CN102818852B - Test method and system for grouting compactness of pre-stressed duct of bridge - Google Patents
Test method and system for grouting compactness of pre-stressed duct of bridge Download PDFInfo
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Abstract
The invention discloses a test method and a system for grouting compactness of a pre-stressed duct of a bridge. The test method includes determining the center line position of the pre-stressed duct to be tested and fixing an acceleration transducer at the center line position; performing knocking and excitation around the acceleration transducer through an excitation hammer, and collecting elastic wave data produced by excitation through the acceleration transducer; and calculating the equivalent reflection wave velocity according to the elastic wave data and determining the grouting compactness of the pre-stressed duct of the bridge according to the equivalent reflection wave velocity. According to an embodiment of the test method and the system, the non-destructive testing technology is adopted to detect the whole grouting quality of the duct with a pre-stressed structure; and the test method and the system have the advantages of high accuracy and efficiency and low cost, have great significance for objective evaluation of quality conditions of the pre-stress structure, and are suitable for being widely applied to engineering.
Description
Technical field
The present invention relates to road and bridge engineering quality safety detection technique field, particularly relate to a kind of bridge prestress pore channel Grouted density method of testing and system.
Background technology
Along with the development of highway in China bridge construction, Prestressed Concrete Bridges is occupied an leading position in Bridges in Our Country construction, is widely used in many important bridge construction projects.In order to ensure that prestress wire plays a role for a long time in bridge use procedure, reach designing requirement, the squeezing quality of prestressed pore passage is the important influence factor that must ensure.If prestress hole path pressure grouting leakiness, metal material corrosion rate under high-stress state is very fast, and the steel strand wires material in duct easily corrodes, thus affects permanance, the security of bridge.Further, when there is squeezing quality defect under deformed bar (steel strand wires), there will be concrete stress concentrate cause destruction, along with passage of time, the loss of prestress that also can cause, changes the design stress of beam body, thus affects the serviceable life of bridge.
In bridge construction, the uncompacted problem of post-tensioned prestressing mud jacking was just subject to extensive concern both domestic and external before the more than ten years.Be built in the Britain Ynys-Gwas bridge of nineteen fifty-three, collapsed suddenly in 1985, study through the transport of Britain and road research laboratory (TRRL), find that this bridge collapse is caused by deformed bar corrosion.In addition, be built in the Bissell bridge of the Connecticut, USA of nineteen fifty-seven, because deformed bar corrosion causes the degree of safety of bridge to decline, also have to rebuild in demolition in 1992 after employing 35 years.By analyzing above-mentioned two accidents, have found the main cause causing steel strand wires corrosion, is exactly caused by prestressed pore passage grouting leakiness.Therefore advanced Dynamic Non-Destruction Measurement is adopted to detect the overall grouting quality in the duct of prestressed structure, significant to the quality condition of objective evaluation structure.
, in succession have carried out some research both at home and abroad for this reason, propose many detection methods.Such as Impact echo (IE), ultrasonography (UT), surface wave spectral imaging method (SASW), storehouse imaging method (SIBIE), ground penetrating radar method (GPR), X-ray imaging method, gamma-rays imaging method etc. based on impact echo spectral amplitude.But, due to precision, the scope of application, many-sided reason such as testing efficiency and expense of method of testing, make above method fail to be widely applied at engineering circles always.
Therefore, industry in the urgent need to a kind of high precision, high-level efficiency, low cost, the bridge prestress pore channel Grouted density detection method of multiple requirements can be adapted to.
Summary of the invention
The embodiment of the present invention provides a kind of bridge prestress pore channel Grouted density detection method and system, in order to solve the low precision that detection method of the prior art exists, the problem that efficiency is low, cost is high.
The test of bridge prestress pore channel Grouted density, the method comprises:
Determine the position of center line of tested prestressed pore passage, described position of center line fixes acceleration transducer;
Knock exciting at described acceleration transducer periphery exciting hammer, described acceleration transducer gathers the elastic wave data that exciting produces;
Equivalent reflective velocity of wave is calculated, according to described Equivalent Elasticity velocity of wave determination bridge prestress pore channel Grouted density according to described elastic wave data.
