CN109797769B - Collapsible loess area underground comprehensive pipe gallery foundation structure and construction method thereof - Google Patents
Collapsible loess area underground comprehensive pipe gallery foundation structure and construction method thereof Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 29
- 239000002689 soil Substances 0.000 claims abstract description 59
- 238000005056 compaction Methods 0.000 claims abstract description 24
- 239000004744 fabric Substances 0.000 claims abstract description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 14
- 238000013461 design Methods 0.000 claims description 20
- 238000000034 method Methods 0.000 claims description 17
- 239000004575 stone Substances 0.000 claims description 10
- 238000005096 rolling process Methods 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 7
- 235000003181 Panax pseudoginseng Nutrition 0.000 claims description 5
- 244000131316 Panax pseudoginseng Species 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 abstract description 12
- 230000000694 effects Effects 0.000 abstract description 5
- 238000004904 shortening Methods 0.000 abstract description 2
- 239000003673 groundwater Substances 0.000 description 3
- 230000006978 adaptation Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000002791 soaking Methods 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000011549 displacement method Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
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Abstract
The invention relates to a collapsible loess area underground utility tunnel foundation structure and a construction method thereof, wherein the foundation structure comprises compaction piles arranged below the bottom of a foundation pit, an element filling layer, waterproof geotextile, an ash soil cushion layer and a concrete bottom plate which are sequentially paved upwards at the bottom of the foundation pit, drain pipes arranged at two sides of the bottom of the foundation pit, an utility tunnel arranged on the concrete bottom plate and backfill soil for filling the foundation pit; the waterproof geotechnical cloth extends upwards along the side walls of the two sides of the foundation pit, and the ends are rolled into horizontal grooves on the side walls of the foundation pit; a filter layer is arranged between the drain pipe and the backfill soil. The invention has simple structure, reasonable arrangement of each part, simple construction steps, cost saving while shortening the construction period, and can thoroughly treat the utility tunnel foundation in collapsible loess areas by eliminating loess collapsible of a certain depth in advance and effective water interception and drainage effects, and meanwhile, the invention has higher engineering practical value, important social and economic benefits and is suitable for popularization and application in collapsible loess areas in a large number.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering foundation treatment, in particular to a collapsible loess area underground comprehensive pipe gallery foundation structure and a construction method thereof.
Background
In recent years, the contradiction between the urban development speed and urban infrastructure in China is increasingly highlighted, and urban underground pipelines generally have the problems of disordered arrangement, easy damage, difficult post-accident treatment and the like. Aiming at the series of problems, a solution for building the underground comprehensive pipe gallery is provided, so that the construction of infrastructure is perfected in northwest cities such as West An and Lanzhou, the city construction level is improved, the modern and intelligent development of cities is promoted, and the pipe gallery building work is also actively carried out.
However, the underground utility tunnel belongs to a light building structure, the foundation embedding depth is low, the foundation bearing capacity is required to be small, but the foundation deformation and stability requirements are high, so that a large amount of foundation treatment problems, especially the large-thickness collapsible loess foundation treatment problems, are encountered in the process of building the underground utility tunnel in northwest collapsible loess areas in China. The collapsible loess is taken as regional special soil, the strength is obviously reduced after meeting water, the soil skeleton structure is instable under the action of the dead weight of the soil body or the overlying load to cause the collapse deformation, and the collapse sinking of the collapsible loess foundation can influence the comprehensive pipe rack built on the collapsible loess foundation, so that the collapsible loess foundation generates structural cracks and the function exertion is influenced. Therefore, in order to meet the strict requirements of the utility tunnel design for more than 100 years, the collapsible loess foundation must be properly handled in the collapsible loess area.
At present, a practical loess disaster evaluation method specially aiming at light building structures such as an underground comprehensive pipe gallery is still lacking, technical standards for loess disaster treatment in the field are not formed, and a common method for treating collapsible loess foundations is still a long-used conventional method, such as a bedding displacement method, a dynamic compaction method, a lime-soil compaction pile, a pile foundation penetrating through a collapsible soil layer, a pre-soaking method and the like, and although the methods have characteristics, play an important role in practical engineering, have certain success, and have limitations.
