CN102305739A - Method for performing stimulation test on stress of glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column - Google Patents
Method for performing stimulation test on stress of glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column Download PDFInfo
- Publication number
- CN102305739A CN102305739A CN201110136111A CN201110136111A CN102305739A CN 102305739 A CN102305739 A CN 102305739A CN 201110136111 A CN201110136111 A CN 201110136111A CN 201110136111 A CN201110136111 A CN 201110136111A CN 102305739 A CN102305739 A CN 102305739A
- Authority
- CN
- China
- Prior art keywords
- concrete
- steel reinforced
- gfrp
- load
- reinforced high
- 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.)
- Pending
Links
Images
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a method for performing stimulation test on the stress of a glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column, and relates to a method for testing a building member. The method is characterized by comprising the steps of: analyzing the whole stress process under the action of an eccentric compressive load; establishing a bearing capacity calculation program of the GFRP pipe steel reinforced high-strength concrete eccentric loading column on the basis of a finite strip method with assumed plane sections; and calculating to obtain a load and deformation relation curve and a curve of the influence of the concrete strength, slenderness ratio, eccentricity and steel ratio on load-deformation by using the program, and performing test analysis. The test analysis shows that: the ultimate bearing capacity of a member is decreased along with the increase of the slenderness ratio, the elastic stage of a member curve is gradually shortened, and the rigidity is gradually lost; the ultimate bearing capacity of the member is decreased along with the increase of the eccentricity; the ductility of the member is improved; and the ultimate bearing capacity of the member is improved along with the improvement of the strength of concrete. In the method, a test analysis result and a test result are consistent, and a basis is provided for the actual design.
Description
Technical field
The present invention relates to a kind of method of testing of building element, particularly relate to the stressed analog detection method of a kind of GFRP pipe steel reinforced high strength concrete bias voltage post.
Background technology
GFRP pipe steel reinforced high strength concrete column is in Wrapping formed GFRP pipe, to bury shaped steel underground, then fill concrete and form built-up pillar.This built-up pillar is mainly managed concrete constraint through GFRP, forces concrete to be in triaxial stress state, thereby reaches the purpose that improves concrete strength.Simultaneously, reinforcing bar has been shared concrete part axle power, causes the load-bearing capacity of built-up pillar to increase, and peripheral concrete stops or alleviated the generation of reinforcing bar cripling phenomenon, is a kind of rational unitized construction form.In actual engineering; Owing to the reasons such as ambiguity, concrete unevenness and construction deviation of load action position all possibly produce off-centre; Form the eccentric compression post, so eccentric compression is GFRP pipe steel reinforced high strength concrete built-up pillar one of topmost stress form in actual engineering.For this reason, grasp its stress performance and universal law practical applications is had very important directive significance.At present, this built-up pillar mechanical property research is particularly relatively lacked in the research aspect the simulation analysis.
Summary of the invention
The object of the present invention is to provide the stressed analog detection method of a kind of GFRP pipe steel reinforced high strength concrete bias voltage post.Based on the limited strip coating method of plane cross-section assumption, worked out GFRP pipe steel reinforced high strength concrete bias voltage columns bearing capacity analog detection method.This method and test findings are coincide good, for actual design provides foundation.
The objective of the invention is to realize through following technical scheme:
The stressed analog detection method of GFRP pipe steel reinforced high strength concrete bias voltage post, the whole loading process that this method is included under the eccentric compression load action is analyzed; Limited strip coating method establishment GFRP pipe steel reinforced high strength concrete bias voltage columns bearing capacity calculation procedure based on plane cross-section assumption; Utilize this program to calculate the relation curve of load and distortion, and concrete strength, slenderness ratio, eccentric throw, bone-containing rate carry out test analysis to the influence curve of load-distortion; And carry out according to following steps:
A. according to experimental phenomena, make fundamental assumption and adopt model;
B. carry out that correlation formula is pushed over and program composition;
C. carry out program calculated result and comparison of test results;
D. further analytical parameters is to the influence of member stress;
E. list the analytical test result.
The GFRP pipe steel reinforced high-strength concrete columns biasing force simulation test method, the basic assumptions made and the use of model: sectional strain distribution along the flat section; consider only the midspan section, the force balance between; member ends of the hinge, half sine wave deflection curve line; steel and concrete is no relative slip between; concrete and GFRP pipe stress - strain relations in accordance with the formula (1)
; formula (2)
;
Formula (3)
access.