Preferably, the described position of center line determining tested prestressed pore passage, comprising:
The position of center line of tested prestressed pore passage is determined with design drawing; Or
The position of center line of tested prestressed pore passage is measured with electromagnetic wave concrete radar.
Preferably, describedly on described position of center line, fix acceleration transducer, comprising:
Some pilots to be measured are determined at described position of center line;
Acceleration transducer is fixed respectively in each pilot to be measured;
Described fixing method is artificial fixing or couplant bonding.
Preferably, described exciting hammer is iron hammer or electromagnet, and diameter is 30 millimeters.
Preferably, described acceleration transducer periphery is 10 centimeters around described acceleration transducer.
Preferably, described according to described elastic wave data calculating equivalent reflective velocity of wave, comprising:
Described elastic wave data are the elastic wave reflex cycle; Calculate equivalent reflective velocity of wave according to formula
wherein, V
efor equivalent reflective velocity of wave, H is the thickness of the beams of concrete at described tested prestressed pore passage place, T
efor the described elastic wave reflex cycle.
Preferably, described according to described Equivalent Elasticity velocity of wave determination bridge prestress pore channel Grouted density, comprising:
Carry out spectrum analysis by repeatedly testing the Equivalent Elasticity velocity of wave obtained, the bridge prestress pore channel Grouted density that the test position that described equivalent reflective velocity of wave is lower is corresponding is lower; Or
Measure the velocity of propagation of described elastic wave in concrete material;
Compared with the velocity of propagation of described elastic wave in concrete material by described Equivalent Elasticity velocity of wave, the bridge prestress pore channel Grouted density that the test position lower than the Equivalent Elasticity velocity of wave of the velocity of propagation of described elastic wave in concrete material is corresponding is lower.
A kind of bridge prestress pore channel Grouted density test macro, this system comprises acceleration transducer, exciting hammer and tester, and described acceleration transducer is connected with tester, wherein,
Described acceleration transducer, for being fixed on the position of center line of tested prestressed pore passage; The elastic wave Data Concurrent gathering exciting generation send described tester;
Described exciting hammer, for knocking exciting at described acceleration transducer periphery, produces elastic wave;
Described tester, for according to described elastic wave data, calculates equivalent reflective velocity of wave, determines bridge prestress pore channel Grouted density.
Preferably, described acceleration transducer and tester adopt noiselike signal cable to be connected.
Preferably, described exciting hammer is iron hammer or electromagnet, and diameter is 30 millimeters.
The embodiment of the present invention utilizes exciting to hammer into shape at acceleration transducer periphery exciting, produces elastic wave, and acceleration transducer gathers elastic wave data, calculates equivalent reflective velocity of wave, determines bridge prestress pore channel Grouted density according to equivalent reflective velocity of wave.The embodiment of the present invention adopts Dynamic Non-Destruction Measurement to detect the overall grouting quality in the duct of prestressed structure, there is the feature that precision is high, efficiency is high, cost is low, significant to the quality condition of objective evaluation prestressed structure, be suitable for widely applying in engineering.
Accompanying drawing explanation
Fig. 1 is pre-stressed bridge anchoring system schematic diagram general in prior art;
Fig. 2 a ~ Fig. 2 c is that elastic wave penetrates duct schematic diagram;
Fig. 3 is the periods of reflections schematic diagram of elastic wave under different condition;
Fig. 4 is that the main of the embodiment of the present invention realizes principle flow chart;
Fig. 5 is the selecting test point schematic diagram of the embodiment of the present invention;
The Equivalent Elasticity velocity of wave V that Fig. 6 provides for the embodiment of the present invention
espectrum analysis figure;
Fig. 7 provides the structural representation of system for the embodiment of the present invention;
Fig. 8 provides a preferable system principle of work schematic diagram for the embodiment of the present invention.
Embodiment
Due to existing detection method, there is a lot of problem, the technical matters that will solve required for the present invention, it is the uncompacted problem of post-tensioned prestressing mud jacking in bridge construction, this problem is always by extensive concern, because deformed bar corrosion causes bridge security degree to decline, just need to adopt Dynamic Non-Destruction Measurement to overcome this difficulty, the overall grouting quality in the duct of prestressed structure is detected.
