CN104408916A - Road segment speed and flow data-based road traffic operating state evaluation method - Google Patents

Abstract

The invention discloses a road segment speed and flow data-based road traffic operating state evaluation method. The method includes the following steps that: vehicle detector speed flow data of a road segment to be evaluated in each contrast period are obtained, and the upper limit and lower limit of integration are determined through utilizing speed-flow relationship curves; an integral total interval is divided into a plurality of small interval segments so as to be processed, and at the same time, with the ratio of the data quantity of each interval segment to total data quantity adopted as the weight of the integration value of each interval, respective traffic operating state characterization values of the interval segments are obtained; and finally, contrastive analysis is performed on the characterization values, so that relative advantages and disadvantages are judged, and quantitative analysis results can be obtained. According to the road segment speed and flow data-based road traffic operating state evaluation method, traffic operating state qualitative and quantitative contrastive analysis is realized, and the operating efficiency of the road segment on year-on-year basis can be comprehensively reflected from the overall mean effect of traffic operation states; and relative advantages and disadvantages of respective traffic operation states can be intuitively and qualitatively reflected through utilizing upper and lower position relationships of speed-flow relationship curves which are involved in contrastive analysis and respective change trends of the speed-flow relationship curves. The road segment speed and flow data-based road traffic operating state evaluation method has the advantages of high actual operability, being simple, high feasibility and being easy to understand.

Description

Based on the road traffic running status appraisal procedure of section speed, data on flows

Technical field

The present invention relates to traffic circulation state analysis field, particularly a kind of road traffic running status appraisal procedure.

Background technology

Along with the develop rapidly of economy, the operation scale of urban transportation and highway is increasing, the operation conditions of traffic also becomes increasingly conspicuous for the influence degree of urban whole operational efficiency, but there is a lot of problem in Current traffic, as more and more serious in traffic congestion situation, traffic environment goes from bad to worse, traffic route utilizes unreasonable etc., this needs while develop actively traffic circulation condition monitoring system, set up traffic noise prediction assay method, in addition, the assay of road section traffic volume operation conditions is effectively management and operation road, give full play to the key of its potentiality, scientific and effective evaluation traffic noise prediction can be operating administration provides analysis, management, the method of decision-making and foundation, contribute to improving section operation management level and service level.

The current evaluation to road traffic operation conditions, all characterize operation conditions based on the many aspects design evaluatio index of reflection road traffic operational efficiency, conventional evaluation index as: the volume of traffic, saturation degree, instantaneous velocity, average overall travel speed, average travel speed, traffic density, time headway and space headway, occupation rate, average travel time, average stroke are incured loss through delay, link traffic congested coefficient or crowding etc.Further, most research is by single desired value or the multiple attribute synthetical evaluation based on integrated evaluating method, carrys out the traffic noise prediction of comparative analysis section different times.But so relatively loaded down with trivial details, and show slightly directly perceived not.

Therefore need a kind of can the state evaluating method of the concentrated expression section operational efficiency in period on year-on-year basis.

Summary of the invention

In view of this, technical matters to be solved by this invention is to provide a kind of road traffic running status appraisal procedure based on section speed, data on flows.

The object of the present invention is achieved like this:

Road traffic running status appraisal procedure based on section speed, data on flows provided by the invention, comprises the following steps:

S1: obtain the vehicle checker data that section to be assessed respectively contrasts period, and be stored in tables of data by data standard, the data item in described tables of data comprises speed, the flow in each track;

S2: carry out data prediction to the vehicle checker obtained, and process respectively each track data, is stored in tables of data by the data standard after process simultaneously; Described data prediction comprises two large divisions: vehicle checker vehicle flowrate is converted to standard vehicle vehicle flowrate, and rejecting abnormalities data;

S3: utilize the actual vehicle checker speed in the section after data prediction and data on flows, implement the matching of section to be assessed different times speed-discharge relation curve; The form of following quafric curve is adopted to carry out the actual speed-discharge relation in matching section:

V＝AQ ²+BQ+C

In formula: V represents speed; Q represents flow; A, B, C are regression coefficient;

S4: determine, to the analysis mode of road traffic running status assessment, if carry out qualitative analysis, then to provide the qualitative analysis according to the position relationship of curve and respective variation tendency thereof, and terminate road traffic running status evaluation process; If carry out quantitative test, go to step S5 and implement quantitative test;

S5: described quantitative test utilizes the speed-discharge relation curve obtained, and according to effective data area, determines the bound of integration; And be that multiple minizones section processes by the total interval division of whole flow integration, adopt integral operation to obtain quantitative analysis results.

Further, the quantitative test concrete steps in described step S5 are as follows:

S51: determine that the integration in whole flow rate zone is always interval according to the design speed per hour in section and the detection perform of vehicle checker;

S52: by certain group apart from being multiple minizones sections by total for integration interval division, obtain multiple integrating range section, and using the terminal in each interval as respective range of integration value;

S53: carry out statistical study to the data sample of each curve, determines that in the section of respective each by stages, data volume accounts for the ratio p of total sample number _i, and with ratio p _ias the weight of each segment integrated value;

S54: for the curve of section different times, respectively integral operation is implemented along curve to multiple segments of above-mentioned division, obtain the traffic circulation state table value indicative in each segment or the mutual relative characterization value of traffic circulation state, define two indices as follows and characterize:

(1) traffic circulation state difference characterization value Δ S=S ₂-S ₁;

(2) traffic circulation state relative different ratio

Wherein, S ₁, S ₂represent the traffic circulation state table value indicative that each curve is corresponding in certain flow interval respectively; Adopt and carry out integration enforcement quantitatively measuring and calculating along curve to flow in certain flow interval, it is the following formula of measuring and calculating employing quantitatively:

$S_1={\∫}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ};$

$S_2={\∫}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ};$

In formula, Q _b1represent the upper limit of integral value of contrast period 1 in certain flow interval; Q _a1represent the lower limit of integral value of contrast period 1 in certain flow interval; A ₁represent the speed-discharge relation formula quadratic term coefficient in contrast period 1; B ₁represent the speed-discharge relation formula Monomial coefficient in contrast period 1; C ₁represent the speed-discharge relation formula constant term in contrast period 1; Q _b2represent the upper limit of integral value of contrast period 2 in certain flow interval; Q _a2represent the lower limit of integral value of contrast period 2 in certain flow interval; A ₂represent the speed-discharge relation formula quadratic term coefficient in contrast period 2; B ₂represent the speed-discharge relation formula Monomial coefficient in contrast period 2; C ₂represent the speed-discharge relation formula constant term in contrast period 2;

S55: to the curve of section different times, utilizes respective ratio p _ithe traffic circulation state of each segment is correlated with quantitatively characterizing value weighted calculation, obtains traffic circulation state correlation table value indicative corresponding to section to be assessed different times speed separately-discharge relation curve or the mutual relative characterization value of traffic circulation state (S1, S2, Δ S, Δ _o); Quantitative analysis result in the following manner:

(1) according to integration formula and ratio p _icalculate the traffic circulation state correlation table value indicative that each curve is corresponding, described traffic circulation state correlation table value indicative comprises the traffic circulation state table value indicative S of different times ₁, S ₂, traffic circulation state difference characterization value Δ S and traffic circulation state relative different ratio Δ _o;

(2) according to Δ S or Δ _owith the relation of " 0 ", differentiate the quality relatively of section different times traffic circulation state, and quantitative analysis result;

(3), if having selected the comparative analysis of multiple tracks, then complete the quantitative test in each track by above-mentioned steps after, each track quantitative analysis results Δ S or Δ is asked for _oaverage.

Further, the vehicle checker vehicle flowrate in described step S2 is converted to standard vehicle vehicle flowrate to carry out as follows:

$Q=\underset{i=1}{\overset{m}{\mathrm{\Σ}}}(w_i\·q_i)$

In formula, Q is the standard vehicle vehicle flowrate after converting; q _iit is the flow value of i-th kind of vehicle; w _iit is the reduction coefficient of i-th kind of vehicle; M is vehicle quantity.

Further, the rejecting abnormalities data in described step S2 are carried out according to the following steps:

S21: the data rejecting apparent error according to the actual validity of speed, flow in the following manner, specific as follows:

The data of following a few class situation are rejected:

Rejecting speed is greater than 0, but the data that flow equals 0;

Rejecting speed equals 0, but the data that flow is greater than 0;

S22: utilize the average of vehicle checker speed data and standard deviation to do the rejecting process of abnormal data, specific rules is as follows:

1) if existed be then valid data, will not reject;

2) if existed or then judge v _ithese corresponding data are abnormal data, should reject; Wherein, 3 σ are screening criteria, represent the speed normal distribution three times of mean square deviations in the section vehicle checker data obtaining actual measurement; for the vehicle checker speed data average in the period to be analyzed, standard deviation is σ _v, actual vehicle checker velocity amplitude is v _i.

Further, the total interval of integration in described step S51 is determined according to the following steps:

S511: determine the total interval upper limit of integration, respectively statistical study is carried out to the sample data for each curve of matching, obtains flow maximum, as the higher limit of whole flow rate zone;

S512: determine the total interval lower limit of integration, specific as follows:

Note section Maximum speed limit is V0, and speed is the longitudinal axis, from the Maximum speed limit V0 on the longitudinal axis, makes straight line V=V0; Utilize Maximum speed limit to assist and determine lower limit of integral;

When straight line V=V0 and to be analyzed two curves are when low flow volume region is all crossing, then the total interval lower limit of integration is Maximum speed limit V0;

When straight line V=V0 is above to be analyzed two curves, then lower limit of integral value sets in the following manner: obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When straight line V=V0 is all crossing with two curves, if the joining on curve is in low discharge place, then get flow value corresponding to respective intersection point as lower limit of integral value; If set lower limit is owed rationally, then obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When straight line V=V0 low flow volume region only with a certain bar curve intersection, then get the average of this flow value and Q0 as lower limit of integral value;

When straight line V=V0 is when low flow volume region is positioned at below two curves or all do not intersect, then obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When the lower limit of integral value place determined as stated above does not have actual data point, then judge whether this lower limit of integral value is greater than Q0, if judged result is " being greater than ", then the flow minimum of learning from else's experience in pretreated data sample is as lower limit of integral value;

Otherwise obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding; If lower limit of integral value does not have actual data point when being Q0 yet, then the flow minimum of learning from else's experience in pretreated data sample is as lower limit of integral value.

