CN111794268B - Composite retaining wall and construction method thereof - Google Patents
Composite retaining wall and construction method thereof Download PDFInfo
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- CN111794268B CN111794268B CN202010485092.2A CN202010485092A CN111794268B CN 111794268 B CN111794268 B CN 111794268B CN 202010485092 A CN202010485092 A CN 202010485092A CN 111794268 B CN111794268 B CN 111794268B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
Abstract
The invention relates to a composite retaining wall and a construction method thereof, wherein the composite retaining wall comprises the following steps: the pile foundation is arranged in a foundation soil body at the root part of the roadbed, and the top surface of the pile foundation is provided with a bearing platform; the wall body is positioned on the side face of the high roadbed filling, the root part of the wall body is fixed on the bearing platform, a buttress is arranged behind the wall toe, and the top and the middle of the wall body are also provided with anchor cables; the anchoring system is arranged in the high roadbed filling, and comprises anchoring piles, anchoring beams and anchoring cables, wherein one ends of the anchoring cables are anchored on the anchoring beams, the other ends of the anchoring cables are anchored on the top of the wall body or the middle of the wall body, and the anchoring cables are used for balancing active soil pressure generated by the high roadbed filling on the wall body. The composite retaining wall and the construction method thereof can enhance the rigidity and stability of the wall body and are beneficial to reducing the direct cost of engineering.
Description
Technical Field
The invention relates to the field of slope protection of road engineering subgrade and civil engineering, in particular to a composite retaining wall and a construction method of the composite retaining wall.
Background
At present, in roadbed engineering and other side slope engineering of roads, limited by terrain and topography, a high fill is designed inevitably, in order to reduce the roadbed fill quantity and reduce the occupied area, a retaining wall is often used as the integral support and protection of roadbed side slopes, so that diseases such as roadbed and cutting side slopes are stabilized, road settlement, side slope collapse, landslide and the like are prevented, the earth and rockfill excavation amount is reduced, the earth work amount and the occupied area are reduced, and the roadbed and the like are prevented from being washed by water flow.
In the related art, retaining walls in roadbed or side slope engineering are more in types, mature retaining walls such as gravity retaining walls, thin-wall retaining walls, reinforced retaining walls and pile foundation joist type retaining walls are generally available, and a good protection effect can be achieved under engineering conditions with appropriate protection measures.
However, for the roadbed or high slope of the high-fill soft soil foundation with the thickness of 9-10 m or more, the gravity type retaining wall is not suitable due to insufficient bearing capacity of the soil body of the soft soil foundation, while the light thin-wall retaining wall or the pile foundation joist type retaining wall cannot bear the huge active soil pressure of the soil body, the excavation amount of the soil is required to be greatly increased, the engineering requirement is met by increasing the size and scale of the retaining structure, and the engineering cost is increased; for the reinforced earth retaining wall with higher filling height, after the reinforced earth retaining wall is put into use for a period of time, deformation, cracking and even instability of different degrees can occur in many cases along with the penetration of water flow or the continuous increase of compression deformation of filling soil.
Therefore, for a high roadbed or a high slope of a soft soil foundation with limited terrain, a novel composite retaining wall which is reasonable in stress, convenient to construct, good in protection effect and excellent in engineering cost needs to be researched and invented.
Disclosure of Invention
The embodiment of the invention provides a composite retaining wall and a construction method thereof, which aim to solve the problems of high construction cost of the retaining wall and cracking deformation or instability of the retaining wall in the later period in the roadbed or high slope of a high-fill soft soil foundation with the thickness of more than 9-10 m in the related technology.
