CN113174956A - Method for reinforcing wind-blown sand high-steep slope construction platform and wind-blown sand high-steep slope structure - Google Patents
Method for reinforcing wind-blown sand high-steep slope construction platform and wind-blown sand high-steep slope structure Download PDFInfo
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- CN113174956A CN113174956A CN202110477039.2A CN202110477039A CN113174956A CN 113174956 A CN113174956 A CN 113174956A CN 202110477039 A CN202110477039 A CN 202110477039A CN 113174956 A CN113174956 A CN 113174956A
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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
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The application discloses aeolian sand high and steep slope construction platform reinforcing method and aeolian sand high and steep slope structure include: measuring and lofting an excavation line according to the self-stabilizing slope rate of the aeolian sand; slope is set up, a first-stage unloading platform is excavated, high-pressure jet grouting pile reinforcement is carried out on the side, facing the air, of the first-stage unloading platform, and reinforcement steel is inserted into the high-pressure jet grouting pile; after the strength of the high-pressure jet grouting pile meets the requirement, putting a slope to excavate a second-stage unloading platform, reinforcing the high-pressure jet grouting pile on the side, facing the air, of the second-stage unloading platform, and inserting reinforcing steel into the high-pressure jet grouting pile; sequentially excavating other stages of unloading platforms, and excavating a construction operation platform after the last stage of unloading platform is completely excavated and reinforced; and (4) reinforcing the high-pressure jet grouting pile on the construction operation platform, and inserting reinforcing steel into the high-pressure jet grouting pile. The method solves the problems that in the related art, the wind-blown sand slope is difficult to reinforce, is easy to break and lose balance due to construction disturbance, and is easy to slide, so that the slope is unstable.
Description
Technical Field
The application relates to the technical field of slope construction, in particular to a method for reinforcing a wind-blown sand high and steep slope construction platform and a wind-blown sand high and steep slope structure.
Background
The main unfavorable geological phenomenon in a certain project bridge site area is aeolian sand, the slope gradient of the side slope is about 30-40 degrees, the aeolian sand is thin in particles, loose and non-adhesive among the particles, the cohesive force is almost zero, the whole is not easy to form, and when the high and steep aeolian sand side slope is disturbed by construction, the high and steep aeolian sand side slope is easy to damage and lose balance, and is easy to slide, so that the side slope instability is caused. In the construction process of the construction platform, a large safety risk exists.
The prior art aims at the side slope excavation supporting scheme and has the forms of anti-slide piles, retaining walls, steel sheet piles, anchor rods, anchor cables, high-pressure jet grouting piles and the like, the anti-slide piles and the steel sheet piles need large construction machinery, and the construction operation field is severely limited; the anchor rods and the anchor cable frame beams are suitable for geology such as rock strata, clay and the like, and the aeolian sand friction resistance is small and not suitable; retaining wall material transportation difficulty, gravity type can't satisfy, and the weighing type retaining wall need backfill afterwards, and the topography restriction can't be implemented, and the cost is high, causes the cost extravagant.
Aiming at the problems that the wind-blown sand slope is difficult to reinforce, is easy to damage and lose balance and slide due to construction disturbance, and causes slope instability in the related art, an effective solution is not provided at present.
Disclosure of Invention
The application mainly aims to provide a method for reinforcing a wind-blown sand high and steep slope construction platform and a wind-blown sand high and steep slope structure, so as to solve the problems that in the related art, a wind-blown sand slope is difficult to reinforce, is easy to damage and lose balance due to construction disturbance, and is easy to slide, so that the slope is unstable.
In order to achieve the purpose, the application provides a method for reinforcing a construction platform of a aeolian sand high and steep slope, which comprises the following steps:
(1) measuring and lofting an excavation line according to the self-stabilizing slope rate of the aeolian sand;
(2) slope is set up, a first-stage unloading platform is excavated, high-pressure jet grouting pile reinforcement is carried out on the side, facing the air, of the first-stage unloading platform, and reinforcement steel is inserted into the high-pressure jet grouting pile;
(3) after the strength of the high-pressure jet grouting pile meets the requirement, putting a slope to excavate a second-stage unloading platform, reinforcing the high-pressure jet grouting pile on the side, facing the air, of the second-stage unloading platform, and inserting reinforcing steel into the high-pressure jet grouting pile;
(4) sequentially excavating other stages of unloading platforms, and excavating a construction operation platform after the last stage of unloading platform is completely excavated and reinforced;
(5) and (4) reinforcing the high-pressure jet grouting pile on the construction operation platform, and inserting reinforcing steel into the high-pressure jet grouting pile.
