CN115162379A - Construction process of mixed retaining structure - Google Patents
Construction process of mixed retaining structure Download PDFInfo
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- CN115162379A CN115162379A CN202210999777.8A CN202210999777A CN115162379A CN 115162379 A CN115162379 A CN 115162379A CN 202210999777 A CN202210999777 A CN 202210999777A CN 115162379 A CN115162379 A CN 115162379A
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- 238000010276 construction Methods 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 26
- 238000005192 partition Methods 0.000 claims abstract description 16
- 238000005553 drilling Methods 0.000 claims abstract description 6
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 238000004140 cleaning Methods 0.000 claims abstract description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 230000008093 supporting effect Effects 0.000 claims description 11
- 239000011435 rock Substances 0.000 claims description 4
- 230000000694 effects Effects 0.000 abstract description 12
- 230000009286 beneficial effect Effects 0.000 description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 9
- 238000004873 anchoring Methods 0.000 description 7
- 238000004364 calculation method Methods 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000005452 bending Methods 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000005728 strengthening Methods 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 231100000817 safety factor Toxicity 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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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
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F1/00—Methods, systems, or installations for draining-off sewage or storm water
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- 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
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
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Abstract
The invention relates to the field of slope support, and particularly discloses a construction process of a hybrid retaining structure. The method comprises the following steps: step 1, construction preparation: cleaning the surface of the side slope, and constructing a plurality of steps along the height direction of the side slope; step 2, pile construction: excavating pile holes along the side slope, and constructing piles in the pile holes; constructing an inter-pile plate between adjacent piles, and backfilling excavated soil in layers; step 3, constructing an upper retaining wall: pouring an upper retaining wall at the top of the pile, and enabling the upper retaining wall to extend along the length direction of the side slope; and 4, anchor cable construction: drilling holes in the side slope along the length direction of the side slope, and tensioning the anchor cables; and constructing a partition wall opposite to the anchor cable on the side slope. The construction process of the hybrid retaining structure can improve the retaining effect on the side slope with high filling, larger sliding and the proposed building on the upper part, reduce the construction cost and shorten the construction period.
Description
Technical Field
The invention relates to the field of slope support, in particular to a construction process of a hybrid retaining structure.
Background
For a side slope with high filling, large sliding and a building to be built on the upper part, as the filling height is high, a rock-soil interface is steep, the sliding force sliding along the rock-soil interface after filling is large, and the position of the building to be controlled exists on the slope top, the traditional anchor pile supporting mode is not suitable any more due to large load; the slope-releasing overhead treatment mode forms a space at the lower side of the side slope, and the space formed by the slope-releasing overhead treatment mode cannot be utilized according to relevant regulations, so that the risk of failing to pass exists during later-period acceptance and cannot be adopted; the anchor cables are connected with the double rows of piles in the mode of the double rows of piles and the anchor cables, but the mode is high in engineering cost and long in construction period. Therefore, a supporting and retaining structure meeting building requirements, safe construction and use, lower construction cost and shorter construction period is needed to be designed and constructed for supporting the side slope with high fill, larger sliding and the building to be built on the upper part.
Disclosure of Invention
The invention aims to provide a construction process of a hybrid retaining structure, which improves the retaining effect, reduces the construction cost and shortens the construction period.
In order to achieve the purpose, the invention adopts the following technical scheme: a construction process of a mixed retaining structure is characterized by comprising the following steps: the method comprises the following steps:
step 1, construction preparation: cleaning the surface of the side slope, and constructing a plurality of steps along the height direction of the side slope;
and 4, anchor cable construction: drilling a hole in the side slope along the length direction of the side slope, fixing one end of an anchor cable into the hole in the side slope, fixing the other end of the anchor cable with the lower part of the upper retaining wall, and tensioning the anchor cable; and constructing a partition wall opposite to the anchor cable on the side slope, dropping the bottom of the partition wall on rocks in the side slope, and enabling the anchor cable to penetrate through the partition wall.
The beneficial effect of this scheme does:
1. and 4, fixing the anchor cable and the upper retaining wall, wherein the anchor cable can bear the horizontal load of the upper retaining wall, so that the supporting effect of the upper retaining wall on the side slope is improved, and the deformation of the upper retaining wall under the load of the side slope is avoided. In actual implementation, because the anchor cables are arranged, the supporting effect on the side slope can be enhanced, when the upper retaining wall is designed, the thickness of the upper retaining wall does not need to be too large to achieve the effect of side slope supporting, so that the consumption of materials such as concrete, steel bars and the like is less, and the construction cost is effectively reduced.
