CN101550703B - Method for designing reinforced concrete foundation or pile cap - Google Patents
Method for designing reinforced concrete foundation or pile cap Download PDFInfo
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- CN101550703B CN101550703B CN2009100223634A CN200910022363A CN101550703B CN 101550703 B CN101550703 B CN 101550703B CN 2009100223634 A CN2009100223634 A CN 2009100223634A CN 200910022363 A CN200910022363 A CN 200910022363A CN 101550703 B CN101550703 B CN 101550703B
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Abstract
The invention relates to the field of towering buildings, in particular to a method for designing a reinforced concrete foundation or a pile cap. The device adopted in the method comprises an upper structure and a natural foundation or a pile foundation, and is characterized in that the reinforced concrete foundation (1) or the reinforced concrete pile cap (5) that is connected under the upper structure (4) is internally embedded with pre-stressed reinforcement (2). The method ensures that the reinforced concrete foundation or the pile cap adopts the pre-stressed structure in vertical direction, the force of the foundation or the pile cap is more reasonable, and the foundation or the pile cap has better crack resistance and stability.
Description
Technical field
The present invention relates to high-rise structures structure field, the method for designing of particularly a kind of reinforced concrete foundation or pile cap.
Background technology
In recent years, the wind power tower basis that China is newly-built, be generally two kinds of forms of direct foundation and pile foundation, but also have following subject matter: 1, basis or pile cap bear bigger vertical tension, and basis or pile cap adopt more plain bars for this power of opposing is general; 2, to calculate the crack under tension bigger because basis or pile cap bear bigger vertical tension.How solving above these contradictions, reach the problem that overcomes above-mentioned existence, do not influence speed of application again simultaneously, is problem to be solved by this invention.
Summary of the invention
The purpose of this invention is to provide a kind of novel foundation or pile cap, when not influencing speed of application, overcome deficiency that known technology exists make economic benefit more significantly the method for designing of reinforced concrete foundation or pile cap adopt prestressing force in vertical direction.
Technical scheme of the present invention is, design the method for designing of a kind of reinforced concrete foundation or pile cap, the device that this method adopted comprises superstructure and direct foundation or pile foundation, it is characterized in that: be inlaid with the vertical prestressing reinforcing bar in reinforced concrete foundation that connects under superstructure or the reinforced concrete pile caps.
Described reinforced concrete foundation upper end is the round platform hollow structure, and the even vertical distribution of vertical prestressing reinforcing bar is on the interior cylinder of hollow structure.
Described reinforced concrete pile caps is the cylindrical structural of hollow, and the cylindrical bottom of hollow is an enclosed planar, is connected with several stakes under enclosed planar; The even vertical distribution of vertical prestressing reinforcing bar is on the interior cylinder of hollow.
Described quantity of inlaying prestressed reinforcement is 1/3～1/5 of plain bars quantity.
The described prestressed reinforcement of inlaying adopts no bonding rod iron or the steel strand of high-strength material for existing GB employing.
This structure adopts prestressed reinforcement to replace plain bars, and the intensity of prestressed reinforcement is 3～5 times of plain bars, and steel using amount reduces relatively, in addition the corresponding minimizing of crack developing width or do not produce the crack.
Characteristics of the present invention are: the crack for fear of reinforced concrete foundation or pile cap occurs too early, make full use of high strength cast iron and strong concrete, manage before concrete structure or member bear service load, the concrete to the tensile region imposes compressive pre-stress in advance.
The present invention adopts compressive pre-stress to reduce or offsets the caused concrete pulling stress of load, thereby the tensile stress of structural element is controlled at more among a small circle, even be in pressured state, with the appearance of postponing distress in concrete with carry out, thereby improve the cracking resistance and the rigidity of member.
Characteristics of the present invention are: do not need reserving hole channel, also needn't grouting, easy construction, fast, cost is lower, be easy to apply.