Further, in the step (1), the stage number, the height and the width of the unloading platform to be excavated are obtained through original ground measurement lofting and aeolian sand self-stabilizing slope rate.
And further, monitoring the side slope excavation condition and the side slope stability in the process of excavating the first-stage unloading platform in the step (2).
Furthermore, the high-pressure jet grouting pile adopts double-row quincunx jump construction on the side of each stage of unloading platform and construction operation platform, and the reinforcing steel is I-shaped steel inserted in the high-pressure jet grouting pile.
Furthermore, the space between the high-pressure jet grouting piles on the side close to the air on each stage of unloading platform is 0.4m, and the length of each high-pressure jet grouting pile and the length of each I-shaped steel are 15 m.
Furthermore, the length of a single high-pressure jet grouting pile on the construction operation platform is 15m, the high-pressure jet grouting piles are arranged in a quincunx mode at intervals of 1m, and when the construction operation platform is reinforced to the side facing the air, two rows of jet grouting piles with the length of 15m and the interval of 0.4m are independently arranged.
According to another aspect of the application, the high and steep slope structure with the wind-laid sand comprises a multi-stage unloading platform and a construction operation platform which are sequentially excavated from top to bottom, wherein a high-pressure rotary spraying pile is arranged on the side, facing the air, of each stage of unloading platform for reinforcement, and reinforcing steel is inserted into the high-pressure rotary spraying pile; and a high-pressure jet grouting pile is arranged on the construction operation platform for reinforcement, and reinforcing steel is inserted into the high-pressure jet grouting pile.
Furthermore, the space between the high-pressure jet grouting piles on the side close to the air on each stage of unloading platform is 0.4m, and the length of each high-pressure jet grouting pile and the length of each I-shaped steel are 15 m.
Furthermore, the length of a single high-pressure rotary spraying pile on the construction operation platform is 15m, the high-pressure rotary spraying piles are arranged in a quincunx mode at intervals of 1m, and when the construction operation platform is reinforced to the side facing the air, two rows of high-pressure rotary spraying piles with the length of 15m and the interval of 0.4m are independently arranged.
In the embodiment of the application, the measurement lofting is carried out on the excavation line according to the self-stabilizing slope rate of the aeolian sand; slope is set up, a first-stage unloading platform is excavated, high-pressure jet grouting pile reinforcement is carried out on the side, facing the air, of the first-stage unloading platform, and reinforcement steel is inserted into the high-pressure jet grouting pile; after the strength of the high-pressure jet grouting pile meets the requirement, putting a slope to excavate a second-stage unloading platform, reinforcing the high-pressure jet grouting pile on the side, facing the air, of the second-stage unloading platform, and inserting reinforcing steel into the high-pressure jet grouting pile; sequentially excavating other stages of unloading platforms, and excavating a construction operation platform after the last stage of unloading platform is completely excavated and reinforced; the high-pressure jet grouting pile is reinforced on the construction operation platform, reinforcing steel is inserted into the high-pressure jet grouting pile, the aim of effectively improving the soil mass quality of the aeolian sand slope construction platform and increasing the compression resistance and shear strength of the soil mass is achieved, the bearing capacity of the construction platform is increased, the slope is ensured to be stable, the technical effect of ensuring the safety of the construction process is achieved, and the problems that the aeolian sand slope is difficult to reinforce, is easy to damage and lose balance due to construction disturbance and easy to slide and causes slope instability in the related technology are solved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, serve to provide a further understanding of the application and to enable other features, objects, and advantages of the application to be more apparent. The drawings and their description illustrate the embodiments of the invention and do not limit it. In the drawings:
FIG. 1 is a schematic structural diagram according to an embodiment of the present application;
FIG. 2 is a schematic structural diagram of a first stage offloading platform according to an embodiment of the application;
FIG. 3 is a schematic flow chart according to an embodiment of the present application;
wherein, 1 first grade uninstallation platform, 2 high-pressure jet grouting piles, 3 second grade uninstallation platforms, 4 construction work platforms, 5 reinforced steel.
