Traffic prediction method for signalized intersection considering intersection channelization and multi-factor correction

Abstract

The application relates to a signal intersection passing prediction method considering intersection channelization and multi-factor correction, and is characterized in that the method comprises the following steps: step S1: calculating the number of each entrance lane of a peripheral intersection and the inflow; step S2: based on the number of each entrance lane of the peripheral intersection and the inflow, a coefficient correction model is constructed; step S3: a signal intersection passing capacity model considering road geometric conditions is constructed, the model is corrected based on the coefficient correction model, and the signal intersection passing capacity prediction is realized based on the corrected signal intersection passing capacity model. The application effectively improves the signal intersection passing capacity prediction precision and has high reliability.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of traffic signal control, in particular to a signal intersection traffic prediction method considering intersection channelization and multi-factor correction. BACKGROUND

[0002] Traffic capacity refers to the maximum number of vehicles that can pass through a certain section of a road or a certain cross-section of a crossroad in a unit of time under certain road traffic conditions. Under the condition that other conditions remain unchanged, the longer the cycle, the greater the traffic capacity of the intersection or the road section. Road traffic capacity is an important basis for engineering construction design, engineering feasibility study, road network planning, post-construction evaluation, traffic organization, traffic signal management, etc. There are many factors affecting road traffic capacity, and each factor is related and influenced by each other. The traditional methods for calculating traffic capacity include conflict point method, stop line method, etc.

[0003] The traditional intersection traffic capacity does not consider the comprehensive influence of the number of lanes of each approach of the peripheral intersection, the inflow, the geometric characteristics of the intersection, the traffic flow correlation coefficient reduction, etc. Moreover, these methods have poor applicability for the analysis of the approach saturation flow rate and the calculation of the traffic capacity in the current urban roads in China, so the calculated traffic volume often deviates greatly from the actual traffic volume. SUMMARY

[0004] Therefore, the purpose of the present application is to provide a signal intersection traffic prediction method considering intersection channelization and multi-factor correction, which effectively improves the prediction accuracy of the signal intersection traffic capacity and has high reliability.

[0005] To achieve the above purpose, the present application adopts the following technical solutions:

[0006] A signal intersection traffic prediction method considering intersection channelization and multi-factor correction, characterized in that it comprises the following steps:

[0007] Step S1: calculating the number of lanes of each approach of the peripheral intersection and the inflow;

[0008] Step S2: constructing a coefficient correction model based on the number of lanes of each approach of the peripheral intersection and the inflow;

[0009] Step S3: constructing a signal intersection traffic capacity model considering the road geometric conditions, correcting based on the coefficient correction model, and realizing the prediction of the signal intersection traffic capacity based on the corrected signal intersection traffic capacity model.

[0010] Further, the step S1 is specifically:

[0011] calculating the number of lanes of each approach of the peripheral intersection

[0012]

[0013]

[0014]

[0015] In the formula: n widen(i,j) is the number of lanes of the i-th intersection j-th entrance lane widening section; n widen(i,j,k) is the number of lanes of the i-th intersection j-th entrance lane k-th turning widening section; n sl is the number of straight left lanes; n sr is the number of straight right lanes; n slr is the number of straight left and right lanes; n s+l is the sum of straight and left turning lanes; n s+r is the sum of straight and right turning lanes;

[0016] The number of lanes of the entrance lane is the number of lanes of the widening section, which is accumulated by the number of lanes n widen(i,j,k) of each turning of the entrance lane, and then subtracts the number of common lanes: the accumulated number of straight and left turning lanes minus the number of straight left common lanes n sl , and the accumulated number of straight and right turning lanes minus the number of straight right common lanes n sr ;

[0017] 2) Calculate the inflow of each entrance lane of the periphery

[0018] ① Inflow of the east entrance lane

[0019]

[0020] In the formula:

[0021] Q i,j is the inflow of the i-th intersection j-th entrance lane, veh; Q i 1 ,j,k is the current period inflow of the i-th intersection j-th entrance lane k-th turning, veh; Q s+l is the total inflow of straight and left turning, veh; Q s+r is the total inflow of straight and right turning, veh;

[0022] ② Inflow of the south and north entrance lanes

[0023]

[0024] In the formula: is the inflow of the i-th intersection j-th entrance lane k-th turning in the last period, veh.

[0025] Further, the coefficient correction model comprises a correction model of the number of lanes and a correction model of the traffic flow reduction coefficient.

