CN114032932B - Construction method of hybrid retaining structure - Google Patents
Construction method of hybrid retaining structure Download PDFInfo
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- CN114032932B CN114032932B CN202111539292.2A CN202111539292A CN114032932B CN 114032932 B CN114032932 B CN 114032932B CN 202111539292 A CN202111539292 A CN 202111539292A CN 114032932 B CN114032932 B CN 114032932B
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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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- Mining & Mineral Resources (AREA)
- 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-stage pile; B. constructing a plurality of rows of anchor cables on the piles; C. rib columns and multiple rows of anchor cables are constructed; D. and (5) rib column and multi-row anchor rod construction. According to the scheme, on the cross section of the side slope, according to the characteristics of geological environment difference, building function and environment requirement, the scale of the side slope and the like, according to the principle of feasibility, economy, rationality, safety and reliability of the technology, different supporting structures of a stress structure system are respectively adopted to interact and coordinate with each other to jointly bear the rock-soil body load of the side slope, and a pile-anchor system is adopted for the upper covering layer, so that the construction is carried out in a reverse way, and the support and the safety can be effectively supported and ensured; the rib anchor retaining wall is adopted in the lower stratum, so that 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 are solved.
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 covering layer of the rock-soil mixed side slope is very thick (the covering layer is mostly a soil layer and is softer, the covering layer can slide along a harder bedrock surface), a conventional anchor pile construction scheme can be adopted for effectively supporting the covering layer, and the sliding of the covering layer can be reduced by adopting the construction mode, but the anchor pile is required to be driven downwards into the bedrock surface, so that the construction cost is very high, and the construction period is long.
Disclosure of Invention
The invention aims to provide a construction method of a hybrid retaining structure, which solves the problems of high construction cost and long construction period caused by adopting a traditional anchor pile construction scheme in the prior art.
In order to achieve the above purpose, the invention adopts the following technical scheme: the construction method of the hybrid retaining structure comprises the following steps:
A. and (3) construction of an upper-stage pile: pile positioning and paying off, pile jumping excavation is carried out to construct piles, the piles vertically penetrate through the covering layer, and the bottoms of the piles are located in the rock stratum;
B. constructing a plurality of rows of anchor cables on the piles: removing soil before the pile to 0.3-0.8m below the design elevation of the first row of anchor cables, then constructing the first row of anchor cables, drilling holes on the pile to the design depth of the anchor cables, placing steel strands, grouting, tensioning and sealing the anchor when the mortar strength of the anchor cable anchoring body reaches the design strength, and constructing a pile panel; then, continuing to construct 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 first row of anchor cable design elevation below the pile bottom, drilling holes on the slope to the anchor cable design depth, placing steel strands, grouting, binding rib columns, pouring the rib columns, tensioning and sealing anchors until the mortar strength of the anchor cable anchoring body reaches the design strength, and constructing rib cylindrical plates; 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 a rock slope downwards until the first row of anchor rod design elevation is 0.3-0.8m, drilling holes on the slope until the anchor rod design depth is reached, placing anchor rod reinforcing steel bars, and grouting; binding rib columns, pouring the rib columns when the mortar strength of the anchor rod anchoring body reaches the design strength, and constructing a rib column panel; and then constructing a plurality of rows of anchor rods and corresponding rib columns and rib column panels downwards according to the construction mode of the first row of anchor rods.
The principle and the advantages of the scheme are as follows: through this scheme, to the soft overburden of side slope, adopt stake anchor system, reverse construction can effectively support and guarantee safety to the overburden, has improved the supporting effect to the overburden. For the lower rock stratum, the rock stratum is harder, the rock stratum is stable, a pile-anchor system is not needed for supporting, and therefore the rib-anchor retaining wall can be adopted for supporting, compared with the prior art, the whole side slope is supported by the pile-anchor system, and the construction cost and the construction period of the rib-anchor retaining wall are smaller than those of the pile-anchor system, so that the construction method can effectively save construction cost, save construction period and facilitate implementation and operation while ensuring the side slope supporting effect.