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that the terms "first," "second," and the like in the description and claims of this application and in the drawings described above are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used.
In this application, the terms "upper", "lower", "inside", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings. These terms are used primarily to better describe the present application and its embodiments, and are not used to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
Furthermore, the terms "disposed," "provided," "connected," "secured," and the like are to be construed broadly. For example, "connected" may be a fixed connection, a detachable connection, or a unitary construction; can be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements or components. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
In addition, the term "plurality" shall mean two as well as more than two.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
As shown in fig. 1, an embodiment of the present application provides a method for reinforcing a construction platform of a high and steep slope of aeolian sand, including:
(1) measuring and lofting an excavation line according to the self-stabilizing slope rate of the aeolian sand to obtain the stage number, the height and the width of an unloading platform to be excavated, wherein the width is selected according to the mechanical operation width and the operation requirement;
(2) the method comprises the following steps that (1) a manual cooperation machine is used for carrying out slope releasing excavation on a first-stage unloading platform 1, and in the process of excavating the first-stage unloading platform 1, the slope excavation condition and the slope stability are monitored to form a grouting reinforcement platform;
then reinforcing the high-pressure jet grouting pile 2 at the side of the first-stage unloading platform 1 facing the air, and inserting reinforcing steel 5 into the high-pressure jet grouting pile 2;
(3) the integral stability of the unloading platform is ensured, the second-stage unloading platform 3 is excavated after the strength of the high-pressure jet grouting pile 2 meets the requirement, and the second-stage unloading platform 3 can be excavated after the high-pressure jet grouting pile 2 is constructed for 7 days;
after the second-stage unloading platform 3 is excavated, reinforcing the high-pressure jet grouting pile 2 on the side, facing the air, of the second-stage unloading platform 3, and inserting reinforcing steel 5 into the high-pressure jet grouting pile 2;
(4) sequentially excavating other stages of unloading platforms, and excavating a construction operation platform 4 after the last stage of unloading platform is completely excavated and reinforced; the first stage unloading platform 1 and the second stage unloading platform 3 are 2 meters in width and 3 meters in height, and the last stage unloading platform is 1.8 meters in width and 2 meters in height;
(5) and (3) reinforcing the high-pressure jet grouting pile 2 on the construction operation platform 4, and inserting reinforcing steel 5 into the high-pressure jet grouting pile 2.
In this embodiment, the reinforcing method has the following effects:
1. and the high and steep side slope is locally reinforced, so that the large-area excavation of the side slope is avoided, and the construction cost is reduced.
2. The problem that large-scale machinery cannot enter a field for locally reinforcing a high slope is solved, and the drilling machine of the high-pressure jet grouting pile 2 is light in self weight and convenient to walk.
3. The method can effectively improve the soil mass quality of the wind-blown sand slope construction platform, increase the compression strength and the shear strength of the soil mass, increase the bearing capacity of the construction platform, ensure the stability of the slope and ensure the safety of the construction process.
The method solves the problems that the wind-blown sand slope is difficult to reinforce, is easy to damage and lose balance and slide due to construction disturbance, and causes slope instability in the related art.
Further, the high-pressure jet grouting pile 2 is constructed by adopting double rows of quincunx jump beating on each stage of unloading platform and construction operation platform 4, and the reinforcing steel 5 is I-shaped steel inserted in the high-pressure jet grouting pile 2. The distance between the high-pressure jet grouting piles 2 on each stage of unloading platform is 0.4m, and the length of the high-pressure jet grouting piles 2 and the length of the I-shaped steel are 15 m.