[0026] Further, the correction model of the number of lanes specifically comprises:

[0027] ① Corrected number of lanes of each turning in the normal section

[0028] If the inlet lane flow is less than the maximum traffic volume of the inlet lane without overflow when the vehicle is full in each cycle, the corrected number of lanes in the normal section is equal to the number of lanes in the normal section; otherwise, the corrected number of lanes of each turning in the normal section is equal to the product of the number of lanes in the normal section and the flow ratio of each turning, as shown in the following formula:

[0029] In the formula, n′ normal(i,j,k) is the corrected number of lanes in the normal section of the jth inlet lane of the ith intersection for the kth turning; n normal(i,j,k) is the number of lanes in the normal section of the jth inlet lane of the ith intersection for the kth turning; Q max(i,j) is the maximum traffic volume of the jth inlet lane of the ith intersection without overflow when the vehicle is full in each cycle, veh; Veh max is the maximum number of queued vehicles per cycle of the inlet lane, veh; Co max is the product of the maximum flow correction reduction coefficient; L widen(i,j,k) is the length of the widened section of the kth turning of the jth inlet lane of the ith intersection, m; L normol(i,j,k) is the length of the normal section of the kth turning of the jth inlet lane of the ith intersection, m; d i,j,k is the vehicle spacing of the kth turning of the jth inlet lane of the ith intersection, m;

[0030] ② Corrected number of lanes of each turning in the widened section

[0031] A. When there is no straight left, straight right, and straight left-right shared lane, the corrected number of lanes of each turning in the widened section is still the initial actual number of lanes, i.e. n sl , n sr , n slr satisfy:

[0032]

[0033] There are: n′ widen(i,j,k) = n widen(i,j,k)

[0034] In the formula, n′ widen(i,j,k) is the corrected number of lanes in the widened section of the kth turning of the jth inlet lane of the ith intersection; n widen(i,j,k) is the number of lanes in the widened section of the kth turning of the jth inlet lane of the ith intersection;

[0035] B. When there are straight right and straight left lanes, the number of turning correction lanes is calculated as the ratio of the turning flow to the flow of the entrance lane, and the comparison with the maximum lane number and the minimum lane number, that is, n sl , n sr Satisfies:

[0036]

[0037] First, calculate the number of lanes in the widening section corresponding to the proportion of left and right turning flows:

[0038] Among them, for the east entrance:

[0039]

[0040] In the formula: n′ i,j,1 is the temporary variable of the left turning lane number; n′ i,j,2 is the temporary variable of the right turning lane number

[0041] For the south and north entrance:

[0042]

[0043] Then compare with the minimum and maximum lane numbers of each turning to calculate the corrected number of lanes in the widening section for left and right turning; the number of straight lanes is the total number of lanes minus the number of left and right turning lanes

[0044]

[0045]

[0046] n′ widen(i,j,0) = n widen(i,j) -n′ widen(i,j,1) -n′ widen(i,j,2)

[0047] In the formula: n′ widen(i,j,1) is the corrected number of lanes in the widening section for left turning at the ith intersection and the jth entrance; n′ widen(i,j,2) is the corrected number of lanes in the widening section for right turning at the ith intersection and the jth entrance; n′ widen(i,j,0) is the corrected number of lanes in the widening section for straight turning at the ith intersection and the jth entrance.

[0048] Among them, the minimum lane number is equal to the number of dedicated lanes for turning, which is calculated as the number of turning lanes minus the number of shared lanes, and the maximum lane number is the cumulative number of dedicated lanes for turning and shared lanes.

[0049] When the temporary variable of the number of turning lanes is less than the minimum number of lanes, the corrected number of lanes of the widening section is equal to the minimum number of lanes; when the temporary variable of the number of turning lanes is between the minimum number of lanes and the maximum number of lanes, the corrected number of lanes of the widening section is equal to the number of lanes corresponding to the temporary variable of the number of lanes; and when the temporary variable of the number of turning lanes is greater than the maximum number of lanes, the corrected number of lanes of the widening section is equal to the maximum number of lanes.