According to the construction method, on the side slope cross section, according to the characteristics of geological environment difference, building function and environment requirement, the scale of the side slope and the like, different supporting structures of a stress structure system are adopted respectively according to the principles of feasibility, economy, rationality, safety and reliability, the different supporting structures interact and coordinate with each other to jointly bear the load of the side slope rock-soil body, and the traditional pile anchor retaining wall and anchor rib retaining wall combination are adopted to exert the advantages of the supporting structures, so that effective supporting is achieved, the structural safety is ensured, the engineering cost is effectively saved, and the construction period is shortened.
In addition, it is worth to say that, because the overburden is softer, slide easily for the stratum, consequently when the construction stake, through driving the bottom of stake into the stratum for the stake is more stable, has improved the ability of bearing the load of stake, can carry out effectual support to the overburden of easy slip. In addition, because the overburden slides easily, therefore the upper portion of side slope is unstable, so the anchor rope structure that the bearing is better has been adopted to the supporting structure on upper portion, can bear great load, can carry out stable support to the upper portion of side slope, and to the lower part of side slope, because the lower part of side slope is more stable for the stratum, consequently need not to adopt the anchor rope structure, adopt the stock structure can carry out effectual support to the lower part of side slope, and the cost of stock is less than the cost of anchor rope a lot, thereby practiced thrift the cost of construction.
In addition, although the lower part of the side slope adopts the structure of the anchor rod with lower cost for supporting, the step C proves that the top of the rib column is also provided with a plurality of rows of anchor ropes, because the top 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 providing more stable anchor ropes at the top of the rib column.
Preferably, as a modification, in the step C, the stress calculation formula of the anchor cable is as follows:
N ak ＝N ak0 +(p×S y ×B p ×S x )/(B×cosα)；
wherein N is ak -axial tension to which the cable is subjected, unit: KN; n (N) ak0 -irrespective of the pile-up reaction force of the upper stage, the axial tension force exerted by the anchor cable, in units of: KN; and (3) embedding and fixing counterforce of the p-upper-stage piles, wherein the units are as follows: KPa; s is S x 、S y Horizontal, vertical spacing of the anchor lines, unit: m; b (B) P -shaft calculated width, unit: m; b-pile spacing, unit: m; a-inclination angle of anchor cable, unit: degree.
Several rows of anchor cables at the top of the rib column in the scheme play a vital role in the stability and the safety of the whole supporting structure, the stress conditions of the anchor cables can be influenced by several rows of anchor cable setting forms at the top of the rib column, the set inclination angles of the anchor cables, the distance and other parameters, and the size of the anchor cable stress at the top of the rib column can be controlled in a good range through the stress calculation formula, so that the anchor cables at the top of the rib column can bear larger loads under the condition that the quantity is as small as possible, and the stability and the safety of supporting are ensured under the condition that the construction cost is as low as possible.
Preferably, in step C, the anchor lines on the rib columns are arranged in 2-5 rows. The anchor cable at the top of the rib column is controlled to be in 2-5 rows.
Preferably, as an improvement, the part of the whole pile is an upper structure, the part of the whole rib column is a lower structure, the lower structure is designed according to a rib anchor retaining wall, and the load of the upper structure is considered according to overload.
Preferably, as an improvement, 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 are considered.
Preferably, as an improvement, the superstructure is calculated as a cantilever slide-resistant pile or anchor pile, the pile cantilever length taking the soil layer and the strong weathering thickness, the pile being embedded to a moderate weathering depth.
Preferably, as a modification, a step is provided between the top end of the rib post and the bottom end of the stake. The stress condition can be optimized through the step, and meanwhile, some plants are planted on the step, so that the effect of greening and attractive appearance is achieved.
Preferably, as a modification, the inclination angles of the anchor cable and the anchor rod are 15 degrees.
Preferably, as a modification, the anchoring sections of the cable are each greater than 10m. Therefore, the supporting effect of the anchor cable can be ensured.
Preferably, as a modification, the bottom of the rib post is provided with a rib post foundation. The rib post foundation is used for stably supporting the rib post.
Drawings
Fig. 1 is a schematic view of a hybrid baffle structure.
Detailed Description
The following is a further detailed description of the embodiments:
reference numerals in the drawings of the specification include: pile 1, rib post 2, rib post foundation 3, anchor rope 4, ground interface 5, apoplexy chemical line 6, stock 7, broken line 8.