Further, describedly integration corresponding to speed separately-discharge relation curve in different periods total interval employing, the mode of whole flow rate zone staging treating to be calculated, specific as follows:

1) ensure that if do not need each by stages Duan Jun contrasts under equal flow, then respectively contrast the total interval different of curvilinear integral in period, the integration asking for each curve according to method described in step S51 is always interval.

[Q _a(i),Q _b(i)]；

Wherein, i=1,2 ..., represent that the curvilinear integral of different times is always interval, the curvilinear integral namely contrasting i in period is interval.

2) if desired ensure that each by stages Duan Jun contrasts under equal flow, namely respectively contrast period curvilinear integral to get same integration always interval.Obtain the interval that each curve is corresponding, select the less lower limit in each interval as the total interval lower limit of integration, select larger higher limit as the total interval upper limit of integration, total for the integration of each curve interval is taken as same integration always interval, the total interval [Q of described same integration _a, Q _b] really establish rules, be:

If A. Q _a1>=Q _a2, and have Q _a1≤ Q _a2, then getting the total interval of integration is: [Q _a2, Q _b2];

If B. Q _a1> Q _a2, and have Q _b1> Q _b2, then getting the total interval of integration is: [Q _a2, Q _b1];

If C. Q _a1< Q _a2, and have Q _b1< Q _b2, then getting the total interval of integration is: [Q _a1, Q _b2];

If D. Q _a1≤ Q _a2, and have Q _b1>=Q _b2, then getting the total interval of integration is: [Q _a1, Q _b1].

Further, the total interval [Q of described integration _{a (i)}, Q _{b (i)}] (or [Q _a, Q _b]) carry out the bound determining by stages according to the following steps:

By certain group distance m by total for each curvilinear integral interval [Q _{a (i)}, Q _{b (i)}] (or the total interval [Q of same integration _a, Q _b]) being divided into n little by stages section, each little by stages section is using the terminal in each interval as respective range of integration value, specific as follows:

1) if the total interval of each curvilinear integral is not get same interval, then point integrating range divided separately is as follows:

[Q _a(i),Q _a(i)+m]；

[Q _a(i)+m,Q _a(i)+2m]；

[Q _a(i)+2m,Q _a(i)+3m]；

……；

[Q _a(i)+(n-2)m,Q _a(i)+(n-1)m]；

[Q _a(i)+(n-1)m,Q _b(i)]。

Wherein, i=1,2 ..., represent the curve i of the corresponding different times in above-mentioned institute by stages, namely above-mentioned institute by stages is each point of integrating range section of contrast i in period curvilinear integral.

2) if same interval [Q is taken in the total interval of each curvilinear integral _a, Q _b], then point integrating range divided is as follows:

[Q _a,Q _a+m]；

[Q _a+m,Q _a+2m]；

[Q _a+2m,Q _a+3m]；

……；

[Q _a+(n-2)m,Q _a+(n-1)m]；

[Q _a+(n-1)m,Q _b]。

Beneficial effect of the present invention is: present invention employs a kind of road traffic running status appraisal procedure based on section speed, data on flows, speed-flow actual relationship the curve obtained based on section vehicle checker data (speed, flow) is utilized comprehensively to analyze traffic circulation state, realize the comparative analysis qualitative and quantitative to traffic circulation state, from the operational efficiency in the ensemble average effect of traffic circulation state come concentrated expression section period on year-on-year basis.Based on the speed-flow actual relationship curve of section vehicle checker data acquisition, achieve the comparative analysis qualitative and quantitative to traffic circulation state.The overlying relation of each bar speed-discharge relation curve that participates in comparative analysis and respective variation tendency thereof is utilized to carry out the relative superior or inferior of the traffic circulation state separately of qualitative reflection intuitively, for quantitative test, comparative analysis is carried out according to the certain area that each curve intercepts by certain rule (effective ranges of data) in speed-flow coordinate plane, first multiple segment is divided into curve (flow rate zone) in certain Limit of J-validity, and segmentation carries out integration along curve to flow, account for the weight of accounting as each interval integral value of total quantity using each segment data volume simultaneously, again respective traffic circulation state table value indicative is obtained to each subsection integral value weighted calculation, relative superior or inferior is judged finally by comparative analysis characterization value, and obtain quantitative analysis results.Analysis result can the validity of other assessment modes of aid illustration (as Utilization assessment metrics evaluation) assessment result, also can service road traffic fortune pipe personnel be evaluated by the running status of road, history management and control measure, for daily management, maintenance plan and planning construction provide reference, and then guidance management decision-making, formulate or optimize management and control measure, promoting the raising of operation management level and service level.

Speed-discharge relation the curve obtained based on section vehicle checker speed, data on flows is utilized to carry out the traffic circulation state of analysis and assessment section different times, traffic circulation state can be reflected on the whole more intuitively, and multinomial evaluation index need not be analyzed, and can the validity of other assessment modes of aid illustration (as Utilization assessment metrics evaluation) assessment result, in addition, actual workable, simple, easy understand.

Accompanying drawing explanation

In order to make the object, technical solutions and advantages of the present invention clearly, below in conjunction with accompanying drawing, the present invention is described in further detail, wherein:

The road traffic running status appraisal procedure implementing procedure figure based on section speed, data on flows that Fig. 1 provides for the embodiment of the present invention;

The speed based on section speed, data on flows that Fig. 2 provides for the embodiment of the present invention-flow actual relationship curve (descending from highway Yu Wu road, Chongqing);

The section speed that Fig. 3 provides for the embodiment of the present invention-discharge relation tracing analysis schematic diagram.

Embodiment

Hereinafter with reference to accompanying drawing, the preferred embodiments of the present invention are described in detail.Should be appreciated that preferred embodiment only in order to the present invention is described, instead of in order to limit the scope of the invention.

Embodiment 1

As shown in Figure 1-Figure 3, the road traffic running status appraisal procedure based on section speed, data on flows provided by the invention, comprises the following steps:

S1: obtain the vehicle checker data that section to be assessed respectively contrasts period, and be stored in tables of data by data standard, the data item in described tables of data comprises speed, the flow in each track;

S2: carry out data prediction to the vehicle checker obtained, and process respectively each track data, is stored in tables of data by the data standard after process simultaneously; Described data prediction comprises two large divisions: vehicle checker vehicle flowrate is converted to standard vehicle vehicle flowrate, and rejecting abnormalities data;

S3: utilize the actual vehicle checker speed in the section after data prediction and data on flows, implement the matching of section to be assessed different times speed-discharge relation curve; The form of following quafric curve is adopted to carry out the actual speed-discharge relation in matching section:

V＝AQ ²+BQ+C

In formula: V represents speed; Q represents flow; A, B, C are regression coefficient;

S4: determine, to the analysis mode of road traffic running status assessment, if carry out qualitative analysis, then to provide the qualitative analysis according to the position relationship of curve and respective variation tendency thereof, and terminate road traffic running status evaluation process; If carry out quantitative test, go to step S5 and implement quantitative test;

S5: described quantitative test utilizes the speed-discharge relation curve obtained, and according to effective data area, determines the bound of integration; And be that multiple minizones section processes by the total interval division of whole flow integration, adopt integral operation to obtain quantitative analysis results.

Quantitative test concrete steps in described step S5 are as follows:

S51: determine that the integration in whole flow rate zone is always interval according to the design speed per hour in section and the detection perform of vehicle checker;

S52: by certain group apart from being multiple minizones sections by total for integration interval division, obtain multiple integrating range section, and using the terminal in each interval as respective range of integration value;

S53: carry out statistical study to the data sample of each curve, determines that in the section of respective each by stages, data volume accounts for the ratio p of total sample number _i, and with ratio p _ias the weight of each segment integrated value;

S54: for the curve of section different times, respectively integral operation is implemented along curve to multiple segments of above-mentioned division, obtain the traffic circulation state table value indicative in each segment or the mutual relative characterization value of traffic circulation state, define two indices as follows and characterize:

(1) traffic circulation state difference characterization value Δ S=S ₂-S ₁;

(2) traffic circulation state relative different ratio

Wherein, S ₁, S ₂represent the traffic circulation state table value indicative that each curve is corresponding in certain flow interval respectively; Adopt and carry out integration enforcement quantitatively measuring and calculating along curve to flow in certain flow interval, it is the following formula of measuring and calculating employing quantitatively:

$S_1={\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ};$

$S_2={\&Integral;}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ};$

In formula, Q _b1represent the upper limit of integral value of contrast period 1 in certain flow interval; Q _a1represent the lower limit of integral value of contrast period 1 in certain flow interval; A ₁represent the speed-discharge relation formula quadratic term coefficient in contrast period 1; B ₁represent the speed-discharge relation formula Monomial coefficient in contrast period 1; C ₁represent the speed-discharge relation formula constant term in contrast period 1; Q _b2represent the upper limit of integral value of contrast period 2 in certain flow interval; Q _a2represent the lower limit of integral value of contrast period 2 in certain flow interval; A ₂represent the speed-discharge relation formula quadratic term coefficient in contrast period 2; B ₂represent the speed-discharge relation formula Monomial coefficient in contrast period 2; C ₂represent the speed-discharge relation formula constant term in contrast period 2;

Utilize two curves contrasting period only in order to this method is described herein.