[0050] C. When there is a straight left lane, only the number of lanes corresponding to the left-turn flow ratio needs to be compared with the maximum number of lanes and the minimum number of lanes, i.e., n sl , n sr satisfy:

[0051]

[0052] For the east approach, the number of lanes of the widening section corresponding to the left-turn flow ratio is:

[0053]

[0054] For the south and north approaches, the number of lanes of the widening section corresponding to the left-turn flow ratio is:

[0055]

[0056] The corrected number of lanes of each turning lane of the widening section is:

[0057]

[0058] D. When there is only a straight right lane, only the number of lanes corresponding to the right-turn flow ratio needs to be compared with the maximum number of lanes and the minimum number of lanes, i.e., n sl , n sr satisfy:

[0059]

[0060] For the east approach, the number of lanes of the widening section corresponding to the right-turn flow ratio is:

[0061]

[0062] For the south and north approaches, the number of lanes of the widening section corresponding to the right-turn flow ratio is:

[0063]

[0064] The corrected number of lanes of each turning lane of the widening section is:

[0065]

[0066] Further, the correction model of the traffic flow reduction coefficient is as follows:

[0067] ①Matching coefficient of lane number of widening section and lane number of normal section of next intersection

[0068]

[0069] In the formula: Matching coefficient of lane number of widening section and lane number of normal section of next intersection; c is process parameter; n widen(i) Lane number of widening section of ith intersection; n normal(i+1) Lane number of normal section of i+1th intersection;

[0070] ②Matching coefficient of turning flow and turning lane number

[0071] A. For all peripheral merging entrance lanes, the merging flow of entrance lane is the sum of turning merging flows, and the turning flow ratio is the ratio of the turning flow to the total flow of entrance lane;

[0072] a. Calculate the sum of flows of each entrance lane of each intersection

[0073]

[0074] When the entrance lane is east entrance lane, i.e. j=0, the sum of flows of each entrance lane of each intersection is the sum of turning current period merging flows of each entrance lane of each intersection; when the entrance lane is south entrance lane j=2 and north entrance lane j=3, the sum of flows of each entrance lane of each intersection is the sum of turning last period merging flows of each entrance lane of each intersection.

[0075] b. Calculate the turning flow ratio of each entrance lane of each intersection

[0076]

[0077] In the formula: r Q(i,j,k) Turning flow ratio of jth entrance lane of ith intersection;

[0078] The turning flow ratio of each entrance lane of each intersection is the ratio of the merging flow of each turning in one period to the sum of flows of each entrance lane of each intersection;

[0079] c. Calculate the sum of lane numbers of widening section of each entrance lane of each intersection

[0080] n widen(i,j) =∑n widen(i,j,k)

[0081] d. Calculate the turning lane number ratio of each entrance lane of each intersection

[0082]

[0083] In the formula: rL(i,j,k) The number ratio of the kth turning lane of the jth entrance of the ith intersection;

[0084] The number ratio of each turning lane of each entrance of each intersection is the ratio of the number of each turning lane of each entrance of each intersection to the total number of each turning lane of each entrance of each intersection;

[0085] e. Calculate the turning flow and turning lane number ratio

[0086]

[0087] In the formula, r i,j,k The ratio of the kth turning flow ratio and the turning lane number ratio of the jth entrance of the ith intersection;

[0088] When the turning flow ratio is greater than the turning lane number ratio, the ratio of the two is Conversely, when the turning flow ratio is less than the turning lane number ratio, the ratio of the two is

[0089] f. Calculate the turning flow and turning lane number matching coefficient

[0090]

[0091] In the formula, ε is the turning flow and turning lane number matching coefficient;

[0092] Each entrance includes straight, left turn and right turn, and the turning flow and turning lane number matching coefficient is one third of the turning flow and turning lane number ratio;

[0093] B. For internal intersections, the turning inflow of each intersection is the product of the turning inflow of the previous intersection and the turning ratio, wherein the ratio of straight and right turn flows in the turning inflow of each intersection needs to satisfy the formula:

[0094] f s +f r <1

[0095] In the formula, f s is the proportion of straight flow in the inflow; f r is the proportion of right turn flow in the inflow;

[0096] a. Calculate the left turn inflow, i.e. the left turn inflow of the south entrance of the previous intersection:

[0097]

[0098] In the formula, Q l-s is the flow of the remaining straight in the left turn inflow, veh; Q i-1,2,1Q s(i-1,2,1) Q l-r Q r(i-1,2,1) Q l-l Q l Q

[0099] The straight, left turn, and right turn flow of each turning flow is equal to the product of the turning flow and the proportion of the remaining turning flow thereof, and the sum of the proportions of each turning flow should be no more than 1.