The principle of the embodiment of the present invention is hit exciting based on to the concrete at test position and brings out free vibration, by testing its reflection characteristic, and converses elastic wave velocity of propagation wherein.According to the size of speed, thus measure the packing of grouting.
Below in conjunction with each accompanying drawing, the main of embodiment of the present invention technical scheme is realized principle, embodiment and be explained in detail the beneficial effect that should be able to reach.
As shown in Figure 1, be general pre-stressed bridge anchoring system schematic diagram, in figure, indicate the prestress wire 3 at centering position successively, be centered around the prestressed pore passage 2 of prestress wire periphery and be in the pre-stressed bridge 1 of outermost portion.Based on such structure, inventor finds above prestressed pore passage 2 or side, the exciting devices such as iron hammer to be utilized to knock and excite elastic wave, detected the packing of duct grouting by the reflection characteristic measuring this elastic wave.
In the communication process of the elastic wave that exciting produces in concrete, when running into the object different from concrete material such as reinforcing bar, cavity, transmittance and reflectance phenomenon can be there is.The general character representing material with mechanical impedance R:
R=ρ VA formula 1
Wherein, ρ is the density of material, and V is the speed that elastic wave is propagated in the material, and A is the area of section of material.
In general, two kinds of material mechanical impedance difference are larger, and the part of elastic wave reflex is more, and transmissive portion is fewer.Difference is hour then contrary, when the mechanical impedance of bi-material is identical, then can not reflect, and whole signal all can be through.
Inventor finds, when grouting is closely knit and after grout hardens, not quite, therefore, the elastic wave great majority excited can directly through duct, as shown in Figure 2 a for the impedance in duct and the difference of surrounding concrete.And when be in the milk in duct leakiness time, the impedance in duct reduces greatly, and the permeability of elastic wave reduces, and reflection then can increase, and as shown in Fig. 2 b and Fig. 2 c, wherein, Fig. 2 b is that reflex causes, and Fig. 2 c is that refraction effect causes.
Therefore, utilize the reflection characteristic of elastic wave, the density of grouting can be detected.Most of duct adopts corrugated tube (metallic bellows or plastic film capicitor), due to tube wall and concrete impedance contrast, makes tube wall itself that elastic wave can be made to produce reflection.The reflected signal that tube wall produces can produce with the reflected signal that leakiness region in pipeline produces and superpose, and makes to cause difficulty to the identification of the reflected signal that leakiness region produces.
Based on this, inventor has devised a whole set of elastic wave method for computing data.If the thickness of prestressed concrete beam is H, the internal diameter in duct is D.Closely knit when being in the milk in duct, elastic wave through the time TA returned required for impacting point A in beam backside reflection behind duct is:
Wherein, V
cfor the velocity of propagation of elastic wave in concrete material, C
pfor the velocity of propagation of elastic wave in duct.
After grouting is closely knit and grouting material hardens, V
p≈ V
c, therefore, formula 2 can be reduced to
Wherein T
cfor the velocity of propagation of elastic wave in concrete material.
Now, identical with there is no the concrete region in duct in the reflection interval of the elastic wave of side, duct test.
On the other hand, when grouting leakiness, two kinds of situations are had:
The first situation: grouting leakiness, material loosens.
Now, V
p< V
c, the T obtained by formula 2
ajust be greater than
The second situation: cavity appears in grouting.
Now, elastic wave almost cannot be directly inner through duct, and the elastic wave moved ahead then needs to walk around tube wall.Therefore, as shown in Figure 3 c, elastic wave is A → A1 → A2 → A1 → A from beam back-side minimal path back and forth, and its distance L is about
Wherein, b
1the distance of tube wall before impacting point to duct, b
2distance behind duct on rear side of tube wall to beam, D duct internal diameter.
Compared with air line distance, the recruitment Δ L of propagation distance is:
Can find out, Δ L > 0, namely propagation distance increases, therefore travel-time also corresponding increase.
It can also be seen that from formula 5, work as b
1=0, when namely exciting face pressed close to by pipeline, the recruitment of propagation distance is maximum, is 0.414D.