Further, the high-pressure jet grouting piles 2 on the construction operation platform 4 are 15m long as one pile, are arranged in a quincunx mode at intervals of 1m, and when the construction operation platform 4 is reinforced to the side facing the air, two rows of jet grouting piles with the length of 15m and the interval of 0.4m are independently arranged.
According to another aspect of the application, the aeolian sand high and steep slope structure formed by the reinforcing method comprises a multi-stage unloading platform and a construction operation platform 4 which are sequentially excavated from top to bottom, a high-pressure rotary spraying pile 2 is arranged on the side, facing the air, of each stage of unloading platform for reinforcement, and reinforcing steel 5 is inserted into the high-pressure rotary spraying pile 2; and a high-pressure jet grouting pile 2 is arranged on the construction operation platform 4 for reinforcement, and reinforcing steel 5 is inserted into the high-pressure jet grouting pile 2.
Further, the distance between the high-pressure jet grouting piles 2 on each stage of unloading platform is 0.4m, and the length of each high-pressure jet grouting pile 2 and the length of each I-shaped steel are 15 m.
Furthermore, the distance between the high-pressure jet grouting piles 2 on each stage of unloading platform is 0.4m and the piles are arranged in a quincunx shape.
Further, the length of each high-pressure jet grouting pile 2 on the construction operation platform 4 is 15m, the high-pressure jet grouting piles are arranged in a quincunx mode at intervals of 1m, and when the construction operation platform 4 is reinforced to the side facing the air, two rows of high-pressure jet grouting piles 2 with the length of 15m and the interval of 0.4m are independently arranged.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (9)
1. A method for reinforcing a construction platform of a high and steep slope of aeolian sand is characterized by comprising the following steps:
(1) measuring and lofting an excavation line according to the self-stabilizing slope rate of the aeolian sand;
(2) slope is set up, a first-stage unloading platform is excavated, high-pressure jet grouting pile reinforcement is carried out on the side, facing the air, of the first-stage unloading platform, and reinforcement steel is inserted into the high-pressure jet grouting pile;
(3) after the strength of the high-pressure jet grouting pile meets the requirement, putting a slope to excavate a second-stage unloading platform, reinforcing the high-pressure jet grouting pile on the side, facing the air, of the second-stage unloading platform, and inserting reinforcing steel into the high-pressure jet grouting pile;
(4) sequentially excavating other stages of unloading platforms, and excavating a construction operation platform after the last stage of unloading platform is completely excavated and reinforced;
(5) and (4) reinforcing the high-pressure jet grouting pile on the construction operation platform, and inserting reinforcing steel into the high-pressure jet grouting pile.
2. The method for reinforcing the construction platform of the aeolian sand high and steep side slope according to claim 1, wherein the stage number, the height and the width of the unloading platform to be excavated are obtained in the step (1) through original ground measurement lofting and the self-stabilizing slope rate of the aeolian sand side slope.
3. The method for reinforcing the wind-blown sand high and steep slope construction platform according to claim 2, wherein in the step (2), the slope excavation condition and the slope stability are monitored in the process of excavating the first-stage unloading platform.
4. The method for reinforcing the wind-blown sand high and steep slope construction platform as claimed in claim 3, wherein the high-pressure jet grouting pile adopts double-row quincunx jump-beating construction on each stage of unloading platform and construction operation platform, and the reinforcing steel is I-shaped steel inserted in the high-pressure jet grouting pile.
5. The method for reinforcing the wind-blown sand high and steep slope construction platform according to claim 4, wherein the space between the high-pressure jet grouting piles on the air side of each stage of unloading platform is 0.4m, and the length of the high-pressure jet grouting piles and the I-shaped steel is 15 m.
6. The method for reinforcing the wind-blown sand high and steep slope construction platform according to claim 5, wherein a single high-pressure jet grouting pile on the construction work platform is 15m long, and is arranged in a quincunx shape at an interval of 1m, and when the construction work platform is reinforced to the side near the sky, two rows of jet grouting piles with a length of 15m and an interval of 0.4m are independently arranged.