In a first aspect, a composite retaining wall is provided, comprising: the pile foundation is arranged in a foundation soil body of a low road surface, and a bearing platform is arranged on the top surface of the pile foundation; the wall body is fixed on the bearing platform and is positioned outside the high roadbed filling of the high road surface; the anchoring system is arranged in high roadbed filling of the high road surface and comprises an anchoring beam, a wall middle anchoring cable and a wall top anchoring cable, wherein one end of the wall middle anchoring cable is anchored on the anchoring beam, the other end of the wall middle anchoring cable is anchored on the wall body, one end of the wall top anchoring cable is anchored on the anchoring beam, the other end of the wall top anchoring cable is anchored on the top of the wall body, and the wall middle anchoring cable and the wall top anchoring cable are used for balancing active soil pressure generated by the high roadbed filling on the wall body.
In some embodiments, the anchoring system further comprises an anchor pile disposed perpendicular to the anchor beam for supporting the anchor beam, the anchor pile extending downwardly below a horizontal plane of the low-lying road surface.
In some embodiments, the anchor piles and the anchor beams are disposed behind a soil sliding surface of the high-subgrade fill.
In some embodiments, the anchoring system further comprises a rigid brace, wherein a buttress is arranged on one side of the wall body close to the anchoring system, and one end of the rigid brace is connected with the anchoring pile, and the other end of the rigid brace is connected with the buttress for increasing the horizontal rigidity of the anchoring pile.
In a second aspect, a method for constructing the composite retaining wall is provided, which includes the following steps: excavating the high roadbed filling from the high road surface to the elevation of the low road surface; sequentially carrying out pouring construction on the pile foundation, the bearing platform and the wall body; pouring and molding the anchoring beam in the high roadbed filling; and installing the wall top anchor cable and the wall middle anchor cable between the anchor beam and the wall body.
In some embodiments, before the anchor beam is cast, the position of the soil sliding surface of the high subgrade filling is calculated, and an anchor pile perpendicular to the anchor beam is arranged behind the soil sliding surface.
In some embodiments, when the anchor pile is set, the horizontal distance l between the anchor pile and the wall is: l = (H-H) tan alpha, wherein H is the height of the wall body, H is the vertical distance from the anchoring point of the anchor cable in the middle of the wall to the root of the wall body, and alpha is the included angle between the anchor cable at the top of the wall and the vertical plane.
In some embodiments, after the installation of the wall top anchor cables and the wall middle anchor cables, the high roadbed filling is backfilled layer by layer, and the wall middle anchor cables and the wall top anchor cables are tensioned in batches in a graded manner from low to high according to the calculation result of the internal force and displacement of the wall body in the process of compacting the high roadbed filling by layer.
In some embodiments, when the high roadbed filling is backfilled to the height h of the anchor cable in the middle of the wall, the anchor cable in the middle of the wall is tensioned to a cable force value T 2 ′，
Wherein, K a For the Rankine active earth pressure coefficient,
is the internal friction angle of the soil; gamma is the natural gravity of the soil body; c is the cohesive force of the soil body; h is the vertical distance from the anchoring point of the anchor cable in the middle of the wall to the root of the wall body; alpha is the included angle between the anchor cable at the top of the wall and the vertical plane.
In some embodiments, after the high subgrade filling is completely backfilled, the anchor cables in the middle of the wall and the anchor cables at the top of the wall are tensioned to the final target tension value, the verticality of the wall is ensured, and the bending moment internal force of the wall and the pile foundation is at the lowest level.
The technical scheme provided by the invention has the beneficial effects that:
the embodiment of the invention provides a composite retaining wall and a construction method thereof, wherein the anchoring system is arranged in the high roadbed filling, one end of an anchoring cable at the top part of the wall is anchored at the top end of the wall body, the other end of the anchoring cable is anchored at the anchoring beam, one end of an anchoring cable in the middle part of the wall is anchored at the wall body, and the other end of the anchoring cable is anchored at the anchoring beam, so that the supporting constraint condition of the wall body is increased, the active soil pressure of the high roadbed filling on the wall body can be balanced, and the unstable cantilever stress form of the wall body is improved, therefore, the rigidity and the stability of the wall body are effectively improved, the bearing capacity of the wall body is greatly increased, the self structural scale of the wall body is favorably controlled, the large-square and large-area excavation of a roadbed or a side slope is avoided, and the direct engineering cost is favorably reduced.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic front view of a composite retaining wall according to an embodiment of the present invention;
FIG. 2 is a schematic top view of a composite retaining wall according to an embodiment of the present invention;
FIG. 3 is a schematic right view of an anchoring pile and an anchoring beam of the composite retaining wall according to the embodiment of the present invention;
fig. 4 is a flowchart of a construction method of a composite retaining wall according to an embodiment of the present invention.