S55: to the curve of section different times, utilizes respective ratio p _ithe traffic circulation state of each segment is correlated with quantitatively characterizing value weighted calculation, obtains traffic circulation state correlation table value indicative corresponding to section to be assessed different times speed separately-discharge relation curve or the mutual relative characterization value of traffic circulation state (S1, S2, Δ S, Δ _o); Quantitative analysis result in the following manner:

(1) according to integration formula and ratio p _icalculate the traffic circulation state correlation table value indicative that each curve is corresponding, described traffic circulation state correlation table value indicative comprises the traffic circulation state table value indicative S of different times ₁, S ₂, traffic circulation state difference characterization value Δ S and traffic circulation state relative different ratio Δ _o; Traffic circulation state correlation table value indicative S ₁, S ₂, Δ S and Δ _ocalculate as follows:

1) if the integration of each curve is total interval different, namely there is each by stages section not identical, then not directly ask for Δ S _iand Δ _oi(the traffic circulation state difference characterization value namely in each by stages, relative different ratio), needs the S first asking for each curve each by stages section _{1 (i)}and S _{2 (i)}, recycle the S of each curve each by stages section _{1 (i)}and S _{2 (i)}ask for Δ S and Δ _o;

$S_{1\left(i\right)}={\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_{2\left(i\right)}={\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

$\mathrm{\&Delta;S}=S_2-S_1=\underset{i=1}{\overset{n_2}{\mathrm{\&Sigma;}}}(p_{2\left(i\right)}*S_{2\left(i\right)})-\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})$

${\mathrm{\&Delta;}}_O=\frac{S_2-S_1}{S_1}=\frac{\underset{i=1}{\overset{n_2}{\mathrm{\&Sigma;}}}(p_{2\left(i\right)}*S_{2\left(i\right)})-\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})}{\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})}$

In formula: Q _{b1 (i)}, Q _{a1 (i)}, p _{1 (i)}represent upper limit of integral value, lower limit of integral value, the sample data amount accounting of contrast curve in period 1 i-th by stages respectively; Q _{b2 (i)}, Q _{a2 (i)}, p _{2 (i)}represent upper limit of integral value, lower limit of integral value, the sample data amount accounting of contrast curve in period 2 i-th by stages respectively; S _{1 (i)}and S _{2 (i)}represent the traffic circulation state table value indicative of each contrast curve in period i-th by stages section respectively; n ₁represent the by stages hop count amount that the total interval of contrast curvilinear integral in period 1 comprises; n ₂represent the by stages hop count amount that the total interval of contrast curvilinear integral in period 2 comprises;

Illustrate: utilize two curves contrasting period only in order to illustration method herein.

2) if the integration of each curve is total interval identical, namely there is each by stages section identical, then have:

$S_{1\left(i\right)}={\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}={\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_{2\left(i\right)}={\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}={\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

$\begin{array}{c}\mathrm{\&Delta;}{S}_i=S_{2\left(i\right)}-S_{1\left(i\right)}=p_{2\left(i\right)}*{\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-p_{1\left(i\right)}*{\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}\\ =p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}[(A_2{Q}^2+B_{2}Q+C_2)-\left(\frac{p_{1\left(i\right)}}{p_{2\left(i\right)}}\right)*(A_1{Q}^2+B_{1}Q+C_1)]\mathrm{dQ}\end{array}$

$\begin{array}{c}{\mathrm{\&Delta;}}_{\mathrm{Oi}}=\frac{S_{2\left(i\right)}-S_{1\left(i\right)}}{S_{1\left(i\right)}}\&times;100\%\\ =\frac{p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}{p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\&times;100\%\\ =(\frac{p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}}{p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}-1)\&times;100\%\\ =[\left(\frac{p_{2\left(i\right)}}{p_{1\left(i\right)}}\right)*\left(\frac{{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}}{{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\right)-1]\&times;100\%\end{array}$

$\mathrm{\&Delta;S}=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}\left(\mathrm{\&Delta;}{S}_i\right)$

${\mathrm{\&Delta;}}_O=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}\left({\mathrm{\&Delta;}}_{\mathrm{Oi}}\right)$

In formula, Δ S _irepresent the traffic circulation state difference characterization value in each by stages; Δ _oirepresent the traffic circulation state relative different ratio in each by stages; N represents the by stages hop count amount that the total interval of the integration of each curve comprises, and now the by stages hop count of each curve is identical; Other meaning of parameters are similar above-mentioned.

(2) according to Δ S or Δ _owith the relation of " 0 ", differentiate the quality relatively of section different times traffic circulation state, and quantitative analysis result (Δ S or Δ _o); Method of discrimination is as follows:

If A. Δ S > 0 or Δ _o> 0, then represent that section is better than period 1 in the traffic circulation state in period 2, and lifting values is Δ S or relatively promotes Δ _o;

If B. Δ S < 0 or Δ _o< 0, then represent that section is worse than period 1 in the traffic circulation state in period 2, and negative lifting values is Δ S or relatively promotes Δ _o;

If C. Δ S=0 or Δ _o=0, then represent that section is substantially suitable with period 1 in the traffic circulation state in period 2.Now, need to do qualitative discrimination further, if curve overlaps substantially completely, then illustrate that the traffic circulation state in two periods of contrast is substantially suitable; If curve not exclusively overlaps, and exist intersect and can not distinguish any bar curve be positioned at more top time, then judged by the gradual degree of curve, curve is milder, represent that increasing hourly velocity at flow reduces more slow, the traffic circulation in this period is more steady, and namely traffic circulation state relatively slightly well.

(3), if having selected the comparative analysis of multiple tracks, then complete the quantitative test in each track by above-mentioned steps after, each track quantitative analysis results Δ S or Δ is asked for _oaverage.

Vehicle checker vehicle flowrate in described step S2 is converted to standard vehicle vehicle flowrate to carry out as follows:

$Q=\underset{i=1}{\overset{m}{\mathrm{\&Sigma;}}}(w_i\&CenterDot;q_i)$

In formula, Q is the standard vehicle vehicle flowrate after converting; q _iit is the flow value of i-th kind of vehicle; w _iit is the reduction coefficient of i-th kind of vehicle; M is vehicle quantity.

Rejecting abnormalities data in described step S2 are carried out as follows:

S21: the data rejecting apparent error according to the actual validity of speed, flow in the following manner, specific as follows:

The data of following a few class situation are rejected:

Rejecting speed is greater than 0, but the data that flow equals 0;

Rejecting speed equals 0, but the data that flow is greater than 0;

S22: utilize the average of vehicle checker speed data and standard deviation to do the rejecting process of abnormal data, specific rules is as follows:

1) if existed be then valid data, will not reject;

2) if existed or then judge v _ithese corresponding data are abnormal data, should reject; Wherein, 3 σ are screening criteria, represent the speed normal distribution three times of mean square deviations in the section vehicle checker data obtaining actual measurement; for the vehicle checker speed data average in the period to be analyzed, standard deviation is σ _v, actual vehicle checker velocity amplitude is v _i.

The total interval of integration in described step S51 is determined according to the following steps:

S511: determine the total interval upper limit of integration, respectively statistical study is carried out to the sample data for each curve of matching, obtains flow maximum, as the higher limit of whole flow rate zone;

S512: determine the total interval lower limit of integration, specific as follows:

Note section Maximum speed limit is V0, and speed is the longitudinal axis, from the Maximum speed limit V0 on the longitudinal axis, makes straight line V=V0; Utilize Maximum speed limit to assist and determine lower limit of integral;

When straight line V=V0 and to be analyzed two curves are when low flow volume region is all crossing, then the total interval lower limit of integration is Maximum speed limit V0;

When straight line V=V0 is above to be analyzed two curves, then lower limit of integral value sets in the following manner: obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When straight line V=V0 is all crossing with two curves, if the joining on curve is in low discharge place, then get flow value corresponding to respective intersection point as lower limit of integral value; If set lower limit is owed rationally, then obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When straight line V=V0 low flow volume region only with a certain bar curve intersection, then get the average of this flow value and Q0 as lower limit of integral value;

When straight line V=V0 is when low flow volume region is positioned at below two curves or all do not intersect, then obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When the lower limit of integral value place determined as stated above does not have actual data point, then judge whether this lower limit of integral value is greater than Q0, if judged result is " being greater than ", then the flow minimum of learning from else's experience in pretreated data sample is as lower limit of integral value;

Otherwise obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding; If lower limit of integral value does not have actual data point when being Q0 yet, then the flow minimum of learning from else's experience in pretreated data sample is as lower limit of integral value.

Describedly integration corresponding to speed separately-discharge relation curve in different periods total interval employing, the mode of whole flow rate zone staging treating to be calculated, specific as follows:

1) ensure that if do not need each by stages Duan Jun contrasts under equal flow, then respectively contrast the total interval different of curvilinear integral in period, the integration asking for each curve according to method described in step S51 is always interval.

[Q _a(i),Q _b(i)]；

Wherein, i=1,2 ..., represent that the curvilinear integral of different times is always interval, the curvilinear integral namely contrasting i in period is interval.

2) if desired ensure that each by stages Duan Jun contrasts under equal flow, namely respectively contrast period curvilinear integral to get same integration always interval.Obtain the interval that each curve is corresponding, select the less lower limit in each interval as the total interval lower limit of integration, select larger higher limit as the total interval upper limit of integration, total for the integration of each curve interval is taken as same integration always interval, the total interval [Q of described same integration _a, Q _b] really establish rules, be:

If A. Q _a1>=Q _a2, and have Q _a1≤ Q _a2, then getting the total interval of integration is: [Q _a2, Q _b2];

If B. Q _a1> Q _a2, and have Q _b1> Q _b2, then getting the total interval of integration is: [Q _a2, Q _b1];

If C. Q _a1< Q _a2, and have Q _b1< Q _b2, then getting the total interval of integration is: [Q _a1, Q _b2];

If D. Q _a1≤ Q _a2, and have Q _b1>=Q _b2, then getting the total interval of integration is: [Q _a1, Q _b1].

