CN204139203U - For preventing the underground pipe gallery structure deformed in high water level liquefaction site - Google Patents
For preventing the underground pipe gallery structure deformed in high water level liquefaction site Download PDFInfo
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- CN204139203U CN204139203U CN201420527558.0U CN201420527558U CN204139203U CN 204139203 U CN204139203 U CN 204139203U CN 201420527558 U CN201420527558 U CN 201420527558U CN 204139203 U CN204139203 U CN 204139203U
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- pipe gallery
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Abstract
The utility model discloses a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, comprise underground pipe gallery, the both sides of described underground pipe gallery have bracing of foundation pit body, are respectively arranged with the horizontal sandstone drainage channel and vertical sandstone drainage channel that are interconnected under the base plate of described underground pipe gallery and outside two side wall panels.The utility model has the advantages that, under the bracing of foundation pit body set in underground pipe gallery both sides effectively can reduce seismic loading, soil body side direction expands the piping lane horizontal distortion caused; Underground pipe gallery and bracing of foundation pit body are linked to be by shear connector overall resists buoyancy force of underground water, avoids the vertical deformation of piping lane after liquefaction of soil mass; The sand-gravel cushion surrounded in piping lane surrounding forms good drainage channel, the discharge of excess pore water pressure after acceleration foundation liquefaction; The flexible geosynthetic layer that piping lane top and bottom are laid can discharge underground water fast, the vertical deformation that after alleviating liquefaction of soil mass, piping lane floating produces.
Description
Technical field
The utility model belongs to underground construction technical field, is specifically related to a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site.
Background technology
The municipal pipeline engineerings such as the feedwater in city, draining, electric power, combustion gas, are commonly called as lifeline engineering, are the keys maintaining city function normal operation.Underground pipe gallery is positioned in same space-artifact by two or more municipal pipelines, the urban infrastructure that a kind of modernization of formation is intensive.Development underground pipe gallery, has become the important directions of urban sustainable development.Compared with general earth construction, the design life of underground pipe gallery is longer, reaches 100 years.Once after destroying, except destroying hidden and repairing except difficulty, the direct and consequential damage brought is also much larger than general earth construction.Therefore, the Seismic Resistance And Disaster Reduction ability of underground pipe gallery is always by engineering circles and scientific and technological circle are paid attention to, and the research of its seismic design is current study hotspot.
This novel underground structure of underground pipe gallery is less compared to the Large Underground Structure section such as subway station, tunnel, in Liquefaction Foundation, is thus more easily subject to the impact of seismic load and destroys.Along with the promulgation of " city integrated piping lane engineering legislation " (GB 50838-2012); and the General Office of the State Council prints and distributes " instruction about strengthening City Buried Pipeline implementation management "; clearly propose to carry out underground pipe gallery pilot project 36 big and medium-sized cities; increasing city integrated piping lane will be had build, the research of its shock-resistance features will be conducive to development and the protection people life property safety of subject.
China's width source is vast, extends across two most active earthquake zones in the world, belongs to many earthquakes country, about has the earthquake intensity on 1/3rd territories to divide more than 7 degree into.Meanwhile, China's geological conditions is changeable and complicated, often can run into the loose saturated silty sand of high water level, fine sand in engineering construction.This kind of soil, under dynamic load especially seismic loading, very easily liquefies.
Liquefaction is one of first cause causing place earthquake damage, and seismic ground accident about has 50% liquefaction to cause.After the soil body generation liquefaction lost strength of supporting structure, there is a large amount of distortion in the soil body, makes structure sediment or distortion.On the other hand, for this kind of embedding cavity thing of underground pipe gallery then may around liquefaction of soil mass time float.For lifeline engineering, this floating usually causes serious consequence.
Therefore build underground pipe gallery in high water level liquefaction site and can play in the urgent need to a kind of the technical measures preventing foundation liquefaction from can protect again life line system to greatest extent.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art part, there is provided a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, this underground pipe gallery structure, by arranging bracing of foundation pit body, the sandstone drainage channel of U-shaped and the composite construction of shear connector composition outside underground pipe gallery, serves the object suppressing foundation liquefaction, accelerate liquefied foundation draining, prevent the distortion of underground pipe gallery floating.