For example, the cushion replacement method is generally applicable only to areas where the collapsible soil layer thickness is shallow, and cannot treat a large-thickness collapsible loess foundation; the dynamic compaction method also has such a problem that the deep collapsible loess cannot be subjected to the energy generated by the compaction due to the limited energy transmission distance in the dynamic compaction process; the pile foundation or the pile compaction pile penetrates through the whole large-thickness collapsible soil layer, so that the problems of increased cost, difficult construction and the like are caused; the presoaked water method has poor soaking effect on deep soil, and can cause too high water content of soil in a field, so that the next construction is difficult. In general, the problems of the conventional foundation treatment measures are mainly represented by the contradiction between the treatment depth and the treatment effect, the strict requirement of foundation treatment on collapsibility is difficult to meet if the treatment depth is shallow, and a good treatment effect cannot be obtained, but a large amount of cost is generated if the treatment depth is large, so that the engineering cost is increased. It can be seen that a single treatment method has difficulty in meeting the requirement of the existing collapsible loess region on collapsible treatment, especially the construction of important building structures such as comprehensive pipe racks.
Aiming at the limitations of the existing treatment method of the collapsible loess foundation and the characteristics of the light building structure of the urban comprehensive pipe rack, the most effective way for reasonably and economically solving the foundation treatment problem of the comprehensive pipe rack in the collapsible loess area with large thickness is to provide a foundation structure suitable for the comprehensive pipe rack in the collapsible loess area with large thickness, so that the foundation structure not only meets the strict requirements of foundation treatment, but also has stronger engineering practical value, important social and economic benefits in practical application, and can provide guidance for the foundation treatment disaster and prevention and treatment research of the light building structure in the collapsible loess area.
Disclosure of Invention
The invention aims to solve the technical problem of providing a collapsible loess area underground utility tunnel foundation structure and a construction method thereof, and the foundation structure is reasonable in structural arrangement, simple and convenient to construct, economical and practical.
In order to solve the problems, the underground comprehensive pipe gallery foundation structure in the collapsible loess area comprises compaction piles arranged below the bottom of a foundation pit, an element filling layer, waterproof geotextile, a gray soil cushion layer and a concrete bottom plate which are sequentially paved upwards at the bottom of the foundation pit, drain pipes arranged at two sides of the bottom of the foundation pit, the comprehensive pipe gallery arranged on the concrete bottom plate and backfill soil for filling the foundation pit; the waterproof geotextile extends upwards for at least half of the distance along the side walls of the two sides of the foundation pit, and the extension end is rolled into a horizontal groove on the side wall of the foundation pit; the drainage pipe is arranged on the waterproof geotechnical cloth, a filter layer is arranged between the drainage pipe and the backfill soil, and one side of the drainage pipe facing the filter layer is provided with a water inlet hole.
Preferably, in the foundation structure, the waterproof geotextile extends upwards to a midpoint along the side walls of two sides of the foundation pit.
Preferably, in the above foundation structure, the soil cushion layer is specifically pseudo-ginseng soil.
The invention also correspondingly provides a construction method of the underground utility tunnel foundation structure, the construction method comprises the following steps:
digging a foundation pit along a pipe gallery design line according to a preset requirement, and constructing compaction piles below the bottom of the foundation pit;
paving a filling layer at the bottom of the foundation pit after the construction of the compaction pile is completed;
digging a horizontal groove on the side wall of the foundation pit along a pipe gallery design line, paving waterproof geotechnical cloth on the element filling layer, and rolling the extension end of the waterproof geotechnical cloth into the horizontal groove;
paving a gray soil cushion layer on the waterproof geotechnical cloth, and arranging drain pipes on two sides of the bottom of the foundation pit along a pipe gallery design line;
pouring a concrete bottom plate on the gray soil cushion layer, and building a filter stone layer on the drain pipe;
and after the concrete bottom plate reaches the preset design strength, constructing a comprehensive pipe gallery on the concrete bottom plate, and finally completing construction of backfill.
Preferably, in the construction method, the excavation position of the foundation pit is determined according to the pipe gallery design line, and the excavation depth and the slope releasing rate of the foundation pit are determined according to the embedding depth of the main structure of the comprehensive pipe gallery.
