CN114032932A - Construction method of mixed retaining structure - Google Patents
Construction method of mixed retaining structure Download PDFInfo
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- CN114032932A CN114032932A CN202111539292.2A CN202111539292A CN114032932A CN 114032932 A CN114032932 A CN 114032932A CN 202111539292 A CN202111539292 A CN 202111539292A CN 114032932 A CN114032932 A CN 114032932A
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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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- 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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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention relates to the field of building construction, in particular to a construction method of a hybrid retaining structure, which comprises the following steps: A. constructing an upper-step pile; B. constructing a plurality of rows of anchor cables on the piles; C. constructing rib columns and a plurality of rows of anchor cables; D. and constructing rib columns and multi-row anchor rods. According to the scheme, on the cross section of the side slope, according to the characteristics of geological environment difference, building function and environmental requirement, the scale size of the side slope and the like, the principle of feasible technology, reasonable economy, safety and reliability is adopted, different retaining structures of a stress structure system are respectively adopted to interact and mutually coordinate to bear the load of the side slope rock-soil body, the upper covering layer adopts a pile-anchor system, and the construction is carried out by a reverse construction method, so that the effective support and the safety can be ensured; the lower part rock stratum adopts the rib anchor retaining wall, has solved the problem that adopts the construction scheme of traditional anchor pile and brings high, the period of operation is long among the prior art.
Description
Technical Field
The invention relates to the field of building construction, in particular to a construction method of a hybrid retaining structure.
Background
When the mixed slope overburden of ground is very thick (the overburden is mostly the soil horizon, and is softer, and the overburden probably slides along harder basement rock face), for effectively strutting it, can adopt conventional anchor pile construction scheme, adopt this kind of construction mode though can reduce the slip of overburden, nevertheless because need drive into the anchor pile downwards in the basement rock face, therefore engineering cost is very high, construction period is long.
Disclosure of Invention
The invention aims to provide a construction method of a hybrid retaining structure, and aims to solve the problems of high construction cost and long construction period caused by the adoption of a traditional anchor pile construction scheme in the prior art.
In order to achieve the purpose, the invention adopts the following technical scheme: the construction method of the mixed retaining structure comprises the following steps:
A. and (3) constructing an upper-step pile: positioning and paying off the pile, excavating the jumping pile to construct the pile, vertically penetrating the covering layer, and positioning the bottom of the pile in the rock stratum;
B. constructing multiple rows of anchor cables on the piles: removing the soil body in front of the pile to 0.3-0.8m below the designed elevation of the first row of anchor cables, then constructing the first row of anchor cables, drilling holes on the pile to the designed depth of the anchor cables, placing steel strands, grouting, stretching and sealing the anchor when the mortar strength of the anchor body of the anchor cables reaches the designed strength, and constructing a pile panel; then, continuously constructing a plurality of rows of anchor cables and corresponding pile panels downwards according to the construction mode of the first row of anchor cables;
C. rib column and multi-row anchor cable construction: excavating a rock slope to 0.3-0.8m below the designed elevation of a first row of anchor cables below the bottom of the pile, drilling on the slope to the designed depth of the anchor cables, placing steel strands, grouting, binding rib columns, pouring rib columns, stretching and sealing anchors when the mortar strength of anchor bodies of the anchor cables reaches the designed strength, and constructing a rib column panel; then, constructing a plurality of rows of anchor cables and corresponding rib columns and rib column panels downwards according to the first row of anchor cable construction mode;
D. rib column and multi-row anchor rod construction: continuously excavating the rock slope downwards to 0.3-0.8m below the designed elevation of the first row of anchor rods, drilling holes on the slope surface to the designed depth of the anchor rods, placing anchor rod reinforcing steel bars, and grouting; binding the rib columns, pouring the rib columns when the mortar strength of the anchor rod anchoring bodies reaches the design strength, and constructing rib column panels; and then downwards constructing a plurality of rows of anchor rods, corresponding rib columns and rib column panels according to the first row of anchor rod construction mode.