[0100] b. Calculate the right turn flow, i.e. the right turn flow of the north approach of the previous intersection, and the straight, left turn, and right turn flow thereof, as follows:

[0101]

[0102] Q r-s Q i-1,3,2 Q s(i-1,3,2) Q r-r Q r(i-1,3,2) Q r-l Q r Q

[0103] c. Calculate the straight, left turn, and right turn flow of the straight flow

[0104]

[0105] Q s-s Q i-1,0,0 Q s-r Q s(i-1,0,0) Q s-l Q r(i-1,0,0)is the proportion of the right-turn traffic in the straight-through traffic of the eastbound approach of the i-1th intersection; Q s is the total straight-through traffic, veh

[0106] d. Calculate the proportion of each turning traffic r Q(i,j,k) ;

[0107] e. Calculate the total number of lanes n widen(i,j) ;

[0108] f. Calculate the proportion of each turning lane r L(i,j,k) ;

[0109] g. Calculate the proportion of each turning traffic and turning lane r i,j,k ;

[0110] h. Calculate the matching coefficient of turning traffic and turning lane ε;

[0111] ③Calculate the traffic flow diversion reduction coefficient

[0112] A. For peripheral incoming approach, the reduction coefficient calculation brought by traffic flow diversion is as follows:

[0113]

[0114] B. For internal incoming approach, the reduction coefficient calculation brought by traffic flow diversion is as follows:

[0115]

[0116] In the formula: μ is the traffic flow diversion reduction coefficient; d1, d2, d3 are process parameters; r Q is the traffic ratio;

[0117] ④Calculate the incoming approach length reduction coefficient

[0118] Process parameters;

[0119] In the formula: α is the incoming approach length reduction coefficient; a1, a2 are process parameters; L is the incoming approach length;

[0120] ⑤Calculate the reduction coefficient product

[0121]

[0122] In the formula: co is the reduction coefficient product; β is the large vehicle reduction coefficient; χ is the reduction coefficient caused by the yielding area and the deceleration area; δ is the reduction coefficient of the pedestrian clearance condition.

[0123] 1.The signalized intersection traffic prediction method considering intersection channelization and multi-factor correction according to claim 4, wherein the signalized intersection traffic capacity model considering road geometric conditions is as follows:

[0124] The single-lane input flow cannot be greater than the traffic capacity, and cannot cause queue overflow:

[0125]

[0126] In the formula: Q in is the input flow of the inlet lane, veh / h; Cap is the lane traffic capacity, veh / h; n widen is the number of lanes in the widening section; n normal is the number of lanes in the normal section;

[0127] The lane distribution has two cases: the number of lanes in the widening section is less than the number of lanes in the normal section, and the number of lanes in the widening section is greater than or equal to the number of lanes in the normal section. For the case where the number of lanes in the widening section is greater than or equal to the number of lanes in the normal section, there are three cases: the input flow is less than the flow when the widening section is full, the input flow is between the flow when the widening section is full and the flow when the widening section and the normal section are full, and the input flow exceeds the flow when the widening section and the normal section are full. For these cases, the following detailed analysis and calculation are made:

[0128] 1) When the number of lanes in the widening section n widen is less than or equal to the number of lanes in the normal section n normal , the output flow Q out is the input flow Q in , and the flow allowed to pass through the green light time Q g is compared.

[0129]

[0130] In the formula: Q out is the output flow, equal to the theoretical traffic capacity, veh / h; Q g is the flow allowed to pass through the green light time, veh / h;

[0131] If the input flow is less than or equal to the traffic volume allowed to pass through the green light time, at this time, the output flow is equal to the input flow; otherwise, the output flow is equal to the traffic volume allowed to pass through the green light time.

[0132] 2) When the number of lanes in the widening section n widen is greater than the number of lanes in the normal section n normal , the input flow state has three cases:

[0133] ① When the input flow is less than the flow when the widening section is full, i.e., Q in < Qcw

[0134] There are:

[0135]

[0136] Q = Qs + Qn cw Qs = Qs x g veh / h; g e gs = gs x g clean g = g x g x g = g x g

[0137] If gs ≤ g, then Q = Qs x g; if gs > g, then Q = Qs x g + Qn x g - Qs x g

[0138] When Qs ≤ Q ≤ Qs + Qn, i.e.: cw Qs ≤ Q ≤ Qs + Qn in Qs ≤ Q ≤ Qs + Qn c(w+n)

[0139] There are:

[0140] Q = Qs + Qn c(w+n) Qs + Qn = Qs x g + Qn x g cw gs = gs x g c(w+n) g = g x g

