CN205712153U - Foundation pile structure - Google Patents
Foundation pile structure Download PDFInfo
- Publication number
- CN205712153U CN205712153U CN201620322916.3U CN201620322916U CN205712153U CN 205712153 U CN205712153 U CN 205712153U CN 201620322916 U CN201620322916 U CN 201620322916U CN 205712153 U CN205712153 U CN 205712153U
- Authority
- CN
- China
- Prior art keywords
- pile
- extension
- pile extension
- foundation
- foundation pile
- 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.)
- Withdrawn - After Issue
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
This application provides a kind of method for constructing foundation pile and foundation pile construction structure, herein described method for constructing foundation pile and foundation pile structure, used step by step by optimization and dig pile extension hole, former foundation pile anchors into process and pile extension concrete layer sequence of construction with pile extension connecting portion pretreatment, pile extension with former foundation pile reinforcing bar, simplify the pile extension process in the change of pile foundation absolute altitude, eliminate the potential safety hazard in work progress, accelerate construction speed, reduce construction cost.By high cushion cap form pile connection construction technical finesse, seepage, reinforcement corrosion, the medium problem of stress collection are well solved to make the bias of former foundation pile, pile extension and former foundation pile binding site easily occur, thus eliminate the impact on structural safety and use.
Description
Technical field
The application relates to mechanical field, particularly relates to a kind of foundation pile structure.
Background technology
Foundation pile structure is to be collectively constituted by foundation pile and the cushion cap (such as base plate, basement floor etc.) being connected in stake top.If pile body is all embedded in soil, cushion cap bottom surface contacts with the soil body, the most referred to as embedded footing on piles, low capped pile foundation；If basset and be positioned at more than ground at the bottom of cushion cap in pile body top, the most referred to as elevated footing on piles.Building pile foundation is usually embedded footing on piles, low capped pile foundation plinth.In skyscraper, pile foundation is widely used.
Foundation pile structure needs have the highest vertical bearing capacity of single pile or Bearing Capacity of Pile Groups, it is sufficient to undertake whole vertical loads (including eccentric load) of skyscraper.During practice of construction, may change Pile Foundations Design according to actual needs, after Pile Foundations Design changes, former pile foundation stake top mark height is on the low side, need to carry out earth excavation pile extension high to design stake top mark.But, because of design alteration, make part original design stake top mark height on the low side, and the engineering pile distribution ratio of change is relatively decentralized, it is difficult to carry out concentrating excavation pile extension.
Summary of the invention
The application to solve the technical problem that, when pile foundation absolute altitude changes, how to designing a kind of pile extension that increases on the basis of former foundation pile to the foundation pile structure of base surface absolute altitude, it is ensured that foundation pile structure firm and stable.
For solving above-mentioned technical problem, a kind of foundation pile structure on the one hand provided according to the application, described foundation pile structure is the constructing structure after the change of pile foundation absolute altitude, and described pilework includes former foundation pile, pile extension, bottom cushion and base plate；Wherein
Described pile extension is arranged on described former foundation pile；
The pile crown of described former foundation pile has preprocessed exposed reinforcing bar, and the reinforcing bar exposed anchors into described pile extension；
Described pile extension includes concrete guard wall, pile extension bottom layer of the reinforcing steel, the first pile extension concrete layer, the second pile extension concrete layer and pile extension top layer reinforcing bar, described concrete guard wall is positioned on the sidewall of described pile extension and has concrete guard wall, described pile extension bottom layer of the reinforcing steel is positioned at the end of described pile extension, described second pile extension concrete layer is positioned on described first pile extension concrete layer, and described pile extension top layer reinforcing bar is positioned at described pile extension top.
Further, the stake footpath of described pile extension is not more than 50mm more than the stake footpath of described former foundation pile, the stake holes center in described pile extension hole with the center deviation place value of the stake holes center of described former foundation pile, and the vertical missing degree of described pile extension is not more than 0.5%.
Further, the thickness of described concrete guard wall is 150mm～250mm, and the intensity of described concrete guard wall is not less than 1.2MPa.
Further, concrete guard wall has multistage, and the degree of depth of every grade of concrete guard wall is not more than 0.5m；
Further, described exposed reinforcing bar length is not less than 35 times of described bar diameter.
Further, the end face of described first pile extension concrete layer is higher than more than the end face 100mm of described bottom cushion.
Further, described pile extension bottom layer of the reinforcing steel and described pile extension top layer reinforcing bar are U-shaped reinforcing bar.
Further, a diameter of 25mm～30mm of described U-shaped reinforcing bar.