2. The pile and the upper retaining wall in the scheme can be separately and respectively designed during design, so that the design speed is effectively improved; secondly, during construction, after the construction of a certain pile is completed, an upper retaining wall can be constructed above the pile, according to a design drawing, when an anchor cable still exists above the pile, the construction of the anchor cable can be synchronously carried out after the construction of the pile is completed, so that the construction period can be effectively shortened, and the adverse effect on the whole side slope support effect can not be caused.
3. When the pile is constructed, the excavated soil is backfilled and compacted in a layered mode, a good backfilling effect is guaranteed, the backfilling and compacting effects can meet the requirements of design and relevant specifications, and the supporting effect on the side slope is further improved.
4. The partition wall is the stereoplasm structure, and after the anchor rope ran through the partition wall, the partition wall can keep apart the anchor rope with the soil of anchor rope top to avoid the anchor rope to take place bending deformation under the effect of the soil in top, thereby guarantee that the anchor rope has better anchor effect to the upper portion barricade, further avoid the upper portion barricade to warp to one side of keeping away from the side slope, improve the supporting intensity of upper portion barricade.
Further, the step 2 is to construct the piles in batches, and at least one pile is arranged between the piles constructed in the same batch.
The beneficial effect of this scheme does: the construction of the piles of the same batch can effectively shorten the construction period, at least one pile which is constructed or to be constructed exists between the piles which are constructed simultaneously, and when the pile holes are excavated on the side slope, the distance between the pile holes which are excavated simultaneously is large, so that landslide or hole collapse of the side slope caused by excavation simultaneously is avoided, and the construction safety is improved.
Further, before the piles are constructed in the step 2, the piles to be constructed are numbered in sequence along the length direction of the side slope, and then the piles are grouped according to batches.
The beneficial effect of this scheme does: when the construction, through the stake one-to-one on stake and the design drawing that the serial number will be under construction, can be more accurate to the construction batch of an arbitrary stake, whether accomplish information such as construction and take notes to conveniently seek and inspect construction progress etc. make things convenient for the overall arrangement of site operation, avoid appearing the condition of construction sequence mistake.
Further, after the pile hole is formed in the step 2, two pile bodies are constructed in the pile hole, the two pile bodies jointly form a pile, and the upper retaining wall formed in the step 3 is supported by the two pile bodies jointly.
The beneficial effect of this scheme does: the piles in the scheme are double-row piles, and compared with only one pile body, the double-row piles can bear larger pressure and transverse load, so that the supporting effect on the side slope is further improved.
And further, constructing a reinforcing rib between the two pile bodies in the step 2, and fixing two ends of the reinforcing rib with the two pile bodies forming the same pile respectively.
The beneficial effect of this scheme does: the design of strengthening rib can be connected two pile bodies of same double row pile, and when one of them pile body received the effort, the effort accessible strengthening rib was transmitted to on another pile body, further avoided one of them arbitrary pile body to warp.
Further, the reinforcing rib in the step 2 is positioned at the upper part of the pile body.
The beneficial effect of this scheme does: the strengthening rib of constructing out in this scheme can be better strengthen the intensity of pile body.
Further, after the pile body is formed, a bearing platform is poured at the top of the pile body, a positioning bulge is poured at the top of the bearing platform, and in the step 3, when the upper retaining wall is constructed, a positioning groove for accommodating the positioning bulge is constructed at the bottom of the upper retaining wall.
The beneficial effect of this scheme does: the contact area between the bearing platform and the upper retaining wall is larger, and the upper retaining wall can be better supported. Secondly, through the cooperation of location arch and constant head tank, the cushion cap can also fix a position upper portion barricade, takes place horizontal displacement when avoiding upper portion barricade to receive horizontal load to can be better strut the side slope.
And step 4, when the anchor cable is fixed in the step 4, one end of the anchor cable, which is far away from the side slope, penetrates through the pile body, the reinforcing rib and the bearing platform which are close to the side slope, and then is fixed with the upper retaining wall.
The beneficial effect of this scheme does: after the anchor cable penetrates through the pile body and the bearing platform, the pile body can be connected with the bearing platform again, and relative displacement between the pile body and the bearing platform is avoided. Secondly, after the anchor cable and the position between the bearing platform and the upper retaining wall are fixed, the bearing platform can be positioned after the anchor cable bears the transverse load of the upper retaining wall, and the displacement of the bearing platform is further avoided.