Total interval [the Q of described integration _{a (i)}, Q _{b (i)}] (or [Q _a, Q _b]) carry out the bound determining by stages according to the following steps:

By certain group apart from the total interval [Q of each curvilinear integral of m _{a (i)}, Q _{b (i)}] (or [Q _a, Q _b]) being divided into n little by stages section, each little by stages section is using the terminal in each interval as respective range of integration value, specific as follows:

1) if the total interval of each curvilinear integral is not get same interval, then point integrating range divided separately is as follows:

[Q _a(i),Q _a(i)+m]；

[Q _a(i)+m,Q _a(i)+2m]；

[Q _a(i)+2m,Q _a(i)+3m]；

……；

[Q _a(i)+(n-2)m,Q _a(i)+(n-1)m]；

[Q _a(i)+(n-1)m,Q _b(i)]。

Wherein, i=1,2 ..., represent the curve i of the corresponding different times in above-mentioned institute by stages, namely above-mentioned institute by stages is each point of integrating range section of contrast i in period curvilinear integral.

2) if same interval [Q is taken in the total interval of each curvilinear integral _a, Q _b], then point integrating range divided is as follows:

[Q _a,Q _a+m]；

[Q _a+m,Q _a+2m]；

[Q _a+2m,Q _a+3m]；

……；

[Q _a+(n-2)m,Q _a+(n-1)m]；

[Q _a+(n-1)m,Q _b]。

Embodiment 2

The difference of the present embodiment and embodiment 1 is only:

Present embodiments provide a kind of road traffic running status appraisal procedure based on section speed, data on flows, speed-flow actual relationship the curve obtained based on section vehicle checker data (speed, flow) is utilized comprehensively to analyze traffic circulation state, from the operational efficiency in the ensemble average effect of traffic circulation state come concentrated expression section period on year-on-year basis.Based on the speed-flow actual relationship curve of section vehicle checker data acquisition, the comparative analysis qualitative and quantitative to traffic circulation state can be realized.Analysis result can the validity of other assessment modes of aid illustration (as Utilization assessment metrics evaluation) assessment result, also can service road traffic fortune pipe personnel be evaluated by the running status of road, history management and control measure, for daily management, maintenance plan and planning construction provide reference, and then guidance management decision-making, formulate or optimize management and control measure, promoting the raising of operation management level and service level.

The present invention is solved the problems of the technologies described above by following technological means:

Based on the road traffic running status appraisal procedure of section speed, data on flows, comprise the steps:

Step 1: obtain the vehicle checker data that section to be assessed respectively contrasts period, and data standard is stored in tables of data.Vehicle checker data selection 5 minutes (or 3 minutes) data, data item must comprise speed, the flow in each track, and the data selected come from the larger one or more vehicle checkers of flow on section.

At home and abroad in the research of speed flowrate relational model, it has been generally acknowledged that it within 15 minutes and 5 minutes, is the statistical interval analyzing traffic flow statistics analytical model, and " HCM HCM2000 " also so recommends.Study according to correlation statistical analysis, adopt the statistical interval of 3 minutes, 5 minutes and the analytical effect of the analytical effect obtained and 15 minutes is quite even more excellent, in addition, the statistical interval of employing is shorter, the effective range obtaining matched curve is larger, therefore more tends to use shorter statistical interval.Utilize the vehicle checker data with large discharge more can characterize the actual traffic running status in section.

Step 2: carry out pre-service to the vehicle checker data obtained, and process respectively each track data, is stored in the data standard after process in tables of data simultaneously.Data prediction mainly comprises two large divisions: vehicle checker vehicle flowrate is converted to standard vehicle vehicle flowrate, and rejecting abnormalities data.

(1) vehicle checker data on flows is converted to standard vehicle wagon flow value

Dissimilar vehicle is different to the influence degree of traffic circulation state, needs it to be all converted to standard vehicle flow, to reflect the impact of different automobile types.Usually utilize vehicle reduction coefficient that different automobile types flow value is converted to standard vehicle flow.

According to correlation technique handbook as " HCM ", " highway capacity handbook " etc., and in conjunction with the division of vehicle checker equipment Inspection vehicle, be a data cell with every 5 minutes, to the flow value vehicle reduction coefficient weighted sum of different automobile types, to obtain the standard vehicle flow value of every 5 minutes.Disposal route is shown in following formula.

$Q=\underset{i=1}{\overset{m}{\mathrm{\&Sigma;}}}(w_i\&CenterDot;q_i)$

In formula, Q is the standard vehicle vehicle flowrate after converting; q _iit is the flow value of i-th kind of vehicle; w _iit is the reduction coefficient of i-th kind of vehicle; M is vehicle quantity.

(2) rejecting abnormalities data

In testing process, due to the impact of the reason of vehicle checker equipment own and other factors, may there are part detection data is abnormal data, and abnormal data can not reflect actual traffic circulation state, and comparatively large on the fitting effect impact of speed-discharge relation curve, must reject it.Herein, the rejecting of abnormal data is completed in two steps:

1) data of apparent error first, are rejected according to the actual validity of speed, flow;

2) the rejecting process that the average of vehicle checker speed data and standard deviation do abnormal data is recycled.

Step 3: utilize the actual vehicle checker speed in the section after data prediction and data on flows, implement the matching of section to be assessed different times speed-discharge relation curve.The data analyzed generally select data on track that flow is large or to each track data Treatment Analysis respectively, and according to correlative study, adopt the form of quafric curve to characterize the actual speed-discharge relation in section.

For some section, its actual speed-discharge relation curve a curve form or quafric curve form all can reflect actual traffic circulation state preferably, but according to the Fitting Analysis to the speed obtained based on section vehicle checker data (speed, flow)-flow actual relationship curve, adopt the fitting effect of quafric curve form to be better than a curve form, the actual traffic running status of road can be reflected better.In addition, " highway capacity handbook " recommends the traffic flow character curve under each computing velocity to adopt the form of quafric curve (concrete discussion refers to this handbook).For this reason, by following mathematical model, speed-discharge relation is described.

V＝AQ ²+BQ+C

In formula: V represents speed; Q represents flow; A, B, C are regression coefficient.

Can realize by MATLAB or other analysis software the matching of curve.

Step 4: determine qualitative analysis or quantitative test mode.If only need qualitative analysis, then can provide analysis result according to the position relationship of curve and respective variation tendency thereof, and analyze end.Otherwise, directly can implement quantitative test, in addition, when can not judge that section respectively contrasts traffic circulation state in period fine or not well according to qualitative analysis, then implement quantitative test, go to step 5.When selecting multiple track comparative analysis, need distinguish track, the speed-discharge relation curve by Duan Ge track, contrast li in period is analyzed respectively.

Step 5: based on the speed-discharge relation curve obtained, according to effective data area, determine the bound of integration.In quantitative test, adopt integral operation to obtain quantitative analysis results, and whole flow rate zone (integration always interval) is divided into multiple minizones section processes, therefore, primary is determine integrating range.Determine that the step of integrating range mainly comprises following components:

(1) first, a reasonable interval (integration in whole flow rate zone is always interval) is determined according to the design speed per hour in section and the detection perform of vehicle checker;

(2) secondly, being multiple minizones sections apart from (as taken 10pcu/ln/5min as group distance) by the interval division of previous step gained by certain group, obtaining multiple integrating range section, and using the terminal in each interval as respective range of integration value.

Because in the regular period, the actual flow in section exists upper lower limit value, when implementing the integral operation in quantitative test, integrating range can not be selected [0 ,+∞).In addition, in whole flow rate zone, all data broadly all can not be used for integration, need the data point selecting to concentrate overall reflection actual traffic running status, and, the influence degree of different flow to the overall traffic circulation state in section is different, in different flow rate zone, the data volume characterizing traffic circulation state is different, and it is to the extent of reaction of traffic circulation state also difference to some extent, need differentiated treatment, otherwise can have an impact to result.For this reason, need whole flow rate zone to be divided into multiple minizones section differentiated treatment, and then determine rational integrating range, to improve the fiduciary level of calculating.

Step 6: statistical study is carried out to the data sample of each curve, determine data volume in the section of respective each by stages or its account for the ratio p of total sample number _i(frequency), and with p _ias the weight of each segment integrated value.

The influence degree of different flow to the overall traffic circulation state in section is different, need reflect respective otherness.Although the data point in large discharge segment is little, but still reflect the actual traffic running status of road in some time, and the quality of road traffic running status entirety is also larger by impact during large discharge, need reasonable consideration, but directly should not carry out integration to whole large discharge by stages section.For this reason, each interval censored data amount is utilized to account for the weight of ratio as each segment integrated value of total sample number, to reflect the otherness of traffic circulation state under different flow.

Step 7: for the curve of section different times, implements integral operation to multiple segments of above-mentioned division respectively along curve, obtains the traffic circulation state table value indicative in each segment or the mutual relative characterization value of traffic circulation state.And define two indices to characterize:

(1) traffic circulation state difference characterization value Δ S=S ₂-S ₁;

(2) traffic circulation state relative different ratio

Wherein, S1, S2 represent the traffic circulation state table value indicative that each curve (two, section different times) is corresponding in certain flow interval respectively.Adopt and carry out integration enforcement quantitatively measuring and calculating along curve to flow in certain flow interval, its Quantizing Method is:

$S_1={\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_2={\&Integral;}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

When have selected multiple track comparative analysis, need distinguish track, the speed-discharge relation curve by Duan Ge track, contrast li in period carries out subsection integral process respectively.

Step 8: for the curve of section different times, utilizes respective p _ithe traffic circulation state of each segment is correlated with quantitatively characterizing value weighted calculation, obtains traffic circulation state correlation table value indicative corresponding to section to be assessed different times speed separately-discharge relation curve or the mutual relative characterization value of traffic circulation state (S1, S2, Δ S, Δ _o).Then quantitative test is implemented, and quantitative analysis result.When have selected multiple track comparative analysis, track need be distinguished, speed-discharge relation curve by Duan Ge track, contrast li in period is analyzed respectively, the integral status that the average that finally can provide each track quantitative result is further run to characterize road section traffic volume.Implementation step mainly comprises following components:

(1) according to integration formula and p _icalculate the traffic circulation state correlation table value indicative that each curve is corresponding: the traffic circulation state table value indicative (as: S of different times ₁, S ₂), traffic circulation state difference characterization value Δ S and traffic circulation state relative different ratio Δ _o.

