CN201406687Y - Deep foundation pit supporting structure - Google Patents
Deep foundation pit supporting structure Download PDFInfo
- Publication number
- CN201406687Y CN201406687Y CN2009203021447U CN200920302144U CN201406687Y CN 201406687 Y CN201406687 Y CN 201406687Y CN 2009203021447 U CN2009203021447 U CN 2009203021447U CN 200920302144 U CN200920302144 U CN 200920302144U CN 201406687 Y CN201406687 Y CN 201406687Y
- Authority
- CN
- China
- Prior art keywords
- foundation pit
- supporting
- anchor cable
- deep foundation
- supporting structure
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
Images
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The utility model discloses a deep foundation pit supporting structure which is adopted in water-enriched and narrow space and can support a foundation pit firmly. The deep foundation pit supporting structure comprises a supporting wall comprises a plurality of micro piles that are arranged in parallel, wherein, an anchor wire and a fixing body are arranged on the inner supporting side of the supporting wall; one end of the anchor wire is connected with the micro piles; and the other end of the anchor wire is connected with the fixing body. After one end of the anchor wire is connected with the micro piles and the other end of the anchor wire is connected with the fixing body, a foundation pit soil body can form an outward compression force pressed on the supporting wall when being scouredby water of live use, and the anchor wire is arranged to form a reverse pulling force pressed on the supporting wall, so that the supporting wall can be prevented from inclining and collapsing, the construction can be carried out normally, the soil resources can be saved, the land acquisition cost can be lowered, and the deep foundation pit supporting structure is especially suitable for being popularized and applied into the following geological conditions: narrow construction range, complicated construction environment and water-enriched flexible plastic muddy fillings with very strong sensibility and thixotropy.
Description
Technical field
The utility model relates to the safeguard structure that a kind of the realm of building construction uses, and especially relates to a kind of deep foundation pit supporting structure that adopts in rich water and small space.
Background technology
At present, along with the continuous development of urban construction and infrastructure, the development and utilization of the extensive underground space, the deep foundation pit support engineering under the complicated geological environment is increasing thus, and the scale of deep-foundation pit engineering and the degree of depth all continue to increase.Panzhihua City Taizhou commercial building deep foundation pit support engineering, original design unit adopts design, the construction supporting engineering of soil nailing wall in conjunction with sample project in the antislide pile combined supporting scheme.Pattern foundation pit supporting structure closes on highway one side and adopts the antislide pile supporting, and other three are adopted soil-nail wall support.Construction progress in early stage is very smooth, the antislide pile of highway one side and the construction of soil-nailed wall on other two sides are finished substantially, when last side soil nailing wall of construction, engineering geological conditions changes and worsens rapidly, cause the soil nailing wall to lose support action, and cause side slope top existing building composition deformation and can not continue the construction, after taking to stablize supporting measure, engineering was stopped work nearly one month comprehensively temporarily.
As shown in Figure 1, the expropriation of land red line of last side soil nailing wall is the boundary with former rubble barricade 8 outer rims of building, rubble barricade 8 is high 2.5 meters, bullet stone barricade 8 outer rims are two residential buildings 9 that Floor 12 is high for 3.0 meters, bullet stone barricade 8 outer rims will be provided with the underground shear wall exterior wall 10 of agent structure below 0.5 meter, therefore, need supporting and protection structure 11 be set below rubble barricade 8 and be beneficial to building of shear wall exterior wall 10.But the support space 12 between shear wall exterior wall 10 and the supporting and protection structure 11 only is 0.5 meter; And dependents' district, rubble barricade 8 back living water use oozes out continuous immersion, washes away soil mass of foundation pit (soil mass of foundation pit comprises plain fill layer 13, soft mud matter fill stratum 14, cobble soil layer 15, the chiltern mud stone 16 moulded) from the spilled water hole of rubble barricade 8 in a large number.Owing to ooze out underground water from rubble barricade 8 spilled water holes and soak soil mass of foundation pit for a long time, excavation slope soil body engineering geological conditions changes and worsens rapidly, makes soil nailing wall (being supporting and protection structure 11) lose support action and caves in.The life water that oozes has also changed the soil structures when building rubble barricade 8 down, becomes soft mould even stream is moulded after the disturbance, and intensity reduces, and the mud matter soil body that bankets is stream and moulds shape and outwards flow out and cause original part building and rubble barricade 8 to ftracture; Serious threat is to building safety above the rubble barricade 8.