Further, described second pile extension concrete layer and the strength grade of concrete at least one-level higher than the strength grade of concrete of described former foundation pile of described first pile extension concrete layer.
Compared with prior art, herein described foundation pile structure, used step by step by optimization and dig pile extension hole, former foundation pile anchors into process and pile extension concrete layer sequence of construction with pile extension connecting portion pretreatment, pile extension with former foundation pile reinforcing bar, simplify the pile extension process in the change of pile foundation absolute altitude, eliminate the potential safety hazard in work progress, accelerate construction speed, reduce construction cost.By high cushion cap form pile connection construction technical finesse, seepage, reinforcement corrosion, the medium problem of stress collection are well solved to make the bias of former foundation pile, pile extension and former foundation pile binding site easily occur, thus eliminate the impact on structural safety and use.
Further, by the pile crown of described former foundation pile is carried out pretreatment, to expose the reinforcing bar of the pile crown of described former foundation pile, described reinforcing bar is used for anchoring into pile extension, thus solves former foundation pile and pile extension joining section (i.e. at variable cross-section) bar connecting difficult point.
Accompanying drawing explanation
By reading the detailed description being made non-limiting example made with reference to the following drawings, other features, purpose and advantage will become more apparent upon:
Fig. 1 shows a kind of foundation pile structural representation on the one hand provided according to the application；
In accompanying drawing, same or analogous reference represents same or analogous parts.
Detailed description of the invention
Below in conjunction with the accompanying drawings the application is described in further detail.
The application purport is, a kind of method for constructing foundation pile is provided, used step by step by optimization and dig pile extension hole, former foundation pile anchors into process and pile extension concrete layer sequence of construction with pile extension connecting portion pretreatment, pile extension with former foundation pile reinforcing bar, to simplify pile extension process, eliminate the potential safety hazard in work progress, accelerating construction progress, reduces construction cost.
Fig. 1 illustrates a kind of foundation pile structure on the one hand provided according to the application, and described foundation pile structure is the constructing structure after the change of pile foundation absolute altitude, and described pilework includes former foundation pile 101, pile extension, bottom cushion 201 and base plate；Wherein:
Described pile extension is arranged on described former foundation pile 101；The pile crown of described former foundation pile 101 has preprocessed exposed reinforcing bar 103, and the reinforcing bar 103 exposed anchors into described pile extension；Described pile extension includes concrete guard wall 102, pile extension bottom layer of the reinforcing steel the 104, first pile extension concrete layer the 105, second pile extension concrete layer 106 and pile extension top layer reinforcing bar 108, described concrete guard wall 102 is positioned on the sidewall of described pile extension and has concrete guard wall 102, described pile extension bottom layer of the reinforcing steel 104 is positioned at the end of described pile extension, described second pile extension concrete layer 106 is positioned on described first pile extension concrete layer 105, and described pile extension top layer reinforcing bar 108 is positioned at described pile extension top.
Preferably, the stake footpath of described pile extension is not more than 50mm more than the stake footpath of described former foundation pile 101, the stake holes center in described pile extension hole with the center deviation place value of the stake holes center of described former foundation pile 101, and the vertical missing degree of described pile extension is not more than 0.5%.
Preferably, the thickness of described concrete guard wall 102 is 150mm～250mm, and the intensity of described concrete guard wall 102 is not less than 1.2MPa.
Preferably, concrete guard wall 102 has multistage, and the degree of depth of every grade of concrete guard wall 102 is not more than 0.5m.
Preferably, described exposed reinforcing bar 103 length is not less than 35 times of described bar diameter.
Preferably, the end face of described first pile extension concrete layer 105 is higher than more than the end face 100mm of described bottom cushion 201.
Preferably, the strength grade of concrete of described second pile extension concrete layer 106 and described first pile extension concrete layer 105 is than the high at least one-level of strength grade of concrete of described former foundation pile 101.
With reference to Fig. 1, the construction after pile foundation absolute altitude changes of the described method for constructing foundation pile, described method for constructing foundation pile includes: the construction after pile foundation absolute altitude changes of the described method for constructing foundation pile, described method for constructing foundation pile includes: earth excavation several times above former foundation pile 101, and at each earth excavation after-pouring concrete guard wall 102, until being excavated to below the stake top mark height of described former foundation pile 101, to form pile extension hole；The pile crown of described former foundation pile 101 is carried out pretreatment, and to expose the reinforcing bar 103 of the pile crown of described former foundation pile 101, described reinforcing bar 103 is used for anchoring into pile extension；Pile extension bottom layer of the reinforcing steel 104 is arranged bottom described pile extension hole, in its backward described pile extension hole, casting concrete is to form the first pile extension concrete layer 105, at described concrete peripheral disposition bottom cushion 201 after pouring, and on the concrete poured, arrange pile extension top layer reinforcing bar 108；Casting concrete again, to form the second pile extension concrete layer 106 on described first pile extension concrete layer 105, and forms underplate concrete layer 203 on described bottom cushion 201 and described second pile extension concrete layer 106.
