CN102620900B - Method for detecting bridge impact coefficient based on dynamic load test - Google Patents

Abstract

The invention discloses a method for detecting a bridge impact coefficient based on a dynamic load test. The method comprises the steps of: (1) detecting and recording deflection data of a bridge; (2) drawing a deflection schedule curve of the bridge; (3) obtaining a bridge impact coefficient muij corresponding to each pair of adjacent wave peak value Xij and wave trough value Yij on the i-th deflection schedule curve of the bridge; (4) obtaining a bridge impact coefficient mui corresponding to a vehicle speed vi; (5) repeating the step (3) and the step (4) until n bridge impact coefficients mu1, mu2, ...mun corresponding to n different vehicle speeds v1, v2, ...vn are obtained; and (6) obtaining a bridge impact coefficient mu. The method for detecting the bridge impact coefficient based on the dynamic load test, disclosed by the invention, has the advantages of rational design and convenience in realization; the bridge impact coefficient obtained by detection is safer, so that dynamic effect of the bridge structure can be reflected more exactly and more rationally under the function of the load of movable vehicles; the practical problem that the conventional impact coefficient cannot reflect exactly that the movable load acts on the bridge structure in form of multiple load points is solved efficiently; and the method for detecting the bridge impact coefficient based on the dynamic load test, has strong practicability and high popularization and application values.

Description

Detect the method for Bridge Impact Coefficient based on dynamic test

Technical field

The invention belongs to building and traffic bridge technical field, especially relate to a kind of method that detects Bridge Impact Coefficient based on dynamic test.

Background technology

The detection of Bridge Impact Coefficient has extremely profound significance to Bridge Design and maintenance and reinforcement, if can not detect exactly the coefficient of impact of bridge structure, cause the unreasonable or bridge maintenance and strengthening of novel bridge design not in time, can cause carload to cause bridge collapse phenomenon, when serious, also can there is major accident, cause the loss of people's lives and properties.

In bridge Bridge Design specification at home and abroad, all carload Vertical Static effect is multiplied by an enhancement coefficient (1+ μ) as counting the power actuated total vertical load effect of carload.In existing various countries Bridge Design specification, coefficient of impact be mostly according to bridge structure with across footpath or load length be that decreasing function or the single function of fundamental frequency calculate.External research in this respect makes progress to some extent, for example, in the specification (Ontarion Code) of Ontario, Canada, dynamic coefficient is expressed as to the function of bridge basic frequency; " highway bridge and culvert design general specification " (JTG D60-2004) although in point out dynamic coefficient and vehicle feature, the speed of a motor vehicle, bridge floor flatness and bridge span structure self kinematic behavior etc. relevant, but also fail to fully demonstrate the impact of these factors on dynamic coefficient, only consider the kinematic behavior of bridge structure, also only consider this single parameter of bridge structure fundamental frequency, had certain difference with actual conditions.

The dynamic strain that early stage experiment test method records according to preventing test or amount of deflection time-history curves detect while controlling cross section coefficient of impact μ, concrete which point of time-history curves of selecting is indefinite, while drawing coefficient of impact by time-history curves processing in addition, only consider Vehicle Driving Cycle " impact " to testing section (being also generally span centre) in the time of spaning middle section, and do not consider Vehicle Driving Cycle other positions impact on this testing section on bridge, the Bridge Impact Coefficient recording can not accurately reflect that traveling load is to act on the practical problems in bridge structure with multiple " point " load form.

Summary of the invention

Technical matters to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of method that detects Bridge Impact Coefficient based on dynamic test is provided, it is reasonable in design, it is convenient to realize, the Bridge Impact Coefficient that detection obtains is safety more relatively, can more accurately, reasonably reflect the dynamic effect of bridge structure under moving vehicle load action, practical, application value is high.

For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of method that detects Bridge Impact Coefficient based on dynamic test, is characterized in that the method comprises the following steps:

Step 1, deflection of bridge span Data Detection and record: vehicle is with the different speed of a motor vehicle v of n kind ₁, v ₂... v _nat the uniform velocity travel and pass through bridge by specific lane, fleximeter detect in real time deflection of bridge span and by detected data after filter filtering real-time Transmission to dynamic strain indicator, deflection of bridge span data the record of the output of dynamic strain indicator Real-time Collection wave filter, wherein, n is natural number;

Step 2, draw deflection of bridge span time-history curves: computing machine reads the deflection of bridge span data that are recorded in dynamic strain indicator, and call time-history curves drafting module and draw out n bar and correspond respectively to the different speed of a motor vehicle v of n kind ₁, v ₂... v _ndeflection of bridge span time-history curves, described deflection of bridge span time-history curves is taking span of bridge L as horizontal ordinate, with deflection of bridge span A _dfor ordinate;

Step 3, draw described in i article each to adjacent crest value X on deflection of bridge span time-history curves _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ij: computing machine calls extreme value processing module and determines speed of a motor vehicle v _iall crest value X of deflection of bridge span on deflection of bridge span time-history curves described in corresponding i article _i1... X _irall trough value Y with deflection of bridge span _i1... Y _ir, then, computing machine is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{\mathrm{ij}}=\frac{Y_{\mathrm{ij}}}{M_{\mathrm{ij}}}\\ M_{\mathrm{ij}}=\frac{1}{2}(X_{\mathrm{ij}}+Y_{\mathrm{ij}})\end{array}\right.,$ Draw described in i article each to adjacent crest value X on deflection of bridge span time-history curves _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ij, wherein, i=1～n, r is natural number and j=1～r;

Step 4, draw speed of a motor vehicle v _icorresponding Bridge Impact Coefficient μ _i: computing machine is according to formula

to each to adjacent crest value X on deflection of bridge span time-history curves described in i article _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ijbe weighted correction, draw speed of a motor vehicle v _icorresponding Bridge Impact Coefficient μ _i, wherein, i=1～n, j=1～r;

Step 5, draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n: computing machine repeats step 3 and step 4, until draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n;

Step 6, draw Bridge Impact Coefficient μ: computing machine is according to formula to the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _nbe weighted correction, draw Bridge Impact Coefficient μ, wherein, i=1～n.