The principle and the advantages of the scheme are as follows: through this scheme, to the soft overburden of side slope, adopt the stake anchor system, reverse construction method construction can effectively strut and guarantee safety to the overburden, has improved the effect of strutting the overburden. For the lower rock stratum, the rock stratum is relatively stable due to the fact that the rock stratum is hard, and therefore a pile anchor system is not needed for supporting, rib anchor retaining walls can be used for supporting, compared with the situation that the whole side slope is supported by the pile anchor system in the prior art, the construction cost and the construction period of the rib anchor retaining walls are smaller than those of the pile anchor system, and therefore the construction method can effectively save the construction cost, save the construction period and facilitate implementation and operation while the side slope supporting effect can be guaranteed.
According to the construction method, on the cross section of the side slope, according to the characteristics of geological environment difference, building functions, environmental requirements, scale size of the side slope and the like, the principle of technical feasibility, economic reasonability, safety and reliability is adopted, the different supporting and retaining structures of the stress structure system are respectively adopted, the different supporting and retaining structures interact with each other and coordinate with each other to bear the load of the rock and soil mass of the side slope, the advantages of the traditional pile-anchor retaining wall and the traditional anchor rib retaining wall are combined to play, effective supporting is achieved, structural safety is guaranteed, engineering cost is effectively saved, and the construction period is shortened.
It should be noted that, since the cover layer is relatively flexible and easily slides with respect to the rock formation, when constructing the pile, the bottom of the pile is driven into the rock formation, so that the pile is more stable, the load bearing capacity of the pile is improved, and the cover layer which is easily slid can be effectively supported. In addition, the covering layer is easy to slide, so that the upper part of the side slope is unstable, the supporting structure at the upper part adopts an anchor cable structure with better bearing capacity, can bear larger load and can stably support the upper part of the side slope, and for the lower part of the side slope, the lower part of the side slope is relatively stable due to the rock stratum, so that the anchor cable structure is not needed, the anchor rod structure can be used for effectively supporting the lower part of the side slope, the cost of the anchor rod is much less than that of the anchor cable, and the construction cost is saved.
In addition, although the lower part of the side slope is supported by using a bolt structure with lower cost, the top of the rib column is provided with a plurality of rows of anchor cables through the step C, because the top end of the rib column is contacted with the bottom of the pile, the top of the rib column and the bottom of the pile are junctions, the junctions need to bear larger load, and meanwhile, the junctions are close to an unstable covering layer, so that the stability and the safety of the whole supporting structure are ensured by arranging more stable anchor cables at the top end of the rib column.
Preferably, as an improvement, in step C, the anchor cable stress calculation formula is as follows:
Nak＝Nak0+(p×Sy×Bp×Sx)/(B×cosα)；
in the formula, NakAxial tension to which the cable bolt is subjected, unit: KN; n is a radical ofak0The axial tension force applied to the anchor cable, irrespective of the upper-step pile-fixing counterforce, is given by: KN; p-upper-order pile embedding counterforce, unit: KPa; sx、SyHorizontal, vertical spacing of the anchor lines, unit: m; b isPPile shaft calculated width, unit: m; b-pile spacing, unit: m; a-anchor cable inclination angle, unit: and (4) degree.
Several rows of anchor ropes at rib post top in this scheme have played crucial effect to whole supporting construction's stability and security, several rows of anchor ropes at rib post top set up the form, the setting inclination of anchor rope, the atress condition of anchor rope is all can be influenced to interval isoparametric, through above-mentioned atress computational formula, can be with the size control of the anchor rope atress at rib post top in a better within range, thereby guarantee that the anchor rope at rib post top can bear great load under the condition that quantity is as little as possible, so that under the condition that construction cost is as low as possible, the stability and the security of strutting have been guaranteed.
Preferably, as a modification, in the step C, the anchor cables on the rib columns are arranged in 2-5 rows. The anchor cable on the top of the rib post is controlled to be in 2-5 rows.
Preferably, as an improvement, the whole pile is located at an upper structure, the whole rib column is located at a lower structure, the lower structure is designed according to the rib anchoring wall, and the load of the upper structure is considered according to overload.