The stressed analog detection method of described GFRP pipe steel reinforced high strength concrete bias voltage post; Describedly carry out that correlation formula is pushed over and program composition, comprise the synthetic method iterative equation and GFRP pipe steel reinforced high strength concrete biasing member load-whole deformation process calculation procedure GPYZL is calculated.
The stressed analog detection method of described GFRP pipe steel reinforced high strength concrete bias voltage post; Described program calculated result and the comparison of test results of carrying out; GFRP pipe steel reinforced high strength concrete biasing member load-whole deformation process calculation procedure GPYZL according to establishment calculates the contrast with test gained load-deformation curve.
The stressed analog detection method of described GFRP pipe steel reinforced high strength concrete bias voltage post; Described further analytical parameters is to the influence of member stress; Comprise and change a certain load and the amount of deflection overall process curve that is subjected to force parameter to come the computational analysis biasing member; Concrete analysis slenderness ratio, eccentric throw, bone-containing rate, concrete strength, and list the result.
Advantage of the present invention and effect are:
Show behind the test analysis of the present invention that the member ultimate bearing capacity reduces with the increase of slenderness ratio, the elastic stage of member curve shortens gradually, and rigidity is lost gradually; The member ultimate bearing capacity reduces with the increase of eccentric throw; Member ductility makes moderate progress; The member ultimate bearing capacity improves with the raising of concrete strength, and Measurement results of the present invention and test findings are coincide good, for actual design provides foundation.
Description of drawings
Fig. 1 is calculation block figure of the present invention;
Fig. 2 a, Fig. 2 b, Fig. 2 c, Fig. 2 d, Fig. 2 e are the comparison diagram of result of calculation of the present invention and test findings;
Fig. 3 a, Fig. 3 b, Fig. 3 c, Fig. 3 d are load-deflection relation curve map of the present invention.
Embodiment
With reference to the accompanying drawings the present invention is elaborated.
For further studying the stress performance of GFRP pipe steel reinforced high strength concrete bias voltage post, the present invention carries out the branch folding to its whole loading process under the eccentric compression load action.
The present invention is based on the limited strip coating method of plane cross-section assumption, worked out GFRP pipe steel reinforced high strength concrete bias voltage columns bearing capacity calculation procedure according to existing reinforcing theory and correlation technique rules.
The present invention utilizes this program to calculate the relation curve of load and distortion; And concrete strength, slenderness ratio, eccentric throw, bone-containing rate are to the influence curve of load-distortion; Show that the test specimen ultimate bearing capacity reduces with the increase of slenderness ratio; The elastic stage of member curve shortens gradually, and rigidity is lost gradually; The test specimen ultimate bearing capacity reduces with the increase of eccentric throw; Member ductility makes moderate progress; The test specimen ultimate bearing capacity improves with the raising of concrete strength, and result calculated and test findings are coincide good, for actual design provides foundation.
At first to carry out fundamental assumption in the method for the present invention,, make following fundamental assumption according to experimental phenomena:
(1) the cross section strain distributes along plane section;
(2) only consider balance between the inside and outside power of spaning middle section;
(3) the member two ends are hinged, and line of deflection is the half-sinusoid curve;
(4) no relative slippage between steel and the concrete;
(5) strain-stress relation of concrete and GFRP pipe is taken according to formula (1) (2) (3).
The intensity in the steel reinforced high strength concrete cross section in the GFRP pipe adopts like drag.
Where,
-GFRP tube steel reinforced high-strength concrete section of the axial compression strength;
- translated strength concrete section.
The axial compression stress of GFRP pipe adopts like drag.
Where,
-GFRP pipe axial stress;
-GFRP pipe hoop stress;
-GFRP pipe hoop modulus of elasticity;
-GFRP tube axial modulus of elasticity;
-GFRP pipe axial strain;?
-GFRP tube axial Poisson's ratio.