According in the concrete scene of the application one, the brief flow process of described method for constructing foundation pile includes: unwrapping wire positions → bury underground this operation of casing → the dig a first segment stake holes earthwork → first segment template → pour first segment concrete guard wall → the dig a second section stake holes earthwork → second section template → pour second section concrete guard wall → repeatedly until digging to former pile foundation stake top mark below height 0.5m → former pile foundation pile crown dabbing process → cloth pile extension bottom layer of the reinforcing steel → pour pile extension the first coagulating layer → cloth basement bottom board and pile extension top layer reinforcing bar → concreting for the second time.
Further, described method for constructing foundation pile includes: above former foundation pile 101 several times before earth excavation, stake holes center according to described former foundation pile 101 and stake footpath, determine target stake holes center and the target stake footpath in described pile extension hole, specifically, according to on-the-spot bench mark coordinate, measure target stake holes center and the target stake footpath making described pile extension hole.
Alternatively, before earth excavation, the steel pile casting (not shown) of wall thickness 2mm～4mm can also be buried underground around described foundation pile, preferably 3mm, steel pile casting exceeds site elevation (pre-formed underplate concrete layer end face) 40cm～60cm, preferably 50cm, steel pile casting is for just dash and location.
The target stake holes center in described pile extension hole overlaps with the stake holes center of described former foundation pile 101, the target stake footpath in described pile extension hole is more than the stake footpath of described former foundation pile 101, preferably, the target stake footpath in described pile extension hole is more than 200mm than the poor D3 in footpath in the stake footpath of described former foundation pile 101.
Preferably, above former foundation pile 101 in the step of earth excavation several times: by manually successively cutting the earth, degree of depth D1 of earth excavation is not more than 0.5m every time, the stake footpath in described pile extension hole of excavation and the deviation in described target stake footpath are not more than 50mm every time, the stake holes center in described pile extension hole of excavation and the center deviation place value of described target stake holes center are not more than 50mm every time, and the vertical missing degree in described pile extension hole is not more than 0.5%.Every layer of cutting depth is not more than 0.5m.
Earth excavation several times above former foundation pile 101, and at each earth excavation after-pouring concrete guard wall 102, until being excavated to below the stake top mark height of described former foundation pile 101, includes forming the step in pile extension hole:
Every time from center to periphery earth excavation, to control the stake holes center in described pile extension hole, perpendicularity and stake footpath, shoveling order is for first to dig the mid portion earthwork, and backward periphery digs, and controls stake holes center, perpendicularity and the stake footpath in part described pile extension hole of current excavation well；After every section of stake holes molding, check whether stake holes center, perpendicularity and the stake footpath in the part described pile extension hole of current excavation meet the requirements, after meeting the requirements, in the described pile extension hole of current excavation, it is provided for being formed the pile extension template (not shown) of described concrete guard wall 102；Casting concrete between described pile extension template and described pile extension hole wall, to form concrete guard wall 102 on the sidewall in described pile extension hole, and removes described pile extension template after forming concrete guard wall 102.
Specifically, after vertical pile extension template, casting concrete retaining wall 102: pile extension template uses combined steel template assembled, tear joint, Zhi Xiajie open, circulation turnover uses, and connects with U-shaped card (not shown), above divide into No. 6 channel-section steel circle (not shown) of twice and hold out against between pile extension template.First segment concrete guard wall should exceed base pad aspect absolute altitude 100mm.Often dig deep 0.5m and pour 200mm thickness concrete guard wall, pour breast wall concrete and answer vibration compacting, with proof strength, reduce concrete guard wall internal fissure, prevent retaining wall seepage.When breast wall concrete intensity is not less than 1.2MPa, last process can be repeated and continue downward borehole.
The thickness D2 of described concrete guard wall 102 is 150mm～250mm, and the intensity of described concrete guard wall 102 is not less than 1.2MPa.
The pile crown of described former foundation pile 101 is being carried out pretreatment, to expose the reinforcing bar 103 of the pile crown of described former foundation pile 101, described reinforcing bar 103 includes for the step anchoring into pile extension: the pile crown of described former foundation pile 101 is carried out dabbing process, to expose the reinforcing bar 103 of described pile crown；After dabbing processes, clean laitance and rust, and on the pile crown of described former foundation pile 101, lay one layer of cement mortar (not shown).