Its advantage is: 1, crack resistance is good, and rigidity is big.Because member is applied prestressing force, postponed the appearance in crack greatly, under the service load effect, the crack can not appear in member, or the crack so improved the rigidity of member, has increased durability of structures within control range.
2, save material, reduce deadweight.Therefore its structure can reduce amount of reinforcement owing to must adopt high-strength material, saves steel, simultaneously structural safety is had than obvious superiority.
3, improve the shear resistance of member.Test shows that the longitudinal prestressing reinforcing bar plays a part crab-bolt, the appearance that hampers the member diagonal crack with carry out.
4, improve Stability of Compressional Member.When the compressed member slenderness ratio is big, just be bent easily behind certain pressure being subjected to, so that forfeiture is stable and destroy.If reinforced concrete post is applied prestressing force, it is very tight that the longitudinal stress reinforced bar stretching is got, and not only prestressed reinforcement itself is not easy to bend, and the concrete around can helping improves the ability that opposing is bent.
5, improve the fatigue performance of member.Because have powerful prestressed reinforcing bar, less relatively because of loading or the caused STRESS VARIATION amplitude of off-load in operational phase, so can improve fatigue resistance, this is very favourable to the structure of bearing dynamic load.
The method for designing of reinforced concrete foundation or pile cap adopts prestressing force in vertical direction, make full use of the characteristic of prestressed reinforcement, and basis or pile cap increased basis or pile cap cracking resistance and anti-inclining property not increasing steel using amount or reduce under the situation of steel using amount, makes that simultaneously the stability of superstructure is better.
Description of drawings
The present invention will be further described below in conjunction with the embodiment accompanying drawing.
Fig. 1 is that the prestressing force floor map is adopted in vertical direction in embodiment 1 direct foundation;
Fig. 2 is the A-A sectional view of Fig. 1;
Fig. 3 is that embodiment 2 pile foundations adopt the prestressing force floor map in vertical direction;
Fig. 4 is the B-B sectional view of Fig. 3.
Among the figure: 1, reinforced concrete foundation; 2, prestressed reinforcement; 3, ground; 4, superstructure; 5, reinforced concrete pile caps; 6, stake.
The specific embodiment
Press the basis of construction shown in the figure in use, reinforced concrete foundation 1 or reinforced concrete pile caps 5 are different with conventional basis or pile cap in stressed vertical forces, owing in reinforced concrete foundation 1 that connects for 4 times in superstructure or reinforced concrete pile caps 5, be inlaid with prestressed reinforcement 2, so that the basic stress of tall and slender structure is more reasonable, its crack resistance is good, and rigidity is big.The shear resistance of member improves, Stability of Compressional Member fatigue performance higher, member is better.
Claims (3)
1. the method for designing of reinforced concrete foundation or pile cap, the device that this method adopted comprises superstructure and direct foundation or pile foundation, it is characterized in that: be inlaid with prestressed reinforcement (2) in reinforced concrete foundation (1) that connects under superstructure (4) or the reinforced concrete pile caps (5); Described reinforced concrete foundation (1) upper end round platform is a hollow structure, and the even vertical distribution of prestressed reinforcement (2) is on the interior cylinder of hollow structure; Described reinforced concrete pile caps (5) upper end is the cylindrical structural of hollow, and the cylindrical bottom of hollow is an enclosed planar, is connected with several stakes (6) under enclosed planar; The even vertical distribution of prestressed reinforcement (2) is on the interior cylinder of hollow.
2. according to the method for designing of described reinforced concrete foundation of claim 1 or pile cap, it is characterized in that: described quantity of inlaying vertical prestressing reinforcing bar (2) is 1/3～1/5 of plain bars quantity.