For ordinary concrete composite columns, using formula (3) calculation, just make
can; right combination of high-strength concrete columns, you can directly use the formula (3) calculation.Formula (3) in the
is the Influence of concrete strength,
time,
, for
when
= 0.76, other strength concrete,
value obtained by linear interpolation.
Correlation formula is pushed over and program composition:
The synthetic method iterative equation
According to the fiber model law-related knowledge, in parallel to the neutral axis direction, steel, concrete and GFRP pipe wall section is divided into many bands, and assuming the stress is put on each one uniformly distributed on steel , lower flange vertical force by independent tendons treated steel reinforced high-strength concrete is assumed GFRP tube bias section of the specimen at the centroid strain
, according to plane assumption, you can find the section took a strip of concrete, steel, GFRP pipe stress
,
,
.The section is divided into
equal parts, each corresponding central angle of
, according to plane assumption, we can obtain cross-sectional strain at any point
Where,
- either a center distance with a unit height section centroid distance.
According to supposition (3), curvature value is calculated as follows;
According to condition of balance on force, obtain the primary iteration equation and be:
(5)
Where,
- concrete, GFRP pipe bands divide the number of units;
- steel bands divided the number of units;
,
- respectively, the upper and lower flange steel stress;
,
- namely steel upper and lower flanges of the area ;
,
- respectively, the upper and lower flange steel center section centroid distance away;
,
,
- namely concrete, steel, GFRP pipe unit height with either a center distance of section centroid distance;
,
,
- respectively correspond to the center angle
concrete, steel, GFRP pipe cross-sectional area,
.
Calculation procedure:
Using equation (5), (6), grading plus distortion
, and then according to the basic assumption (3) to strike the appropriate curvature
, assuming the centroid strain
, progressively strike force
,
, when the external force difference is less than the error
, the output calculation results.When bearing capacity drop to ultimate bearing capacity 80% after, stop to calculate, concrete calculation procedure is seen Fig. 1.
Program calculated result and comparison of test results:
GFRP pipe steel reinforced high strength concrete biasing member load-whole deformation process calculation procedure GPYZL according to this paper establishment calculates and the contrast of testing gained load-deformation curve, sees Fig. 2.As can be seen from the figure, result of calculation and test findings are coincide good.
The contrast of Fig. 2 result of calculation and test findings
Parameter is analyzed:
The nonlinear analysis program of utilizing this paper to work out is calculated the influence curve of gained major parameter, sees Fig. 3.
Figure 3 Load - deflection curves, calculations, with concrete strength
, the slenderness ratio is 24, GFRP pipe with winding angles of 80 degrees, the tube wall thickness of 3mm, eccentricity is 20, steel model for the word number I10 steel as the basic calculation parameters, change some parameters to calculate the force of the biasing member and the load deflection curve of the whole process.Make a concrete analysis of as follows:
(1) slenderness ratio:
Be respectively load-deformation curve of 16,24 and 32 by calculating gained test specimen slenderness ratio, see Fig. 3 (a), as can be seen from the figure, the test specimen ultimate bearing capacity reduces with the increase of slenderness ratio, and the elastic stage of member curve shortens gradually, and rigidity is lost gradually.
(2) eccentric throw:
By calculating load-deformation curve that gained test specimen eccentric throw is respectively 20mm, 40mm, see Fig. 3 (b), as can be seen from the figure, the test specimen ultimate bearing capacity reduces with the increase of eccentric throw, and this matches with test gained result.
(3) bone-containing rate:
By calculating load-deformation curve that gained test specimen reinforcing bar model is respectively I10, I12 and I14, see Fig. 3 (c), as can be seen from the figure, the test specimen ultimate bearing capacity increases with the increase of reinforcing bar model, and distortion increases gradually, shows that member ductility makes moderate progress.
(4) concrete strength:
From the calculated strength of concrete specimens were
,
and
load - deformation curve, shown in Figure 3 (d), it can be seen from the figure, the change of concrete strength did not affect the initial stiffness, but the ultimate bearing components force had a certain impact on the specimen with the ultimate strength of concrete strength increased and improved.