The above-mentioned method based on dynamic test detection Bridge Impact Coefficient, is characterized in that: in step 2, draw deflection of bridge span time-history curves, draw the different speed of a motor vehicle v of n kind in step 3, step 4 and step 5 ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n, and in step 6, show that Bridge Impact Coefficient μ realizes by DASYLAB software by described computing machine.

The present invention compared with prior art has the following advantages:

1, the present invention is directed to Bridge Impact Coefficient detection method of the prior art and can not accurately reflect the problem of each principal element combined influence and propose, reasonable in design, it is convenient to realize.

2, to detect bridge floor irregularity degree grade be that the Bridge Impact Coefficient that obtains under B level situation is larger than 2004 specification methods in the present invention, more relatively safety.

3, the present invention obtains multipair dynamic deflection peak point by detection, by being carried out to analyzing and processing, multipair dynamic deflection peak point draws Bridge Impact Coefficient again, consider vehicle impact on testing section at the diverse location of bridge structure, also consider the impact of the speed of a motor vehicle on Bridge Impact Coefficient, can more accurately, reasonably reflect the dynamic effect of bridge structure under moving vehicle load action, can provide strong evidence to the revision of specification.

4, of the present invention practical, application value is high, can effectively solve existing coefficient of impact and can not accurately reflect that traveling load is to act on the practical problems in bridge structure with multiple " point " load form, Bridge Design and maintenance and reinforcement are had to extremely profound significance, contribute to improve the design level of new bridge, reduce the generation that carload causes bridge collapse phenomenon, ensure people's lives and properties.

Below by drawings and Examples, technical scheme of the present invention is described in further detail.

Brief description of the drawings

Fig. 1 is the schematic block circuit diagram of detection system of the present invention.

Fig. 2 is method flow diagram of the present invention.

Fig. 3 a is speed of a motor vehicle v in the embodiment of the present invention ₁deflection of bridge span time-history curves when=10km/h.

Fig. 3 b is speed of a motor vehicle v in the embodiment of the present invention ₂deflection of bridge span time-history curves when=20km/h.

Fig. 3 c is speed of a motor vehicle v in the embodiment of the present invention ₃deflection of bridge span time-history curves when=30km/h.

Fig. 3 d is speed of a motor vehicle v in the embodiment of the present invention ₄deflection of bridge span time-history curves when=40km/h.

Fig. 3 e is speed of a motor vehicle v in the embodiment of the present invention ₅deflection of bridge span time-history curves when=550km/h.

Fig. 3 f is speed of a motor vehicle v in the embodiment of the present invention ₆deflection of bridge span time-history curves when=60km/h.

Fig. 3 g is speed of a motor vehicle v in the embodiment of the present invention ₇deflection of bridge span time-history curves when=70km/h.

Fig. 3 h is speed of a motor vehicle v in the embodiment of the present invention ₈deflection of bridge span time-history curves when=80km/h.

Fig. 3 i is speed of a motor vehicle v in the embodiment of the present invention ₉deflection of bridge span time-history curves when=90km/h.

Fig. 3 j is speed of a motor vehicle v in the embodiment of the present invention ₁₀deflection of bridge span time-history curves when=100km/h.

Fig. 3 k is speed of a motor vehicle v in the embodiment of the present invention ₁₁deflection of bridge span time-history curves when=110km/h.

Fig. 3 l is speed of a motor vehicle v in the embodiment of the present invention ₁₂deflection of bridge span time-history curves when=120km/h.

Description of reference numerals:

1-fleximeter; 2-wave filter; 3-dynamic strain indicator;

4-computing machine.

Embodiment

A kind of method that detects Bridge Impact Coefficient based on dynamic test as depicted in figs. 1 and 2, comprises the following steps:

Step 1, deflection of bridge span Data Detection and record: vehicle is with the different speed of a motor vehicle v of n kind ₁, v ₂... v _nat the uniform velocity travel and pass through bridge by specific lane, fleximeter 1 detect in real time deflection of bridge span and by detected data after wave filter 2 filtering real-time Transmission to dynamic strain indicator 3, deflection of bridge span data record that dynamic strain indicator 3 Real-time Collection wave filters 2 are exported, wherein, n is natural number;

Step 2, draw deflection of bridge span time-history curves: computing machine 4 reads the deflection of bridge span data that are recorded in dynamic strain indicator 3, and call time-history curves drafting module and draw out n bar and correspond respectively to the different speed of a motor vehicle v of n kind ₁, v ₂... v _ndeflection of bridge span time-history curves, described deflection of bridge span time-history curves is taking span of bridge L as horizontal ordinate, with deflection of bridge span A _dfor ordinate;

Step 3, draw described in i article each to adjacent crest value X on deflection of bridge span time-history curves _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ij: computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v _iall crest value X of deflection of bridge span on deflection of bridge span time-history curves described in corresponding i article _i1... X _irall trough value Y with deflection of bridge span _i1... Y _ir, then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{\mathrm{ij}}=\frac{Y_{\mathrm{ij}}}{M_{\mathrm{ij}}}\\ M_{\mathrm{ij}}=\frac{1}{2}(X_{\mathrm{ij}}+Y_{\mathrm{ij}})\end{array}\right.,$ Draw described in i article each to adjacent crest value X on deflection of bridge span time-history curves _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ij, wherein, i=1～n, r is natural number and j=1～r;

Step 4, draw speed of a motor vehicle v _icorresponding Bridge Impact Coefficient μ _i: computing machine 4 is according to formula

to each to adjacent crest value X on deflection of bridge span time-history curves described in i article _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ijbe weighted correction, draw speed of a motor vehicle v _icorresponding Bridge Impact Coefficient μ _i, wherein, i=1～n, j=1～r;

Step 5, draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n: computing machine 4 repeats step 3 and step 4, until draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n;

Step 6, draw Bridge Impact Coefficient μ: computing machine 4 is according to formula

to the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _nbe weighted correction, draw Bridge Impact Coefficient μ, wherein, i=1～n.