[0141] A. When the effective green time is less than or equal to the green time required to empty the widened section at the saturated flow rate, the output flow is calculated as the flow emptied at the effective green time with the vehicles at the minimum headway, and then converted into hourly flow; B. When the effective green time is between the green time required to empty the widened section at the saturated flow rate and the green time required to empty the widened section at the saturated flow rate and the accumulated vehicles in the normal section at the saturated flow rate, the output flow is the sum of two parts, one is the flow emptied at the saturated flow rate according to the number of lanes in the widened section, and the other is the flow emptied at the saturated flow rate according to the number of lanes in the normal section; C. When the effective green time is greater than the green time required to empty the widened section at the saturated flow rate and the accumulated vehicles in the normal section at the saturated flow rate, the output flow is the sum of three parts, one is the flow emptied at the saturated flow rate according to the number of lanes in the widened section, the second is the flow emptied at the saturated flow rate according to the number of lanes in the normal section, and the third is the flow emptied at the input flow rate according to the number of lanes in the normal section;

[0142] When the input flow is greater than the flow when the widened section and the normal section are full, first compare the effective green time of the phase with the green time required to empty at the saturated flow rate under different input flow full states, and then calculate the flow that can be output under each state respectively:

[0143] Q in ≥Q c(w+n)

[0144] A. When the effective green time of the phase satisfies: g e ≤g cw

[0145]

[0146] The output flow is the flow that can be emptied at the effective green time and at the minimum headway, and then converted into hourly flow;

[0147] B. When the effective green time of the phase satisfies: g cw <g e ≤g c(w+n)

[0148]

[0149] If the output flow is less than the flow when the widened section and the normal section are full, the output flow is the sum of two parts, one is the flow emptied at the saturated flow rate according to the number of lanes in the widened section, and the other is the flow emptied at the saturated flow rate according to the number of lanes in the normal section; otherwise, the output flow is the flow when the widened section and the normal section are full.

[0150] C. When the effective green time of the phase satisfies: g e >g c(w+n)

[0151]

[0152] If the output flow is less than the flow when the widening section and the normal section are full, the output flow is the sum of three parts, one is the flow emptied by the saturation flow rate of the number of lanes of the widening section, two is the flow emptied by the saturation flow rate of the number of lanes of the normal section, and three is the flow emptied by the input flow rate of the number of lanes of the normal section; otherwise, the output flow is the flow when the widening section and the normal section are full.

[0153] Further, the corrected traffic flow model is as follows:

[0154] The traffic capacity after the coefficient correction is the product of the theoretical traffic capacity and the reduction coefficient, and the import traffic is the result of comparison between the output flow and the corrected traffic capacity:

[0155] Cap'=Cap*co

[0156]

[0157] If the output flow is less than the corrected theoretical traffic capacity, the traffic flow is equal to the output flow; if the output flow is greater than or equal to the corrected theoretical traffic capacity, the traffic flow is equal to the corrected predicted traffic capacity.

[0158] Compared with the prior art, the present application has the following beneficial effects:

[0159] The present application considers the number of lanes of each import of the peripheral intersection and the import flow, calculates the correction model of the number of lanes, the correction model of the traffic flow reduction coefficient, and the signal intersection traffic capacity model of the road geometric condition. When the traffic capacity is analyzed, the theoretical traffic capacity is first calculated according to the lane distribution, and the number of lanes of the widening section and the normal section and the import flow coefficient of each turning are corrected in combination with the given traffic flow, road geometric information, traffic flow characteristics and other factors. Finally, the traffic flow is equal to the corrected theoretical traffic capacity, which effectively improves the prediction accuracy and reliability. BRIEF DESCRIPTION OF DRAWINGS

[0160] Figure 1 is a method flowchart of the present application;

[0161] Figure 2 is a schematic diagram of import flow of each import in an embodiment of the present application;

[0162] Figure 3 is a schematic diagram of the number of lanes of the widening section being less than the number of lanes of the normal section in an embodiment of the present application;

[0163] Figure 4 is a schematic diagram of the number of lanes of the widening section being greater than the number of lanes of the normal section in an embodiment of the present application;

[0164] Figure 5is a flow diagram when the input flow is less than the flow of the widening section in an embodiment of the application;

[0165] Figure 6 is the flow when the input flow is less than the flow of the widening section and the normal section in an embodiment of the application;

[0166] Figure 7 is the flow when the input flow is greater than the flow of the widening section and the normal section in an embodiment of the application. DETAILED DESCRIPTION

[0167] The application will be further described below in conjunction with the drawings and embodiments.