Preferably, as an improvement, if the anchor cable of the superstructure does not enter the fracture surface of the lower slope, the horizontal load of the superstructure and the overload of the upper rock-soil mass or the lateral load of the whole slope of the substructure should be considered.
Preferably, as an improvement, the superstructure is calculated according to cantilever slide-resistant piles or anchor piles, the cantilever length of the pile is taken according to the soil layer and the thickness of the strong weathering, and the pile is embedded at the depth of the medium weathering.
Preferably, as a refinement, a step is provided between the top end of the rib post and the bottom end of the pile. The stress condition can be optimized by arranging the steps, and meanwhile, some plants are planted on the steps, so that the effect of greening and beautifying is achieved.
Preferably, as a modification, the inclination angles of the anchor cable and the anchor rod are both 15 degrees.
Preferably, as an improvement, the anchor segments of the cable bolt are each larger than 10 m. Therefore, the supporting effect of the anchor cable can be ensured.
Preferably, as an improvement, the bottom of the rib post is provided with a rib post foundation. The rib column foundation is used for stably supporting the rib column.
Drawings
Fig. 1 is a schematic diagram of a hybrid retaining structure.
Detailed Description
The following is further detailed by way of specific embodiments:
reference numerals in the drawings of the specification include: the pile comprises a pile 1, a rib column 2, a rib column foundation 3, an anchor cable 4, a rock-soil interface 5, a medium atomization line 6, an anchor rod 7 and a fracture line 8.
The embodiment is basically as shown in the attached figure 1: the construction method of the mixed retaining structure comprises the following steps:
A. and (3) constructing an upper-step pile: positioning and paying off the pile, carrying out construction on the pile 1 by jumping and excavating the pile, enabling the pile 1 to vertically penetrate through a covering layer, and enabling the bottom of the pile 1 to be located in a rock stratum; the pile 1 is of a reinforced concrete structure.
B. Constructing a plurality of rows of anchor cables 4 on the pile 1: removing the soil body in front of the pile 1 to 0.3-0.8m below the designed elevation of the first row of anchor cables 4, wherein the thickness is 0.5m in the embodiment, then constructing the first row of anchor cables 4, drilling the pile 1 to the designed depth of the anchor cables 4, placing steel strands, grouting, stretching and sealing when the mortar strength of the anchoring body of the anchor cables 4 reaches the designed strength, and constructing a pile panel; then, continuously excavating the soil body before the pile 1 to 0.3-0.8m below the designed elevation of the second row of anchor cables 4, wherein the height is 0.5m in the embodiment, constructing the second row of anchor cables 4, drilling holes on the pile 1 to the designed depth of the anchor cables 4, placing steel stranded wires, grouting, stretching and sealing the anchor when the mortar strength of the anchoring body of the anchor cables 4 reaches the designed strength, and constructing a pile panel; and so on until the last row of anchor cables 4 and corresponding pile panels are constructed on the pile 1. The number of rows of anchor lines 4 on the pile 1 is about 3, and in this embodiment 3.
C. Constructing rib columns 2 and a plurality of rows of anchor cables 4: excavating a rock slope to 0.3-0.8m below the designed elevation of a first row of anchor cables 4 below the bottom of a pile 1, wherein the elevation is 0.5m in the embodiment, drilling a hole on the slope to the designed depth of the anchor cables 4, placing steel strands, grouting, binding rib columns 2, pouring the rib columns 2 downwards, stretching and sealing when the mortar strength of anchoring bodies of the anchor cables 4 reaches the designed strength, and constructing rib column panels; then, continuously excavating the rock slope downwards to 0.3-0.8m below the designed elevation of the second row of anchor cables 4, wherein the thickness of the rock slope is 0.5m in the embodiment, drilling the slope surface to the designed depth of the anchor cables 4, placing steel strands, grouting, then binding the next section of rib column 2, continuously pouring the rib column 2 downwards, and stretching and sealing the anchor and constructing a rib column panel when the mortar strength of the anchoring body of the anchor cables 4 reaches the designed strength; and repeating the steps until the last row of anchor cables 4, the corresponding rib columns 2 and the rib column panels are constructed. The anchor cables 4 are arranged in 3 rows (2-5 rows), and in the embodiment, the number of the rows is 3. A step can be arranged between the top end of the rib post 2 and the bottom end of the pile 1, so that plants can be planted on the step.