Conclusion:
(1) result of calculation shows, GFRP pipe steel reinforced high strength concrete eccentric compression test specimen ultimate bearing capacity reduces with the increase of slenderness ratio, and the elastic stage of member curve shortens gradually, and rigidity is lost gradually;
(2) the test specimen ultimate bearing capacity reduces with the increase of eccentric throw;
(3) calculation procedure GPYZL calculating gained GFRP pipe steel reinforced high strength concrete bias voltage post load-whole deformation process curve and trial curve coincide good; Show that from the parameter analysis that influences bearing capacity improves with concrete strength and the increase of reinforcing bar area of section improves to curve.
Claims (5)
1.GFRP the stressed analog detection method of pipe steel reinforced high strength concrete bias voltage post is characterized in that the whole loading process that this method is included under the eccentric compression load action is analyzed; Limited strip coating method establishment GFRP pipe steel reinforced high strength concrete bias voltage columns bearing capacity calculation procedure based on plane cross-section assumption; Utilize this program to calculate the relation curve of load and distortion, and concrete strength, slenderness ratio, eccentric throw, bone-containing rate carry out test analysis to the influence curve of load-distortion; And carry out according to following steps:
A. according to experimental phenomena, make fundamental assumption and adopt model;
B. carry out that correlation formula is pushed over and program composition;
C. carry out program calculated result and comparison of test results;
D. further analytical parameters is to the influence of member stress;
E. list the analytical test result.
(2) according to claim 1, wherein the biasing GFRP pipe Steel Reinforced High Strength Concrete Columns force simulation test method, characterized in that the basic assumptions made and the use of the model as follows: section of the strain distribution along the flat section; consider only the cross- in cross section, the balance between external forces; member ends of the hinge, half sine wave deflection line curve; between steel and concrete is no relative slip; concrete and GFRP pipe stress - strain relations in accordance with the formula (1)
; formula (2)
; formula (3)
access.
3. the stressed analog detection method of GFRP pipe steel reinforced high strength concrete bias voltage post according to claim 1; It is characterized in that; Describedly carry out that correlation formula is pushed over and program composition, comprise the synthetic method iterative equation and GFRP pipe steel reinforced high strength concrete biasing member load-whole deformation process calculation procedure GPYZL is calculated.
4. the stressed analog detection method of GFRP pipe steel reinforced high strength concrete bias voltage post according to claim 1; It is characterized in that; Described program calculated result and the comparison of test results of carrying out; GFRP pipe steel reinforced high strength concrete biasing member load-whole deformation process calculation procedure GPYZL according to establishment calculates the contrast with test gained load-deformation curve.
5. the stressed analog detection method of GFRP pipe steel reinforced high strength concrete bias voltage post according to claim 1; It is characterized in that; Described further analytical parameters is to the influence of member stress; Comprise and change a certain load and the amount of deflection overall process curve that is subjected to force parameter to come the computational analysis biasing member; Concrete analysis slenderness ratio, eccentric throw, bone-containing rate, concrete strength, and list the result.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110136111A CN102305739A (en) | 2011-05-25 | 2011-05-25 | Method for performing stimulation test on stress of glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110136111A CN102305739A (en) | 2011-05-25 | 2011-05-25 | Method for performing stimulation test on stress of glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102305739A true CN102305739A (en) | 2012-01-04 |
Family
ID=45379621
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201110136111A Pending CN102305739A (en) | 2011-05-25 | 2011-05-25 | Method for performing stimulation test on stress of glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102305739A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104036149A (en) * | 2014-06-27 | 2014-09-10 | 中南大学 | Reactive powder concrete large-eccentric compression member limit load calculation method |