An example is substantially as shown in figure 1: the construction method of the hybrid retaining structure comprises the following steps:
A. and (3) construction of an upper-stage pile: pile positioning and paying off, pile jumping excavation is carried out to construct a pile 1, the pile 1 vertically penetrates through the covering layer, and the bottom of the pile 1 is located in a rock stratum; the pile 1 is a reinforced concrete structure.
B. Constructing a plurality of rows of anchor cables 4 on the pile 1: removing soil in front of the pile 1 to 0.3-0.8m below the design elevation of the first row of anchor cables 4, wherein the embodiment is 0.5m, then constructing the first row of anchor cables 4, drilling holes on the pile 1 to the design depth of the anchor cables 4, placing steel strands, grouting, tensioning and sealing the anchor when the mortar strength of the anchoring body of the anchor cables 4 reaches the design strength, and constructing a pile panel; then, the soil body in front of the pile 1 is continuously excavated to 0.3-0.8m below the design elevation of the second row of anchor cables 4, the second row of anchor cables 4 are constructed, holes are drilled on the pile 1 to the design depth of the anchor cables 4, steel strands are put, grouting is carried out, and when the mortar strength of the anchoring body of the anchor cables 4 reaches the design strength, the anchor sealing is tensioned, and a pile panel is constructed; and so on until the last row of anchor lines 4 and corresponding pile panels are constructed on the piles 1. The number of rows of anchor lines 4 on the pile 1 is about 3, and this embodiment is 3 rows.
C. Rib column 2 and multi-row anchor cable 4 construction: excavating a rock slope to a position 0.3-0.8m below the design elevation of the first row of anchor cables 4 below the bottom of the pile 1, drilling holes on the slope to a design depth of the anchor cables 4, placing steel strands, grouting, binding rib columns 2, pouring the rib columns 2 downwards, tensioning and sealing anchors when the mortar strength of the anchoring bodies of the anchor cables 4 reaches the design strength, and constructing rib cylindrical plates; then, continuously excavating a rock slope downwards until the design elevation of the second row of anchor cables 4 is 0.3-0.8m, in the embodiment, 0.5m, drilling holes on the slope to the design depth of the anchor cables 4, placing steel strands, grouting, binding the next section of rib columns 2, continuously pouring the rib columns 2 downwards, tensioning and sealing anchors when the mortar strength of the anchoring bodies of the anchor cables 4 reaches the design strength, and constructing rib column surface plates; and so on until the last row of anchor cables 4 and corresponding rib posts 2 and rib post panels are constructed. The anchor lines 4 are 3 rows (2-5 rows), in this example 3 rows. A step may be provided between the top end of the rib post 2 and the bottom end of the stake 1 so that plants may be planted on the step.
D. Rib post 2 and multi-row anchor rod 7 construction: continuously excavating a rock slope downwards until the first row of anchor rods 7 reach 0.3-0.8m below the designed elevation, in the embodiment 0.5m, drilling holes on the slope to the designed depth of the anchor rods 7, placing anchor rod reinforcing steel bars, and grouting; binding the next section of rib post 2, and continuing pouring the rib post 2 and constructing a rib post panel when the mortar strength of the anchoring body of the anchor rod 7 reaches the design strength; then, continuously excavating a rock slope downwards until the design elevation of the second row of anchor rods 7 is 0.3-0.8m, drilling holes on the slope to the design depth of the anchor rods 7, placing anchor rod reinforcing steel bars, grouting, binding the next section of rib columns 2, continuously pouring the rib columns 2 downwards when the mortar strength of the anchoring bodies of the anchor rods 7 reaches the design strength, and constructing a rib column panel; and so on until the last row of anchors 7 and corresponding rib posts 2 and rib post panels are constructed. The anchors 7 in this embodiment are 12 rows. The bottom of the rib post 2 is poured with a rib post foundation 3.
In this embodiment, the inclination angles of all the anchor lines 4 and the anchor rods 7 are 15 degrees. The anchoring sections of all the anchor lines 4 are larger than 10m.