If pipeline is positioned at the central authorities of beam, then
its distance increment Δ L is about
So no matter material loosens or produces cavity, and the elastic wave reflex the excited time back and forth all can increase.In other words, as using beams of concrete 2 times of thickness 2H as nominal propagation distance, the velocity of propagation now obtained, referred to herein as " equivalent velocity of wave ", uses V
erepresent, compared with the velocity of propagation V at other position
cfor little.
Inventor thinks, according to V
eand V
crelation can testing conduit Grouted density.Work as V
ewith V
cclose to time, represent that grouting is closely knit, and V
ebe significantly less than V
ctime, then represent that grouting exists the defects such as leakiness.
Especially, V
eit might not be actual velocity of propagation.When elastic wave produces the diffraction along tube wall, its propagation distance comparatively 2H increases to some extent, and the velocity of propagation of reality is still V
c.Just when using 2H as denominator, the velocity of propagation V calculated
edecrease.The reason that Here it is is called " velocity equivalent ".
General, because the thickness of prestressed concrete beam is general thinner, the elastic wave that exciting produces can produce multiple reflections in the both sides of beam.Therefore, the method for spectrum analysis is adopted easily to be obtained the primary event time back and forth (i.e. cycle T).As shown in Figure 3, be periods of reflections schematic diagram under different condition, wherein,
T
c: without duct or when being in the milk closely knit, elastic wave is in the periods of reflections of structural base;
T
a: the periods of reflections of duct grouting fault location elastic wave at top, duct;
T
e: duct grouting fault location diffracted wave or penetrated wave are in the periods of reflections of structural base;
Therefore, V
eand V
ccan obtain with following formula:
Wherein, H is the thickness of prestressed concrete beam.
Accordingly, the embodiment of the present invention proposes a kind of bridge prestress pore channel Grouted density method of testing, and as shown in Figure 4, it is as follows that the embodiment of the present invention main realizes principle process:
Step 10, determines the position of center line of tested prestressed pore passage, position of center line fixes acceleration transducer.
On tested prestressed girder, the position of center line in duct can be determined according to design drawing, also can pass through the position of center line that additive method (such as electromagnetic wave concrete radar etc.) indicates duct.Then, need degree of will speed up sensor fixing on centerline.Acceleration transducer needs to arrange along the centerline parallel in duct, and vertical, horizontal spacing requires to determine according to test density.Concrete method, can determine multiple pilot to be measured along center line, fix acceleration transducer respectively test in each test point.The method of fixing acceleration transducer can be artificial fixing, also can be couplant bonding.
Specifically as shown in Figure 5, wherein,
for impacting point, " ◎ " is acceleration transducer point of fixity, is also pilot to be measured.
Step 20, knock exciting at acceleration transducer periphery exciting hammer, acceleration transducer gathers the elastic wave data that exciting produces.
Here exciting hammer can be the variable iron hammer of size, material or other aut.eq., such as electromagnet etc.Exciting is knocked at the concrete surface on acceleration transducer side, and by acceleration transducer collecting test data.General, the size of exciting hammer is 30mm.Position of Vibrating and acceleration transducer location gap 10cm, and with the centerline parallel in duct.Concrete as shown in Figure 5, fixed position and the Position of Vibrating that exciting is hammered into shape of acceleration transducer are parallel with duct center line.
According to theoretical analysis as above, in fact test data is here exactly the elastic wave data of the exciting generation due to exciting hammer, is also the periods of reflections T of elastic wave
e.
Step 30, calculate equivalent reflective velocity of wave, according to Equivalent Elasticity velocity of wave determination bridge prestress pore channel Grouted density according to elastic wave data.
According to the elastic wave data that acceleration transducer gathers, the namely periods of reflections T of elastic wave
e, equivalent reflective velocity of wave V can be calculated
e, specific formula for calculation formula 7 described above, wherein, V
efor equivalent reflective velocity of wave, H is the thickness of the beams of concrete at tested prestressed pore passage place, T
efor the elastic wave reflex cycle.
Calculate equivalent reflective velocity of wave V
eafter, can test to multiple test point the Equivalent Elasticity velocity of wave V obtained
ecarry out spectrum analysis, can think equivalent reflective velocity of wave V
ethe bridge prestress pore channel Grouted density that lower test position is corresponding is lower.