D. The construction of rib post 2 and multirow stock 7: continuously excavating the rock slope downwards to 0.3-0.8m below the designed elevation of the first row of anchor rods 7, wherein the height is 0.5m in the embodiment, drilling holes on the slope surface to the designed depth of the anchor rods 7, placing anchor rod reinforcing steel bars, and grouting; binding the next section of rib column 2, continuously pouring the rib column 2 when the mortar strength of the anchoring body of the anchor rod 7 reaches the design strength, and constructing a rib column panel; then, continuously excavating the rock slope downwards to 0.3-0.8m below the designed elevation of the second row of anchor rods 7, drilling holes on the slope surface to the designed depth of the anchor rods 7, placing anchor rod reinforcing steel bars, grouting, binding the next section of rib column 2, continuously pouring the rib column 2 downwards when the mortar strength of the anchoring body of the anchor rods 7 reaches the designed strength, and constructing a rib column panel; and so on until the last row of anchor rods 7, the corresponding rib columns 2 and the rib column panels are constructed. The anchor rods 7 in this embodiment are 12 rows. And a rib column foundation 3 is poured at the bottom of the rib column 2.
In the present embodiment, all the anchor cables 4 and the anchor rods 7 are inclined at an angle of 15 degrees. The anchorage sections of all anchor lines 4 are larger than 10 m.
The hybrid retaining structure obtained by the construction method is shown in fig. 1, the position of the whole pile 1 is an upper structure, a pile anchor system is formed, the reverse construction method is adopted, the covering layer can be effectively supported, the safety is guaranteed, and the supporting effect of the covering layer is improved. The position of the whole rib column 2 is of a lower structure, a rib anchor retaining wall is formed, and rock strata on the lower portion of the side slope are supported.
The design calculation process in this embodiment is as follows:
the upper structure is calculated according to the cantilever anti-slide pile or the anchor pile, the soil layer and the strong weathering thickness are taken according to the cantilever length of the pile 1, and the moderate weathering depth is embedded.
The substructure is designed for a typical rib-anchored retaining wall, taking the upper load into account as overload. If the anchor cable 4 of the upper structure does not enter the fracture surface of the lower side slope, the horizontal load of the upper structure and the load of the upper rock-soil body or the lateral load of the whole side slope of the lower structure need to be considered.
The width of the front edge is less than 3 times of the pile diameter, and in the influence range of the embedding and fixing of the upper-step pile, the stress calculation formula of the anchor cable 4 on the rib column 2 is as follows: n is a radical ofak＝Nak0+(p×Sy×Bp×Sx)/(B×cosα)；
In the formula, NakAxial tension to which the cable bolt is subjected, unit: KN; n is a radical ofak0The axial tension force applied to the anchor cable, irrespective of the upper-step pile-fixing counterforce, is given by: KN; p-upper-order pile embedding counterforce, unit: KPa; sx、SyHorizontal, vertical spacing of the anchor lines, unit: m; b isPPile shaft calculated width, unit: m; b-pile spacing, unit: m; a-anchor cable inclination angle, unit: and (4) degree.