(2) according to Δ S or Δ _owith the relation of " 0 ", differentiate the quality relatively of section different times traffic circulation state, and quantitative analysis result.

(3), if having selected the comparative analysis of multiple tracks, then complete the quantitative test in each track by above-mentioned steps after, each track quantitative analysis results Δ S or Δ can be asked for further _oaverage.

The present invention is simple, easy understand, and in road traffic service data, vehicle checker data are relatively abundant, and under actual conditions, the method easily realizes.Speed-flow actual relationship the curve obtained based on section vehicle checker data (speed, flow) carrys out the traffic circulation state of comparative analysis same section different times, can be applied in the analysis and assessment of road running status, analysis result can assist Yun Guan department to hold road traffic running status more on the whole, also can the validity of other assessment modes of aid illustration (as Utilization assessment metrics evaluation) assessment result.

Embodiment 3

The difference of the present embodiment and embodiment 1 is only:

See Fig. 1, based on the road traffic running status appraisal procedure of section speed, data on flows, comprise the steps:

Step 1: obtain the vehicle checker data that section to be assessed respectively contrasts period, and data standard is stored in tables of data.Vehicle checker data selection 5 minutes (or 3 minutes) data, data item must comprise speed, the flow in each track, and the data selected come from the larger one or more vehicle checkers of flow on section.

At home and abroad in the research of speed flowrate relational model, it has been generally acknowledged that it within 15 and 5 minutes, is the statistical interval analyzing traffic flow statistics analytical model, and " HCM HCM2000 " also so recommends.Study according to correlation statistical analysis, adopt the statistical interval of 3 minutes, 5 minutes and the analytical effect of the analytical effect obtained and 15 minutes is quite even more excellent, in addition, the statistical interval of employing is shorter, the effective range obtaining matched curve is larger, therefore more tends to use shorter statistical interval.Utilize the vehicle checker data with large discharge more can characterize the actual traffic running status in section.

Step 2: pre-service is carried out to the vehicle checker data obtained, and each track data are processed respectively, the data standard after process is stored in tables of data simultaneously.Data prediction mainly comprises two large divisions: vehicle checker vehicle flowrate is converted to standard vehicle vehicle flowrate, and rejecting abnormalities data.

(1) vehicle checker data on flows is converted to standard vehicle wagon flow value

Dissimilar vehicle is different to the influence degree of traffic circulation state, needs it to be all converted to standard vehicle flow, to reflect the impact of different automobile types.Usually utilize vehicle reduction coefficient that different automobile types flow value is converted to standard vehicle flow.

According to correlation technique handbook as " HCM ", " highway capacity handbook " etc., and in conjunction with the division of vehicle checker equipment Inspection vehicle, be a data cell with every 5 minutes, to the flow value vehicle reduction coefficient weighted sum of different automobile types, to obtain the standard vehicle flow value of every 5 minutes.Disposal route is shown in following formula.

$Q=\underset{i=1}{\overset{m}{\mathrm{\&Sigma;}}}(w_i\&CenterDot;q_i)$

In formula, Q is the standard vehicle vehicle flowrate after converting; q _iit is the flow value of i-th kind of vehicle; w _iit is the reduction coefficient of i-th kind of vehicle; M is vehicle quantity.

(2) rejecting abnormalities data

In testing process, due to the impact of the reason of vehicle checker equipment own and other factors, may there are part detection data is abnormal data, and abnormal data can not reflect actual traffic circulation state, and comparatively large on the fitting effect impact of speed-discharge relation curve, must reject it., complete the rejecting of abnormal data in two steps herein, first, reject the data of apparent error according to the actual validity of speed, flow, the average of recycling vehicle checker speed data and standard deviation do the rejecting process of abnormal data.

First, the data of following a few class situation are rejected:

1) speed is greater than 0, but flow equals 0;

2) speed equals 0, but flow is greater than 0.

Secondly, further data processing is done.Study according to correlation statistical analysis, velocity amplitude Normal Distribution in the section vehicle checker data of actual measurement, and by the knowledge of theory of probability, the sample of normal population occurs that the possibility that deviation is greater than twice mean square deviation (2 σ) and three times of mean square deviations (3 σ) is less than 5% and 0.3% respectively, is a small probability event.If the deviation of outlier is greater than 2 σ or 3 σ, then have reason it is judged to be exceptional value and rejects.For this reason, select 3 σ as screening criteria, and set vehicle checker speed data average in the period to be analyzed as standard deviation is σ _v, actual vehicle checker velocity amplitude is v _i, then the rejecting rule of abnormal data is:

1) if existed then think that these data are valid data, will not reject;

2) if existed or then judge v _ithese corresponding data are abnormal data, should give rejecting.

Step 3: utilize the actual vehicle checker speed in the section after data prediction and data on flows, implement the matching of section to be assessed different times speed-discharge relation curve.The data analyzed generally select data on track that flow is large or to each track data Treatment Analysis respectively, and according to correlative study, adopt the form of quafric curve to characterize the actual speed-discharge relation in section.

For some section, its actual speed-discharge relation curve a curve form or quafric curve form all can reflect actual traffic circulation state preferably, but according to the Fitting Analysis to section actual speed-discharge relation curve, adopt the fitting effect of quafric curve form to be better than a curve form, the actual traffic running status of road can be reflected better.In addition, " highway capacity handbook " recommends the traffic flow character curve under each computing velocity to adopt the form of quafric curve (concrete discussion refers to this handbook).For this reason, by following mathematical model, speed-discharge relation is described.

V＝AQ ²+BQ+C

In formula: V represents speed; Q represents flow; A, B, C are regression coefficient.

Can realize by MATLAB or other analysis software the matching of curve.Based on the section actual speed-discharge relation curve signal of section vehicle checker data (speed, flow) matching see the speed-discharge relation curve in Fig. 2-two, Chongqing highway Yu Wulu (descending) contrast period.

Step 4: determine qualitative analysis or quantitative test mode.If only need qualitative analysis, then can provide analysis result according to the position relationship of curve and respective variation tendency thereof, and analyze end.Otherwise, directly can implement quantitative test.When selecting multiple track comparative analysis, need distinguish track, the speed-discharge relation curve by Duan Ge track, contrast li in period is analyzed respectively.

If qualitative analysis is implemented in current selection, then analytical approach is as follows:

Judge according to the overlying relation of each curve the quality treating comparative evaluation section contrast traffic circulation state in period, judgment rule is as follows:

1) if the speed-discharge relation curve participating in contrast differs greatly, obvious existence curve major part region is positioned at the top of another curve, then can think the traffic circulation state that traffic circulation state that the Curves being positioned at top characterizes is better than lower curve on the whole and characterizes.See Fig. 2, the curve in period 2 all or major part above the curve in period 1, can think that section is better than period 1 on the whole in the running status in period 2 qualitatively;

2) if two curves overlap substantially completely, then can think that the traffic circulation state in contrast period is substantially suitable qualitatively;

3) if curve not exclusively overlaps, and exist and intersect and can not distinguish which bar curve when being positioned at top more, if certain curve is milder, represent that increasing hourly velocity at flow reduces more slow, the traffic circulation in this period is more steadily better;

4) can not judge that section respectively contrasts the quality of traffic circulation state in period or currently then implements quantitative test without the need to only doing qualitative analysis well according to qualitative analysis, go to step 5.

Step 5: based on the speed-discharge relation curve obtained, according to effective data area, determine the bound of integration.In quantitative test, adopt integral operation to obtain analysis result, and whole flow rate zone (integration always interval) is divided into multiple minizones section processes, therefore, primary is determine integrating range.First, a reasonable interval (integration in whole flow rate zone is always interval) is determined according to the design speed per hour in section and the detection perform of vehicle checker; Secondly, being multiple minizones sections apart from (as taken 10pcu/ln/5min as group distance) by the interval division of previous step gained by certain group, obtaining multiple integrating range section, and using the terminal in each interval as respective range of integration value.

Because in the regular period, the actual flow in section exists upper lower limit value, when implementing the integral operation in quantitative test, integrating range can not be selected [0 ,+∞).In addition, in whole flow rate zone, all data broadly all can not be used for integration, need the data point selecting to concentrate overall reflection actual traffic running status, and, the influence degree of different flow to the overall traffic circulation state in section is different, in different flow rate zone, the data volume characterizing traffic circulation state is different, and it is to the extent of reaction of traffic circulation state also difference to some extent, need differentiated treatment, otherwise can have an impact to result.For this reason, need whole flow rate zone to be divided into multiple minizones section differentiated treatment, and then determine rational integrating range, to improve the fiduciary level of calculating.

See Fig. 3, if two, certain section curve corresponding to contrast period as shown in the figure, wherein, in figure, namely dash area represents the difference between two, certain section contrast traffic circulation state in period.Meanwhile, represent speed with V, represent flow with Q.

If section is A in regression coefficient corresponding to 1 speed-discharge relation curve in period ₁, B ₁, C ₁, the mathematic(al) representation that curve is corresponding is:

V＝A ₁Q ²+B ₁Q+C ₁

Section is A in regression coefficient corresponding to 2 speed-discharge relation curve in period ₂, B ₂, C ₂, the mathematic(al) representation that curve is corresponding is:

V＝A ₂Q ²+B ₂Q+C ₂

Determine that the step of range of integration is specific as follows:

(1) rational data area is determined according to the design speed per hour in section and the detection perform of vehicle checker, to determine the whole reasonable interval of integration.

A. the determination of the total upper limit of integrating range.Respectively statistical study is carried out to the sample data for each curve of matching, obtains flow maximum, in this, as the higher limit of whole flow rate zone, as the Qb in figure, that is make straight line Q=Qb, respectively with two curve intersections, determine the reasonable interval higher limit corresponding to each curvilinear integral with this.