The utility model content
Technical problem to be solved in the utility model provides a kind of deep foundation pit supporting structure that can play firm support action to foundation ditch.
The technical scheme that its technical problem that solves the utility model adopts is: deep foundation pit supporting structure, comprise by many mini piles and be arranged in juxtaposition the support wall that forms, supporting inboard in support wall is provided with anchor cable and fixed body, one end of anchor cable is connected on the mini pile, and the other end is connected on the fixed body.
As the preferred version of technique scheme, adjacent two mini piles overlap the formation integrative-structure mutually.
Further be, the mini pile that is connected with anchor cable is the plain stake that mortar injection forms, and the mini pile that is positioned at plain stake both sides comprises shaped steel and mortar cover, the mortar cover be poured in shaped steel around.
Further be that described fixed body comprises the basement rock that is positioned at support wall supporting inboard and be fixedly connected on mortar post on the basement rock that anchor cable places in the mortar post.
Further be, in the supporting arranged outside of support wall supporting beam arranged, anchor cable passes mini pile and is fixedly connected on the supporting beam.
The beneficial effects of the utility model are: be connected on the mini pile by the end with anchor cable, the other end is connected on the fixed body, like this, when soil mass of foundation pit is washed away by living water use, this foundation pit earth is known from experience outside extruding force of support wall formation, but because the setting of anchor cable, can produce a reverse pulling force to support wall, prevent that support wall from tilting to cave in, thereby can well finish building of shear wall exterior wall, can not cause damage to rubble barricade top building, guarantee normally carrying out of construction, can economize the land resource, reduce land expropriation cost, it is narrow to be particluarly suitable for boundary of works area, the construction environment complexity, rich water and have very strong sensitivity and thixotropic soft moulding in the geological conditions that mud matter bankets applied.
Description of drawings
Fig. 1 is pattern foundation pit supporting structure and earth formation sketch;
Fig. 2 is a structural representation of the present utility model;
Fig. 3 is the vertical view of Fig. 2;
Fig. 4 is the local enlarged diagram at A place among Fig. 3.
Be labeled as among the figure: shaped steel 1, anchor cable 2, basement rock 3, mortar post 4, mortar cover 5, plain stake 6, supporting beam 7, rubble barricade 8, residential building 9, shear wall exterior wall 10, supporting and protection structure 11, support space 12, plain fill layer 13, soft mud matter fill stratum 14, cobble soil layer 15, the chiltern mud stone 16 moulded.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
As Fig. 2～shown in Figure 4, deep foundation pit supporting structure of the present utility model comprises by many mini piles being arranged in juxtaposition the support wall that forms, and is provided with anchor cable 2 and fixed body in the supporting inboard of support wall, one end of anchor cable 2 is connected on the mini pile, and the other end is connected on the fixed body.Be connected on the mini pile by a end anchor cable 2, the other end is connected on the fixed body, like this, when soil mass of foundation pit was washed away by living water use, this foundation pit earth was known from experience outside extruding force of support wall formation, but because the setting of anchor cable 2, can produce a reverse pulling force to support wall, prevent that support wall from tilting to cave in, thus can well finish building of shear wall exterior wall 10, can not cause damage, guarantee normally carrying out of construction rubble barricade 8 top buildings.
In the above-described embodiment, can at interval certain distance between adjacent two mini piles, but this moment, the living area living water use can ooze out between adjacent two mini piles, influence the normal construction of shear wall exterior wall 10, therefore, as preferred mode, adjacent two mini piles overlap the formation integrative-structure mutually.Be to have formed a stifled gapless support wall after many mini piles overlap mutually, like this, living water use can not ooze out from support wall, is convenient to the normal construction of shear wall exterior wall 10.
In the above embodiment, mini pile can adopt steel column to make, and as preferred mode, the mini pile that is connected with anchor cable 2 is the plain stake 6 that mortar injection forms, the mini pile that is positioned at plain stake 6 both sides comprises shaped steel 1 and mortar cover 5, mortar cover 5 be poured in shaped steel 1 around.The mini pile that is connected with anchor cable 2 is the plain stake 6 (plain stake 6 is not within it, and portion is provided with reinforcing bar) that mortar injection forms, and like this, can be convenient to boring in plain stake 6 and anchor cable 2 is passed from this element stake 6 fix; And the mini pile that is positioned at plain stake 6 both sides comprises shaped steel 1 and mortar cover 5, mortar cover 5 be poured in shaped steel 1 around, like this, shaped steel 1 the bulk strength that can improve mini pile is set, strengthen the resistance of deformation of mini pile.