The utility model object realizes being completed by following technical scheme:
A kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, comprise underground pipe gallery, the both sides of described underground pipe gallery have bracing of foundation pit body, are respectively arranged with the horizontal sandstone drainage channel and vertical sandstone drainage channel that are interconnected under it is characterized in that the base plate of described underground pipe gallery and outside two side wall panels.
Described bracing of foundation pit body is one or more combinations in reinforced concrete sheet pile, steel sheet pile, diaphragm wall.
The distance of described bracing of foundation pit body and described pipe gallery outer edge is not less than 800mm.
Have shear connector between the wallboard of described underground pipe gallery and described bracing of foundation pit body, described shear connector is spaced apart along described underground pipe gallery bearing of trend.
The thickness of described level, vertical sandstone drainage channel is not less than 500mm.
Have geosynthetic layer below described horizontal sandstone drainage channel, described geosynthetic layer both sides and described bracing of foundation pit body overlap.
Distance between described vertical sandstone drainage channel and described wallboard is no more than 200mm.
Have geosynthetic layer above the top board of described underground pipe gallery, described geosynthetic layer both sides and described bracing of foundation pit body overlap.
The utility model has the advantages that, under the bracing of foundation pit body set in underground pipe gallery both sides effectively can reduce seismic loading, soil body side direction expands the piping lane horizontal distortion caused; Underground pipe gallery and bracing of foundation pit body are linked to be by shear connector overall resist buoyancy force of underground water, and avoid the vertical deformation of piping lane after liquefaction of soil mass, reduction additionally arranges the cost of anti-floating facility; The sand-gravel cushion surrounded in piping lane surrounding forms good drainage channel, the discharge of excess pore water pressure after acceleration foundation liquefaction; The flexible geosynthetic layer that piping lane top and bottom are laid can discharge underground water fast, the vertical deformation that after alleviating liquefaction of soil mass, piping lane floating produces.
Accompanying drawing explanation
Fig. 1 is underground pipe gallery structural plan arrangement diagram in the utility model;
Fig. 2 is underground pipe gallery structural vertical generalized section in the utility model;
Fig. 3 is cast-in-situ steel reinforced concrete shear connector schematic diagram in the utility model;
Fig. 4 is steel work shear connector schematic diagram in the utility model;
Fig. 5 is the I-I schematic diagram of steel work shear connector in the utility model Fig. 4.
Detailed description of the invention
Feature of the present utility model and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that the understanding of technician of the same trade:
Be respectively as marked 1-7 in Fig. 1-5, figure: bracing of foundation pit body 1, underground pipe gallery 2, vertical sandstone drainage channel 3, shear connector 4, steel bar stress 4a, shearing resistance stirrup 4b, additional shear reinforcement 4c, pre-embedded steel slab 4d, pre-buried dowel 4e, geosynthetic layer 5, earthing 6, horizontal sandstone drainage channel 7.
Embodiment: as Figure 1-5, the present embodiment is specifically related to a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, the main body of this underground pipe gallery structure is the underground pipe gallery 2 being arranged in the soil body, and underground pipe gallery 2 is combined by base plate, two side wall panels and top board.
Bracing of foundation pit body 1 is vertically provided with in a distance, both sides of underground pipe gallery 2, the form of bracing of foundation pit body 1 can be reinforced concrete sheet pile, steel sheet pile, diaphragm wall, bracing of foundation pit body 1 is not less than 800mm from the outer edge of underground pipe gallery 2, to meet the construction operation space between bracing of foundation pit body 1 and underground pipe gallery 2, the degree of depth that simultaneously fender body 1 sets the soil body is greater than the buried depth of underground pipe gallery 2 in foundation ditch; Shear connector 4 is horizontally disposed with between the wallboard and bracing of foundation pit body 1 of underground pipe gallery 1, the rational height of shear connector 4 is in the middle part of wallboard between top board, each shear connector 4 is arranged along the bearing of trend uniform intervals of underground pipe gallery 2, and wherein shear connector 4 is monolithic reinforced concrete structure or steel work.