And further, constructing a plurality of anchor cable groups in sequence along the length direction of the side slope in the step 4, wherein each anchor cable group comprises at least two anchor cables.
The beneficial effect of this scheme does: the plurality of anchor cables can better bear the horizontal load of the upper retaining wall, so that the deformation of the upper retaining wall is further avoided, and the side slope supporting effect is improved.
Further, the method also comprises the step 5 of constructing a drainage system: digging grooves at the top and the bottom of the upper retaining wall, wherein the grooves at the top of the upper retaining wall are communicated with each other to form an upper drainage system; the grooves at the bottom of the side slope are communicated with each other to form a bottom drainage system; and constructing a water outlet communicated with the upper drainage system and the bottom drainage system.
The beneficial effect of this scheme does: the upper drainage system and the bottom drainage system can drain water in the side slope, and adverse effects of water on the side slope are avoided.
Drawings
Fig. 1 is an elevation vertical sectional view of a hybrid retaining structure in embodiment 1 of the present invention.
Detailed Description
The following is further detailed by way of specific embodiments:
reference numerals in the drawings of the specification include: anchor cable 1, pile body 2, strengthening rib 3, cushion cap 4, location arch 41, upper barricade 5, inclined plane 51.
Example 1
A construction process of a hybrid retaining structure comprises the following steps:
step 1, construction preparation: as shown in fig. 1, the surface of the side slope is cleaned, and a plurality of steps are constructed along the height direction of the side slope;
When each pile is constructed, firstly drilling a pile hole, then building a steel bar in the pile hole, and pouring two pile bodies 2, wherein the two pile bodies 2 form a double-row pile together; when the reinforcing steel bars are built, the reinforcing steel bars of the three reinforcing ribs 3 are built between the two pile bodies 2, two ends of the reinforcing steel bars 3 are respectively lapped with the reinforcing steel bars on the upper portions of the two pile bodies 2, meanwhile, the reinforcing steel bars of the three reinforcing steel bars 3 are distributed in a Z shape, the reinforcing steel bars 3 and the two pile bodies 2 are poured simultaneously, and the reinforcing steel bars 3 and the pile bodies 2 are fixedly connected.
After two adjacent stake constructions are accomplished, construct the inter-pile board between adjacent stake, backfill the supreme layering of carrying on down to the soil of excavation simultaneously: firstly, adopting gravel soil formed by mixing gravel and soil with the particle size of less than or equal to 200mm for backfilling, wherein the weight ratio of the gravel to the soil is 7:3; when the layered backfilling is carried out, the height of each backfilled layer is less than or equal to 500mm, rolling and tamping are carried out after the backfilling, and the next layer is backfilled after the detection; finally, backfilling the soil excavated in the step 1 on the backfilled gravel soil; in the whole process of layered backfilling and constructing the inter-pile plates, the height of the backfilled gravel soil or soil is lower than that of the constructed part of the inter-pile plates until the construction of all the piles is completed.
After two pile bodies 2 of the same pile are formed, constructing a bearing platform 4 on the top of each pile body 2, and pouring after constructing reinforcing steel bars of the bearing platform 4; and pouring a positioning bulge 41 on the top of the bearing platform 4, and simultaneously positioning the positioning bulge 41 at one end of the bearing platform 4 far away from the side slope.
And 3, constructing an upper retaining wall 5: pouring an upper retaining wall 5 at the top of the bearing platform 4, and enabling the upper retaining wall 5 to extend along the length direction of the side slope; when the upper retaining wall 5 is constructed, the steel bars are also constructed firstly and then poured, and the positioning grooves for accommodating the positioning protrusions 41 are poured at the bottom of the upper retaining wall 5, so that the formed upper retaining wall 5 cannot be displaced transversely under the action of transverse load when in use.
And 4, constructing the anchor cable 1: a plurality of anchor cable groups are constructed in sequence along the length direction of the side slope, each anchor cable group in the embodiment comprises two anchor cables 1, and one anchor cable 1 is arranged on the lower side of the other anchor cable 1. When the anchor cable 1 is constructed, firstly, drilling a hole on a side slope, placing the left end of the anchor cable 1 into the hole, then, injecting mortar into the hole, and fixing the left end of the anchor cable 1 in the side slope after the mortar is solidified; the right end of the lower anchor cable 1 penetrates through the left pile body 2, the reinforcing rib 3 and the bearing platform 4 in sequence and penetrates through the right end of the upper retaining wall 5 from the position between the bearing platform 4 and the upper retaining wall 5 to be fixed; the right end of the anchor cable 1 on the upper side penetrates through the upper retaining wall 5 to be fixed, the specific fixing mode of the anchor cable 1 is the same as that in the prior art, and is not described in detail in this embodiment, and finally the anchor cable 1 is tensioned between the upper retaining wall 5 and the side slope.