In the above embodiment, fixed body can adopt any anchor cable 2 fixedly connected structures all can, as the stanchion substantially parallel with mini pile can be set in soil mass of foundation pit, one end of anchor cable 2 is connected on the mini pile, one end then is connected on this stanchion and realizes, as preferred mode, described fixed body comprises the basement rock 3 that is positioned at support wall supporting inboard and is fixedly connected on mortar post 4 on the basement rock 3 that anchor cable 2 places in the mortar post 4.Because basement rock 3 itself just maintains static in soil mass of foundation pit, when mortar post 4 is fixedly connected on the basement rock 3, and after placing anchor cable 2 in the mortar post 4, no matter soil mass of foundation pit is much to the outside extruding force of support wall, basement rock 3 and mortar post 4 all can provide one with this extruding force opposite effect power, prevent that support wall from toppling over laterally.
In order on support wall, to form fixing to anchor cable 2 better, in the supporting arranged outside of support wall supporting beam 7 is arranged, anchor cable 2 passes mini pile 1 and is fixedly connected on the supporting beam 7.As shown in Figure 1, each supporting beam 7 can adopt two i iron and a block plate to form, and steel plate is welded on two i iron and forms integrative-structure, and anchor cable 2 is fixed on the steel plate after passing mini pile 1, can play the traction action to support wall well.
Deep foundation pit supporting structure work progress of the present utility model is:
1, the construction of mini pile
First erection construction platform before the miniature pile construction is set up and is finished unwrapping wire behind the operation platform, beginning mini pile bore operation is prepared in the location.Boring two YT150 geological drilling rigs are construction from left to right simultaneously, plans every bench drill machine drill and advances 50 mini pile borings.For reducing the mutual disturbance of holing of adjacent mini pile, guarantee that adjacent mini pile boring 50mm has a common boundary quality, adopting per 5 mini piles boring is one group of jump space construction, every group 1,5,3,2,4 jump space constructure scheme.To pass because of mini pile boring and to have very strong sensitivity and the soft mud matter of moulding of thixotropy is banketed, if mini pile boring adopts the feedwater drilling technology will cause the soft mud matter thixotroping of banketing of moulding for reducing cost, may bring out the further increasing of barricade distortion of craze and transfiguration of side slope top, so mini pile boring adopts the moving Φ 150mm eccentric hammer drilling tool of the higher full blast of cost to advance technology with pipe bit.Rapid high-voltage tube with grouting was strapped in the shaped steel 1 outer insertion boring and to it and fixes after mini pile boring was finished, and preparation is toward the slip casting of high-voltage tube inner high voltage immediately.For ease of the boring of next process anchor cable, the mini pile that is laid with the anchor cable position does not insert shaped steel 1 and is made as plain stake 6.The mini pile mortar adopts the M30 mortar that is added with the early strength micro expansion agent, and the mortar water/binder ratio is controlled at the 0.55-0.6 scope.In mini pile slip casting process, guarantee that for reaching purpose of design slip casting effect strengthens mini pile slurry infiltration radius, make slurries can improve the soft mechanical index that mud matter is banketed of moulding, essential strict control grouting pressure and grouting amount.Grouting pressure generally is controlled at the 0.8-1.2MPa scope; Grouting amount is controlled at 3-5 times of theoretical grouting amount, and the grouting amount of minority stake can reach tens times.Grouting process adopts at the bottom of the hole slip casting method under water, and marginal not slurry limit is extracted grouting high pressure tube edge and extracted steel sleeve (the grouting high-voltage tube is a grouting, steel sleeve borehole wall-protection with); The lower end mouth of pipe of steel sleeve generally is controlled at the following 30-50 of slurries centimetre, extracts the too fast mini pile hole of collapsing of causing, and crossing influences slip casting effect slowly.100 mini pile external surfaces that should guaranteeing in the miniature pile construction constructs finishes on same plane and the stake verticality less than 4 centimetres; Because supporting beam 7 is rigidity, if the mini pile external surface is not on same plane, make the prestressing force that when prestress anchorage cable 2, applies well to pass to mini pile, when mini pile bears the pressure of soil mass of foundation pit, can cause the distortion of part mini pile excessive by reinforcing beam; And if the mini pile perpendicularity deviation is excessive, make adjacent mini pile have a common boundary imprecision, cause whole prop part to leak and weaken the curtain water stop effect.