7. A high and steep slope structure with aeolian sand is characterized by comprising a multi-stage unloading platform and a construction operation platform which are sequentially excavated from top to bottom, wherein a high-pressure jet grouting pile is arranged on the side, facing the air, of each stage of unloading platform for reinforcement, and reinforcing steel is inserted into the high-pressure jet grouting pile; and a high-pressure jet grouting pile is arranged on the construction operation platform for reinforcement, and reinforcing steel is inserted into the high-pressure jet grouting pile.
8. The aeolian sand high and steep side slope structure according to claim 7, wherein the distance between the high-pressure jet grouting piles on the air facing side of each stage of unloading platform is 0.4m, and the length of the high-pressure jet grouting piles and the I-shaped steel is 15 m.
9. The aeolian sand high and steep side slope structure according to claim 8, wherein a single high-pressure jet grouting pile on said construction work platform is 15m in length and is arranged in a quincunx type at an interval of 1m, and when the construction work platform is reinforced to the side facing the sky, two rows of high-pressure jet grouting piles with a length of 15m and an interval of 0.4m are separately arranged.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110477039.2A CN113174956A (en) | 2021-04-29 | 2021-04-29 | Method for reinforcing wind-blown sand high-steep slope construction platform and wind-blown sand high-steep slope structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110477039.2A CN113174956A (en) | 2021-04-29 | 2021-04-29 | Method for reinforcing wind-blown sand high-steep slope construction platform and wind-blown sand high-steep slope structure |
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| CN113174956A true CN113174956A (en) | 2021-07-27 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113585294A (en) * | 2021-07-29 | 2021-11-02 | 中交路桥建设有限公司 | Recyclable high-pressure jet grouting pile reinforcing method |
| CN114991194A (en) * | 2022-06-16 | 2022-09-02 | 上海建工四建集团有限公司 | Pile foundation construction method for multistage slope cutting |
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| RU2107128C1 (en) * | 1996-11-29 | 1998-03-20 | Гаврилов Геннадий Николаевич | Method and device for consolidation of earth slope |
| CN108166509A (en) * | 2017-12-18 | 2018-06-15 | 山东交通学院 | A kind of longitudinally spaced excavation of slope construction and protection construction method stage by stage |
| CN109208619A (en) * | 2018-11-01 | 2019-01-15 | 重庆市交通规划勘察设计院 | Treatment method suitable for subgrade slope collapse |
| CN109267575A (en) * | 2018-11-13 | 2019-01-25 | 中国二十冶集团有限公司 | The construction method of pattern foundation pit supporting structure is cheated in the hole of Soft Soil Area |
| CN209779617U (en) * | 2019-03-15 | 2019-12-13 | 中建一局集团第五建筑有限公司 | Pile foundation structure with high-pressure jet grouting pile serving as side slope support pile |
| CN111894023A (en) * | 2020-07-27 | 2020-11-06 | 中交路桥建设有限公司 | Construction method of steep-slope bridge foundation |
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2021
- 2021-04-29 CN CN202110477039.2A patent/CN113174956A/en active Pending
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| Publication number | Priority date | Publication date | Assignee | Title |
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| RU2107128C1 (en) * | 1996-11-29 | 1998-03-20 | Гаврилов Геннадий Николаевич | Method and device for consolidation of earth slope |
| CN108166509A (en) * | 2017-12-18 | 2018-06-15 | 山东交通学院 | A kind of longitudinally spaced excavation of slope construction and protection construction method stage by stage |
| CN109208619A (en) * | 2018-11-01 | 2019-01-15 | 重庆市交通规划勘察设计院 | Treatment method suitable for subgrade slope collapse |
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| CN111894023A (en) * | 2020-07-27 | 2020-11-06 | 中交路桥建设有限公司 | Construction method of steep-slope bridge foundation |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113585294A (en) * | 2021-07-29 | 2021-11-02 | 中交路桥建设有限公司 | Recyclable high-pressure jet grouting pile reinforcing method |
| CN114991194A (en) * | 2022-06-16 | 2022-09-02 | 上海建工四建集团有限公司 | Pile foundation construction method for multistage slope cutting |
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Application publication date: 20210727 |