The partition wall is constructed in the position opposite to the anchor cable 1 in the side slope, the partition wall and the inter-pile plate in the embodiment are both of a reinforced concrete structure, the bottom of the partition wall falls on rocks in the side slope, the partition wall is prevented from sinking, the anchor cable 1 penetrates through the partition wall during construction of the anchor cable 1, the anchor cable 1 is protected through the partition wall, deformation of the anchor cable 1 is avoided when soil above the anchor cable 1 sinks, and the anchor cable 1 keeps a good anchoring effect on the upper retaining wall 5.
Step 5, construction of a drainage system: digging grooves at the top and the bottom of the upper retaining wall 5, wherein the grooves at the top of the upper retaining wall 5 are communicated with each other to form an upper drainage system; the grooves at the bottom of the upper retaining wall 5 are communicated with each other and form a bottom drainage system; in the embodiment, two groups of water outlets are arranged, each group of water outlets comprises one or more openings, and the two groups of water outlets are respectively communicated with the upper drainage system and the bottom drainage system and respectively discharge water in the upper drainage system and the bottom drainage system; in practical implementation, only one group of water outlets is provided, and at this time, the water outlets are provided at the bottom of the upper retaining wall 5, and the upper drainage system can be communicated with the bottom drainage system in the current drop well manner, or channels are excavated on both sides of the upper retaining wall 5 along the height direction of the side slope, so as to communicate the upper drainage system with the bottom drainage system, so that water in the upper drainage system flows into the bottom drainage system through the drop well or the channels and is then drained from the water outlets.
Example 2
On the basis of the embodiment 1, the calculation is carried out before the construction of the retaining wall and the pile in the step 2, and the method specifically comprises the following steps:
step A, calculating an upper retaining wall 5: calculating the anti-overturning and anti-sliding safety factors of the upper retaining wall 5 meeting the current specification requirements through the prior art, and determining the size of each part of the upper retaining wall 5 and the horizontal load at the bottom of the upper retaining wall 5; specifically, the present embodiment uses the existing software "physical and rock calculation" for calculation.
Sharing the horizontal load at the bottom of the upper retaining wall 5 through the anchor cables 1, determining the number of the anchor cables 1 during actual implementation, determining the load to be shared by each anchor cable 1 according to the ratio of the horizontal load at the bottom of the upper retaining wall 5 to the number of the anchor cables 1, and calculating the cross section area A of each anchor cable according to the formula (1) s ：
Wherein K b Determining tensile safety factors for the anchor cable 1 according to the existing standard table; n is a radical of ak Axial tension, f, to which the cable 1 is subjected py And the design value (KPa) of the tensile strength of the prestressed steel strand.
Then pass throughCalculating the length l of the anchoring section of the anchor cable 1 by formula (2) a ：
Meanwhile, the anchoring between the anchor cable 1 and the anchoring mortar meets the requirement of the formula (3):
k is the anti-pulling safety coefficient of the anchor cable 1 and can be determined according to the existing standard; f. of rbk Determining the standard value (kPa) of the ultimate bonding strength of the rock-soil layer and the anchor cable 1 according to a field test; d and D are the drilling diameters of the anchoring section of the anchor cable 1 and are determined after the area of the cross section of the anchor cable 1 is determined; n is the number of the anchor cables 1; f. of b The values designed for the bond strength between the reinforcing bars and the anchoring mortar were also determined by tests.
In actual implementation, the corresponding anchor cable 1 is selected according to the area of the cross section of the anchor cable 1, the length of the anchor cable 1 meets the requirement of the formula (3), and the other end of the anchor cable 1 can be installed on the upper retaining wall 5 while the anchoring section length of the anchor cable 1 meets the requirement.
Step B, determining the calculation load of the pile: the vertical load within the height range of the upper weight-balance retaining wall is used as an external load to be applied to the lower pile, meanwhile, the downward sliding force of the soil body sliding along the rock-soil interface is calculated according to the requirements in the current specification, the downward sliding force is compared with the vertical load, and the large value is used as the calculated load of the pile below the upper retaining wall 5.
Step C, calculating the load of the pile: and D, simulating the calculated load determined in the step B according to a Madass finite element software load structure method, and determining the maximum bending moment, the shearing force and the axial force of the two pile bodies 2 and the reinforcing ribs 3.