| CN109991079A (en) * | 2019-03-26 | 2019-07-09 | 中国能源建设集团广东省电力设计研究院有限公司 | Chimney bearing capacity computation method, device, equipment and storage medium |
| CN110132137A (en) * | 2019-05-06 | 2019-08-16 | 哈尔滨工业大学 | A kind of large-scale suspension bridge steel box-girder overall length Displacements Distribution measurement method based on distributed optical fiber sensing |
| CN110378009A (en) * | 2019-07-15 | 2019-10-25 | 郑州大学 | The analysis method of stainless reinforced column compression bearing |
-
2011
- 2011-05-25 CN CN201110136111A patent/CN102305739A/en active Pending
Non-Patent Citations (3)
| Title |
|---|
| 秦国鹏 等: "GFRP管钢骨混凝土组合柱偏压承载力计算", 《东北大学学报（自然科学版）》 * |
| 郭光玲: "玻璃纤维布加固钢筋混凝土偏心受压柱的试验研究", 《兰州理工大学学报》 * |
| 马传政 等: "钢骨高强混凝土偏压柱受力分析、", 《沈阳建筑大学学报（自然科学版）》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104036149A (en) * | 2014-06-27 | 2014-09-10 | 中南大学 | Reactive powder concrete large-eccentric compression member limit load calculation method |
| CN104036149B (en) * | 2014-06-27 | 2017-02-01 | 中南大学 | Reactive powder concrete large-eccentric compression member limit load calculation method |
| CN109991079A (en) * | 2019-03-26 | 2019-07-09 | 中国能源建设集团广东省电力设计研究院有限公司 | Chimney bearing capacity computation method, device, equipment and storage medium |
| CN110132137A (en) * | 2019-05-06 | 2019-08-16 | 哈尔滨工业大学 | A kind of large-scale suspension bridge steel box-girder overall length Displacements Distribution measurement method based on distributed optical fiber sensing |
| CN110378009A (en) * | 2019-07-15 | 2019-10-25 | 郑州大学 | The analysis method of stainless reinforced column compression bearing |
| CN110378009B (en) * | 2019-07-15 | 2022-11-01 | 郑州大学 | Method for analyzing compressive bearing capacity of stainless steel reinforced concrete column |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Liang | High strength circular concrete-filled steel tubular slender beam–columns, Part I: Numerical analysis | |
| CN104484551A (en) | Method for modeling and calculating unbonded rib limit stress increment in prestressed concrete beam | |
| Bai et al. | Constitutive models for hollow steel tubes and concrete filled steel tubes considering the strength deterioration | |
| Chen et al. | Design of the distortional buckling capacity of stainless steel lipped C-section columns | |
| CN102305739A (en) | Method for performing stimulation test on stress of glass fiber reinforced plastic (GFRP) pipe steel reinforced high-strength concrete eccentric loading column | |
| Zhao et al. | Bending strength and design methods of the 6082-T6 aluminum alloy beams with circular hollow sections | |
| Zhou et al. | Shear performance analysis of a tapered beam with trapezoidally corrugated steel webs considering the Resal effect | |
| Yang et al. | Load bearing capacity of welded Q460GJ steel H-columns under eccentric compression | |
| CN102297810A (en) | Nonlinear analysis test method of GFRP tube steel reinforced concrete flexural member | |
| Li et al. | Experimental and numerical study on dynamic properties of RC beam | |
| Ma et al. | New theoretical model for SSTT-confined HSC columns | |
| Kim et al. | Simplified model for the stress-strain relationship of confined concrete | |
| Ji et al. | Finite element model based test and analysis on ACHC short columns and hoop coefficient | |
| Furtado et al. | Load-path influence in the response of RC buildings subjected to biaxial horizontal loadings: numerical study | |
| Hu et al. | Shear capacity of concrete-filled steel plate composite coupling beams | |
| Ding et al. | Seismic performance of high-strength short concrete column with high-strength stirrups constraints | |
| Lee et al. | Longitudinal axial strain in plastic hinge regions of reinforced-concrete columns | |
| Patel et al. | Inelastic stability analysis of high strength rectangular concrete-filled steel tubular slender beam-columns | |
| de Araújo | A non-linear model for analysis and design of slender reinforced-concrete columns | |
| Mondal et al. | Improved softened truss model for RC circular columns under combined torsion and axial compression | |
| Park et al. | Confined concrete model for columns under combined axial load and bending | |
| Kong et al. | Study on stability of H-type section aluminum alloy perforated members under axial compression and eccentric compression around weak axis | |
| Braidi et al. | Nonlinear analysis of hollow slender reinforced concrete columns subjected to concentric and eccentric loads | |
| Feng et al. | Research on Flexural Stiffness Reduction Factor of Reinforced Concrete Column with Equiaxial+ Shaped Section | |
| Liu et al. | Nonlinear Numerical Simulation Analysis on Mechanical Behavior of High-Strength Concrete Beams Reinforced by HRBF500 Steel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20120104 |