As shown in Figure 6, be an Equivalent Elasticity velocity of wave V
ethe example of spectrum analysis figure, in Fig. 6, according to V
esize can confirm uncompacted test point of being in the milk very easily, mark in figure.
In addition, due to closely knit region of being in the milk, roughly the same with concrete density in duct, thus, according to above-mentioned theoretical analysis, the velocity of propagation V of elastic wave in concrete material can be thought
capproximate the V of the closely knit test point of grouting
e, thus, other each test point can be tested the V obtained
ewith the velocity of propagation V of elastic wave in concrete material
crelatively, lower than the velocity of propagation V of elastic wave in concrete material
cequivalent Elasticity velocity of wave V
ebridge prestress pore channel Grouted density corresponding to test position lower, in other words, work as V
ewith V
cclose to time, represent that grouting is closely knit, and V
ebe significantly less than V
ctime, then represent that grouting exists the defects such as leakiness.
Especially, these all computation and analysis, can complete in Grouted density tester, and can carry out spectrum analysis.
Correspondingly, the embodiment of the present invention additionally provides a kind of bridge prestress pore channel Grouted density test macro, and as shown in Figure 7, this system comprises acceleration transducer 100, exciting hammer 200 and tester 300, acceleration transducer 100 is connected with tester 300, specific as follows:
Acceleration transducer 100, for being fixed on the position of center line of tested prestressed pore passage; The elastic wave Data Concurrent gathering exciting generation send tester 300.
Here acceleration transducer adopts cable to be connected with tester 300, preferably noiselike signal cable.Acceleration transducer 100 gathers the elastic wave data that exciting produces, the namely periods of reflections data T of elastic wave
e.
Exciting hammer 200, for knocking exciting at acceleration transducer 100 periphery, produces elastic wave.
After fixing acceleration transducer 100, adopt exciting hammer 200 to knock beams of concrete surface at its periphery 10cm place, fixed position, produce exciting, acceleration transducer 100 gathers the elastic wave data that these excitings produce.
Especially, exciting hammer 200 can be the variable iron hammer of size, material or other aut.eq., such as electromagnet etc.General diameter is 30mm.
Tester 300, for according to elastic wave data, calculates equivalent reflective velocity of wave, determines bridge prestress pore channel Grouted density.
According to the elastic wave data that acceleration transducer gathers, the namely periods of reflections T of elastic wave
e, equivalent reflective velocity of wave V can be calculated
e, specific formula for calculation formula 7 described above, wherein, V
efor equivalent reflective velocity of wave, H is the thickness of the beams of concrete at tested prestressed pore passage place, T
efor the elastic wave reflex cycle.
Calculate equivalent reflective velocity of wave V
eafter, can test to multiple test point the Equivalent Elasticity velocity of wave V obtained
ecarry out spectrum analysis, can think equivalent reflective velocity of wave V
ethe bridge prestress pore channel Grouted density that lower test position is corresponding is lower.
Or, other each test point can be tested the V obtained
ewith the velocity of propagation V of elastic wave in concrete material
crelatively, lower than the velocity of propagation V of elastic wave in concrete material
cequivalent Elasticity velocity of wave V
ebridge prestress pore channel Grouted density corresponding to test position lower, in other words, work as V
ewith V
cclose to time, represent that grouting is closely knit, and V
ebe significantly less than V
ctime, then represent that grouting exists the defects such as leakiness.
Preferably, as shown in Figure 8, be the principle of work schematic diagram of a kind of test macro that the embodiment of the present invention provides, wherein, 1 is prestressed girder, and 3 is the steel strand wires in prestressed pore passage, and 4 is exciting hammer, and 5 is acceleration transducer, and 6 is tester.Knocked the surface of prestressed concrete beam 1 by exciting hammer 3, exciting produces elastic wave, and acceleration transducer 5 gathers these elastic wave data, sends to tester 6 to analyze, and obtains the packing data of being in the milk in prestressed pore passage.