The pile crown of described former foundation pile 101 carries out dabbing process and include: cutting the concrete thick for pile crown at least 200mm of described former foundation pile 101, reinforcing bar 103 length D5 exposed is not less than 35 times of described bar diameter.
Specifically, when distance D4 dug to former foundation pile 101 top mark height is below 0.5m, cut concrete thick for more than 200mm on the pile crown of former foundation pile 101, and the concrete strength of former foundation pile 101 is detected, if the undesirable continuation of concrete strength cuts downwards, till intensity meets the requirements.When the cast-in-situ bored pile eccentricity value of former foundation pile 101 is more than 5cm, then 1:10 gathering pressed by reinforcing bar, i.e. exceedes prescribed limit 1cm, former foundation pile 101 concrete pile head is the most down cut 10cm.After cutting, reinforcing bar 103 is adjusted straight, and clean laitance and rust in time, and dry up with high pressure air pressure gun.Additionally, before follow-up concreting, first smear one layer of cement mortar at dabbing.
Described pile extension bottom layer of the reinforcing steel 104 and described pile extension top layer reinforcing bar 108 are U-shaped reinforcing bar；The end face of described first pile extension concrete layer 105 is more than 100mm with difference in height D6 of the end face of described bottom cushion 201；The strength grade of concrete of described second pile extension concrete layer 106 and described first pile extension concrete layer 105 is than the high at least one-level of strength grade of concrete of described former foundation pile 101.
Compared with prior art, herein described method for constructing foundation pile and foundation pile structure, used step by step by optimization and dig pile extension hole, former foundation pile anchors into process and pile extension concrete layer sequence of construction with pile extension connecting portion pretreatment, pile extension with former foundation pile reinforcing bar, simplify the pile extension process in the change of pile foundation absolute altitude, eliminate the potential safety hazard in work progress, accelerate construction speed, reduce construction cost.By high cushion cap form pile connection construction technical finesse, seepage, reinforcement corrosion, the medium problem of stress collection are well solved to make the bias of former foundation pile, pile extension and former foundation pile binding site easily occur, thus eliminate the impact on structural safety and use.
Further, by the pile crown of described former foundation pile is carried out pretreatment, to expose the reinforcing bar of the pile crown of described former foundation pile, described reinforcing bar is used for anchoring into pile extension, thus solves former foundation pile and pile extension joining section (i.e. at variable cross-section) bar connecting difficult point.
It is obvious to a person skilled in the art that the application is not limited to the details of above-mentioned one exemplary embodiment, and in the case of without departing substantially from spirit herein or basic feature, it is possible to realize the application in other specific forms.Therefore, no matter from the point of view of which point, embodiment all should be regarded as exemplary, and be nonrestrictive, scope of the present application is limited by claims rather than described above, it is intended that all changes fallen in the implication of equivalency and scope of claim be included in the application.Should not be considered as limiting involved claim by any reference in claim.
Obviously, those skilled in the art can carry out various change and deformation without deviating from spirit and scope to the application.So, if these amendments and modification to the application belong within the scope of the application claim and equivalent technologies thereof, then the application is also intended to comprise these variation and modification.
Claims (9)
1. a foundation pile structure, it is characterised in that described foundation pile structure is the constructing structure after the change of pile foundation absolute altitude, and described pilework includes former foundation pile, pile extension, bottom cushion and base plate；Wherein
Described pile extension is arranged on described former foundation pile；
The pile crown of described former foundation pile has the reinforcing bar exposed after pretreatment, and the reinforcing bar exposed anchors into described pile extension；
Described pile extension includes concrete guard wall, pile extension bottom layer of the reinforcing steel, the first pile extension concrete layer, the second pile extension concrete layer and pile extension top layer reinforcing bar, described concrete guard wall is positioned on the sidewall of described pile extension and has concrete guard wall, described pile extension bottom layer of the reinforcing steel is positioned at the end of described pile extension, described second pile extension concrete layer is positioned on described first pile extension concrete layer, and described pile extension top layer reinforcing bar is positioned at described pile extension top.
Foundation pile structure the most according to claim 1, it is characterised in that
The stake footpath of described pile extension is not more than 50mm more than the stake footpath of described former foundation pile, the stake holes center in described pile extension hole with the center deviation place value of the stake holes center of described former foundation pile, and the vertical missing degree of described pile extension is not more than 0.5%.
Foundation pile structure the most according to claim 1, it is characterised in that
The thickness of described concrete guard wall is 150mm～250mm, and the intensity of described concrete guard wall is not less than 1.2MPa.
Foundation pile structure the most according to claim 1, it is characterised in that concrete guard wall has multistage, the degree of depth of every grade of concrete guard wall is not more than 0.5m.