3. according to the method for designing of described reinforced concrete foundation of claim 1 or pile cap, it is characterized in that: the described vertical prestressing reinforcing bar (2) of inlaying adopts high-strength material not have bonding rod iron or steel strand.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100223634A CN101550703B (en) | 2009-05-06 | 2009-05-06 | Method for designing reinforced concrete foundation or pile cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100223634A CN101550703B (en) | 2009-05-06 | 2009-05-06 | Method for designing reinforced concrete foundation or pile cap |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101550703A CN101550703A (en) | 2009-10-07 |
| CN101550703B true CN101550703B (en) | 2011-03-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2009100223634A Active CN101550703B (en) | 2009-05-06 | 2009-05-06 | Method for designing reinforced concrete foundation or pile cap |
Country Status (1)
| Country | Link |
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| CN (1) | CN101550703B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102371612A (en) * | 2010-08-13 | 2012-03-14 | 何达伟 | Substrate manufacturing method |
| CN102561521A (en) * | 2010-12-14 | 2012-07-11 | 贵阳铝镁设计研究院有限公司 | Bolt deviation correction method |
| CN102345407A (en) * | 2011-07-21 | 2012-02-08 | 从卫民 | High-tension cable iron tower base |
| CN102345296A (en) * | 2011-07-21 | 2012-02-08 | 从卫民 | Base of high-voltage power transmission line and communication tower |
| CN102720206A (en) * | 2012-07-16 | 2012-10-10 | 南京工业大学 | Novel connecting structure of prestressed concrete pile and cushion cap |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4163621A (en) * | 1978-02-08 | 1979-08-07 | Tadayasu Higuchi | Method for forming a continuous footing with prefabricated footing blocks |
| CN2809021Y (en) * | 2005-07-29 | 2006-08-23 | 交通部公路科学研究所 | Prestressed counterforce system device in compression resistant static test of large tonnage foundation pile |
| CN101230579A (en) * | 2008-02-21 | 2008-07-30 | 同济大学 | Annular bearing bottom plate grillage beam type wind-power generating tower foundation |
| CN201148613Y (en) * | 2008-01-07 | 2008-11-12 | 中交水运规划设计院有限公司 | Anti-ice pier |
-
2009
- 2009-05-06 CN CN2009100223634A patent/CN101550703B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4163621A (en) * | 1978-02-08 | 1979-08-07 | Tadayasu Higuchi | Method for forming a continuous footing with prefabricated footing blocks |
| CN2809021Y (en) * | 2005-07-29 | 2006-08-23 | 交通部公路科学研究所 | Prestressed counterforce system device in compression resistant static test of large tonnage foundation pile |
| CN201148613Y (en) * | 2008-01-07 | 2008-11-12 | 中交水运规划设计院有限公司 | Anti-ice pier |
| CN101230579A (en) * | 2008-02-21 | 2008-07-30 | 同济大学 | Annular bearing bottom plate grillage beam type wind-power generating tower foundation |
Non-Patent Citations (2)
| Title |
|---|
| JP昭60-92518A 1985.05.24 |
| 栾维功等.水工建筑物中井桩承台设计的探讨.《甘肃水利水电技术》.1994,(第3期),第28-32页. * |
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| CN101550703A (en) | 2009-10-07 |
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Owner name: HYDROCHINA XIBEI ENGINEERING CORPORATION Free format text: FORMER NAME: NORTHWEST HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF CHINA HYDROPOWER ENGINEERING CONSULTING Owner name: CHINA ELECTRIC POWER CONSTRUCTION GROUP NORTHWEST Free format text: FORMER NAME: HYDROCHINA XIBEI ENGINEERING CORPORATION |
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Address after: 710065 Shaanxi Province, Xi'an City Road eight No. 18 Patentee after: POWERCHINA NORTHWEST ENGINEERING Co.,Ltd. Address before: 710065 Shaanxi Province, Xi'an City Road eight No. 18 Patentee before: NORTHWEST HYDRO CONSULTING ENGINEERS, CHECC |
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Address after: 710065 Shaanxi Province, Xi'an City Road eight No. 18 Patentee after: NORTHWEST HYDRO CONSULTING ENGINEERS, CHECC Address before: 710065 Shaanxi Province, Xi'an City Road eight No. 18 general survey and Design Institute of the Northwest Office Patentee before: Northwest Hydro Consulting Engineers, CHECC |