[0168] Please refer to Figure 1 The application provides a signal intersection passing prediction method considering intersection channelization and multi-factor correction, characterized in that it comprises the following steps:

[0169] Step S1: calculating the number of lanes of each approach of the peripheral intersection and the inflow;

[0170] Step S2: constructing a coefficient correction model based on the number of lanes of each approach of the peripheral intersection and the inflow;

[0171] Step S3: constructing a signal intersection passing capacity model considering road geometric conditions, correcting based on the coefficient correction model, and realizing signal intersection passing capacity prediction based on the corrected signal intersection passing capacity model.

[0172] In this embodiment, step S1 is specifically as follows:

[0173] 1) calculating the number of lanes of each approach of the peripheral intersection

[0174]

[0175]

[0176]

[0177] In the formula, n widen(i,j) is the number of lanes of the widening section of the jth approach of the ith intersection; n widen(i,j,k) is the number of lanes of the kth turning widening section of the jth approach of the ith intersection; n sl is the number of straight left lanes; n sr is the number of straight right lanes; n slr is the number of straight left and right lanes; n s+l is the sum of straight left and right lanes; n s+r is the sum of straight left and right lanes;

[0178] The number of lanes of the entrance is the number of lanes of the widening section, and the number of lanes of each turning of the entrance is accumulated first widen(i,j,k) , and the common lanes are subtracted respectively: the accumulated number of lanes of straight and left turns is subtracted by the number of straight-left common lanes n sl , and the accumulated number of lanes of straight and right turns is subtracted by the number of straight-right common lanes n sr .

[0179] 2) Calculate the inflow of each entrance of the periphery

[0180] ① Inflow of the east entrance

[0181]

[0182] In the formula:

[0183] Q i,j is the inflow of the jth entrance of the ith intersection, veh; is the inflow of the kth turning of the jth entrance of the ith intersection in the current period, veh; Q s+l is the total inflow of straight and left turns, veh; Q s+r is the total inflow of straight and right turns, veh;

[0184] ② Inflow of the south and north entrances

[0185]

[0186] In the formula: is the inflow of the kth turning of the jth entrance of the ith intersection in the last period, veh.

[0187] The east straight phase is the priority phase, at this time the inflow of the east entrance of the intersection per period is the inflow of the left and right turns in the last period and the inflow of the straight turns in the current period, see Figure 2 . Therefore, for the east entrance, the inflow is the sum of the inflows of the straight, left and right turns in the current period , and the inflow of the south and north entrances is the sum of the inflows of the straight, left and right turns in the last period (or ).

[0188] In this embodiment, the coefficient correction model is as follows:

[0189] 1) Correction model of the number of lanes

[0190] ① Correction number of lanes of each turning of the normal section

[0191] If the approach lane flow is less than the maximum traffic volume of the approach lane without overflow when the approach lane is full of vehicles in each cycle, the normal segment modified lane number is equal to the normal segment lane number; otherwise, the normal segment modified lane number of each turning is equal to the product of the normal segment lane number and the flow ratio of each turning, as shown in equation (3-12):

[0192]

[0193] wherein n′ij k is the modified normal segment lane number of the kth turning of the jth approach lane of the ith intersection; nij k is the normal segment lane number of the kth turning of the jth approach lane of the ith intersection; Qij k is the flow of the kth turning of the jth approach lane of the ith intersection, veh; Veh is the maximum number of vehicles in each cycle of the jth approach lane of the ith intersection, veh; Co is the maximum flow correction reduction coefficient product; Lij k is the length of the kth turning of the jth approach lane of the ith intersection, m; Lij is the length of the normal segment of the jth approach lane of the ith intersection, m; d is the vehicle spacing of the kth turning of the jth approach lane of the ith intersection, m; and L is the length of the normal segment of the jth approach lane of the ith intersection, m. normal(i,j,k) normal(i,j,k) max(i,j) max max widen(i,j,k) normol(i,j,k) i,j,k

[0194] ②Modified lane number of each turning of the widened segment

[0195] A. When there is no straight left, straight right, and straight left-right shared lane, the modified widened segment lane number of each turning is still the initial actual lane number, i.e., n′ij k = nij k. sl sr slr

[0196]

[0197] wherein n′ij k is the modified normal segment lane number of the kth turning of the jth approach lane of the ith intersection; nij k is the normal segment lane number of the kth turning of the jth approach lane of the ith intersection; Qij k is the flow of the kth turning of the jth approach lane of the ith intersection, veh; Veh is the maximum number of vehicles in each cycle of the jth approach lane of the ith intersection, veh; Co is the maximum flow correction reduction coefficient product; Lij k is the length of the kth turning of the jth approach lane of the ith intersection, m; Lij is the length of the normal segment of the jth approach lane of the ith intersection, m; d is the vehicle spacing of the kth turning of the jth approach lane of the ith intersection, m; and L is the length of the normal segment of the jth approach lane of the ith intersection, m. widen(i,j,k) widen(i,j,k)