Compared with the prior art, the invention has the following advantages:
1. according to the invention, (1) the waterproof geotechnical cloth is paved on the inner surface of the foundation pit, so that the surface rainfall permeated into the soil layer can be effectively blocked above the bottom surface of the foundation pit, the continuous downward seepage of rainwater is prevented, the wet sinking of foundation soil below the foundation pit is influenced, in addition, the waterproof geotechnical cloth extends upwards to at least half distance of the side edge of the foundation pit, the end head is folded and rolled into a horizontal groove, the rainwater permeated along the boundary layer can be introduced into the foundation pit, the rainwater is prevented from flowing into the undisturbed soil layer outside the foundation pit and then permeated into the foundation soil below the foundation pit, and in general, the waterproof geotechnical cloth has the function of intercepting and drainage, and the surface rainfall is effectively prevented from permeating into the soil layer below the foundation of the comprehensive pipe gallery. (2) The drain pipe can in time discharge the groundwater that permeates to in the foundation ditch, prevents that soil layer moisture from too high influence earth's surface subsidence, sets up the straining stone layer at drain hole side simultaneously, can prevent that the water inlet from blockking up on the drain pipe when converging to the drain pipe with the moisture filtration in the soil layer. (3) The compaction pile is arranged at a certain depth below the foundation pit, loess collapsibility in the depth range can be eliminated, loess collapsibility caused by rainwater penetrating into the bottom of the foundation pit through the periphery of the foundation pit due to excessive rainfall is avoided, further guarantee is provided for foundation treatment, and meanwhile the foundation pile has the function of improving the foundation bearing capacity of the comprehensive pipe rack. (4) The plain filling layer and the gray soil cushion layer paved at the bottom of the foundation pit not only can play roles in leveling the soil layer and protecting waterproof geotechnical cloth from being damaged, but also can improve the foundation bearing capacity of the utility tunnel together with the concrete slab.
2. The invention has simple structure, reasonable arrangement of each part, simple construction steps, cost saving while shortening the construction period, and can thoroughly treat the comprehensive pipe rack foundation in collapsible loess areas by eliminating loess collapsible of a certain depth and effective water interception and drainage effects in advance, thereby providing powerful guarantee for the stability of the foundation in the later use process, and simultaneously having higher engineering practical value, important social and economic benefits and being suitable for popularization and application in collapsible loess areas in a large scale. In addition, the method can provide guidance for foundation treatment disasters and prevention and treatment researches of light buildings in collapsible loess areas.
Drawings
The following describes the embodiments of the present invention in further detail with reference to the drawings.
Fig. 1 is a schematic structural diagram of a foundation structure of an underground utility tunnel according to an embodiment of the present invention.
Fig. 2 is a detailed view of the arrangement of drain pipes in the underground utility tunnel foundation structure according to the embodiment of the invention.
Fig. 3 is a schematic structural diagram of a drain pipe in a foundation structure of an underground utility tunnel according to an embodiment of the present invention.
In the figure: 1-compaction piles, 2-element filling layers, 3-waterproof geotextiles, 4-horizontal grooves, 5-gray soil cushion layers, 6-concrete bottom plates, 7-drainage pipes, 8-water inlets, 9-filter layers, 10-comprehensive pipe galleries, 11-backfill, 12-rainfall and 13-underwater seepage directions.
Detailed Description
Referring to fig. 1 to 3, the embodiment of the invention provides a collapsible loess region underground utility tunnel foundation structure, which specifically comprises a compaction pile 1 arranged below the bottom of a foundation pit, an element filling layer 2, waterproof geotextile 3, an ash soil cushion layer 5 and a concrete bottom plate 6 which are sequentially paved upwards at the bottom of the foundation pit, drain pipes 7 arranged at two sides of the bottom of the foundation pit, an utility tunnel 10 arranged on the concrete bottom plate 6 and backfill soil 11 for filling the foundation pit. Wherein the ash soil cushion layer 5 can be pseudo-ginseng ash soil; the utility tunnel 10 is arranged on the central axis of the foundation pit; the pile top of the compaction pile 1 is flush with the plane of the bottom of the foundation pit.
The waterproof geotextile 3 extends upwards along the side walls of the two sides of the foundation pit by at least half of the distance, for example, can extend to the midpoint position of the side walls, and the extension end is rolled into the horizontal groove 4 on the side walls of the foundation pit.
Two drain pipes 7 are respectively arranged on the waterproof geotechnical cloth 3 on two sides of the bottom of the foundation pit, a filter layer 9 is arranged between the drain pipes 7 and backfill soil 11, and a water inlet hole 8 is formed in one side of the drain pipe 7 facing the filter layer 9; wherein, the filter layer 9 is used for preventing backfill soil material from entering the drain pipe 7, and the drain pipe 7 is used for timely discharging groundwater permeated into the foundation pit.
Based on the collapsible loess area underground utility tunnel foundation structure provided by the embodiment, another embodiment of the invention correspondingly provides a construction method of the underground utility tunnel foundation structure, which specifically comprises the following steps:
(1) Excavation of foundation pit and construction of compaction pile: and excavating a foundation pit along a pipe gallery design line according to preset requirements, and constructing the compaction pile 1 below the bottom of the foundation pit.