In the present embodiment, in step 2, draw deflection of bridge span time-history curves, in step 3, step 4 and step 5, draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n, and in step 6, show that Bridge Impact Coefficient μ realizes by DASYLAB software by described computing machine 4.

For example, utilize method of the present invention to detect under B level bridge floor irregularity degree situation, the Bridge Impact Coefficient of the uniform cross section simply supported girder bridge that is 40m across footpath, its step is as follows:

Step 1, vehicle are with 12 kinds of different speed of a motor vehicle v ₁=10km/h, v ₂=20km/h, v ₃=30km/h, v ₄=40km/h, v ₅=50km/h, v ₆=60km/h, v ₇=70km/h, v ₈=80km/h, v ₉=90km/h, v ₁₀=100km/h, v ₁₁=110km/h, v ₁₂=120km/h at the uniform velocity travels by the uniform cross section simply supported girder bridge that is 40m across footpath by specific lane, fleximeter 1 detect in real time deflection of bridge span and by detected data after wave filter 2 filtering real-time Transmission to dynamic strain indicator 3, deflection of bridge span data record that dynamic strain indicator 3 Real-time Collection wave filters 2 are exported; Wherein, fleximeter 1 is laid in span centre.

Step 2, computing machine 4 read the deflection of bridge span data that are recorded in dynamic strain indicator 3, and call time-history curves drafting module and draw out 12 deflection of bridge span time-history curves that correspond respectively to 12 kinds of different speed of a motor vehicle, refer to Fig. 3 a～3l.

Repeating 12 step 3 and step 4,301, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₁all crest value X of deflection of bridge span on corresponding the 1st article of described deflection of bridge span time-history curves of=10km/h ₁₁... X _1rall trough value Y with deflection of bridge span ₁₁... Y _1ras shown in table 1:

Table 1 speed of a motor vehicle v ₁all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=10km/h ₁₁... X _1rall trough value Y with deflection of bridge span ₁₁... Y _1r(r=40, j=1～r)

j＝1

j＝2

j＝3

j＝4

j＝5

j＝6

j＝7

j＝8

Y 1j

-7.76E-04

-1.03E-03

-1.28E-03

-1.53E-03

-1.73E-03

-2.00E-03

-2.26E-03

-2.43E-03

X 1j

-7.52E-04

-1.00E-03

-1.18E-03

-1.38E-03

-1.42E-03

-1.71E-03

-1.79E-03

-2.03E-03

j＝9

j＝10

j＝11

j＝12

j＝13

j＝14

j＝15

j＝16

Y 1j

-2.67E-03

-2.74E-03

-2.91E-03

-3.02E-03

-3.24E-03

-3.04E-03

-3.28E-03

-3.34E-03

X 1j

-2.09E-03

-2.37E-03

-2.58E-03

-2.70E-03

-2.89E-03

-2.98E-03

-3.06E-03

-3.23E-03

j＝17

j＝18

j＝19

j＝20

j＝21

j＝22

j＝23

j＝24

Y 1j

-3.23E-03

-3.70E-03

-3.86E-03

-3.69E-03

-3.38E-03

-3.84E-03

-3.59E-03

-3.54E-03

X 1j

-2.87E-03

-2.89E-03

-3.33E-03

-3.12E-03

-3.02E-03

-3.13E-03

-3.13E-03

-2.85E-03

j＝25

j＝26

j＝27

j＝28

j＝29

j＝30

j＝31

j＝32

Y 1j

-3.60E-03

-3.39E-03

-3.28E-03

-3.51E-03

-3.29E-03

-3.16E-03

-3.01E-03

-2.87E-03

X 1j

-3.02E-03

-2.61E-03

-2.60E-03

-2.28E-03

-2.34E-03

-2.01E-03

-1.96E-03

-1.77E-03

j＝33

j＝34

j＝35

j＝36

j＝37

j＝38

j＝39

j＝40

Y 1j

-2.63E-03

-2.47E-03

-2.23E-03

-2.00E-03

-1.73E-03

-1.51E-03

-1.21E-03

-1.04E-03

X 1j

-1.59E-03

-1.56E-03

-1.26E-03

-1.19E-03

-1.03E-03

-8.74E-04

-5.79E-04

-3.88E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{1j}=\frac{Y_{1j}}{M_{1j}}\\ M_{1j}=\frac{1}{2}(X_{1j}+Y_{1j})\end{array},\right.$ Draw on the 1st article of described deflection of bridge span time-history curves each to adjacent crest value X _1jwith trough value Y _1jcorresponding Bridge Impact Coefficient μ _1jas shown in table 2:

Each to adjacent crest value X on the 1st article of described deflection of bridge span time-history curves of table 2 _1jwith trough value Y _1jcorresponding Bridge Impact Coefficient μ _1j(j=1～40)

	j＝1	j＝2	j＝3	j＝4	j＝5	j＝6	j＝7	j＝8
									μ 1j	0.016	0.011	0.038	0.053	0.099	0.079	0.114	0.090

	j＝9	j＝10	j＝11	j＝12	j＝13	j＝14	j＝15	j＝16
									μ 1j	0.123	0.073	0.058	0.057	0.058	0.010	0.035	0.018

	j＝17	j＝18	j＝19	j＝20	j＝21	j＝22	j＝23	j＝24
									μ 1j	0.060	0.123	0.073	0.083	0.057	0.102	0.068	0.108

	j＝25	j＝26	j＝27	j＝28	j＝29	j＝30	j＝31	j＝32
									μ 1j	0.087	0.129	0.117	0.213	0.167	0.221	0.213	0.239

	j＝33	j＝34	j＝35	j＝36	j＝37	j＝38	j＝39	j＝40
									μ 1j	0.246	0.226	0.277	0.252	0.255	0.267	0.352	0.456

401, computing machine 4 is according to formula to each to adjacent crest value X on the 1st article of described deflection of bridge span time-history curves _1jwith trough value Y _1jcorresponding Bridge Impact Coefficient μ _1jbe weighted correction, draw speed of a motor vehicle v ₁the corresponding Bridge Impact Coefficient μ of=10km/h ₁=0.123.

302, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₂all crest value X of deflection of bridge span on corresponding the 2nd article of described deflection of bridge span time-history curves of=20km/h ₂₁... X _2rall trough value Y with deflection of bridge span ₂₁... Y _2ras shown in table 3:

Table 3 speed of a motor vehicle v ₂all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=20km/h ₂₁... X _2rall trough value Y with deflection of bridge span ₂₁... Y _2r(r=15, j=1～r)

j＝1

j＝2

j＝3

j＝4

j＝5

j＝6

j＝7

j＝8

Y 2j

-2.49E-03

-2.76E-03

-3.16E-03

-3.48E-03

-3.82E-03

-4.14E-03

-3.62E-03

-3.79E-03

X 2j

-2.17E-03

-2.68E-03

-2.35E-03

-2.74E-03

-2.76E-03

-3.09E-03

-3.09E-03

-2.61E-03

j＝9

j＝10

j＝11

j＝12

j＝13

j＝14

j＝15

Y 2j

-3.62E-03

-3.56E-03

-3.51E-03

-2.78E-03

-2.62E-03

-2.04E-03

-1.81E-03

X 2j

-2.47E-03

-1.80E-03

-1.71E-03

-1.31E-03

-1.16E-03

-7.45E-04

-1.98E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{2j}=\frac{Y_{2j}}{M_{2j}}\\ M_{2j}=\frac{1}{2}(X_{2j}+Y_{2j})\end{array},\right.$ Draw on the 2nd article of described deflection of bridge span time-history curves each to adjacent crest value X _2jwith trough value Y _2jcorresponding Bridge Impact Coefficient μ _2jas shown in table 4:

Each to adjacent crest value X on the 2nd article of described deflection of bridge span time-history curves of table 4 _2jwith trough value Y _2jcorresponding Bridge Impact Coefficient μ _2j(j=1～15)

	j＝1	j＝2	j＝3	j＝4	j＝5	j＝6	j＝7	j＝8
									μ 2j	0.069	0.014	0.147	0.119	0.161	0.146	0.079	0.184

	j＝9	j＝10	j＝11	j＝12	j＝13	j＝14	j＝15
								μ 2j	0.189	0.329	0.346	0.360	0.384	0.465	0.802

402, computing machine 4 is according to formula

to each to adjacent crest value X on the 2nd article of described deflection of bridge span time-history curves _2jwith trough value Y _2jcorresponding Bridge Impact Coefficient μ _2jbe weighted correction, draw speed of a motor vehicle v ₂the corresponding Bridge Impact Coefficient μ of=20km/h ₂=0.228.

303, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₃all crest value X of deflection of bridge span on corresponding the 3rd article of described deflection of bridge span time-history curves of=30km/h ₃₁... X _3rall trough value Y with deflection of bridge span ₃₁... Y _3ras shown in table 5:

Table 5 speed of a motor vehicle v ₃all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=30km/h ₃₁... X _3rall trough value Y with deflection of bridge span ₃₁... Y _3r(r=11, j=1～r)

j＝1

j＝2

j＝3

j＝4

j＝5

j＝6

j＝7

j＝8

Y 2j

-1.18E-03

-2.67E-03

-3.48E-03

-3.63E-03

-3.71E-03

-3.75E-03

-3.34E-03

-3.32E-03

X 2j

-1.10E-03

-2.40E-03

-2.51E-03

-3.44E-03

-2.91E-03

-3.20E-03

-2.62E-03

-2.03E-03

	j＝9	j＝10	j＝11
				Y 2j	-3.18E-03	-2.39E-03	-1.49E-03
X 2j	-1.39E-03	-1.18E-03	-5.90E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{3j}=\frac{Y_{3j}}{M_{3j}}\\ M_{3j}=\frac{1}{2}(X_{3j}+Y_{3j})\end{array},\right.$ Draw on the 3rd article of described deflection of bridge span time-history curves each to adjacent crest value X _3jwith trough value Y _3jcorresponding Bridge Impact Coefficient μ _3jas shown in table 6:

Each to adjacent crest value X on the 3rd article of described deflection of bridge span time-history curves of table 6 _3jwith trough value Y _3jcorresponding Bridge Impact Coefficient μ _3j(j=1～11)

	j＝1	j＝2	j＝3	j＝4	j＝5	j＝6	j＝7	j＝8
									μ 3j	0.037	0.052	0.161	0.028	0.120	0.079	0.121	0.241

j＝9

j＝10

j＝11

μ 3j

0.390

0.340

0.432

403, computing machine 4 is according to formula

to each to adjacent crest value X on the 3rd article of described deflection of bridge span time-history curves _3jwith trough value Y _3jcorresponding Bridge Impact Coefficient μ _3jbe weighted correction, draw speed of a motor vehicle v ₃the corresponding Bridge Impact Coefficient μ of=30km/h ₃=0.171.

304, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₄all crest value X of deflection of bridge span on corresponding the 4th article of described deflection of bridge span time-history curves of=40km/h ₄₁... X _4rall trough value Y with deflection of bridge span ₄₁... Y _4ras shown in table 7:

Table 7 speed of a motor vehicle v ₄all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=40km/h ₄₁... X _4rall trough value Y with deflection of bridge span ₄₁... Y _4r(r=11, j=1～r)

j＝1

j＝2

j＝3

j＝4

j＝5

j＝6

j＝7

j＝8

Y 4j

-1.43E-03

-2.15E-03

-2.99E-03

-4.04E-03

-4.54E-03

-3.85E-03

-3.34E-03

-3.26E-03

X 4j

-4.74E-04

-1.24E-03

-1.94E-03

-2.42E-03

-2.14E-03

-2.45E-03

-3.05E-03

-2.53E-03

	j＝9	j＝10	j＝11
				Y 4j	-2.89E-03	-2.42E-03	-1.55E-03
X 4j	-1.99E-03	-9.68E-04	-8.30E-05

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{4j}=\frac{Y_{4j}}{M_{4j}}\\ M_{4j}=\frac{1}{2}(X_{4j}+Y_{4j})\end{array},\right.$ Draw on the 4th article of described deflection of bridge span time-history curves each to adjacent crest value X _4jwith trough value Y _4jcorresponding Bridge Impact Coefficient μ _4jas shown in table 8:

Each to adjacent crest value X on the 4th article of described deflection of bridge span time-history curves of table 8 _4jwith trough value Y _4jcorresponding Bridge Impact Coefficient μ _4j(j=1～11)

	j＝1	j＝2	j＝3	j＝4	j＝5	j＝6	j＝7	j＝8
									μ 4j	0.501	0.266	0.212	0.251	0.359	0.223	0.045	0.126

	j＝9	j＝10	j＝11
				μ 4j	0.184	0.429	0.898

404, computing machine 4 is according to formula

to each to adjacent crest value X on the 3rd article of described deflection of bridge span time-history curves _4jwith trough value Y _4jcorresponding Bridge Impact Coefficient μ _4jbe weighted correction, draw speed of a motor vehicle v ₄the corresponding Bridge Impact Coefficient μ of=40km/h ₄=0.276.

305, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₅all crest value X of deflection of bridge span on corresponding the 5th article of described deflection of bridge span time-history curves of=50km/h ₅₁... X _5rall trough value Y with deflection of bridge span ₅₁... Y _5ras shown in table 9:

Table 9 speed of a motor vehicle v ₅all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=50km/h ₅₁... X _5rall trough value Y with deflection of bridge span ₅₁... Y _5r(r=7, j=1～r)

j＝1

j＝2

j＝3

j＝4

j＝5

j＝6

j＝7

Y 5j

-1.60E-03

-2.70E-03

-3.88E-03

-4.51E-03

-4.63E-03

-4.08E-03

-3.13E-03

X 5j

-1.47E-03

-2.67E-03

-2.41E-03

-2.01E-03

-1.63E-03

-1.11E-03

-4.67E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{5j}=\frac{Y_{5j}}{M_{5j}}\\ M_{5j}=\frac{1}{2}(X_{5j}+Y_{5j})\end{array},\right.$ Draw on the 5th article of described deflection of bridge span time-history curves each to adjacent crest value X _5jwith trough value Y _5jcorresponding Bridge Impact Coefficient μ _5jas shown in table 10:

Each to adjacent crest value X on the 5th article of described deflection of bridge span time-history curves of table 10 _5jwith trough value Y _5jcorresponding Bridge Impact Coefficient μ _5j(j=1～7)

	j＝1	j＝2	j＝3	j＝4	j＝5	j＝6	j＝7
								μ 5j	0.044	0.005	0.233	0.383	0.480	0.573	0.740

405, computing machine 4 is according to formula

to each to adjacent crest value X on the 5th article of described deflection of bridge span time-history curves _5jwith trough value Y _5jcorresponding Bridge Impact Coefficient μ _5jbe weighted correction, draw speed of a motor vehicle v ₅the corresponding Bridge Impact Coefficient μ of=50km/h ₅=0.391.

306, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₆all crest value X of deflection of bridge span on corresponding the 6th article of described deflection of bridge span time-history curves of=60km/h ₆₁... X _6rall trough value Y with deflection of bridge span ₆₁... Y _6ras shown in table 11:

Table 11 speed of a motor vehicle v ₆all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=60km/h ₆₁... X _6rall trough value Y with deflection of bridge span ₆₁... Y _6r(r=5, j=1～r)

	j＝1	j＝2	j＝3	j＝4	j＝5
						Y 6j	-3.02E-03	-3.77E-03	-4.02E-03	-4.16E-03	-3.18E-03
X 6j	-2.88E-03	-2.75E-03	-2.41E-03	-1.87E-03	-8.34E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{6j}=\frac{Y_{6j}}{M_{6j}}\\ M_{6j}=\frac{1}{2}(X_{6j}+Y_{6j})\end{array},\right.$ Draw on the 6th article of described deflection of bridge span time-history curves each to adjacent crest value X _6jwith trough value Y _6jcorresponding Bridge Impact Coefficient μ _6jas shown in table 12:

Each to adjacent crest value X on the 6th article of described deflection of bridge span time-history curves of table 12 _6jwith trough value Y _6jcorresponding Bridge Impact Coefficient μ _6j(j=1～5)

	j＝1	j＝2	j＝3	j＝4	j＝5
						μ 6j	0.023	0.157	0.251	0.380	0.584

406, computing machine 4 is according to formula

to each to adjacent crest value X on the 6th article of described deflection of bridge span time-history curves _6jwith trough value Y _6jcorresponding Bridge Impact Coefficient μ _6jbe weighted correction, draw speed of a motor vehicle v ₆the corresponding Bridge Impact Coefficient μ of=60km/h ₆=0.281.

307, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₇all crest value X of deflection of bridge span on corresponding the 7th article of described deflection of bridge span time-history curves of=70km/h ₇₁... X _7rall trough value Y with deflection of bridge span ₇₁... Y _7ras shown in table 13:

Table 13 speed of a motor vehicle v ₇all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=70km/h ₇₁... X _7rall trough value Y with deflection of bridge span ₇₁... Y _7r(r=4, j=1～r)

	j＝1	j＝2	j＝3	j＝4
					Y 7j	-3.75E-03	-3.65E-03	-3.64E-03	-2.61E-03
X 7j	-3.04E-03	-2.60E-03	-2.02E-03	-7.53E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{7j}=\frac{Y_7}{M_{7j}}\\ M_{7j}=\frac{1}{2}(X_{7j}+Y_{7j})\end{array},\right.$ Draw on the 7th article of described deflection of bridge span time-history curves each to adjacent crest value X _7jwith trough value Y _7jcorresponding Bridge Impact Coefficient μ _7jas shown in table 14:

Each to adjacent crest value X on the 7th article of described deflection of bridge span time-history curves of table 14 _7jwith trough value Y _7jcorresponding Bridge Impact Coefficient μ _7j(j=1～4)

	j＝1	j＝2	j＝3	j＝4
					μ 7j	0.104	0.167	0.286	0.552

407, computing machine 4 is according to formula

to each to adjacent crest value X on the 7th article of described deflection of bridge span time-history curves _7jwith trough value Y _7jcorresponding Bridge Impact Coefficient μ _7jbe weighted correction, draw speed of a motor vehicle v ₇the corresponding Bridge Impact Coefficient μ of=70km/h ₇=0.255.

308, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₈all crest value X of deflection of bridge span on corresponding the 8th article of described deflection of bridge span time-history curves of=80km/h ₈₁... X _8rall trough value Y with deflection of bridge span ₈₁... Y _8ras shown in Table 15:

Table 15 speed of a motor vehicle v ₈all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=80km/h ₈₁... X _8rall trough value Y with deflection of bridge span ₈₁... Y _8r(r=3, j=1～r)

	j＝1	j＝2	j＝3
				Y 8j	-3.83E-03	-3.49E-03	-3.21E-03
X 8j	-3.21E-03	-2.71E-03	-1.22E-03

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{8j}=\frac{Y_{8j}}{M_{8j}}\\ M_{8j}=\frac{1}{2}(X_{8j}+Y_{8j})\end{array},\right.$ Draw on the 8th article of described deflection of bridge span time-history curves each to adjacent crest value X _8jwith trough value Y _8jcorresponding Bridge Impact Coefficient μ _8jshown in table 16:

Each to adjacent crest value X on the 8th article of described deflection of bridge span time-history curves of table 16 _8jwith trough value Y _8jcorresponding Bridge Impact Coefficient μ _8j(j=1～3)

	j＝1	j＝2	j＝3
				μ 8j	0.089	0.126	0.449

408, computing machine 4 is according to formula to each to adjacent crest value X on the 8th article of described deflection of bridge span time-history curves _8jwith trough value Y _8jcorresponding Bridge Impact Coefficient μ _8jbe weighted correction, draw speed of a motor vehicle v ₈the corresponding Bridge Impact Coefficient μ of=80km/h ₈=0.211.

309, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₉all crest value X of deflection of bridge span on corresponding the 9th article of described deflection of bridge span time-history curves of=90km/h ₉₁... X _9rall trough value Y with deflection of bridge span ₉₁... Y _9rshown in table 17:

Table 17 speed of a motor vehicle v ₉all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=90km/h ₉₁... X _9rall trough value Y with deflection of bridge span ₉₁... Y _9r(r=2, j=1～r)

	j＝1	j＝2
			Y 9j	-4.09E-03	-3.00E-03
X 9j	-2.91E-03	-1.52E-03

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{9j}=\frac{Y_{9j}}{M_{9j}}\\ M_{9j}=\frac{1}{2}(X_{9j}+Y_{9j})\end{array},\right.$ Draw on the 9th article of described deflection of bridge span time-history curves each to adjacent crest value X _9jwith trough value Y _9jcorresponding Bridge Impact Coefficient μ _9jshown in table 18:

Each to adjacent crest value X on the 9th article of described deflection of bridge span time-history curves of table 18 _9jwith trough value Y _9jcorresponding Bridge Impact Coefficient μ _9j(j=1～2)

	j＝1	j＝2
			μ 9j	0.169	0.328

409, computing machine 4 is according to formula

to each to adjacent crest value X on the 9th article of described deflection of bridge span time-history curves _9jwith trough value Y _9jcorresponding Bridge Impact Coefficient μ _9jbe weighted correction, draw speed of a motor vehicle v ₉the corresponding Bridge Impact Coefficient μ of=90km/h ₉=0.236.