In sum, the embodiment of the present invention utilizes exciting to hammer into shape at acceleration transducer periphery exciting, produces elastic wave, and acceleration transducer gathers elastic wave data, calculates equivalent reflective velocity of wave V
e, determine bridge prestress pore channel Grouted density according to equivalent reflective velocity of wave.The embodiment of the present invention adopts Dynamic Non-Destruction Measurement to detect the overall grouting quality in the duct of prestressed structure, there is the feature that precision is high, efficiency is high, cost is low, significant to the quality condition of objective evaluation prestressed structure, be suitable for widely applying in engineering.
Obviously, those skilled in the art can carry out various change and modification to the present invention and not depart from the spirit and scope of the present invention.Like this, if these amendments of the present invention and modification belong within the scope of the claims in the present invention and equivalent technologies thereof, then the present invention is also intended to comprise these change and modification.
Claims (3)
1. a bridge prestress pore channel Grouted density method of testing, is characterized in that, the method comprises: the position of center line determining tested prestressed pore passage, and described position of center line fixes acceleration transducer;
Knock exciting at described acceleration transducer periphery exciting hammer, described acceleration transducer gathers the elastic wave data that exciting produces;
Calculate equivalent reflective velocity of wave according to described elastic wave data, comprising: described elastic wave data are the elastic wave reflex cycle; Calculate equivalent reflective velocity of wave according to formula
wherein, V
efor equivalent reflective velocity of wave, H is the thickness of the beams of concrete at described tested prestressed pore passage place, T
efor the described elastic wave reflex cycle, then according to described equivalent reflective velocity of wave determination bridge prestress pore channel Grouted density.
2. bridge prestress pore channel Grouted density method of testing as claimed in claim 1, it is characterized in that, described according to described Equivalent Elasticity velocity of wave determination bridge prestress pore channel Grouted density, comprise: carry out spectrum analysis by repeatedly testing the Equivalent Elasticity velocity of wave obtained, the bridge prestress pore channel Grouted density that the test position that described equivalent reflective velocity of wave is lower is corresponding is lower; Or measure the velocity of propagation of described elastic wave in concrete material;
Compared with the velocity of propagation of described elastic wave in concrete material by described Equivalent Elasticity velocity of wave, the bridge prestress pore channel Grouted density that the test position lower than the Equivalent Elasticity velocity of wave of the velocity of propagation of described elastic wave in concrete material is corresponding is lower.
3. the test macro that bridge prestress pore channel Grouted density method of testing as claimed in claim 1 is used, is characterized in that, this system comprises acceleration transducer, exciting hammer and tester, and described acceleration transducer is connected with tester, wherein,
Described acceleration transducer, for being fixed on the position of center line of tested prestressed pore passage, the elastic wave Data Concurrent gathering exciting generation delivers to described tester;
Described exciting hammer, for knocking exciting at described acceleration transducer periphery, produces elastic wave;
Described tester, for according to described elastic wave data, calculates equivalent reflective velocity of wave, determines bridge prestress pore channel Grouted density.
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| CN201110155408.2A CN102818852B (en) | 2011-06-10 | 2011-06-10 | Test method and system for grouting compactness of pre-stressed duct of bridge |
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| CN201110155408.2A CN102818852B (en) | 2011-06-10 | 2011-06-10 | Test method and system for grouting compactness of pre-stressed duct of bridge |
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| CN102053117A (en) * | 2009-10-28 | 2011-05-11 | 上海建科建设发展有限公司 | Method for testing grouting compactness degree of prestressed pore of bridge based on elastic-wave energy dissipation rate |
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2011
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| JPH1054140A (en) * | 1996-08-09 | 1998-02-24 | Hihakai Kensa Kk | Filled state inspecting method for grout |
| CN101694479A (en) * | 2009-10-16 | 2010-04-14 | 招商局重庆交通科研设计院有限公司 | Grouting quality detection method of bridge prestress pore channel |
| CN102053117A (en) * | 2009-10-28 | 2011-05-11 | 上海建科建设发展有限公司 | Method for testing grouting compactness degree of prestressed pore of bridge based on elastic-wave energy dissipation rate |
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| 钢管混凝土拱桥无损检测技术及应用研究;肖云风;《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》;20071015(第04期);第38-48页 * |
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