Specifically, the excavation position of the foundation pit is determined according to a pipe gallery design line, the excavation depth and the slope releasing rate of the foundation pit are determined according to the embedding depth of the main body structure of the comprehensive pipe gallery, the foundation pit depth is required to be excavated to a certain distance below the design elevation of the bottom of the main body structure of the comprehensive pipe gallery, the side surface of the foundation pit is naturally released, and the bottom of the foundation pit is immediately leveled after the foundation pit is excavated to the pit bottom.
Determining the diameter, length and pile spacing of compaction piles according to the foundation soil collapsibility level, rainfall and other conditions, determining pile positions at the bottom of a foundation pit in a two-row staggered arrangement mode, drilling holes at the pile positions to the designed elevation of the pile bottom by adopting drilling machinery, filling the holes with gray soil in layers by adopting the principles of layered filling and layered tamping, and mechanically tamping by utilizing a heavy hammer to the required compaction degree until the gray soil is completely filled in the holes, wherein the compaction piles in a construction section are completely formed.
(2) Paving element and (3) filling a soil layer: after the construction of the compaction pile 1 is completed, a filling layer 2 of the foundation pit is paved at the bottom of the foundation pit.
In practical application, a layer of plain fill is paved at the bottom of a foundation pit, and a large rolling machine is utilized for rolling and leveling to form a plain fill layer 2.
(3) Paving waterproof geotechnical cloth: horizontal grooves 4 are excavated on the side walls of the foundation pit along a pipe gallery design line, waterproof geotechnical cloth 3 is paved on the plain-filled soil layer 2, and the extension end of the waterproof geotechnical cloth is rolled into the horizontal grooves 4.
Specifically, a horizontal groove 4 is excavated along the direction of a pipeline of the pipe gallery design at the midpoint position of the side edge of the foundation pit, and the side wall of the foundation pit below the horizontal groove 4 is leveled again; then, a waterproof geotextile 3 is paved on the rolling flattened plain-filled soil layer 2, the waterproof geotextile 3 is paved along the foundation pit bottom to the horizontal groove 4 of the side wall of the foundation pit, and the edge of the waterproof geotextile 3 is rolled in the horizontal groove 4.
(4) Laying a gray soil cushion layer and arranging a drain pipe: laying a gray soil cushion layer 5 on the waterproof geotechnical cloth 3, and then arranging drain pipes 7 along pipe gallery design lines at two sides of the bottom of the foundation pit.
In practical application, the soil cushion layer 5 may be formed by using pseudo-ginseng soil, specifically, pseudo-ginseng soil with a certain thickness is paved on the waterproof geotextile 3, and a large rolling machine is utilized for rolling and leveling, so as to form the soil cushion layer 5. Then, drain pipes 7 are arranged on two sides of the bottom of the foundation pit along the designed line direction of the underground comprehensive pipe gallery, and one side with water inlet holes 8 is upwards, and the other side without holes is downwards.
(5) Pouring a concrete bottom plate and building a filter stone layer: a concrete floor 6 is poured over the soil bedding 5 and a layer of filter stone 9 is laid over the drain pipe 7.
Determining the design thickness of a concrete bottom plate 6 (namely a pipe gallery bottom plate) according to the load of the underground comprehensive pipe gallery, and selecting a specified concrete grade to perform formwork pouring on the concrete bottom plate 6; this section refers to the prior art.
Broken stone is paved around the side of the drain pipe 7 with the water inlet hole 8, and the broken stone is tightly contacted with each other as much as possible under the condition that the water inlet hole 8 is not blocked, so that a filter stone layer 9 which can enable groundwater outside the drain pipe 7 to permeate into the drain pipe 7 is formed.
(6) Building a comprehensive pipe gallery and backfilling a foundation pit: after the concrete floor 6 reaches the preset design strength, the comprehensive pipe rack 10 is built on the concrete floor, and finally the construction of backfill 11 is completed.
When the concrete poured by the concrete floor 6 reaches 85% of the design strength, the main structure of the utility tunnel 10 can be built thereon. And then backfilling the foundation pit after the construction of the main body structure of the comprehensive pipe rack 10 is completed, and filling and rolling backfill soil 11 in layers in the backfilling process.