3010, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₁₀all crest value X of deflection of bridge span on corresponding the 10th article of described deflection of bridge span time-history curves of=100km/h ₁₀₁... X _10rall trough value Y with deflection of bridge span ₁₀₁... Y _10rshown in table 19:

Table 19 speed of a motor vehicle v ₁₀all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=100km/h ₁₀₁... X _10rall trough value Y with deflection of bridge span ₁₀₁... Y _10r(r=2, j=1～r)

	j＝1	j＝2
			Y 10j	-4.23E-03	-3.02E-03
X 10j	-2.68E-03	-1.89E-03

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{10j}=\frac{Y_{10j}}{M_{10j}}\\ M_{10j}=\frac{1}{2}(X_{10j}+Y_{10j})\end{array}\right.,$ Draw on the 10th article of described deflection of bridge span time-history curves each to adjacent crest value X _10jwith trough value Y _10jcorresponding Bridge Impact Coefficient μ _10jshown in table 20:

Each to adjacent crest value X on the 10th article of described deflection of bridge span time-history curves of table 20 _10jwith trough value Y _10jcorresponding Bridge Impact Coefficient μ _10j(j=1～2)

	j＝1	j＝2
			μ 10j	0.224	0.230

4010, computing machine 4 is according to formula

to each to adjacent crest value X on the 10th article of described deflection of bridge span time-history curves _10jwith trough value Y _10jcorresponding Bridge Impact Coefficient μ _10jbe weighted correction, draw speed of a motor vehicle v ₁₀the corresponding Bridge Impact Coefficient μ of=100km/h ₁₀=0.227.

3011, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₁₁all crest value X of deflection of bridge span on corresponding the 8th article of described deflection of bridge span time-history curves of=110km/h ₁₁₁... X _11rall trough value Y with deflection of bridge span ₁₁₁... Y _11rshown in table 21:

Table 21 speed of a motor vehicle v ₁₁all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=110km/h ₁₁₁... X _11rall trough value Y with deflection of bridge span ₁₁₁... Y _11r(r=2, j=1～r)

	j＝1	j＝2
			Y 11j	-4.53E-03	-3.07E-03
X 11j	-2.33E-03	-2.17E-03

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{11j}=\frac{Y_{11j}}{M_{11j}}\\ M_{11j}=\frac{1}{2}(X_{11j}+Y_{11j})\end{array},\right.$ Draw described in Sub_clause 11 each to adjacent crest value X on deflection of bridge span time-history curves _11jwith trough value Y _11jcorresponding Bridge Impact Coefficient μ _11jshown in table 22:

Each to adjacent crest value X on deflection of bridge span time-history curves described in table 22 Sub_clause 11 _11jwith trough value Y _11jcorresponding Bridge Impact Coefficient μ _11j(j=1～2)

	j＝1	j＝2
			μ 11j	0.322	0.173

4011, computing machine 4 is according to formula

to each to adjacent crest value X on deflection of bridge span time-history curves described in Sub_clause 11 _11jwith trough value Y _11jcorresponding Bridge Impact Coefficient μ _11jbe weighted correction, draw speed of a motor vehicle v ₁₁the corresponding Bridge Impact Coefficient μ of=110km/h ₁₁=0.261.

3012, computing machine 4 calls extreme value processing module and determines speed of a motor vehicle v ₁₂all crest value X of deflection of bridge span on corresponding the 12nd article of described deflection of bridge span time-history curves of=120km/h ₁₂₁... X _12rall trough value Y with deflection of bridge span ₁₂₁... Y _12rshown in table 23:

Table 23 speed of a motor vehicle v ₁₂all crest value X of deflection of bridge span on the corresponding deflection of bridge span time-history curves of=120km/h ₁₂₁... X _12rall trough value Y with deflection of bridge span ₁₂₁... Y _12r(r=2, j=1～r)

	j＝1	j＝2
			Y 12j	-4.67E-03	-3.04E-03
X 12j	-1.99E-03	-5.95E-04

Then, computing machine 4 is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{12j}=\frac{Y_{12j}}{M_{12j}}\\ M_{12j}=\frac{1}{2}(X_{12j}+Y_{12j})\end{array},\right.$ Draw on the 12nd article of described deflection of bridge span time-history curves each to adjacent crest value X _12jwith trough value Y _12jcorresponding Bridge Impact Coefficient μ _12jshown in table 24:

Each to adjacent crest value X on the 12nd article of described deflection of bridge span time-history curves of table 24 _12jwith trough value Y _12jcorresponding Bridge Impact Coefficient μ _12j(j=1～2)

	j＝1	j＝2
			μ 12j	0.402	0.673

4012, computing machine 4 is according to formula

to each to adjacent crest value X on the 12nd article of described deflection of bridge span time-history curves _12jwith trough value Y _12jcorresponding Bridge Impact Coefficient μ _12jbe weighted correction, draw speed of a motor vehicle v ₁₂the corresponding Bridge Impact Coefficient μ of=120km/h ₁₂=0.509.

Step 5, show that 12 kinds of corresponding 12 Bridge Impact Coefficient of the different speed of a motor vehicle are as shown in Table 25:

Corresponding 12 Bridge Impact Coefficient of 12 kinds of different speed of a motor vehicle of table 25

	v 1	v 2	V 3	v 4	v 5	v 6	v 7	v 8	v 9	v 10	v 11	v 12
													μ i	0.123	0.228	0.171	0.276	0.391	0.281	0.255	0.211	0.236	0.227	0.261	0.509

Step 6, computing machine 4 are according to formula

to 12 kinds of corresponding 12 Bridge Impact Coefficient μ of the different speed of a motor vehicle ₁, μ ₂, μ ₃, μ ₄, μ ₅, μ ₆, μ ₇, μ ₈, μ ₉, μ ₁₀, μ ₁₁and μ ₁₂be weighted correction, draw Bridge Impact Coefficient μ=0.291.