In the figure: 1. high road surface; 2. a low road surface; 3. filling soil in the high subgrade; 4. pile foundations; 5. a bearing platform; 6. a buttress; 7. a wall body; 8. a soil body sliding surface; 9. anchoring piles; 10. anchoring the beam; 11. a rigid brace bar; 12. anchoring a guy cable in the middle of the wall; 13. anchoring a guy cable at the top of the wall; 14. and (5) a foundation soil body.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The embodiment of the invention provides a composite retaining wall and a construction method thereof, which can solve the problems of high construction cost of the retaining wall and later cracking deformation or instability of the retaining wall in the roadbed or high slope of a high-fill soft soil foundation with the thickness of more than 9-10 m in the related technology.
Referring to fig. 1, a composite retaining wall according to an embodiment of the present invention includes: a pile foundation 4 provided in a foundation soil body 14 of the low road surface 2; the wall body 7 is fixed above the pile foundation 4 and is positioned outside the high roadbed filling 3 of the high road surface 1; and the anchoring system is arranged in the high roadbed filling 3, connected with the wall body 7 and used for balancing the active soil pressure generated by the high roadbed filling 3 to the wall body 7.
Referring to fig. 1, in some embodiments, the high road surface 1 is located above the low road surface 2, and the ground soil 14 below the level of the low road surface 2 may be the foundation soil 14, and the soil between the level of the low road surface 2 and the high road surface 1 may be the high road foundation filling 3; the pile foundation 4 can be provided with a plurality of rows and is positioned in the foundation soil 14, the top surface of the pile foundation 4 can be fixedly provided with a bearing platform 5, the upper surface of the bearing platform 5 is preferably flush with the low road surface 2, and the pile foundation 4 and the bearing platform 5 can be made of reinforced concrete.
Referring to fig. 1, in some alternative embodiments, the wall 7 may be fixed to the top surface of the platform 5, and the top surface of the wall 7 may be flush with the high road surface 1, and the bottom surface of the wall 7 may be flush with the low road surface 2, in this embodiment, the wall 7 is preferably perpendicular to both the high road surface 1 and the low road surface 2, the wall 7 may also be made of reinforced concrete, one side of the wall 7 close to the high road foundation fill 3 may be defined as an inner side, one side of the wall 7 away from the high road foundation fill 3 may be defined as an outer side, a middle lower portion of the inner side of the wall 7 may be provided with a buttress 6 perpendicular to the surface of the wall 7, the buttress 6 is preferably of a right-angled triangular structure, and the buttress 6 is perpendicular to the platform 5, two right-angled edges of the buttress 6 are respectively consolidated with the wall 7 and the platform 5 to enhance the structural rigidity of the wall 7, and the stability of the connection between the wall 7 and the platform 5, and when a space outside the wall 7 is provided, the space can also be provided outside the wall 6; because the high subgrade filling 3 is higher in height, the foundation soil 14 is not enough to bear the load transferred by the wall 7, and the pile foundation 4 can improve the foundation bearing capacity of the wall 7 and is used for directly supporting the loads such as the active soil pressure transferred by the wall 7 and the counterfort 6, the self weight of the wall 7 and the like.