Through the construction method, the obtained mixed retaining structure is shown in fig. 1, the part of the whole pile 1 is an upper structure, a pile anchor system is formed, reverse construction is performed, the covering layer can be effectively supported, safety is guaranteed, and the supporting effect on the covering layer is improved. The part of the whole rib post 2 is a lower structure, so that a rib anchor retaining wall is formed, and the rock stratum at the lower part of the side slope is supported.
The design calculation process in this embodiment is as follows:
the upper structure is calculated according to cantilever anti-slide piles or anchor piles, the length of the cantilever of the pile 1 is equal to the thickness of soil layers and strong weathers, and the pile is embedded into the depth of medium weathers.
The lower structure is designed according to a common rib anchor retaining wall, and the upper load is considered according to overload. If the upper structure anchor cable 4 does not enter the fracture surface of the lower side slope, the horizontal load of the upper structure and the upper rock-soil body load or the lateral load of the whole side slope of the lower structure are considered.
Pile diameter of which the width of the front edge is smaller than 3 times is adopted, and in the upper-order pile embedding influence range, the stress calculation formula of the anchor cable 4 on the rib post 2 is as follows: n (N) ak ＝N ak0 +(p×S y ×B p ×S x )/(B×cosα)；
Wherein N is ak -axial tension to which the cable is subjected, unit: KN; n (N) ak0 -irrespective of the pile-up reaction force of the upper stage, the axial tension force exerted by the anchor cable, in units of: KN; and (3) embedding and fixing counterforce of the p-upper-stage piles, wherein the units are as follows: KPa; s is S x 、S y Horizontal, vertical spacing of the anchor lines, unit: m; b (B) P -shaft calculated width, unit: m; b-pile spacing, unit: m; a-inclination angle of anchor cable, unit: degree.
The foregoing is merely exemplary of the present invention, and specific technical solutions and/or features that are well known in the art have not been described in detail herein. It should be noted that, for those skilled in the art, several variations and modifications can be made without departing from the technical solution of the present invention, and these should also be regarded as the protection scope of the present invention, which does not affect the effect of the implementation of the present invention and the practical applicability of the patent. The protection scope of the present application shall be subject to the content of the claims, and the description of the specific embodiments and the like in the specification can be used for explaining the content of the claims.
Claims (9)
1. The construction method of the hybrid retaining structure is characterized by comprising the following steps of: the method comprises the following steps:
A. and (3) construction of an upper-stage pile: pile positioning and paying off, pile jumping excavation is carried out to construct piles, the piles vertically penetrate through the covering layer, and the bottoms of the piles are located in the rock stratum;
B. constructing a plurality of rows of anchor cables on the piles: removing soil before the pile to 0.3-0.8m below the design elevation of the first row of anchor cables, then constructing the first row of anchor cables, drilling holes on the pile to the design depth of the anchor cables, placing steel strands, grouting, tensioning and sealing the anchor when the mortar strength of the anchor cable anchoring body reaches the design strength, and constructing a pile panel; then, continuing to construct 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 first row of anchor cable design elevation below the pile bottom, drilling holes on the slope to the anchor cable design depth, placing steel strands, grouting, binding rib columns, pouring the rib columns, tensioning and sealing anchors until the mortar strength of the anchor cable anchoring body reaches the design strength, and constructing rib cylindrical plates; 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 a rock slope downwards until the first row of anchor rod design elevation is 0.3-0.8m, drilling holes on the slope until the anchor rod design depth is reached, placing anchor rod reinforcing steel bars, and grouting; binding rib columns, pouring the rib columns when the mortar strength of the anchor rod anchoring body reaches the design strength, and constructing a rib column panel; then constructing a plurality of rows of anchor rods downwards and corresponding rib columns and rib column panels according to the construction mode of the first row of anchor rods;
in the step C, the calculation formula of the stress of the anchor cable is as follows: n (N) ak =N ak0 +(p×S y ×B p ×S x )/(B×cosα)；
Wherein N is ak -axial tension to which the cable is subjected, unit: KN; n (N) ak0 -irrespective of the pile-up reaction force of the upper stage, the axial tension force exerted by the anchor cable, in units of: KN; and (3) embedding and fixing counterforce of the p-upper-stage piles, wherein the units are as follows: KPa; s is S x 、S y Horizontal, vertical spacing of the anchor lines, unit: m; b (B) P -shaft calculated width, unit: m; b-pile spacing, unit: m; a-inclination angle of anchor cable, unit: degree.