Based on experiment test method of the prior art, when computing machine 4 carries out analyzing and processing to draw out in step 2 12 deflection of bridge span time-history curves that correspond respectively to 12 kinds of different speed of a motor vehicle, the formula of institute's basis is:

wherein, Y _ifor speed of a motor vehicle v _imaximal value in deflection of bridge span crest value on deflection of bridge span time-history curves described in corresponding i article, X _ifor with Y _iadjacent deflection of bridge span trough value; Y _iwith X _ivalue and the μ that obtains of analyzing and processing _i' value shown in table 26:

Y when table 26 detects Bridge Impact Coefficient based on experiment test method of the prior art _iwith X _ivalue and the μ that obtains of analyzing and processing _i' value

	Y i	X i	μ i′
				v 1	-3.86E-03	-3.33E-03	0.073
v 2	-4.14E-03	-3.09E-03	0.146
				v 3	-3.71E-03	-2.91E-03	0.120
v 4	-4.04E-03	-2.42E-03	0.251
				v 5	-4.51E-03	-2.01E-03	0.383
v 6	-4.02E-03	-2.41E-03	0.251

v 7	-3.65E-03	-2.60E-03	0.167
				v 8	-3.49E-03	-2.71E-03	0.126
v 9	-4.09E-03	-2.91E-03	0.169
				v 10	-4.23E-03	-2.68E-03	0.224
v 11	-3.07E-03	-2.17E-03	0.173
				v 12	-4.67E-03	-1.99E-03	0.402

The table of comparisons that the Bridge Impact Coefficient of the uniform cross section simply supported girder bridge that is 40m across footpath is detected to the testing result that obtains and the Bridge Impact Coefficient arriving that detects the method for Bridge Impact Coefficient based on dynamic test of the present invention based on 04 specification method is shown in table 27:

Table 27 detects the Bridge Impact Coefficient obtaining based on distinct methods

	μ
		04 specification method	0.190
The method detecting based on dynamic test of the present invention	0.291

Data in data in table 26 and table 25 are compared, can find out, the method that detects Bridge Impact Coefficient based on dynamic test of the present invention, the Bridge Impact Coefficient major part that detection obtains is greater than experiment test method of the prior art and detects the Bridge Impact Coefficient obtaining; Data from table 27 can be found out, the method that detects Bridge Impact Coefficient based on dynamic test of the present invention, and the Bridge Impact Coefficient that detection obtains is larger than 04 specification method, more relatively safety; And, because the present invention obtains multipair dynamic deflection peak point by detection, by being carried out to analyzing and processing, multipair dynamic deflection peak point draws Bridge Impact Coefficient again, efficiently solve coefficient of impact detection method of the prior art and can not accurately reflect that traveling load is to act on the practical problems in bridge structure with multiple " point " load form, also consider the impact of the speed of a motor vehicle on Bridge Impact Coefficient, can more accurately, reasonably reflect the dynamic effect of bridge structure under moving vehicle load action, can provide strong evidence to the revision of Bridge Impact Coefficient specification.

The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every any simple modification of above embodiment being done according to the technology of the present invention essence, change and equivalent structure change, and all still belong in the protection domain of technical solution of the present invention.

Claims (1)

1. a method that detects Bridge Impact Coefficient based on dynamic test, is characterized in that the method comprises the following steps:

Step 1, deflection of bridge span Data Detection and record: vehicle is with the different speed of a motor vehicle v of n kind ₁, v ₂... v _nat the uniform velocity travel and pass through bridge by specific lane, fleximeter (1) detect in real time deflection of bridge span and by detected data after wave filter (2) filtering real-time Transmission to dynamic strain indicator (3), deflection of bridge span data the record of dynamic strain indicator (3) Real-time Collection wave filter (2) output, wherein, n is natural number;

Step 2, draw deflection of bridge span time-history curves: computing machine (4) reads the deflection of bridge span data that are recorded in dynamic strain indicator (3), and call time-history curves drafting module and draw out n bar and correspond respectively to the different speed of a motor vehicle v of n kind ₁, v ₂... v _ndeflection of bridge span time-history curves, described deflection of bridge span time-history curves is taking span of bridge L as horizontal ordinate, with deflection of bridge span A _dfor ordinate;

Step 3, draw described in i article each to adjacent crest value X on deflection of bridge span time-history curves _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ij: computing machine (4) calls extreme value processing module and determines speed of a motor vehicle v _iall crest value X of deflection of bridge span on deflection of bridge span time-history curves described in corresponding i article _i1x _irall trough value Y with deflection of bridge span _i1y _ir, then, computing machine (4) is according to formula: $\left\{\begin{array}{c}1+{\mathrm{\μ}}_{\mathrm{ij}}=\frac{Y_{\mathrm{ij}}}{M_{\mathrm{ij}}}\\ M_{\mathrm{ij}}=\frac{1}{2}(X_{\mathrm{ij}}+Y_{\mathrm{ij}})\end{array}\right.,$ Draw described in i article each to adjacent crest value X on deflection of bridge span time-history curves _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ij, wherein, i=1～n, r is natural number and j=1～r;

Step 4, draw speed of a motor vehicle v _icorresponding Bridge Impact Coefficient μ _i: computing machine (4) is according to formula

to each to adjacent crest value X on deflection of bridge span time-history curves described in i article _ijwith trough value Y _ijcorresponding Bridge Impact Coefficient μ _ijbe weighted correction, draw speed of a motor vehicle v _icorresponding Bridge Impact Coefficient μ _i, wherein, i=1～n, j=1～r;

Step 5, draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n: computing machine (4) repeats step 3 and step 4, until draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n;

Step 6, draw Bridge Impact Coefficient μ: computing machine (4) is according to formula

to the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _nbe weighted correction, draw Bridge Impact Coefficient μ, wherein, i=1～n;

In step 2, draw deflection of bridge span time-history curves, in step 3, step 4 and step 5, draw the different speed of a motor vehicle v of n kind ₁, v ₂... v _ncorresponding n Bridge Impact Coefficient μ ₁, μ ₂... μ _n, and in step 6, show that Bridge Impact Coefficient μ realizes by DASYLAB software by described computing machine (4).

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