile and handle section, changeover portion and pile-loading 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 underground 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 structural 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 structural layer, utilize the light embankment protective layer to protect the light embankment filling layer, prevent that rainwater infiltration from destroying the light embankment structural layer, the light density of light embankment structural 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 comprises 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 multiple 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 rigidity mutation 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 is gradually increased in the extending direction from 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.

Additional features and advantages of the present application will be described in detail in the detailed description which follows.

Drawings

To more clearly illustrate the technical solutions of the embodiments of the present application, the drawings needed 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 those skilled in the art can also obtain other related drawings based on the drawings without inventive efforts.

Fig. 1 is a schematic structural diagram of a road rigid pile and a preloading soft foundation processing transition structure provided in some embodiments of the present application;

FIG. 2 is a schematic view of the transition structure shown in FIG. 1 illustrating reverse excavation;

FIG. 3 is a diagram of a transition plate and a rigid post connection structure in the transition structure provided 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.

An icon: 100-rigid pile treatment section; 110-a second pre-press; 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-a step portion; 226-transverse reverse excavation line; 227-longitudinal reverse excavation line; 230-common embankment filling layer; 240-graded crushed 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; 320-a third foundation filling layer; 400-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, as generally described and illustrated in the figures herein, could 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 or 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 the positional relationship is based on the orientation or the positional relationship shown in the drawings, or the orientation or the positional relationship which is usually placed when the product of the application is used, is only for the convenience of describing the application and simplifying the description, and does not indicate or imply that the device or the element which is indicated must have a specific orientation, be configured and operated in a specific orientation, and therefore, cannot be construed as the limitation of the application. Furthermore, the terms "first," "second," and the like are used solely to distinguish one from another, and are not to be construed as indicating or implying relative importance.

In the description of the present application, it should also be noted that, unless expressly stated or limited otherwise, the terms "disposed" and "connected" are to be construed broadly, and may for example be 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 proportion 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 this case, by providing the general embankment filling layer 230 and the light embankment structure layer 220 within the first embankment filling layer, and 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, namely, the filling thickness of the light embankment structure layer 220 is set to a gradual change form according to the roadbed 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 upper roadbed load 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 transition treatment of the soft foundation of the section adjacent to the bridge 400, but also suitable for the transition of the section with the rigid pile treatment section 100 and the preloading section 300. 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-pressing layer 110 in the rigid pile section adopts underload pre-pressing, the first pre-pressing layer 210 in the transition section 200 adopts equal-load pre-pressing, the third pre-pressing layer 310 in the preloading section 300 adopts overload pre-pressing, the pre-pressing periods can be set respectively, and the post-construction settlement is further coordinated by coordinating the differential settlement of the pre-pressing 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 fillers are filled in the light embankment filling layer 223, so that the density of the fillers in the light embankment structural layer 220 is smaller than that of the fillers in the common embankment filling layer 230, and the light embankment structural layer 220 also comprises a light embankment protective layer, the light embankment structural layer 223 can be protected by the light embankment protective layer, rainwater is prevented from permeating into and damaging the light embankment structural layer 220, the light density of the light embankment structural layer 220 is ensured, and the roadbed load of the transition section 200 is uniformly transmitted to a 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 foundation filling layer 120 in the rigid pile section and the height of the third foundation filling layer 320 in the preloading section 300, the equivalent load synthesized with the lower ordinary foundation filling layer after the filling replacement should be between the second foundation filling layer 120 of the rigid pile section and the third foundation 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 the extending direction from the rigid pile processing section 100 to the preloading section 300, the lightweight embankment structure layer 220 is provided with vertical settlement seams 224 at preset intervals, and the settlement seams 224 are used for dividing the lightweight embankment structure layer 220 into a plurality of lightweight embankment structure 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 treated section 100 and the transition section 200, one side of the reinforced concrete transition plate 261 extends to the rigid pile treated 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 interior of the transition rigid pile through the connecting steel bars 263, and therefore the stability of the reinforced concrete transition plate 261 is improved.

Wherein, the connecting steel bar 263 should stretch into the transition rigid pile group 262 of the lower part for a certain length, and can stretch into 3 m-5 m, when the transition rigid pile of the lower part 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, 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 to coordinate differential settlement after construction caused by different loads of the upper roadbed of the transition section 200 and the preloading section 300.

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, where 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 layer 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 to the present application by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims (9)

1. The utility model provides a transition structure is handled with soft base of surcharge preloading to road rigid pile which 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 embankment filling layer and a first preloading layer from bottom to top, wherein the base rigid pile transition layer is inserted into the 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 processing the road rigid pile and the preloading soft foundation according to claim 1, wherein a graded broken stone cushion layer and a flexible geotextile layer are further disposed 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 processing section, the transition section and the preloading section, and the flexible geotextile layer is disposed above the graded broken stone cushion layer.

3. The transition structure for processing rigid piles and preloading soft foundation for roads according to 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;

and the light embankment protective layer is arranged above the light embankment filling layer and is 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 road rigid pile and preloading soft foundation processing transition structure of claim 3, wherein steps are formed at intervals on the top of said normal embankment filling layer in the extending direction of said rigid pile processing section to said preloading section, said steps being used for gradually decreasing the filling thickness of said light embankment filling layer in the extending direction of said rigid pile processing section to said 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 rigid piles and preloading soft foundation of a road according to claim 7, wherein the pile spacing between adjacent rows of the transition rigid piles is gradually increased in the extending direction from the rigid pile treating section to the preloading section.

9. The transition structure for processing the rigid pile and the preloading soft foundation for the road 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.

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