Meanwhile, the maximum bending moment, the shear force and the axial force of the pile body 2 and the reinforcing ribs 3 are calculated by adopting a stratum structure method, and the maximum bending moment, the shear force and the axial force calculated by adopting a Madass finite element software load structure method and the stratum structure method are taken as a reinforcement distribution calculation basis of the pile body 2 and the reinforcing ribs 3. Besides, the calculation methods of the reinforcement of the pile body 2, the reinforcement 3 and the upper retaining wall 5 are the same as those in the prior art, and are not described in detail in this embodiment.
The foregoing is merely an example of the present invention and common general knowledge in the art of designing and/or characterizing particular aspects and/or features is not described in any greater detail herein. It should be noted that, for those skilled in the art, without departing from the technical solution of the present invention, several variations and modifications can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicability of the patent. The scope of the claims of the present application shall be determined by the contents of the claims, and the description of the embodiments and the like in the specification shall be used to explain the contents of the claims.
Claims (10)
1. A construction process of a mixed retaining structure is characterized by comprising the following steps: the method comprises the following steps:
step 1, construction preparation: cleaning the surface of the side slope, and constructing a plurality of steps along the height direction of the side slope;
step 2, pile construction: excavating at least two pile holes along the length direction of the side slope, and constructing piles in the pile holes; constructing an inter-pile plate between adjacent piles, backfilling excavated soil layer by layer from bottom to top, compacting the backfilled soil when one layer of soil is backfilled, and simultaneously enabling the top of the backfilled soil to be lower than the top of the inter-pile plate or equal to the top of the inter-pile plate in height until the construction of all the piles is finished;
step 3, constructing an upper retaining wall: pouring an upper retaining wall at the top of the pile, and enabling the upper retaining wall to extend along the length direction of the side slope;
and 4, anchor cable construction: drilling a hole in the side slope along the length direction of the side slope, fixing one end of an anchor cable into the hole in the side slope, fixing the other end of the anchor cable with the lower part of the upper retaining wall, and tensioning the anchor cable; and constructing a partition wall opposite to the anchor cable on the side slope, dropping the bottom of the partition wall on rocks in the side slope, and enabling the anchor cable to penetrate through the partition wall.
2. The construction process of a hybrid retaining structure according to claim 1, wherein: and 2, constructing the piles in batches, wherein at least one pile is arranged between the piles constructed in the same batch.
3. The construction process of a hybrid retaining structure according to claim 2, wherein: and 2, numbering the piles to be constructed in sequence along the length direction of the side slope before pile construction, and grouping the piles in batches.
4. The construction process of a hybrid retaining structure according to claim 1, wherein: and 2, after the pile hole is formed, constructing two pile bodies in the pile hole, forming a pile by combining the two pile bodies together, and supporting the upper retaining wall formed in the step 3 by using the two pile bodies together.
5. The construction process of a hybrid retaining structure according to claim 4, wherein: and 2, constructing a reinforcing rib between the two pile bodies simultaneously, and fixing two ends of the reinforcing rib with the two pile bodies forming the same pile respectively.
6. The construction process of a hybrid retaining structure according to claim 5, wherein: and the reinforcing rib in the step 2 is positioned at the upper part of the pile body.
7. The construction process of a hybrid retaining structure according to claim 5, wherein: and (3) after the pile body is formed, pouring a bearing platform at the top of the pile body, pouring a positioning bulge at the top of the bearing platform, and constructing a positioning groove for accommodating the positioning bulge at the bottom of the upper retaining wall when the upper retaining wall is constructed in the step 3.
8. The construction process of a hybrid retaining structure according to claim 5, wherein: and 4, when the anchor cable is fixed, one end of the anchor cable, which is far away from the side slope, penetrates through the pile body, the reinforcing rib and the bearing platform, which are close to the side slope, and then is fixed with the upper retaining wall.
9. The construction process of a hybrid retaining structure according to claim 8, wherein: and 4, constructing a plurality of anchor cable groups in sequence along the length direction of the side slope, wherein each anchor cable group comprises at least two anchor cables.
10. The construction process of a hybrid retaining structure according to claim 1, wherein: further comprising the step 5 of constructing a drainage system: digging grooves at the top and the bottom of the upper retaining wall, wherein the grooves at the top of the upper retaining wall are communicated with each other to form an upper drainage system; the grooves at the bottom of the side slope are communicated with each other to form a bottom drainage system; and constructing a water outlet communicated with the upper drainage system and the bottom drainage system.
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