2. The method for constructing a hybrid retaining structure according to claim 1, wherein: in the step C, the anchor cables on the rib columns are arranged in 2-5 rows.
3. The construction method of the hybrid retaining structure according to claim 2, characterized in that: the part of the whole pile is an upper structure, the part of the whole rib column is a lower structure, the lower structure is designed according to a rib anchor retaining wall, and the load of the upper structure is considered according to overload.
4. The construction method of the hybrid retaining structure according to claim 3, 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 are considered, or the lateral load of the whole side slope is considered by the lower structure.
5. The construction method of the hybrid retaining structure according to claim 4, wherein: the upper structure is calculated according to the cantilever anti-slide pile or the anchor pile, the length of the cantilever anti-slide pile or the anchor pile is equal to the thickness of soil layer and strong weathering, and the cantilever anti-slide pile or the anchor pile is embedded into the depth of medium weathering.
6. The construction method of the hybrid retaining structure according to claim 5, wherein: a step is arranged between the top end of the rib post and the bottom end of the pile.
7. The method for constructing a hybrid retaining structure according to claim 1, wherein: the inclination angles of the anchor cable and the anchor rod are 15 degrees.
8. The method for constructing a hybrid retaining structure according to claim 7, wherein: the anchoring sections of the anchor cables are all larger than 10m.
9. The method for constructing a hybrid retaining structure according to claim 8, wherein: and a rib column foundation is arranged at the bottom of the rib column.
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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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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN201347559Y (en) * | 2009-01-08 | 2009-11-18 | 广州市设计院 | Supporting structure of suspending pile for foundation pit |
| CN101838998B (en) * | 2010-04-27 | 2011-07-27 | 中国科学院武汉岩土力学研究所 | Prestressed anchor cable pile sliding wall along river road shoulder and construction method thereof |
| DE102011010526A1 (en) * | 2011-02-08 | 2012-08-09 | Jürgen John | Undercut anchor has anchor rod which is threaded at the front end of base of borehole, compression nut fixedly connected to anchor rod, and a cylindrical expansion sleeve having two transverse slots |
| CN105649091A (en) * | 2015-04-30 | 2016-06-08 | 中国建筑第四工程局有限公司 | High slope support method and structure |
| CN105887895A (en) * | 2016-06-08 | 2016-08-24 | 贵州正业工程技术投资有限公司 | Foundation supporting device for reinforcing support through karst broken rock body |
| DE102017129705B4 (en) * | 2017-04-27 | 2019-12-19 | Roland Langnaese | Process for the production of a fastening of a terrain jump, for the renovation of a pile foundation and for the new construction of a pile foundation by means of a supporting body |
| CN207727612U (en) * | 2017-05-25 | 2018-08-14 | 吴震 | Rib column formula anchored bolt retaining wall structure |
| CN109403350A (en) * | 2018-12-18 | 2019-03-01 | 山西建筑工程集团有限公司 | Foundation pit supporting construction and foundation pit supporting method |
| CN110274831B (en) * | 2019-07-05 | 2020-07-07 | 山东科技大学 | Device and method for testing anchor rod (cable) supporting structure and comprehensively testing performance of anchor system |
| CN111335327B (en) * | 2020-03-31 | 2024-06-07 | 江苏东合南岩土科技股份有限公司 | Deep anchor pile supporting system and construction method thereof |
| KR102184891B1 (en) * | 2020-06-19 | 2020-12-01 | 한국과학기술원 | Partially connected pile hybrid anchor |
| CN111827317B (en) * | 2020-08-21 | 2022-05-06 | 兰州理工大学 | Energy-dissipating and shock-absorbing supporting structure and construction method |
| CN112195942A (en) * | 2020-09-23 | 2021-01-08 | 贵州建工集团第一建筑工程有限责任公司 | Building foundation slope stepped supporting method |
| CN112196596B (en) * | 2020-10-15 | 2022-04-29 | 山东科技大学 | Grouting anchor rod cable combination beam for advanced support of deep broken surrounding rock and support method |
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