Horizontal sandstone drainage channel 7 and geosynthetic layer 5 is equipped with successively from top to bottom below the base plate of underground pipe gallery 2, horizontal sandstone drainage channel 7 thickness is not less than 500mm, to guarantee enough drainage spaces, the both sides of geosynthetic layer 5 and the lap length of bracing of foundation pit body 1 are no less than 200mm, and wherein geosynthetic layer 5 has good draining, anti-filter, prevents blending reinforced action; Be outside equipped with vertical sandstone drainage channel 3 at the wallboard of underground pipe gallery 2, vertical sandstone drainage channel 3 should at 0 ~ 200mm from the distance of underground pipe gallery 2 wallboard, and thickness is not less than 500mm; The vertical sandstone drainage channel 3 of underground pipe gallery 2 both sides is interconnected with the horizontal sandstone drainage channel 3 of bottom and forms " U-shaped " drainage channel.In addition, above the top board of underground pipe gallery 2, geosynthetic layer 5 is equipped with equally.
As Figure 1-5, the construction method of the underground pipe gallery structure in the present embodiment comprises the steps:
(1) set bracing of foundation pit body 1 in foundation ditch both sides to be excavated, fender body 1 is not less than 800mm from the outer edge of underground pipe gallery 2; Needing the position embedded bar or the steel plate connector that connect shear connector 4, if the form of structure of bracing of foundation pit body 1 is reinforced concrete sheet pile, diaphragm wall, then adopt embedded bar connector; If the form of structure of bracing of foundation pit body 1 is steel sheet pile, then adopt steel plate connector; Bracing of foundation pit body 1 becomes " the first line of defence " of high water level liquefaction site protection underground pipe gallery 2;
(2) according to construction plant geological conditions and bury of groundwater situation, outside underground pipe gallery 2 foundation ditch scope or establish drainage in foundation ditch;
(3) layering excavates the foundation ditch of underground pipe gallery 2 successively to design elevation, and should reserve 20cm undisturbed soil when being excavated to bottom foundation ditch, be removed by excavated by manual work, attention must not be backbreak, to prevent the disturbance bottom original state soil body;
(4) bottom foundation ditch, geosynthetic layer 5 is laid, the lap length of geosynthetic layer 5 both sides and bracing of foundation pit body 1 is no less than 200mm, note geosynthetics 5 and the frog hammer densification of the fender body 1 connecting portion soil body to tamp, compactness is not less than 0.94; Geosynthetics 5 has good draining, anti-filter, prevents blending reinforced action, effectively the excess pore water pressure produced under underground water and seismic loading can be drained into vertical sandstone drainage channel 3, become in " the second defence line " of high water level liquefaction site protection underground pipe gallery 2;
(5) horizontal sandstone drainage channel 7 is filled at geosynthetic layer 5 higher slice;
(6) base plate of underground pipe gallery 2 is built on the top of horizontal sandstone drainage channel 7;
(7) wallboard of after-pouring underground pipe gallery 2 both sides, at the position embedded bar of corresponding shear connector 4 or steel plate connector while building underground pipe gallery 2 wallboard, built-in fitting position should between top board in the middle part of underground pipe gallery 2 wallboard; The form of structure reinforced concrete sheet pile of bracing of foundation pit body 1, diaphragm wall form then employing embedded bar connector, steel sheet pile is employing steel plate connector then;
(8) earthing 6 between the wallboard of back-filling in layers underground pipe gallery 2 and bracing of foundation pit body 1;
(9) to backfill between underground pipe gallery 2 wallboard and bracing of foundation pit body 1 while earthing 6, backfill vertical sandstone drainage channel 3 in relevant position;
(10) when backfilling the position of earthing 6 and vertical sandstone drainage channel 3 to shear connector 4, according to the form of the form of structure determination shear connector 4 of bracing of foundation pit body 1; If bracing of foundation pit body 1 is reinforced concrete sheet pile, diaphragm wall, then adopt cast-in-situ steel reinforced concrete shear connector 4; If bracing of foundation pit body 1 is steel sheet pile, then adopt steel work shear connector 4;
When adopting cast-in-situ concrete shear connector 4, first prop up the template of vertical shear connector 4, coupled together by the embedded bar between pit maintenance soil body 1 and underground pipe gallery 2 with steel bar stress 4a, 4b is shearing resistance stirrup, 4c is additional shear reinforcement, builds shear connector 4;
When adopting steel work shear connector 4, directly got up by Plate Welding pre-buried to bracing of foundation pit body 1 and underground pipe gallery 2 both sides with i iron, 4d is pre-embedded steel slab, and 4e is pre-buried dowel; Shear connector 4 becomes " three lines of defence " of high water level liquefaction site protection underground pipe gallery 2;