Foundation pile structure the most according to claim 1, it is characterised in that described exposed reinforcing bar length is not less than 35 times of described bar diameter.
Foundation pile structure the most according to claim 1, it is characterised in that the end face of described first pile extension concrete layer is higher than more than the end face 100mm of described bottom cushion.
Foundation pile structure the most according to claim 1, it is characterised in that described pile extension bottom layer of the reinforcing steel and described pile extension top layer reinforcing bar are U-shaped reinforcing bar.
Foundation pile structure the most according to claim 7, it is characterised in that a diameter of 25mm～30mm of described U-shaped reinforcing bar.
Foundation pile structure the most according to any one of claim 1 to 8, it is characterised in that described second pile extension concrete layer and the strength grade of concrete at least one-level higher than the strength grade of concrete of described former foundation pile of described first pile extension concrete layer.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2015211368996 | 2015-12-31 | ||
| CN201521136899 | 2015-12-31 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205712153U true CN205712153U (en) | 2016-11-23 |
Family
ID=57296814
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620322916.3U Withdrawn - After Issue CN205712153U (en) | 2015-12-31 | 2016-04-18 | Foundation pile structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205712153U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735335A (en) * | 2015-12-31 | 2016-07-06 | 上海建工五建集团有限公司 | Foundation pile construction method and foundation pile structure |
| CN109577322A (en) * | 2018-04-13 | 2019-04-05 | 常熟理工学院 | A kind of constructing device for inside soil body existing pile foundation pile extension |
| CN109706955A (en) * | 2018-12-28 | 2019-05-03 | 江苏兴厦建设工程集团有限公司 | One kind being suitable for III class stake of cast-in-situ bored pile and cushion cap connection type |
-
2016
- 2016-04-18 CN CN201620322916.3U patent/CN205712153U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735335A (en) * | 2015-12-31 | 2016-07-06 | 上海建工五建集团有限公司 | Foundation pile construction method and foundation pile structure |
| CN109577322A (en) * | 2018-04-13 | 2019-04-05 | 常熟理工学院 | A kind of constructing device for inside soil body existing pile foundation pile extension |
| CN109706955A (en) * | 2018-12-28 | 2019-05-03 | 江苏兴厦建设工程集团有限公司 | One kind being suitable for III class stake of cast-in-situ bored pile and cushion cap connection type |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104264688B (en) | Manually digging hole non-uniform pile support construction process | |
| KR100736241B1 (en) | Gradual Bottom-up Slice and Gradual Infilling Method for Removing Underground Retaining Wall | |
| US20220098817A1 (en) | Method for constructing structure | |
| CN106760620B (en) | It is a kind of to increase the construction method for building the underground space under existing building using open caisson | |
| CN205712153U (en) | Foundation pile structure | |
| CN105839946B (en) | Building with brick-concrete structure lifts increasing layer method | |
| CN103774674B (en) | A kind of steel pipe underpinned pile and anchor pole deep foundation pit supporting structure and construction method thereof | |
| CN104988948B (en) | A kind of construction method of fin-plate type retaining wall | |
| CN107119712A (en) | A kind of multi-arch type retaining wall and its construction method | |
| CN105953078A (en) | Protection device and protection method of high-pressure gas pipeline | |
| CN113756330A (en) | Foundation pit support construction method close to existing operation railway | |
| CN105735335B (en) | Method for constructing foundation pile and foundation pile structure | |
| CN207331740U (en) | A kind of heightening and consolidation structure of in-service reinforced concrete retaining wall | |
| US6881012B2 (en) | Foundation repair system and method of installation | |
| CN106245655A (en) | Utilize the deep foundation pit supporting construction method of miniature steel pipe pile | |
| CN101793098B (en) | Coordinated interactive combined rectification method | |
| JP5698405B1 (en) | Ground improvement solid foundation method | |
| CN206768860U (en) | A kind of multi-arch type retaining wall | |
| CN205276285U (en) | Compound soil nail wall supporting construction | |
| CN106087996A (en) | Manual digging pile construction method based on oneself's leveling backpressure device | |
| KR102021496B1 (en) | Retaining wall construction method and retaining wall structure by the method | |
| KR102358570B1 (en) | Method for reinforcing slopes | |
| CN105350547A (en) | Method applicable to inter-pile soil support of slope protection pile | |
| KR101169437B1 (en) | The installation structure and construction method using a trough | |
| CN101818495A (en) | Construction method for retaining and protecting foundation excavation and supporting structure thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20161123 Effective date of abandoning: 20180504 |
|
| AV01 | Patent right actively abandoned |