Referring to fig. 1 and 2, in some embodiments, the anchoring system may include an anchoring pile 9 disposed in parallel with the pile foundation 4, the anchoring pile 9 is disposed inside the wall 7, i.e., in the high subgrade filling 3, and the anchoring pile 9 extends downward to below the level of the low road surface 2, i.e., downward to a distance inside the foundation soil 14, such that the bottom surface of the anchoring pile 9 is almost flush with the bottom surface of the pile foundation 4, the top of the anchoring pile 9 may be provided with an anchoring beam 10 connecting a row of the anchoring piles 9, the anchoring beam 10 may extend in the longitudinal direction of the wall 7 and be disposed in parallel with the wall 7 at a distance, the anchoring beam 10 is disposed perpendicular to the anchoring pile 9, the anchoring pile 9 is configured to support the anchoring beam 10, and the anchoring pile 9 and the anchoring beam 10 may be fixed in a frame structure behind the sliding surface 8 of the high subgrade filling 3.
Referring to fig. 1 and 3, in some alternative embodiments, the anchoring system may further include a top wall anchor cable 13 having one end anchored to the top end of the wall 7 and the other end anchored to the anchoring beam 10, and a middle wall anchor cable 12 having one end anchored to the wall 7 and the other end anchored to the anchoring beam 10, in this embodiment, the middle wall anchor cable 12 is preferably anchored to the middle of the wall 7, in other embodiments, the middle wall anchor cable 12 may also be anchored to a position higher or lower than the height direction of the wall 7, and the top wall anchor cable 13 and the middle wall anchor cable 12 may be used to provide a pulling force into the high subgrade fill 3 to the wall 7 to balance the active soil pressure of the high subgrade fill 3 on the wall 7; the anchoring system can also comprise a rigid support rod 11 with one end supported on the counterfort 6 and the other end connected with the anchoring pile 9, wherein the rigid support rod 11 is close to the anchoring beam 10 and is positioned below the anchoring beam 10, so that the whole anchoring system can be supported on the counterfort 6, the horizontal rigidity of the anchoring pile 9 can be increased, the horizontal displacement of the anchoring pile 9 under the action of the anchoring force of the wall top anchoring cable 13 and the wall middle anchoring cable 12 can be reduced, the axial pressure of the rigid support rod transmitted to the counterfort 6 downwards can be reduced or balanced, and the partial rotation bending moment of the cushion cap 5 and the pile foundation 4 can be reduced or balanced; through setting up the anchoring system can be used for improving the cantilever atress mode of wall body 7, increased the elastic support at the wall crown cantilever end of wall body 7 with the middle part of wall body 7, can effectively reduce because the initiative soil pressure of high road bed filling 3 is to the huge bending moment internal force and the horizontal displacement of wall body 7 production.
Referring to fig. 1 and 4, a construction method of the composite retaining wall according to an embodiment of the present invention includes the following steps:
step 1: and excavating the high roadbed filling 3 from the high pavement 1 to the elevation of the low pavement 2.
Referring to fig. 1, in step 1, when excavating the high-grade road filler 3, the high-grade road filler 3 may be excavated into a slope surface similar to the soil sliding surface 8 according to the final designed structural dimension, and the high-grade road filler 3 needs to be excavated to the rear of the soil sliding surface 8 at least to the rigid supporting rods 11 for subsequent construction.
Referring to fig. 1, in some alternative embodiments, after step 1, drilling of the pile foundation 4 may be performed.
Step 2: and sequentially carrying out pouring construction on the pile foundation 4, the bearing platform 5 and the wall 7.
Referring to fig. 1, in step 2, in some embodiments, during the pouring construction of the pile foundation 4, the pile foundation 4 may be a reinforced concrete cast-in-situ bored pile, and when the structural size of the pile foundation 4 is designed, the pile foundation 4 is designed according to a buckling member, and reinforcing steel bars are arranged in the pile foundation 4, and a horizontal bending-resistant reinforcing steel bar is arranged in a certain range below the pile top of the pile foundation 4 to resist a bending moment generated by a horizontal load; and reinforcing steel bars can be configured in the area with small bending moment of the lower half part of the pile body of the pile foundation 4 according to the axial stress component.