(11) continuation backfills earthing 6 and buries the ceiling location of vertical sandstone drainage channel 3 to underground pipe gallery 2 underground;
(12) top board of underground pipe gallery 2 is built;
(13) on the top board of underground pipe gallery 2, geosynthetics 5 is laid; Fender body 1 lap length of geosynthetics 5 both sides and underground pipe gallery 2 both sides is no less than 200mm, notes geosynthetics 5 and the densification of bracing of foundation pit body 1 connecting portion soil body frog hammer to tamp, and compactness is not less than 0.94; Geosynthetics 5 has good three-dimensional water permeability, utilizes this characteristic underground water can be drained into rapidly in the horizontal direction the vertical sandstone drainage channel 3 of underground pipe gallery 2 both sides through the plane of geosynthetics;
(14) backfill the earthing 6 at underground pipe gallery 2 top, and bury vertical sandstone drainage channel 3 underground to design ground; Vertical sandstone drainage channel 3 forms " U-shaped " drainage channel with the horizontal sandstone drainage channel 7 being positioned at underground pipe gallery 2 base plate bottom.When running into geological process; when there is liquefaction in the ground of underground pipe gallery 2; effectively excess pore water pressure can be drained into earth's surface by sandstone drainage channel 3; stop because foundation liquefaction causes the effective stress of the soil body to reduce; guarantee the safe, stable of underground pipe gallery 2, become " four lines of defense " of high water level liquefaction site protection underground pipe gallery 2.
Utilize in the present embodiment seal-beneficial effect of the underground pipe gallery structure of drainage is:
A. the sheet pile set outside underground pipe gallery or diaphragm wall can suppress soil deformation, reduce the shear stress caused by earthquake vibration; Suppress the destruction of soil skeleton, avoid rising and the decline of excess pore water pressure, stop the excess pore water pressure of liquefied foundation to be propagated towards periphery, prevent the lateral flow of the soil body after earthquake, become the first line of defence preventing high water level area foundation liquefaction;
B. geosynthetics has good draining, anti-filter, prevents blending reinforced action, effectively the excess pore water pressure under underground water and seismic loading can be drained into sandstone drainage channel, provide confining pressure by the frictional force between the soil body to soft soil simultaneously; Improve modulus and the shear strength of the soil body, reduce the distortion of the soil body, strengthen the stability of the soil body, become the second defence line preventing high water level area foundation liquefaction;
C. the shear connector between underground pipe gallery and bracing of foundation pit body ensures structural safety after becoming foundation liquefaction, prevents high water level area foundation liquefaction from producing the three lines of defence of malformation;
D. " U " shape drainage channel having good water permeability arranged, can dissipate earthquake time sand soil in the excess pore water pressure that produces, suppress the generation of liquefaction, become the four lines of defense preventing high water level area foundation liquefaction;
E. working procedure is simple and clear, on the basis of traditional construction technology, adopt the composite construction of pit maintenance soil structure, sandstone drainage channel, shear connector composition to serve and suppress foundation liquefaction, the draining of acceleration liquefied foundation, prevent the object of underground pipe gallery floating distortion, effectively protect urban lifeline engineering; Simultaneously easy to operate, facility is simple, respond well.
Claims (8)
1. one kind for preventing the underground pipe gallery structure deformed in high water level liquefaction site, comprise underground pipe gallery, the both sides of described underground pipe gallery have bracing of foundation pit body, are respectively arranged with the horizontal sandstone drainage channel and vertical sandstone drainage channel that are interconnected under it is characterized in that the base plate of described underground pipe gallery and outside two side wall panels.
2. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, it is characterized in that described bracing of foundation pit body is one or more combinations in reinforced concrete sheet pile, steel sheet pile, diaphragm wall.
3. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, it is characterized in that the distance of described bracing of foundation pit body and described pipe gallery outer edge is not less than 800mm.
4. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, it is characterized in that having shear connector between the wallboard of described underground pipe gallery and described bracing of foundation pit body, described shear connector is spaced apart along described underground pipe gallery bearing of trend.
5. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, it is characterized in that described level, the vertically thickness of sandstone drainage channel are not less than 500mm.
6. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, it is characterized in that having geosynthetic layer below described horizontal sandstone drainage channel, described geosynthetic layer both sides and described bracing of foundation pit body overlap.
7. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, it is characterized in that the distance between described vertical sandstone drainage channel and described wallboard is no more than 200mm.
8. according to claim 1 a kind of for preventing the underground pipe gallery structure deformed in high water level liquefaction site, have geosynthetic layer above the top board that it is characterized in that described underground pipe gallery, described geosynthetic layer both sides and described bracing of foundation pit body overlap.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420527558.0U CN204139203U (en) | 2014-09-15 | 2014-09-15 | For preventing the underground pipe gallery structure deformed in high water level liquefaction site |
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| CN201420527558.0U CN204139203U (en) | 2014-09-15 | 2014-09-15 | For preventing the underground pipe gallery structure deformed in high water level liquefaction site |
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| CN204139203U true CN204139203U (en) | 2015-02-04 |
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| CN201420527558.0U Withdrawn - After Issue CN204139203U (en) | 2014-09-15 | 2014-09-15 | For preventing the underground pipe gallery structure deformed in high water level liquefaction site |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104234080A (en) * | 2014-09-15 | 2014-12-24 | 上海市政工程设计研究总院（集团）有限公司 | Utility tunnel structure for preventing deformation at high-water-level liquefaction region |
| CN104805856A (en) * | 2015-03-31 | 2015-07-29 | 成都聚智工业设计有限公司 | Water lowering and drainage mechanism |
| CN104846840A (en) * | 2015-04-23 | 2015-08-19 | 东北大学 | Shallowly-buried soft soil integrated trench reinforcing device and construction method |
| CN108222065A (en) * | 2017-04-18 | 2018-06-29 | 南京联众建设工程技术有限公司 | Corrugated steel structure underground pipe gallery base configuration |
| CN111293659A (en) * | 2020-03-19 | 2020-06-16 | 广州市第二市政工程有限公司 | Construction method of assembled shallow-buried rolling-resistant sleeve and passing pipeline |
| CN113174995A (en) * | 2021-04-12 | 2021-07-27 | 浙江交工地下工程有限公司 | Construction method of TRD composite type enclosure comprehensive pipe gallery close to river channel |
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2014
- 2014-09-15 CN CN201420527558.0U patent/CN204139203U/en not_active Withdrawn - After Issue
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104234080A (en) * | 2014-09-15 | 2014-12-24 | 上海市政工程设计研究总院（集团）有限公司 | Utility tunnel structure for preventing deformation at high-water-level liquefaction region |
| CN104234080B (en) * | 2014-09-15 | 2016-08-24 | 上海市政工程设计研究总院（集团）有限公司 | For preventing the underground pipe gallery structure deformed in high water level liquefaction site |
| CN104805856A (en) * | 2015-03-31 | 2015-07-29 | 成都聚智工业设计有限公司 | Water lowering and drainage mechanism |
| CN104846840A (en) * | 2015-04-23 | 2015-08-19 | 东北大学 | Shallowly-buried soft soil integrated trench reinforcing device and construction method |
| CN108222065A (en) * | 2017-04-18 | 2018-06-29 | 南京联众建设工程技术有限公司 | Corrugated steel structure underground pipe gallery base configuration |
| CN111293659A (en) * | 2020-03-19 | 2020-06-16 | 广州市第二市政工程有限公司 | Construction method of assembled shallow-buried rolling-resistant sleeve and passing pipeline |
| CN111293659B (en) * | 2020-03-19 | 2021-03-23 | 广州市第二市政工程有限公司 | Construction method of passing pipeline of assembled shallow-buried rolling-resistant sleeve |
| CN113174995A (en) * | 2021-04-12 | 2021-07-27 | 浙江交工地下工程有限公司 | Construction method of TRD composite type enclosure comprehensive pipe gallery close to river channel |
| CN113174995B (en) * | 2021-04-12 | 2022-06-21 | 浙江交工地下工程有限公司 | Construction method of TRD composite type enclosure comprehensive pipe gallery close to river channel |
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| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20150204 Effective date of abandoning: 20160824 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |