CN204000856U - The anti-side changeable ridigity pile of inner support grouting formula level base - Google Patents
The anti-side changeable ridigity pile of inner support grouting formula level base Download PDFInfo
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- CN204000856U CN204000856U CN201420408526.9U CN201420408526U CN204000856U CN 204000856 U CN204000856 U CN 204000856U CN 201420408526 U CN201420408526 U CN 201420408526U CN 204000856 U CN204000856 U CN 204000856U
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- pile
- inner support
- steel pipe
- pipe pile
- ridigity
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 73
- 239000010959 steel Substances 0.000 claims abstract description 73
- 239000011440 grout Substances 0.000 claims description 23
- 239000011083 cement mortar Substances 0.000 claims description 5
- 230000010412 perfusion Effects 0.000 claims description 3
- 238000005452 bending Methods 0.000 abstract description 12
- 238000006073 displacement reaction Methods 0.000 abstract description 7
- 238000005516 engineering process Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 230000015556 catabolic process Effects 0.000 description 3
- 238000010205 computational analysis Methods 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000006731 degradation reaction Methods 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 241001125840 Coryphaenidae Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000000205 computational method Methods 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 230000005684 electric field Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 239000003208 petroleum Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000010206 sensitivity analysis Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The utility model relates to the anti-side changeable ridigity pile of a kind of inner support grouting formula level base.The purpose of this utility model is to provide the anti-side changeable ridigity pile of a kind of inner support simple in structure, easy to make grouting formula level base, with in the situation that keeping steel pipe pile stake footpath and wall thickness constant, strengthen steel pipe pile bending rigidity, play the object that reduces pile foundation level displacement and corner.The technical solution of the utility model is: the anti-side changeable ridigity pile of a kind of inner support grouting formula level base, pile foundation is squeezed into mud face, this pile foundation comprises steel pipe pile, and the change rigidity section that is arranged at the inner predetermined elevation of steel pipe pile, become rigidity section upper cover plate and lower cover are set respectively up and down, upper and lower cover plate is fixedly welded on steel pipe pile inwall.The utility model is applicable to the anti-side pile foundation technology of level field in coastal ocean engineering, Hydraulic and Hydro-Power Engineering, port navigation engineering.
Description
Technical field
The utility model relates to the anti-side changeable ridigity pile of a kind of inner support grouting formula level base.Be applicable to the anti-side pile foundation technology of level field in coastal ocean engineering, Hydraulic and Hydro-Power Engineering, port navigation engineering.
Background technology
In recent decades, construction along with Open Wharf, bridge spanning the sea, offshore platform, marine wind electric field, the loads such as wave, tide, stream, wind become the significant levels design load of building, and its ringing and dynamic action are also had higher requirement to the designing and calculating of stake.As structures such as Flexible Breasting Dolphins, be that the horizontal position in-migration that makes full use of steel pipe pile absorbs the huge energy that horizontal loading produces in addition; In preventing land slide, extensively adopt antislide pile to resist the horizontal Thrust in landslide.
The normal P-Y curve method that belongs to elastic-plastic analysis that adopts of computational methods of the anti-side stake of level at present, it can carry out nonlinear analysis to stake, soil body system, the < < fixed offshore platform design and construction technical specification > > being formulated by American Petroleum Institute (API) adopts, and China standard < < port works Pile Foundation Code > > also adopts the method.
By the computational analysis of P-Y curve method, the stratum superficial part soil body to stake stressed and deformation effect comparatively crucial, by contrast, the impact of deep soil is much smaller, for steel pipe pile, mean level displacement and the Moment Influence degree of depth are about 6～8 times of the following stake of mud face footpath D, and bending rigidity EI, the formation rock Soil Engineering Geology characteristic of concrete depth bounds and pile body and the load applying are relevant, need carry out designing and calculating according to actual conditions and determine.Its desired parameters has been carried out to sensitivity analysis, find that parameters differs on the horizontal movement on stake top and corner impact, the bending rigidity EI of its king-pile is comparatively remarkable on horizontal movement and corner impact, and EI increases 20%, and the horizontal movement of pile foundation and corner approximately reduce by 13%.
Summary of the invention
The technical problems to be solved in the utility model is: the anti-side changeable ridigity pile of a kind of inner support simple in structure, easy to make grouting formula level base is provided, with in the situation that keeping steel pipe pile stake footpath and wall thickness constant, strengthen steel pipe pile bending rigidity, play the object that reduces pile foundation level displacement and corner.
The technical scheme that the utility model adopts is: the anti-side changeable ridigity pile of a kind of inner support grouting formula level base, pile foundation is squeezed into mud face, it is characterized in that: this pile foundation comprises steel pipe pile, and the change rigidity section that is arranged at the inner predetermined elevation of steel pipe pile, become rigidity section upper cover plate and lower cover are set respectively up and down, upper and lower cover plate is fixedly welded on steel pipe pile inwall;
Described change rigidity section has three kinds of form of structure: one is into being fixedly welded on the steel work inner support of steel pipe pile inwall; Its two grout compartment for cohering with steel pipe pile inwall; It three combines with grout compartment for steel work inner support, and steel work inner support is fixedly welded on steel pipe pile inwall, and grout compartment parcel steel work inner support is also cohered with steel pipe pile inwall.
Length is set described steel work inner support and described grout compartment length is that more than mud face 0.5～1D is to 6～8D below mud face, and D is steel pipe pile diameter.Mud face is following should be determined in conjunction with its displacement of P-Y curve method computational analysis and Moment Influence distance according to actual formation distribution situation, separately considers the distance that affects of above 0.5～1 times of steel pipe pile stake footpath D scope of mud face.
Described grout compartment is formed by cement mortar perfusion, and the steel pipe pile inwall that grout compartment is corresponding need be processed through frosted processing.
Described steel work inner support adopts double welded joint to be connected with steel pipe pile inwall.
Described steel work inner support adopts the forms such as cross inner support or groined type inner support.
The beneficial effects of the utility model are: 1, the utility model at pile foundation one place or many places arrange and become rigidity section, do not need change stake footpath and thickness of steel pipe, can play and strengthen steel pipe pile cross section bending rigidity, reduce pile foundation level displacement and corner, reduce rolled steel dosage, save cost and flexible arrangement; 2, steel work inner support is welded and can be prefabricated in the factory in steel pipe pile, has guaranteed quality, shortens the activity duration simultaneously; 3, can to becoming rigidity section, can select steel work inner support, grout compartment or two kinds of combined modes according to design, actual situations of construction, its flexibility and applicability are high.
Accompanying drawing explanation
Fig. 1 is the elevational schematic view of embodiment 1.
Fig. 2 is the schematic cross-section of embodiment 1.
Fig. 3 is the elevational schematic view of embodiment 2.
Fig. 4 is the schematic cross-section of embodiment 2.
Fig. 5 is the elevational schematic view of embodiment 3.
Fig. 6 is the schematic cross-section of embodiment 3.
The specific embodiment
Embodiment 1: as shown in Figure 1 and Figure 2, in steel pipe pile 1, near mud face 6 places, arrange and become rigidity section, length is that on mud face 6,1 times of stake footpath adds the lower 7 times of stake footpaths of mud face, play the effect that strengthens the anti-side rigidity of this position steel pipe pile 1 level, to reduce horizontal movement and the corner of mud face 6 place's steel pipe piles 1, the interior change rigidity of steel pipe pile 1 section arranges respectively upper cover plate 2 and lower cover 3 up and down, fixing change rigidity section inner support effect while driving piles to play, and upper and lower cover plate is fixedly welded on steel pipe pile 1 inwall.In this example, become rigidity section into steel work inner support 4, be specially cross inner support, by double welded joint, with steel pipe pile 1, connected, can prefabrication.
Embodiment 2: as shown in Figure 3, Figure 4, the present embodiment structure is substantially the same manner as Example 1, difference is to become rigidity section into grout compartment 5 in this example, and grout compartment 5 is formed by cement mortar perfusion, and this cement mortar material is easily got, densification is even, bond performance is good and bending rigidity value is large.Steel pipe pile 1 inwall of grout compartment 5 correspondences need be processed through frosted processing, and to increase its roughness, this grout compartment and steel pipe pile 1 inwall cohere.
Embodiment 3: as shown in Figure 5, Figure 6, the present embodiment structure is substantially the same manner as Example 1, difference is to become in this example rigidity section into the combining form of steel work inner support 4 (adopting cross inner support) with grout compartment 5, and cross inner support is connected with steel pipe pile 1 by double welded joint, can prefabrication; For becoming rigidity section, be in the milk, form the grout compartment 5 of parcel steel work inner support 4, steel pipe pile 1 inwall that this grout compartment is corresponding need be processed through frosted processing, and grout compartment and steel pipe pile 1 inwall cohere.
Steel pipe pile 1 cross section bending rigidity E in above-described embodiment
0i
0by following formula, calculated:
Wherein, D is steel pipe pile 1 external diameter, and d is steel pipe pile 1 internal diameter, E
0for steel modulus.
Cross inner support cross section bending rigidity E
0i
1by following formula, calculated:
Wherein, h is cross inner support list support length, and t is cross inner support thickness.
Grout compartment 5 cross section bending rigidity E
1i
2by following formula, calculated:
Wherein, E
1for concrete modulus, η is Stiffness degradation coefficient, for affected the Stiffness degradation that causes slurries and steel to cohere by extraneous factor.
For embodiment, steel pipe pile 1 outer diameter D=120cm, inner diameter d=116.2cm, adopts C35 cement mortar, cross inner support h equals steel pipe pile inner diameter d, for 116.2cm, thickness t is also 1.9cm, Stiffness degradation coefficient η=0.8, calculating shows only to arrange cross inner support (as embodiment 1) bending rigidity increases by 20.2%, when grout compartment (as embodiment 2) bending rigidity being only set increasing by 91.7%, two kind of mode and combine settings (embodiment 3), 1.12 times of bending rigidity increases.
In addition, for the present embodiment, adopt the anti-side stake of P-Y curve method computational analysis level (cohesive soil parameter undrained shear strength Cu=54KPa, effective unit weight r '=9KN/m3, poor half the strain stress 50=0.017 of major principal stress), above steel pipe pile 1 cantilever height of mud face is 7.9m, steel pipe pile 1 embedded depth is 45m, become rigidity section and length is set into 10m, under horizontal force P=400KN, Horizontal Displacement is reduced to 9.8cm by 19.4cm, and Horizontal Displacement has approximately reduced by 49.5%, and effect is remarkable.
Claims (5)
1. the anti-side changeable ridigity pile of inner support grouting formula level base, pile foundation is squeezed into mud face (6), it is characterized in that: this pile foundation comprises steel pipe pile (1), and the change rigidity section that is arranged at the inner predetermined elevation of steel pipe pile, become rigidity section upper cover plate (2) and lower cover (3) are set respectively up and down, upper and lower cover plate is fixedly welded on steel pipe pile (1) inwall;
Described change rigidity section has three kinds of form of structure: one is into being fixedly welded on the steel work inner support (4) of steel pipe pile (1) inwall; Its two grout compartment (5) for cohering with steel pipe pile (1) inwall; It three combines with grout compartment (5) for steel work inner support (4), and steel work inner support (4) is fixedly welded on steel pipe pile (1) inwall, and grout compartment (5) parcel steel work inner support (4) is also cohered with steel pipe pile inwall.
2. the anti-side changeable ridigity pile of inner support according to claim 1 grouting formula level base, it is characterized in that: length is set described steel work inner support (4) and described grout compartment (5) length is that more than mud face (6) 0.5～1D is to 6～8D below mud face (6), and D is steel pipe pile (1) diameter.
3. the anti-side changeable ridigity pile of inner support grouting formula level according to claim 1 base, is characterized in that: described grout compartment (5) is formed by cement mortar perfusion, and steel pipe pile (1) inwall that grout compartment (5) is corresponding need be processed through frosted processing.
4. the anti-side changeable ridigity pile of inner support grouting formula level according to claim 1 base, is characterized in that: described steel work inner support (4) adopts double welded joint to be connected with steel pipe pile (1) inwall.
5. the anti-side changeable ridigity pile of inner support grouting formula level according to claim 4 base, is characterized in that: described steel work inner support (4) adopts the forms such as cross inner support or groined type inner support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420408526.9U CN204000856U (en) | 2014-07-23 | 2014-07-23 | The anti-side changeable ridigity pile of inner support grouting formula level base |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420408526.9U CN204000856U (en) | 2014-07-23 | 2014-07-23 | The anti-side changeable ridigity pile of inner support grouting formula level base |
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| CN204000856U true CN204000856U (en) | 2014-12-10 |
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| CN201420408526.9U Expired - Lifetime CN204000856U (en) | 2014-07-23 | 2014-07-23 | The anti-side changeable ridigity pile of inner support grouting formula level base |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755745A (en) * | 2018-04-26 | 2018-11-06 | 易朋莹 | A kind of Novel section steel cantilever retaining structure and its design and calculation method |
| CN110080272A (en) * | 2019-04-25 | 2019-08-02 | 上海交通大学 | Offshore wind farm single-pile foundation and offshore wind farm device suitable for greater coasting area |
| CN112376548A (en) * | 2020-09-21 | 2021-02-19 | 海洋石油工程股份有限公司 | Resistance device for steel pipe pile |
-
2014
- 2014-07-23 CN CN201420408526.9U patent/CN204000856U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108755745A (en) * | 2018-04-26 | 2018-11-06 | 易朋莹 | A kind of Novel section steel cantilever retaining structure and its design and calculation method |
| CN110080272A (en) * | 2019-04-25 | 2019-08-02 | 上海交通大学 | Offshore wind farm single-pile foundation and offshore wind farm device suitable for greater coasting area |
| CN112376548A (en) * | 2020-09-21 | 2021-02-19 | 海洋石油工程股份有限公司 | Resistance device for steel pipe pile |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| ASS | Succession or assignment of patent right |
Owner name: CHINA HYDROPOWER ENGINEERING CONSULTING GROUP CO., Free format text: FORMER OWNER: CHINA POWER GROUP EAST CHINA INVESTIGATION AND DESIGN INSTITUTE CO., LTD. Effective date: 20150630 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20150630 Address after: 100120 Beijing Xicheng District six paved Kang District Patentee after: HYDROCHINA Corp. Address before: 310014 Hangzhou city in the lower reaches of the city of Zhejiang Wang Road, No. 22 Patentee before: POWERCHINA HUADONG ENGINEERING Corp.,Ltd. |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230512 Address after: 100162 101, Floor 1, Building 28, Yard 1, Hongye East Road, Daxing District, Beijing Patentee after: China Power Construction New Energy Group Co.,Ltd. Address before: 100120 liupukang District 1, Xicheng District, Beijing Patentee before: HYDROCHINA Corp. |
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| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20141210 |