2, anchor cable construction
After the three days length of time is finished in the slip casting of mini pile core sand slurry, the side slope of beginning deep pit excavation supporting (being the support wall of mini pile formation and the support space 12 between the shear wall exterior wall 10).Divide excavation three times according to designing requirement, each cutting depth is the design anchor cable following 500mm in 2 positions (three anchor cables 2 promptly are set from top to bottom) on the mini pile that is provided with anchor cable 2.Rapid rigging up began anchor cable construction (promptly holing on the basement rock 3 that gets into the support wall inner side edge) after cutting depth reached construction requirement in plain stake 6, adopted reverse construction during anchor cable construction.Anchor cable design boring aperture 130mm after boring is finished, arranges anchor cable 2 in the hole, inject mortar in the past hole and form mortar post 4, and the boring of anchor cable, injecting paste material, grouting process, slip casting controlled pressure are all identical with mini pile.Anchor cable is 15.24mm with the diameter that steel strand adopt.Mortar slip casting begins stretch-draw prestressing force anchor cable 2 (even anchor cable 2 is in extended state all the time after finishing the 7 days length of time, when support wall is squeezed in run-off the straight, anchor cable 2 action immediately provides an opposite force to stop its inclination), anchor cable 2 tensioning process adopt post stretching.For making anchor cable 2 prestressing force evenly pass to the mini pile support system, reduce the mini pile distortion excessive during stretch-draw because of discontinuity produces by supporting beam 7, with two vertically-displacable synchronous hydraulic jack from synchronous, the at the same level stretch-draw in supporting beam 7 two ends.The stretch-draw end condition is to survey elongation more than or equal to theoretical elongation when steel strand.
3, supporting beam construction
Prestress anchorage cable is first construction supporting beam 7 before stretch-draw is afterwards finished in slip casting.Because this support system is the temporary lining measure, after 10 constructions of underground shear wall exterior wall are finished with backfill support space 12; Institute thinks accelerating construction progress, and design supporting beam 7 is welded on the steel plate and is formed by two HW#200 * 204 * 12 * 12 type i iron.
Claims (5)
1. deep foundation pit supporting structure, it is characterized in that: comprise by many mini piles being arranged in juxtaposition the support wall that forms, be provided with anchor cable (2) and fixed body in the supporting inboard of support wall, an end of anchor cable (2) is connected on the mini pile, and the other end is connected on the fixed body.
2. deep foundation pit supporting structure as claimed in claim 1 is characterized in that: adjacent two mini piles overlap the formation integrative-structure mutually.
3. deep foundation pit supporting structure as claimed in claim 2, it is characterized in that: the mini pile that is connected with anchor cable (2) is the plain stake (6) that mortar injection forms, the mini pile that is positioned at plain stake (6) both sides comprises shaped steel (1) and mortar cover (5), mortar cover (5) be poured in shaped steel (1) around.
4. deep foundation pit supporting structure as claimed in claim 1 is characterized in that: described fixed body comprises the basement rock (3) that is positioned at support wall supporting inboard and is fixedly connected on mortar post (4) on the basement rock (3) that anchor cable (2) places in the mortar post (4).
5. according to any described deep foundation pit supporting structure of claim in the claim 1～4, it is characterized in that: the supporting arranged outside in support wall has supporting beam (7), and anchor cable (2) passes mini pile (1) and is fixedly connected on the supporting beam (7).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009203021447U CN201406687Y (en) | 2009-04-13 | 2009-04-13 | Deep foundation pit supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009203021447U CN201406687Y (en) | 2009-04-13 | 2009-04-13 | Deep foundation pit supporting structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201406687Y true CN201406687Y (en) | 2010-02-17 |
Family
ID=41677618
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009203021447U Expired - Lifetime CN201406687Y (en) | 2009-04-13 | 2009-04-13 | Deep foundation pit supporting structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201406687Y (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863613A (en) * | 2015-03-04 | 2015-08-26 | 中铁隧道勘测设计院有限公司 | High-side-wall anchored primary support structure for rock strata underground excavation underground structure, and construction method of high-side-wall anchored primary support structure |
| CN106049510A (en) * | 2016-05-27 | 2016-10-26 | 中冶成都勘察研究总院有限公司 | Multi-anchor-point fully-embedded slide-resistant pile calculating method based on ANSYS |