[0198] wherein n′ij k is the modified normal segment lane number of the kth turning of the jth approach lane of the ith intersection; nij k is the normal segment lane number of the kth turning of the jth approach lane of the ith intersection; Qij k is the flow of the kth turning of the jth approach lane of the ith intersection, veh; Veh is the maximum number of vehicles in each cycle of the jth approach lane of the ith intersection, veh; Co is the maximum flow correction reduction coefficient product; Lij k is the length of the kth turning of the jth approach lane of the ith intersection, m; Lij is the length of the normal segment of the jth approach lane of the ith intersection, m; d is the vehicle spacing of the kth turning of the jth approach lane of the ith intersection, m; and L is the length of the normal segment of the jth approach lane of the ith intersection, m. widen(i,j,k) widen(i,j,k)

[0199] B. When there is a straight right and straight right lane, the modified lane number of left and right turns is calculated as the lane number temporary variable corresponding to the ratio of the turning flow to the approach lane flow, and the comparison with the maximum lane number and the minimum lane number is made, i.e., n′ij k = nij k when nij k ≤ nij k ≤ nij k. sl sr satisfy equation (3-15),​​​​​​​​​​​​​​​

[0200]

[0201] First, the left turn and right turn flow proportion corresponding to the lane number of the widened section is calculated respectively:

[0202] Among them, for the east entrance:

[0203]

[0204] In the formula: n′ i,j,1 is a temporary variable of the number of left turn lanes; n′ i,j,2 is a temporary variable of the number of right turn lanes

[0205] For the south and north entrance:

[0206]

[0207] Then, the left and right turn lane corrected widened section lane number is calculated respectively compared with the minimum lane number and the maximum lane number of each turn; the straight lane number is the total lane number minus the left turn and right turn lane number

[0208]

[0209]

[0210] n′ widen(i,j,0) = n widen(i,j) -n′ widen(i,j,1) -n′ widen(i,j,2)

[0211] In the formula: n′ widen(i,j,1) is the corrected widened section lane number of the left turn of the jth entrance of the ith intersection; n′ widen(i,j,2) is the corrected widened section lane number of the right turn of the jth entrance of the ith intersection; n′ widen(i,j,0) is the corrected widened section lane number of the straight of the jth entrance of the ith intersection;

[0212] Among them, the minimum lane number is equal to the number of dedicated lanes of the turn, which is calculated as the number of lanes of the turn minus the number of shared lanes, and the maximum lane number is the cumulative of the number of dedicated lanes of the turn and the number of shared lanes.

[0213] When the temporary variable of the number of turning lanes is less than the minimum number of lanes of the turn, the corrected widened section lane number is equal to the minimum number of lanes; when the temporary variable of the number of turning lanes is between the minimum number of lanes and the maximum number of lanes, the corrected widened section lane number is equal to the lane number corresponding to the temporary variable of the number of lanes; when the temporary variable of the number of turning lanes is greater than the maximum number of lanes of the turn, the corrected widened section lane number is equal to the maximum number of lanes.

[0214] C. When there is a straight left lane, only the number of lanes corresponding to the left-turn flow ratio needs to be compared with the maximum lane number and the minimum lane number. That is, n sl , n sr satisfies:

[0215]

[0216] For the east entrance, the number of lanes corresponding to the left-turn flow ratio in the widening section is:

[0217]

[0218] For the south and north entrances, the number of lanes corresponding to the left-turn flow ratio in the widening section is:

[0219]

[0220] The corrected number of lanes in each turning lane in the widening section is:

[0221]

[0222] D. When there is only a straight right lane, only the number of lanes corresponding to the right-turn flow ratio needs to be compared with the maximum lane number and the minimum lane number. That is, n sl , n sr satisfies:

[0223]

[0224] For the east entrance, the number of lanes corresponding to the right-turn flow ratio in the widening section is:

[0225]

[0226] For the south and north entrances, the number of lanes corresponding to the right-turn flow ratio in the widening section is:

[0227]

[0228] The corrected number of lanes in each turning lane in the widening section is:

[0229]