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. The construction method of the mixed retaining structure is characterized by comprising the following steps: the method comprises the following steps:
A. and (3) constructing an upper-step pile: positioning and paying off the pile, excavating the jumping pile to construct the pile, vertically penetrating the covering layer, and positioning the bottom of the pile in the rock stratum;
B. constructing multiple rows of anchor cables on the piles: removing the soil body in front of the pile to 0.3-0.8m below the designed elevation of the first row of anchor cables, then constructing the first row of anchor cables, drilling holes on the pile to the designed depth of the anchor cables, placing steel strands, grouting, stretching and sealing the anchor when the mortar strength of the anchor body of the anchor cables reaches the designed strength, and constructing a pile panel; then, continuously constructing a plurality of rows of anchor cables and corresponding pile panels downwards according to the construction mode of the first row of anchor cables;
C. rib column and multi-row anchor cable construction: excavating a rock slope to 0.3-0.8m below the designed elevation of a first row of anchor cables below the bottom of the pile, drilling on the slope to the designed depth of the anchor cables, placing steel strands, grouting, binding rib columns, pouring rib columns, stretching and sealing anchors when the mortar strength of anchor bodies of the anchor cables reaches the designed strength, and constructing a rib column panel; then, constructing a plurality of rows of anchor cables and corresponding rib columns and rib column panels downwards according to the first row of anchor cable construction mode;
D. rib column and multi-row anchor rod construction: continuously excavating the rock slope downwards to 0.3-0.8m below the designed elevation of the first row of anchor rods, drilling holes on the slope surface to the designed depth of the anchor rods, placing anchor rod reinforcing steel bars, and grouting; binding the rib columns, pouring the rib columns when the mortar strength of the anchor rod anchoring bodies reaches the design strength, and constructing rib column panels; and then downwards constructing a plurality of rows of anchor rods, corresponding rib columns and rib column panels according to the first row of anchor rod construction mode.
2. The construction method of the hybrid retaining structure according to claim 1, wherein: step by stepIn the step C, the anchor cable stress calculation formula is as follows: n is a radical ofak＝Nak0+(p×Sy×Bp×Sx)/(B×cosα)；
In the formula, NakAxial tension to which the cable bolt is subjected, unit: KN; n is a radical ofak0The axial tension force applied to the anchor cable, irrespective of the upper-step pile-fixing counterforce, is given by: KN; p-upper-order pile embedding counterforce, unit: KPa; sx、SyHorizontal, vertical spacing of the anchor lines, unit: m; b isPPile shaft calculated width, unit: m; b-pile spacing, unit: m; a-anchor cable inclination angle, unit: and (4) degree.
3. The construction method of the hybrid retaining structure according to claim 2, wherein: in the step C, the anchor cables on the rib columns are arranged in 2-5 rows.
4. The construction method of the hybrid retaining structure according to claim 3, wherein: the position of whole stake is superstructure, and the position at whole rib post place is substructure, and substructure is according to the design of rib anchor barricade, and superstructure load is according to overloading consideration.
5. The construction method of the hybrid retaining structure according to claim 4, wherein: if the anchor cable of the upper structure does not enter the fracture surface of the lower side slope, the horizontal load of the upper structure and the overload of the upper rock-soil body or the lateral load of the whole side slope of the lower structure need to be considered.
6. The construction method of the hybrid retaining structure according to claim 5, wherein: the upper structure is calculated according to a cantilever anti-slide pile or an anchor pile, the soil layer and the strong weathering thickness are taken according to the cantilever length of the pile, and the depth of the middle weathering is embedded into the pile.
7. The construction method of the hybrid retaining structure according to claim 6, wherein: and a step is arranged between the top end of the rib column and the bottom end of the pile.
8. The construction method of the hybrid retaining structure according to claim 1, wherein: the inclination angles of the anchor cable and the anchor rod are both 15 degrees.
9. The construction method of the hybrid retaining structure according to claim 8, wherein: the anchoring sections of the anchor cables are all larger than 10 m.
10. The construction method of the hybrid retaining structure according to claim 9, wherein: and rib column foundations are arranged at the bottoms of the rib columns.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115162379A (en) * | 2022-08-19 | 2022-10-11 | 中煤科工重庆设计研究院(集团)有限公司 | Construction process of mixed retaining structure |
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| US20210087931A1 (en) * | 2020-10-15 | 2021-03-25 | Shandong University Of Science And Technology | Grouting bolt-cable composite beam and supporting method for advanced support of fractured surrounding rock in deep coal mines |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115162379A (en) * | 2022-08-19 | 2022-10-11 | 中煤科工重庆设计研究院(集团)有限公司 | Construction process of mixed retaining structure |
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