B. the determination of the total lower limit of integrating range.Note section design speed per hour (or Maximum speed limit) is V0, makes straight line V=V0 from the V0 the longitudinal axis (velocity axis).Utilize design speed per hour (or Maximum speed limit) to assist and determine lower limit of integral, when straight line V=V0 and to be analyzed two curves are when low flow volume region is all crossing, can make to comprise most valid data in integrating range.

If this straight line is above two curves, now, lower limit of integral value can be set to " 0 ", and analyzing this according to actual conditions is owe reasonably, therefore, directly to delimit lower limit of integral with this.If vehicle checker detection perform requires unit detection time interior (as 5 minutes), when vehicle flowrate is lower than certain value, be designated as Q0, the accuracy of detection is lower, now, utilizes this value to delimit lower limit of integral, as the Qa=Q0 in figure.Make straight line Q=Qa, respectively with two curve intersections, determine with straight line Qa the lower limit of integral that each curve is corresponding;

When this straight line V=V0 is all crossing with two curves, if the joining on curve is in low discharge place, namely zone of reasonableness (flow value that intersection point is corresponding is positioned near Q0) is in, flow value corresponding to respective intersection point can be got as lower limit of integral value, also can get both 1/2nd location points.If set lower limit owes rationally, then to reset lower limit of integral in a manner described in conjunction with Q0 again.

When straight line V=V0 low flow volume region only with a certain bar curve intersection, then the average of getting this flow value and Q0 as lower limit of integral value, to ensure that there is actual data point at lower limit of integral place as far as possible.

When straight line V=V0 is positioned at below two curves or when all not intersecting in low flow volume region, directly can delimits lower limit of integral value in conjunction with Q0, be taken as Qa=Q0.

In addition, if the lower limit of integral value place determined as stated above does not have actual data point, then judge whether this lower limit of integral value is greater than Q0, if judged result is " being greater than ", the flow minimum that can directly learn from else's experience in pretreated data sample as lower limit of integral value, otherwise gets Q0.But there is no actual data point when if lower limit of integral value is Q0, then yet the flow minimum of also learning from else's experience in pretreated data sample is as lower limit of integral value.

Obtain integration corresponding to each curve thus always interval.If two periods contrast, the total interval of integration that respective speed-discharge relation curve is corresponding is respectively: [Q _a1, Q _b1] and [Q _a2, Q _b2].If contrast multiple period, then the total interval of each curvilinear integral in period is [Q _{a (i)}, Q _{b (i)}], wherein, i=1,2 ..., represent that the curvilinear integral of different times is always interval, the curvilinear integral namely contrasting i in period is interval.

Due to when quantitatively calculating, adopt and the mode of whole flow rate zone staging treating is calculated, if desired ensure that each by stages Duan Jun contrasts under equal flow, can after obtaining reasonable interval corresponding to each curve, select the less lower limit in each interval as the total interval lower limit of integration, select larger higher limit as the total interval upper limit of integration, the total interval of the integration by each curve is taken as same, and the segment that each curve can be made to divide like this is identical.But the total interval meeting of the integration of the part obtained like this and even each curve is slightly larger than between actual zone, there is certain error, because extended interval is distributed in the two ends (being mainly positioned at large discharge district) of curve, data volume is relatively little, the error existed is also very little, and process like this is also rational.For this reason, the total interval [Q of same integration _a, Q _b] really establish rules, be:

If A. Q _a1>=Q _a2, and have Q _a1≤ Q _a2, then getting the total interval of integration is: [Q _a2, Q _b2];

If B. Q _a1> Q _a2, and have Q _b1> Q _b2, then getting the total interval of integration is: [Q _a2, Q _b1];

If C. Q _a1< Q _a2, and have Q _b1< Q _b2, then getting the total interval of integration is: [Q _a1, Q _b2];

If D. Q _a1≤ Q _a2, and have Q _b1>=Q _b2, then getting the total interval of integration is: [Q _a1, Q _b1].

(2) by certain group apart from m (as with m=10pcu/ln/5min be group distance) by the interval [Q of previous step gained _{a (i)}, Q _{b (i)}] (or [Q _a, Q _b]) be divided into multiple minizone section n, obtain multiple integrating range section, and using the terminal in each interval as respective range of integration value.The range of integration of thus obtained each by stages is respectively:

1) if the total interval of each curvilinear integral is not get same interval, then point integrating range divided separately is as follows:

[Q _a(i),Q _a(i)+m]；

[Q _a(i)+m,Q _a(i)+2m]；

[Q _a(i)+2m,Q _a(i)+3m]；

……；

[Q _a(i)+(n-2)m,Q _a(i)+(n-1)m]；

[Q _a(i)+(n-1)m,Q _b(i)]。

Wherein, i=1,2 ..., represent the curve i of the corresponding different times in above-mentioned institute by stages, namely above-mentioned institute by stages is each point of integrating range section of contrast i in period curvilinear integral.

2) if same interval [Q is taken in the total interval of each curvilinear integral _a, Q _b], will not distinguish, then point integrating range divided is as follows:

[Q _a,Q _a+m]；

[Q _a+m,Q _a+2m]；

[Q _a+2m,Q _a+3m]；

……；

[Q _a+(n-2)m,Q _a+(n-1)m]；

[Q _a+(n-1)m,Q _b]。

Step 6: statistical study is carried out to the data sample of each curve, determine data volume in the section of respective each by stages or its account for the ratio p of total sample number _i(frequency), and with p _ias the weight of each segment integrated value.

The influence degree of different flow to the overall traffic circulation state in section is different, need reflect respective otherness.Although the data point in large discharge segment is little, but still reflect the actual traffic running status of road in some time, and the quality of road traffic running status entirety is also larger by impact during large discharge, need reasonable consideration, but directly should not carry out integration to whole large discharge by stages section.For this reason, each interval censored data amount is utilized to account for the weight of ratio as each segment integrated value of total sample number, to reflect the otherness of traffic circulation state under different flow.

Step 7: for the curve of section different times, implements integral operation to multiple segments of above-mentioned division respectively along curve, obtains the traffic circulation state table value indicative in each segment or the mutual relative characterization value of traffic circulation state.And define two indices to characterize: traffic circulation state difference characterization value Δ S, traffic circulation state relative different ratio Δ _o; When have selected multiple track comparative analysis, need distinguish track, the speed-discharge relation curve by Duan Ge track, contrast li in period carries out subsection integral process respectively.

(1) quantitative target is defined, and quantitative measuring method

A. traffic circulation state difference characterization value Δ S.Represent the traffic circulation state difference between different comparative analysis object, carry out quantitatively characterizing by the difference of respective characterization value, namely quantitatively measure formula is: Δ S=S ₂-S ₁;

B. traffic circulation state relative different ratio Δ _o.Represent the relative different of traffic circulation state between different comparative analysis object, carry out quantitatively characterizing by the difference of respective characterization value with the number percent of contrast characterization value in period, namely quantitatively measure formula is:

${\mathrm{\&Delta;}}_O=\frac{S_2-S_1}{S_1}\&times;100\%$

Each curve traffic circulation state table value indicative S1, S2 corresponding in certain flow interval and Δ S and Δ is calculated according to such as lower integral formula _o.

$S_1={\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_2={\&Integral;}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

$\mathrm{\&Delta;S}=S_2-S_1={\&Integral;}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-{\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

${\mathrm{\&Delta;}}_O=\frac{S_2-S_1}{S_1}\&times;100\%=\frac{{\&Integral;}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-{\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_2)\mathrm{dQ}}{{\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\&times;100\%$

If the range of integration that each Curves is corresponding is identical, namely establishes each integrating range to be [Qa, Qb], then have:

$\mathrm{\&Delta;S}=S_2-S_1={\&Integral;}_{Q_a}^{Q_b}[(A_2{Q}^2+B_{2}Q+C_2)-(A_1{Q}^2+B_{1}Q+C_1)]\mathrm{dQ}$

$\begin{array}{c}{\mathrm{\&Delta;}}_O=\frac{S_2-S_1}{S_1}\&times;100\%=\frac{{\&Integral;}_{Q_a}^{Q_b}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-{\&Integral;}_{Q_a}^{Q_b}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}{{\&Integral;}_{Q_a}^{Q_b}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\&times;100\%\\ =\frac{{\&Integral;}_{Q_a}^{Q_b}[(A_2{Q}^2+B_{2}Q+C_2)-(A_1{Q}^2+B_{1}Q+C_1)]\mathrm{dQ}}{{\&Integral;}_{Q_a}^{Q_b}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\&times;100\%\end{array}$

Namely above formula is speed under equal flow be averaged in whole flow rate zone relative to lifting values, characterizes the average relative otherness of traffic circulation state between the different times of section.

(2) quantitatively measuring and calculating is implemented to each segment

1) if the integration of each curve is total interval different, namely there is each by stages section not identical, then not directly ask for Δ S _iand Δ _oi, need the S first asking for each curve each by stages section _{1 (i)}and S _{2 (i)}.

$S_{1\left(i\right)}={\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_{2\left(i\right)}={\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

2) if the integration of each curve is total interval identical, namely there is each by stages section identical, then have:

$S_{1\left(i\right)}={\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}={\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_{2\left(i\right)}={\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}={\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

$\begin{array}{c}\mathrm{\&Delta;}{S}_i=S_{2\left(i\right)}-S_{1\left(i\right)}=p_{2\left(i\right)}*{\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-p_{1\left(i\right)}*{\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}\\ =p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}[(A_2{Q}^2+B_{2}Q+C_2)-\left(\frac{p_{1\left(i\right)}}{p_{2\left(i\right)}}\right)*(A_1{Q}^2+B_{1}Q+C_1)]\mathrm{dQ}\end{array}$

$\begin{array}{c}{\mathrm{\&Delta;}}_{\mathrm{Oi}}=\frac{S_{2\left(i\right)}-S_{1\left(i\right)}}{S_{1\left(i\right)}}\&times;100\%\\ =\frac{p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}{p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\&times;100\%\\ =(\frac{p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}}{p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}-1)\&times;100\%\\ =[\left(\frac{p_{2\left(i\right)}}{p_{1\left(i\right)}}\right)*\left(\frac{{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}}{{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\right)-1]\&times;100\%\end{array}$

Step 8: for the curve of section different times, utilizes respective p _ithe traffic circulation state of each segment is correlated with quantitatively characterizing value weighted calculation, obtains traffic circulation state correlation table value indicative corresponding to section to be assessed different times speed separately-discharge relation curve or the mutual relative characterization value of traffic circulation state (S1, S2, Δ S, Δ _o).Then quantitative test is implemented, and quantitative analysis result.When have selected multiple track comparative analysis, track need be distinguished, speed-discharge relation curve by Duan Ge track, contrast li in period is analyzed respectively, the integral status that the average that finally can provide each track quantitative result is further run to characterize road section traffic volume.Implementation step mainly comprises following components:

(1) p is utilized _ito the traffic circulation state table value indicative weighted calculation of each segment, to obtain the correlation table value indicative that traffic circulation state vs analyzes.