| CN109914422A (en) * | 2019-03-01 | 2019-06-21 | 华北水利水电大学 | A kind of steel pipe and soil nailing combined type foundation pit supporting construction and construction method |
| CN113216218A (en) * | 2021-03-26 | 2021-08-06 | 招商局重庆交通科研设计院有限公司 | Cutting slope anti-slip structure and construction method thereof |
-
2009
- 2009-04-13 CN CN2009203021447U patent/CN201406687Y/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863613A (en) * | 2015-03-04 | 2015-08-26 | 中铁隧道勘测设计院有限公司 | High-side-wall anchored primary support structure for rock strata underground excavation underground structure, and construction method of high-side-wall anchored primary support structure |
| CN106049510A (en) * | 2016-05-27 | 2016-10-26 | 中冶成都勘察研究总院有限公司 | Multi-anchor-point fully-embedded slide-resistant pile calculating method based on ANSYS |
| CN109914422A (en) * | 2019-03-01 | 2019-06-21 | 华北水利水电大学 | A kind of steel pipe and soil nailing combined type foundation pit supporting construction and construction method |
| CN113216218A (en) * | 2021-03-26 | 2021-08-06 | 招商局重庆交通科研设计院有限公司 | Cutting slope anti-slip structure and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN102828518B (en) | Construction method for manual hole digging support pile prestress anchor cable anchoring structure | |
| CN106930321B (en) | The construction method of underground structure is built in a kind of stake of pipe-jacking with large diameter combination hole | |
| US20140026518A1 (en) | Construction method for root-type foundation anchorage and bored, root-type cast in-situ pile with anchor bolts | |
| CN109944593B (en) | Reinforcing method for shield tunnel to penetrate existing building | |
| CN105525619B (en) | A kind of water rich strata bored tunnel occlusion pipe curtain | |
| CN105220714B (en) | Built-in anchor cable fills core compound prestress pile tube float Structure construction method | |
| CN211340827U (en) | Structure for newly building bridge by passing through existing bridge piles in subway tunnel | |
| CN109930609A (en) | A kind of campshed composite supporting construction and its construction method for upper-soft lower-hard ground | |
| CN103898916A (en) | Mini-pile combined support structure and construction method thereof | |
| CN103321244A (en) | Construction method for additionally arranged basement in existing building on sand foundation | |
| CN107503362A (en) | A kind of compound antiskid piling wall retaining structure and construction method suitable for reservoir stability | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN107326898B (en) | I-shaped precast pile supporting structure with adjustable inserted rigidity in cement-soil wall and construction method thereof | |
| CN201406687Y (en) | Deep foundation pit supporting structure | |
| CN105369799A (en) | Concrete precast pile of precast pile underground diaphragm wall and construction method of precast pile underground diaphragm wall | |
| CN202644591U (en) | A reinforced bridge pile foundation in tunnel construction under the geological condition of water-rich quicksand | |
| CN101793027B (en) | Core-grouted static pressure anchor rod pile | |
| CN106758759A (en) | A kind of trestle pile foundation and its anchoring process for deep water drift net riverbed | |
| CN207484290U (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN203729309U (en) | Support system with combined double-row piles combined with vertical prestressed anchor bolts | |
| CN109113749A (en) | Four line large section railway tunnel construction method of weak surrounding rock | |
| CN112726627A (en) | Cast-in-situ bored pile structure in area with intense karst and construction method | |
| CN210263075U (en) | Arrange bars formula tubular pile post back slip casting internal anchor outer stagnant water support system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Panzhihua nineteen smelting survey design & Research Institute Co Ltd Assignor: MCC Shijiu Construction Co., Ltd. Contract record no.: 2010510000120 Denomination of utility model: Structure for supporting deep foundation pit of soft soil foundation Granted publication date: 20100217 License type: Exclusive License Record date: 20101117 |
|
| ASS | Succession or assignment of patent right |
Owner name: PANZHIHUA MCC 19 SURVEYING AND DESIGN INSTITUTE CO Free format text: FORMER OWNER: MCC SHIJIU CONSTRUCTION CO., LTD. Effective date: 20110317 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 617000 NO. 350, RENMIN STREET, PANZHIHUA CITY, SICHUAN PROVINCE TO: 617000 NO. 16, GAOFENG ROAD, EAST DISTRICT, PANZHIHUA CITY, SICHUAN PROVINCE |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20110317 Address after: 617000 Panzhihua Province, East Road, Sichuan, No. 16 Patentee after: Panzhihua nineteen smelting survey design & Research Institute Co Ltd Address before: 617000 No. 350 Renmin Street, Sichuan, Panzhihua Patentee before: MCC Shijiu Construction Co., Ltd. |
|
| CX01 | Expiry of patent term |
Granted publication date: 20100217 |
|
| CX01 | Expiry of patent term |