Referring to fig. 1, in some alternative embodiments, in step 2, during the pouring construction of the bearing platform 5 and the wall 7, the construction may be completed through standing formwork, steel bar binding, and concrete pouring in sequence; meanwhile, the buttress 6 can be formed on the inner side or the outer side of the wall body 7 in a pouring mode, so that the wall body 7, the buttress 6 and the bearing platform 5 are integrated.
And step 3: and pouring and forming the anchoring beam 10 in the high roadbed filling 3.
Referring to fig. 1, in some embodiments, before step 3, the position of the soil sliding surface 8 of the high subgrade filling 3 is calculated according to soil mechanics.
Referring to fig. 1, in some embodiments, before step 3, the anchor pile 9 is disposed at a certain distance behind the soil sliding surface 8, and the anchor pile 9 may also be a reinforced concrete bored pile, the pile foundation vertical bearing capacity of the anchor pile 9 needs to satisfy the vertical pulling resistance and the bending moment in the horizontal direction, respectively, and the steel bars are designed and configured according to the foundation members of the tensioned and bent reinforced concrete; when the position of the anchor pile 9 is set, the horizontal distance l between the anchor pile 9 and the wall 7 is as follows: l = (H-H) tan alpha, wherein H is the height of the wall body 7, H is the vertical distance from the anchoring point of the wall middle anchor cable 12 to the root of the wall body 7, and alpha is the included angle between the wall top anchor cable 13 and the vertical plane.
Referring to fig. 2 and 3, in some alternative embodiments, in step 3, when the anchoring beam 10 is cast, the anchoring beam 10 may be a reinforced concrete member, and is cast integrally with the anchoring pile 9 at a pile top portion, and cable conduits for the wall top anchoring cables 13 and the wall middle anchoring cables 12 are reserved in the corresponding portions inside the anchoring beam 10.
Referring to fig. 1 and 2, in some embodiments, after step 3, the rigid brace 11 with greater structural rigidity may be disposed between the top of the anchor pile 9 and the root of the buttress 6, and the rigid brace 11 presses the stressed reinforced concrete member to design and configure the steel bars for increasing the horizontal rigidity of the anchor pile 9.
And 4, step 4: and installing the wall top anchor cable 13 and the wall middle anchor cable 12 between the anchor beam 10 and the wall body 7.
Referring to fig. 1 and 3, in some embodiments, in step 4, when the wall top anchor cables 13 and the wall middle anchor cables 12 are installed, a plurality of cables may be installed in the horizontal direction or the vertical direction according to the strength, rigidity or stability requirement of the wall body 7; the wall top anchor stay 13 and the wall middle anchor stay 12 can both be composed of a flexible prestressed steel strand cable body, a cable guide pipe and an end anchoring part, wherein the cable body is a finished cable of an external prestressed bundle and is composed of epoxy coating steel strands, special grease, a hot extrusion outer-layer HDPE (high-density polyethylene) sleeve and other multilayer anticorrosion structures so as to ensure that the durability of the cable body within the design service life is at a normal level, and the standard strength of the steel strands is f pk 1860MPa, the elastic modulus is 1.95X 105MPa, and the specification and model can adopt models of phi 15.24-19, phi 15.24-15 or phi 15.24-12 according to the specific design of the wall 7.
Referring to fig. 1, in some alternative embodiments, after step 4, after the wall top anchor cables 13 and the wall middle anchor cables 12 are installed, the cable bodies of the wall top anchor cables 13 and the wall middle anchor cables 12 are temporarily not tensioned.
Referring to fig. 1, in some embodiments, after the step 4, after the installation of the wall top anchor cables 13 and the wall middle anchor cables 12, the high roadbed filling 3 is backfilled layer by layer, and during the backfilling and compacting process of the high roadbed filling 3, the wall middle anchor cables 12 and the wall top anchor cables 13 are tensioned in batches from low to high in stages according to the calculation result of the internal force and the displacement of the wall body 7; when the high roadbed filling 3 is backfilled to the height h of the anchor guy cable 12 in the middle of the wall, firstly tensioning the anchor guy cable 12 in the middle of the wall to a cable force value T 2 ', ensure that the stress of the wall 7 meets the requirements, T 2 The calculation method of' is as follows:
wherein, K a For the Rankine active earth pressure coefficient,
is the internal friction angle of the soil; gamma is the natural gravity of the soil body; c is the cohesive force of the soil body; h is the vertical distance from the anchoring point of the wall middle anchoring cable 12 to the root of the wall body 7; alpha is the included angle between the anchor cable 13 at the top of the wall and the vertical plane.
Referring to fig. 1, in some alternative embodiments, after step 4, after the high subgrade filling 3 is completely backfilled, the wall middle anchor cables 12 and the wall top anchor cables 13 are tensioned to the final target tension value, and the perpendicularity of the wall 7 is ensured as much as possible, and the bending moment internal force of the wall 7 and the pile foundation 4 is at the lowest level; wherein the permanent tension of the wall middle anchor cable 12 is T 2 The permanent tension of the wall top anchor stay cable 13 is T 1 The calculation formula is as follows:
wherein E is a Resultant force of active earth pressure with action point at H
At least one of (1) and (b); p is a radical of a In order to improve the pressure strength of the soil,
q is a uniform load acting on the high road surface 1; k a Is Rankine active soil pressure coefficient;
the internal friction angle of the soil body; gamma is the natural gravity of the soil body; c is the cohesion of the soil; h is the vertical distance from the anchoring point of the wall middle anchoring cable 12 to the root of the wall body 7; alpha is the included angle between the anchor cable 13 at the top of the wall and the vertical plane, and the permanent tension T of the anchor cable 12 at the middle of the wall 2 The wall top anchor stay 13 permanent tension force T 1 Resultant force E of active earth pressure a The requirements are met at the same time: the resultant horizontal force is zero Σ F =0, and the resultant bending moment force is zero Σ M =0.
Referring to fig. 1, in some embodiments, after step 4, the tensioning manner of the wall middle anchor cable 12 and the wall top anchor cable 13 may be single-end tensioning, that is, the anchor cup on the wall body 7 side is a tensioning end, and the anchor cup on the anchoring beam 10 side is an anchoring end; wherein the tensioning end is reserved with a later cable force adjusting structure. The design of the wall middle anchor cable 12 and the wall top anchor cable 13 allows for maximum tension control stress sigma con Is 0.4f pk ～0.5f pk That is, (0.4-0.5) × 1860mpa = 744-930 Mpa. The internal force of the wall body 7 can be optimized by adjusting the specification, the number or the arrangement method of the steel strands of the cable bodies of the anchor cables 12 at the middle part of the wall and the anchor cables 13 at the top part of the wall, and the whole composite retaining wallAnd multiple indexes such as engineering reliability, protection effect, engineering economic cost, construction convenience and the like are adjusted to an optimal balance state.
Referring to fig. 1, in some alternative embodiments, after step 4, after the composite retaining wall is put into use for a period of time, the deformation of the wall 7 or the settlement of the roadbed slope can be controlled or improved by adjusting the tension of the anchor cables 12 at the middle part of the wall and the anchor cables 13 at the top part of the wall as necessary according to the long-term road settlement or the deformation of the wall 7; because the cable force of the wall middle anchor cable 12 and the wall top anchor cable 13 is adjustable and replaceable, the stress of the wall body 7 is improved, the settlement deformation of a high roadbed of a soft soil foundation and a high retaining wall is reduced, and the maintenance cost in the operation period is saved.
The principle of the combined retaining wall and the construction method thereof provided by the embodiment of the invention is as follows:
because the anchoring system is arranged in the high roadbed filling 3, one end of the wall top anchoring cable 13 is anchored at the top end of the wall body 7, the other end of the wall top anchoring cable is anchored at the anchoring beam 10, one end of the wall middle anchoring cable 12 is anchored at the wall body 7, and the other end of the wall middle anchoring cable is anchored at the anchoring beam 10, when the wall body 7 is subjected to active soil pressure to the outside generated by the high roadbed filling 3, the wall top anchoring cable 13 and the wall middle anchoring cable 12 can provide tension to the wall body 7 in the high roadbed filling 3, so that the supporting constraint condition of the wall body 7 is increased, and the unstable cantilever stress form of the wall body 7 is improved, therefore, the rigidity and the stability of the wall body 7 are effectively improved, the bearing capacity of the wall body 7 is greatly increased, the control of the structure scale of the wall body 7 is facilitated, the large-square-volume and large-area excavation of a roadbed or a side slope is avoided, and the direct engineering cost is favorably reduced; compared with a gravity type retaining wall and a common light thin-wall retaining wall, when the gravity type retaining wall and the common light thin-wall retaining wall are used for a soft soil foundation, the size scale and the excavation amount of the retaining wall need to be increased, and more pile foundation bases 4 need to be added to the pile foundation joist type retaining wall to fix the retaining wall; the composite retaining wall has the advantages of simple and clear integral structure, flexible arrangement form and strong applicability, can obviously save space in municipal engineering with limited terrain, and has obvious advantages in bearing capacity, economy and space saving for high soft roadbeds or side slopes with limited terrain with the height of more than 9-10 m.
In the description of the present invention, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present invention. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly and encompass, for example, both fixed and removable coupling as well as integral coupling; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
It is to be noted that, in the present invention, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising a … …" does not exclude the presence of another identical element in a process, method, article, or apparatus that comprises the element.
The above description is merely illustrative of particular embodiments of the invention that enable those skilled in the art to understand or practice the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (3)
1. A construction method of a composite retaining wall, characterized in that the composite retaining wall comprises:
the pile foundation (4) is arranged in a foundation soil body (14) of the low road surface (2), and a bearing platform (5) is arranged on the top surface of the pile foundation (4);
the wall body (7) is fixed on the bearing platform (5), and the wall body (7) is positioned on the outer side of the high roadbed filling (3) of the high road surface (1);
an anchoring system arranged in the high roadbed filling (3) of the high road surface (1),
the anchoring system comprises an anchoring beam (10), a wall middle anchoring cable (12) and a wall top anchoring cable (13), wherein one end of the wall middle anchoring cable (12) is anchored to the anchoring beam (10), the other end of the wall middle anchoring cable is anchored to the wall body (7), one end of the wall top anchoring cable (13) is anchored to the anchoring beam (10), the other end of the wall top anchoring cable is anchored to the top of the wall body (7), and the wall middle anchoring cable (12) and the wall top anchoring cable (13) are used for balancing active soil pressure generated by the high roadbed filling (3) on the wall body (7);
the wall middle anchor stay (12), the wall top anchor stay (13) and the wall body (7) enclose a triangular structure;
the anchoring system also comprises an anchoring pile (9) which is arranged perpendicular to the anchoring beam (10) and is used for supporting the anchoring beam (10), and the anchoring pile (9) extends downwards to the position below the horizontal plane of the low road surface (2);
the anchoring system further comprises a rigid support rod (11), one side, close to the anchoring system, of the wall body (7) is provided with a buttress (6), one end of the rigid support rod (11) is connected with the anchoring pile (9), and the other end of the rigid support rod is connected with the buttress (6) and used for increasing the horizontal rigidity of the anchoring pile (9);
when the high roadbed filling (3) is backfilled to the height of the anchor cable (12) in the middle of the wallhWhen in use, the anchor guy cable (12) in the middle of the wall is firstly tensioned to a cable force value T 2 ´，
Wherein, in the step (A),
for the Rankine active earth pressure coefficient,
is the internal friction angle of the soil;
the natural gravity of the soil body; c is the cohesive force of the soil body;hthe vertical distance from the anchoring point of the wall middle anchoring cable (12) to the root of the wall body (7);
after the high roadbed filling (3) is completely backfilled, tensioning the wall middle anchor cables (12) and the wall top anchor cables (13) to a final target tension value, ensuring the perpendicularity of the wall body (7), and keeping the bending moment internal force of the wall body (7) and the pile foundation (4) at the lowest level; wherein the permanent tension of the anchor cable (12) in the middle of the wall isT 2 The permanent tension of the wall top anchor cable (13) isT 1 The calculation formula is as follows:
wherein the content of the first and second substances,
the active soil pressure makes a resultant force, the action point isHIs/are as follows
Treating; h is the height of the wall body (7);qis a uniform load acting on the high road surface (1);
is Rankine active soil pressure coefficient;hthe vertical distance from the anchoring point of the wall middle anchoring cable (12) to the root of the wall body (7);
the included angle between the anchor cable (13) at the top of the wall and the vertical plane and the permanent tension of the anchor cable (12) at the middle of the wallT 2 The permanent tension of the wall top anchor cable (13)T 1 Resultant force of active earth pressure
The requirements are met at the same time: the resultant horizontal force is zero
The resultant force of the bending moments is zero
；
The anchoring piles (9) and the anchoring beams (10) are arranged behind the soil body sliding surface (8) of the high roadbed filling (3);
the construction method comprises the following steps:
excavating the high roadbed filling (3) from the high pavement (1) to the elevation of the low pavement (2);
pouring construction of the pile foundation (4), the bearing platform (5) and the wall body (7) is sequentially carried out;
pouring and molding the anchoring beam (10) in the high roadbed filling (3);
installing the wall top anchor cable (13) and the wall middle anchor cable (12) between the anchor beam (10) and the wall body (7);
before the anchoring beam (10) is cast, the position of a soil body sliding surface (8) of the high roadbed filling (3) is calculated, and an anchoring pile (9) perpendicular to the anchoring beam (10) is arranged behind the soil body sliding surface (8).
2. A method for the construction of a composite retaining wall according to claim 1, characterized in that the horizontal distance of the anchoring piles (9) from the wall (7) is established when the anchoring piles (9) are positionedlComprises the following steps:
wherein, in the step (A),His the height of the wall body (7),hthe vertical distance from the anchoring point of the wall middle anchoring cable (12) to the root of the wall body (7),
the included angle between the anchor cable (13) at the top of the wall and the vertical plane is shown.
3. The construction method of a composite retaining wall according to claim 1, characterized in that:
after the wall top anchor cables (13) and the wall middle anchor cables (12) are installed, the high roadbed filling (3) is backfilled in a layered mode, and in the process of backfilling and compacting the high roadbed filling (3) in a layered mode, the wall middle anchor cables (12) and the wall top anchor cables (13) are tensioned in batches from low to high in a graded mode according to the internal force and displacement calculation results of the wall body (7).
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| CN104005421A (en) * | 2014-05-23 | 2014-08-27 | 上海市水利工程设计研究院有限公司 | Double-row pile foundation retaining wall combined with foundation pit support and construction method thereof |
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| CN205382507U (en) * | 2016-01-29 | 2016-07-13 | 中冶集团武汉勘察研究院有限公司 | Two -way anchored retaining wall by tie rods |
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| CN209368867U (en) * | 2018-10-29 | 2019-09-10 | 中铁四院集团西南勘察设计有限公司 | A kind of Steep Slope Embankment retaining structure |
| CN109898552A (en) * | 2019-03-18 | 2019-06-18 | 沈阳建筑大学 | Composite ecotype retaining wall |
| CN110029685A (en) * | 2019-04-16 | 2019-07-19 | 中铁建设集团有限公司 | A kind of pile drawing anchor barricade fabricated construction |
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