In the above construction process, the following may be referred to as parameter specifications of each part: the pile diameter of the compaction pile 1 is 500mm, the pile length is 6m, the distance between piles is 1m, and the positions of the piles are arranged in a quincuncial shape; the specification of the waterproof geotextile 3 is 300g/m2; the paving thickness of the element filling layer 2 is 0.5m; the laying thickness of the lime-soil cushion layer 5 is 0.8m; the casting thickness of the concrete bottom plate 6 is 0.5m; the diameter of the drain pipe 7 is 300mm, the diameter of the upper water inlet hole 8 is 25mm, only one side is provided with a hole, and the side of the hole is connected with the filter stone layer 9; the filter stone layer 9 is 250mm higher than the drain pipe, and the grain size is 50 mm-100 mm.
The technical scheme provided by the invention is described in detail. The principles and embodiments of the present invention have been described herein with reference to specific examples, the description of which is intended only to facilitate an understanding of the method of the present invention and its core ideas. It should be noted that it will be apparent to those skilled in the art that various modifications and adaptations of the invention can be made without departing from the principles of the invention and these modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
Claims (3)
1. The utility tunnel foundation structure is characterized by comprising compaction piles (1) arranged below the bottom of a foundation pit, an element filled soil layer (2), waterproof geotechnical cloth (3), a gray soil cushion layer (5) and a concrete bottom plate (6) which are sequentially paved upwards at the bottom of the foundation pit, drain pipes (7) arranged at two sides of the bottom of the foundation pit, a utility tunnel (10) arranged on the concrete bottom plate (6) and backfill soil (11) for filling the foundation pit; the waterproof geotechnical cloth (3) extends upwards for at least half of the distance along the side walls of the two sides of the foundation pit, and the extension end is rolled into a horizontal groove (4) on the side wall of the foundation pit; the drainage pipe (7) is arranged on the waterproof geotechnical cloth (3) and a filter layer (9) is arranged between the drainage pipe and the backfill soil (11), and a water inlet hole (8) is formed in one side of the drainage pipe (7) facing the filter layer (9); the waterproof geotechnical cloth (3) extends upwards to a midpoint position along the side walls of the two sides of the foundation pit; the ash soil cushion layer (5) is specifically pseudo-ginseng ash soil.
2. A method of constructing a utility tunnel foundation structure as claimed in claim 1, comprising: digging a foundation pit along a pipe gallery design line according to a preset requirement, and constructing compaction piles (1) below the bottom of the foundation pit; after the construction of the compaction pile (1) is completed, paving a filling layer (2) at the bottom of the foundation pit; digging a horizontal groove (4) on the side wall of the foundation pit along a pipe gallery design line, paving waterproof geotechnical cloth (3) on the element filling layer (2) and rolling the extension end of the waterproof geotechnical cloth into the horizontal groove (4); paving a gray soil cushion layer (5) on the waterproof geotechnical cloth (3), and then arranging drain pipes (7) on two sides of the bottom of the foundation pit along a pipe gallery design line; pouring a concrete bottom plate (6) on the lime-soil cushion layer (5), and building a filter stone layer (9) on the drain pipe (7); after the concrete bottom plate (6) reaches the preset design strength, building a comprehensive pipe gallery (10) on the concrete bottom plate, and finally completing construction of backfill soil (11).
3. The construction method according to claim 2, wherein the excavation position of the foundation pit is determined according to the piping lane design line, and the excavation depth and the slope-down rate of the foundation pit are determined according to the depth of the main structure of the utility tunnel.
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| CN110593305A (en) * | 2019-06-25 | 2019-12-20 | 武汉市政工程设计研究院有限责任公司 | Utility tunnel who constructs with green way of shore river jointly and do revetment retaining wall concurrently |
| CN111173023A (en) * | 2020-02-17 | 2020-05-19 | 中国电建集团西北勘测设计研究院有限公司 | Collapsible loess field wind power tower expansion foundation and construction method |
| CN112411578A (en) * | 2020-11-04 | 2021-02-26 | 苏州市八都建筑有限公司 | Plain-fill retaining wall under soft soil foundation and construction method thereof |
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| CN113914145A (en) * | 2021-10-15 | 2022-01-11 | 中铁第四勘察设计院集团有限公司 | Tramcar embedded roadbed light structure for protecting municipal pipeline and construction method |
| CN114016587B (en) * | 2021-11-29 | 2024-10-01 | 广州宏达工程顾问集团有限公司 | Drainage system for drainage of mountain surface water |
| CN114108785B (en) * | 2021-12-21 | 2023-06-20 | 中铁七局集团有限公司 | Pool bottom waterproof structure of oversized regulating and accumulating pool and construction process thereof |
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