1) if the integration of each curve is total interval different, namely there is each by stages section not identical, owing to directly not asking for Δ S _iand Δ _oi, need the S utilizing each curve each by stages section _{1 (i)}and S _{2 (i)}ask for.

$\mathrm{\&Delta;S}=S_2-S_1=\underset{i=1}{\overset{n_2}{\mathrm{\&Sigma;}}}(p_{2\left(i\right)}*S_{2\left(i\right)})-\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})$

${\mathrm{\&Delta;}}_O=\frac{S_2-S_1}{S_1}=\frac{\underset{i=1}{\overset{n_2}{\mathrm{\&Sigma;}}}(p_{2\left(i\right)}*S_{2\left(i\right)})-\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})}{\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})}$

2) if the integration of each curve is total interval identical, namely there is each by stages section identical, then have:

$\mathrm{\&Delta;S}=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}\left(\mathrm{\&Delta;}{S}_i\right)$

${\mathrm{\&Delta;}}_O=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}\left({\mathrm{\&Delta;}}_{\mathrm{Oi}}\right)$

(2) according to Δ S or Δ _ocarry out differentiation and quantitative analysis result.

If A. Δ S > 0 or Δ _o> 0, then represent that section is better than period 1 in the traffic circulation state in period 2, and lifting values is Δ S or relatively promotes Δ _o;

If B. Δ S < 0 or Δ _o< 0, then represent that section is worse than period 1 in the traffic circulation state in period 2, and negative lifting values is Δ S or relatively promotes Δ _o;

If C. Δ S=0 or Δ _o=0, then represent that section is substantially suitable with period 1 in the traffic circulation state in period 2.Now, need to do qualitative discrimination further, if curve overlaps substantially completely, then illustrate that the traffic circulation state in two periods of contrast is substantially suitable; If curve not exclusively overlaps, and exist intersect and can not distinguish any bar curve be positioned at more top time, then judged by the gradual degree of curve, curve is milder, represent that increasing hourly velocity at flow reduces more slow, the traffic circulation in this period is more steady, and namely traffic circulation state relatively slightly well.

(3), if having selected the comparative analysis of multiple tracks, then complete the quantitative test in each track by above-mentioned steps after, each track quantitative analysis results Δ S or Δ can be asked for further _oaverage.

What finally illustrate is, above embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although by referring to the preferred embodiments of the present invention, invention has been described, but those of ordinary skill in the art is to be understood that, various change can be made to it in the form and details, and not depart from the spirit and scope that the present invention limits.

Claims (7)

1., based on the road traffic running status appraisal procedure of section speed, data on flows, it is characterized in that: comprise the following steps:

S1: obtain the vehicle checker data that section to be assessed respectively contrasts period, and be stored in tables of data by data standard, the data item in described tables of data comprises speed, the flow in each track;

S2: carry out data prediction to the vehicle checker data obtained, and process respectively each track data, is stored in tables of data by the data standard after process simultaneously; Described data prediction comprises two large divisions: vehicle checker vehicle flowrate is converted to standard vehicle vehicle flowrate, and rejecting abnormalities data;

S3: utilize the actual vehicle checker speed in the section after data prediction and data on flows, implement the matching of section to be assessed different times speed-discharge relation curve; The form of following quafric curve is adopted to carry out the actual speed-discharge relation in matching section:

V＝AQ ²+BQ+C

In formula: V represents speed; Q represents flow; A, B, C are regression coefficient;

S4: determine, to the analysis mode of road traffic running status assessment, if carry out qualitative analysis, then to provide the qualitative analysis according to the position relationship of curve and respective variation tendency thereof, and terminate road traffic running status evaluation process; If carry out quantitative test, go to step S5 and implement quantitative test;

S5: described quantitative test utilizes the speed-discharge relation curve obtained, and according to effective data area, determines the bound of integration; And be that multiple minizones section processes by the total interval division of whole flow integration, adopt integral operation to obtain quantitative analysis results.

2. the road traffic running status appraisal procedure based on section speed, data on flows according to claim 1, is characterized in that: the quantitative test concrete steps in described step S5 are as follows:

S51: determine that the integration in whole flow rate zone is always interval according to the design speed per hour in section and the detection perform of vehicle checker;

S52: by certain group apart from being multiple minizones sections by total for integration interval division, obtain multiple integrating range section, and using the terminal in each interval as respective range of integration value;

S53: carry out statistical study to the data sample of each curve, determines that in the section of respective each by stages, data volume accounts for the ratio p of total sample number _i, and with ratio p _ias the weight of each segment integrated value; Ratio p _icalculate as follows:

$p_i=\frac{n_i}{N_0};$

In formula, N ₀for certain contrast speed-flow curve total sample number in period of section; n _ifor the sample data amount in certain contrast curve in period each by stages section of section;

S54: for the curve of section different times, respectively integral operation is implemented along curve to multiple segments of above-mentioned division, obtain the traffic circulation state table value indicative in each segment or the mutual relative characterization value of traffic circulation state, define two indices as follows and characterize:

(1) traffic circulation state difference characterization value Δ S=S ₂-S ₁;

(2) traffic circulation state relative different ratio

Wherein, S ₁, S ₂represent the traffic circulation state table value indicative that each curve is corresponding in certain flow interval respectively; Adopt and carry out integration enforcement quantitatively measuring and calculating along curve to flow in certain flow interval, it is the following formula of measuring and calculating employing quantitatively:

$S_1={\&Integral;}_{Q_{a1}}^{Q_{b1}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ};$

$S_2={\&Integral;}_{Q_{a2}}^{Q_{b2}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ};$

In formula, Q _b1represent the upper limit of integral value of contrast period 1 in certain flow interval; Q _a1represent the lower limit of integral value of contrast period 1 in certain flow interval; A ₁represent the speed-discharge relation formula quadratic term coefficient in contrast period 1; B ₁represent the speed-discharge relation formula Monomial coefficient in contrast period 1; C ₁represent the speed-discharge relation formula constant term in contrast period 1; Q _b2represent the upper limit of integral value of contrast period 2 in certain flow interval; Q _a2represent the lower limit of integral value of contrast period 2 in certain flow interval; A ₂represent the speed-discharge relation formula quadratic term coefficient in contrast period 2; B ₂represent the speed-discharge relation formula Monomial coefficient in contrast period 2; C ₂represent the speed-discharge relation formula constant term in contrast period 2;

S55: to the curve of section different times, utilizes respective ratio p _ithe traffic circulation state of each segment is correlated with quantitatively characterizing value weighted calculation, obtains traffic circulation state correlation table value indicative corresponding to section to be assessed different times speed separately-discharge relation curve or the mutual relative characterization value of traffic circulation state (S1, S2, Δ S, Δ _o); Quantitative analysis result in the following manner:

(1) according to integration formula and ratio p _icalculate the traffic circulation state correlation table value indicative that each curve is corresponding, described traffic circulation state correlation table value indicative comprises the traffic circulation state table value indicative S of different times ₁, S ₂, traffic circulation state difference characterization value Δ S and traffic circulation state relative different ratio Δ _o; Traffic circulation state correlation table value indicative S ₁, S ₂, Δ S and Δ _ocalculate as follows:

1) if the integration of each curve is total interval different, namely there is each by stages section not identical, then not directly ask for Δ S _iand Δ _oi, the traffic circulation state difference characterization value namely in each by stages, relative different ratio, need the S first asking for each curve each by stages section _{1 (i)}and S _{2 (i)}, recycle the S of each curve each by stages section _{1 (i)}and S _{2 (i)}ask for Δ S and Δ _o;

$S_{1\left(i\right)}={\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_{2\left(i\right)}={\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

$\mathrm{\&Delta;S}=S_2-S_1=\underset{i=1}{\overset{n_2}{\mathrm{\&Sigma;}}}(p_{2\left(i\right)}*S_{2\left(i\right)})-\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})$

${\mathrm{\&Delta;}}_O=\frac{S_2-S_1}{S_1}=\frac{\underset{i=1}{\overset{n_2}{\mathrm{\&Sigma;}}}(p_{2\left(i\right)}*S_{2\left(i\right)})-\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})}{\underset{i=1}{\overset{n_1}{\mathrm{\&Sigma;}}}(p_{1\left(i\right)}*S_{1\left(i\right)})}$

In formula: Q _{b1 (i)}, Q _{a1 (i)}, p _{1 (i)}represent upper limit of integral value, lower limit of integral value, the sample data amount accounting of contrast curve in period 1 i-th by stages respectively; Q _{b2 (i)}, Q _{a2 (i)}, p _{2 (i)}represent upper limit of integral value, lower limit of integral value, the sample data amount accounting of contrast curve in period 2 i-th by stages respectively; S _{1 (i)}and S _{2 (i)}represent the traffic circulation state table value indicative of each contrast curve in period i-th by stages section respectively; n ₁represent the by stages hop count amount that the total interval of contrast curvilinear integral in period 1 comprises; n ₂represent the by stages hop count amount that the total interval of contrast curvilinear integral in period 2 comprises;

2) if the integration of each curve is total interval identical, namely there is each by stages section identical, then have:

$S_{1\left(i\right)}={\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}={\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}$

$S_{2\left(i\right)}={\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}={\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}$

$\begin{array}{c}{\mathrm{\&Delta;S}}_i=S_{2\left(i\right)}-S_{1\left(i\right)}=p_{2\left(i\right)}{\&Integral;}_{Q_{a2\left(i\right)}}^{Q_{b2\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-p_{1\left(i\right)}*{\&Integral;}_{Q_{a1\left(i\right)}}^{Q_{b1\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}\\ =p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}[(A_2{Q}^2+B_{2}Q+C_2)-\left(\frac{p_{1\left(i\right)}}{p_{2\left(i\right)}}\right)*(A_1{Q}^2+B_{1}Q+C_1)]\mathrm{dQ}\end{array}$

$\begin{array}{c}{\mathrm{\&Delta;}}_{\mathrm{Oi}}=\frac{S_{2\left(i\right)}-S_{1\left(i\right)}}{S_{1\left(i\right)}}\&times;100\%\\ =\frac{p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}-p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}{p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\&times;100\%\\ =(\frac{p_{2\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}}{p_{1\left(i\right)}*{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}-1)\&times;100\%\\ [\left(\frac{p_{2\left(i\right)}}{p_{1\left(i\right)}}\right)*\left(\frac{{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_2{Q}^2+B_{2}Q+C_2)\mathrm{dQ}}{{\&Integral;}_{Q_{a\left(i\right)}}^{Q_{b\left(i\right)}}(A_1{Q}^2+B_{1}Q+C_1)\mathrm{dQ}}\right)-1]\&times;100\%\end{array}$

$\mathrm{\&Delta;S}=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}\left(\mathrm{\&Delta;}{S}_i\right)$

${\mathrm{\&Delta;}}_O=\underset{i=1}{\overset{n}{\mathrm{\&Sigma;}}}\left({\mathrm{\&Delta;}}_{\mathrm{Oi}}\right)$

In formula, Δ S _irepresent the traffic circulation state difference characterization value in each by stages; Δ _oirepresent the traffic circulation state relative different ratio in each by stages; N represents the by stages hop count amount that the total interval of the integration of each curve comprises, and now the by stages hop count of each curve is identical; Other meaning of parameters are similar above-mentioned;

(2) according to Δ S or Δ _owith the relation of " 0 ", differentiate the quality relatively of section different times traffic circulation state, and quantitative analysis result (Δ S or Δ _o); Method of discrimination is as follows:

If A. Δ S > 0 or Δ _o> 0, then represent that section is better than period 1 in the traffic circulation state in period 2, and lifting values is Δ S or relatively promotes Δ _o;

If B. Δ S < 0 or Δ _o< 0, then represent that section is worse than period 1 in the traffic circulation state in period 2, and negative lifting values is Δ S or relatively promotes Δ _o;

If C. Δ S=0 or Δ _o=0, then represent that section is substantially suitable with period 1 in the traffic circulation state in period 2; Now, need to do qualitative discrimination further, if curve overlaps substantially completely, then illustrate that the traffic circulation state in two periods of contrast is substantially suitable; If curve not exclusively overlaps, and exist intersect and can not distinguish any bar curve be positioned at more top time, then judged by the gradual degree of curve, curve is milder, represent that increasing hourly velocity at flow reduces more slow, the traffic circulation in this period is more steady, and namely traffic circulation state relatively slightly well;

(3), if having selected the comparative analysis of multiple tracks, then complete the quantitative test in each track by above-mentioned steps after, each track quantitative analysis results Δ S or Δ is asked for _oaverage.

3. the road traffic running status appraisal procedure based on section speed, data on flows according to claim 1, is characterized in that: the vehicle checker vehicle flowrate in described step S2 is converted to standard vehicle vehicle flowrate to carry out as follows:

$Q=\underset{i=1}{\overset{m}{\mathrm{\&Sigma;}}}(w_i\&CenterDot;q_i)$

In formula, Q is the standard vehicle vehicle flowrate after converting; q _iit is the flow value of i-th kind of vehicle; w _iit is the reduction coefficient of i-th kind of vehicle; M is vehicle quantity.

4. the road traffic running status appraisal procedure based on section speed, data on flows according to claim 1, is characterized in that: the rejecting abnormalities data in described step S2 are carried out as follows:

S21: the data rejecting apparent error according to the actual validity of speed, flow in the following manner, specific as follows:

The data of following a few class situation are rejected:

Rejecting speed is greater than 0, but the data that flow equals 0;

Rejecting speed equals 0, but the data that flow is greater than 0;

S22: utilize the average of vehicle checker speed data and standard deviation to do the rejecting process of abnormal data, specific rules is as follows:

1) if existed be then valid data, will not reject;

2) if existed or then judge v _ithese corresponding data are abnormal data, should reject; Wherein, 3 σ are screening criteria, represent the speed normal distribution three times of mean square deviations in the section vehicle checker data obtaining actual measurement; for the vehicle checker speed data average in the period to be analyzed, standard deviation is σ _v, actual vehicle checker velocity amplitude is v _i.

5. the road traffic running status appraisal procedure based on section speed, data on flows according to claim 1, is characterized in that: the total interval of the integration in described step S51 is determined according to the following steps:

S511: determine the total interval upper limit of integration, respectively statistical study is carried out to the sample data for each curve of matching, obtains flow maximum, as the higher limit of whole flow rate zone;

S512: determine the total interval lower limit of integration, specific as follows:

Note section Maximum speed limit is V0, and speed is the longitudinal axis, from the Maximum speed limit V0 on the longitudinal axis, makes straight line V=V0; Utilize Maximum speed limit to assist and determine lower limit of integral;

When straight line V=V0 and to be analyzed two curves are when low flow volume region is all crossing, then the total interval lower limit of integration is Maximum speed limit V0;

When straight line V=V0 is above to be analyzed two curves, then lower limit of integral value sets in the following manner: obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When straight line V=V0 is all crossing with two curves, if the joining on curve is in low discharge place, then get flow value corresponding to respective intersection point as lower limit of integral value; If set lower limit is owed rationally, then obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When straight line V=V0 low flow volume region only with a certain bar curve intersection, then get the average of this flow value and Q0 as lower limit of integral value;

When straight line V=V0 is when low flow volume region is positioned at below two curves or all do not intersect, then obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding;

When the lower limit of integral value place determined as stated above does not have actual data point, then judge whether this lower limit of integral value is greater than Q0, if judged result is " being greater than ", then the flow minimum of learning from else's experience in pretreated data sample is as lower limit of integral value;

Otherwise obtain and to set in vehicle checker detection perform requirement unit detection time wagon flow value as Q0, make straight line Q=Q0; Respectively with two curve intersection points, as the lower limit of integral that each curve is corresponding; If lower limit of integral value does not have actual data point when being Q0 yet, then the flow minimum of learning from else's experience in pretreated data sample is as lower limit of integral value.

6. the road traffic running status appraisal procedure based on section speed, data on flows according to claim 5, it is characterized in that: describedly integration corresponding to speed separately-discharge relation curve in different periods total interval employing, the mode of whole flow rate zone staging treating to be calculated, specific as follows:

1) ensure that if do not need each by stages Duan Jun contrasts under equal flow, then respectively contrast the total interval different of curvilinear integral in period, the integration asking for each curve according to method described in claim 5 is always interval;

[Q _a(i),Q _b(i)]；

Wherein, i=1,2..., represent that the curvilinear integral of different times is always interval, and the curvilinear integral namely contrasting i in period is interval;

2) if desired ensure that each by stages Duan Jun contrasts under equal flow, namely respectively contrast period curvilinear integral to get same integration always interval; Obtain the interval that each curve is corresponding, select the less lower limit in each interval as the total interval lower limit of integration, select larger higher limit as the total interval upper limit of integration, total for the integration of each curve interval is taken as same integration always interval, the total interval [Q of described same integration _a, Q _b] really establish rules, be:

If A. Q _a1>=Q _a2, and have Q _a1≤ Q _a2, then getting the total interval of integration is: [Q _a2, Q _b2];

If B. Q _a1> Q _a2, and have Q _b1> Q _b2, then getting the total interval of integration is: [Q _a2, Q _b1];

If C. Q _a1< Q _a2, and have Q _b1< Q _b2, then getting the total interval of integration is: [Q _a1, Q _b2];

If D. Q _a1≤ Q _a2, and have Q _b1>=Q _b2, then getting the total interval of integration is: [Q _a1, Q _b1].

7. the road traffic running status appraisal procedure based on section speed, data on flows according to claim 6, is characterized in that: the total interval [Q of described integration _{a (i)}, Q _{b (i)}] (or [Q _a, Q _b]) carry out the bound determining by stages according to the following steps:

By certain group distance m by total for each curvilinear integral interval [Q _{a (i)}, Q _{b (i)}] (or the total interval [Q of same integration _a, Q _b]) being divided into n little by stages section, each little by stages section is using the terminal in each interval as respective range of integration value, specific as follows:

1) if the total interval of each curvilinear integral is not get same interval, then point integrating range divided separately is as follows:

[Q _a(i),Q _a(i)+m]；

[Q _a(i)+m,Q _a(i)+2m]；

[Q _a(i)+2m,Q _a(i)+3m]；

……；

[Q _a(i)+(n-2)m,Q _a(i)+(n-1)m]；

[Q _a(i)+(n-1)m,Q _b(i)]；

Wherein, i=1,2..., represent the curve i of the corresponding different times in above-mentioned institute by stages, namely above-mentioned institute by stages is each point of integrating range section of contrast i in period curvilinear integral;

2) if same interval [Q is taken in the total interval of each curvilinear integral _a, Q _b], then point integrating range divided is as follows:

[Q _a,Q _a+m]；

[Q _a+m,Q _a+2m]；

[Q _a+2m,Q _a+3m]；

……；

[Q _a+(n-2)m,Q _a+(n-1)m]；

[Q _a+(n-1)m,Q _b]。