[0230] 2) Correction model of traffic flow reduction coefficient

[0231] ① Matching coefficient of the number of lanes in the widening section and the number of lanes in the normal section of the next intersection

[0232]

[0233] In the formula: The matching coefficient of the lane number of the widening section and the normal lane number of the next intersection; c is the process parameter; n widen(i) The lane number of the widening section of the i-th intersection; n normal(i+1) The lane number of the normal section of the i+1-th intersection;

[0234] ②The matching coefficient of the turning flow and the turning lane number

[0235] A. For all peripheral merging entrance lanes, the entrance lane merging flow is the sum of the turning merging flows, and the turning flow ratio is the ratio of the turning flow to the total flow of the entrance lane. The detailed calculation is as follows:

[0236] a. Calculate the sum of the flows of each entrance lane of each intersection

[0237]

[0238] When the entrance lane is the east entrance lane, i.e. j = 0, the sum of the flows of each entrance lane of each intersection is the sum of the current period turning merging flows of each entrance lane of each intersection; when the entrance lane is the south entrance lane j = 2 and the north entrance lane j = 3, the sum of the flows of each entrance lane of each intersection is the sum of the last period turning merging flows of each entrance lane of each intersection.

[0239] b. Calculate the turning flow ratio of each entrance lane of each intersection

[0240]

[0241] In the formula: r Q(i,j,k) The k-th turning flow ratio of the j-th entrance lane of the i-th intersection;

[0242] The turning flow ratio of each entrance lane of each intersection is the ratio of the merging flow of each turning in one period to the sum of the flows of each entrance lane of each intersection;

[0243] c. Calculate the sum of the lane numbers of the widening section of each entrance lane of each intersection

[0244] n widen(i,j) = ∑n widen(i,j,k)

[0245] d. Calculate the turning lane number ratio of each entrance lane of each intersection

[0246]

[0247] In the formula: r L(i,j,k) The k-th turning lane number ratio of the j-th entrance lane of the i-th intersection;

[0248] The turning lane number ratio of each entrance lane of each intersection is the ratio of the lane number of the widening section of each turning to the total lane number of the widening section of each entrance lane of each intersection;

[0249] e. Calculate the ratio of turning volume to turning lane number

[0250]

[0251] wherein: r i,j,k is the ratio of the turning volume to the turning lane number of the jth entry lane of the ith intersection;

[0252] When the ratio of the turning volume is greater than the ratio of the turning lane number, the ratio of the two is Conversely, when the ratio of the turning volume is less than the ratio of the turning lane number, the ratio of the two is

[0253] f. Calculate the matching coefficient of the turning volume to the turning lane number

[0254]

[0255] wherein: ε is the matching coefficient of the turning volume to the turning lane number;

[0256] Each entry lane contains three types of turning, i.e. straight, left and right turning. The matching coefficient of the turning volume to the turning lane number is one third of the ratio of the turning volume to the turning lane number;

[0257] B. For the internal intersection, the turning inflow of each entry lane is the product of the turning inflow of the previous intersection and the turning ratio, wherein the ratio of the straight and right turning in the turning inflow of each intersection needs to satisfy the following formula:

[0258] f s +f r <1

[0259] wherein: f s is the ratio of the straight inflow; f r is the ratio of the right turning inflow;

[0260] d. Calculate the left turning inflow, i.e. the left turning inflow of the south entry lane of the previous intersection:

[0261]

[0262] wherein: Q l-s is the straight inflow of the left turning inflow, veh; Q i-1,2,1 is the left turning inflow of the south entry lane of the i-1th intersection, veh; f s(i-1,2,1) is the ratio of the straight inflow of the left turning inflow of the south entry lane of the i-1th intersection; Q l-r is the right turning inflow of the left turning inflow, veh; f r(i-1,2,1)The proportion of right turns in the left-turn flow of the south approach of the i-1th intersection; Q l-l The remaining left-turn flow in the left-turn flow of the left-turn vehicle; veh; Q l The total left-turn flow; veh;

[0263] The straight, left-turn, and right-turn flows in each turning flow are equal to the product of the turning flow and the proportion of the remaining turning flow, and the sum of the proportions of the turning flows should be no more than 1.

[0264] e. Calculate the right-turn flow, i.e., the right-turn flow of the north approach of the previous intersection, which is divided into straight, left-turn, and right-turn flows, as shown in the following formula:

[0265]

[0266] In the formula, Q r-s The remaining straight flow in the right-turn flow of the right-turn vehicle; veh; Q i-1,3,2 The right-turn flow of the north approach of the i-1th intersection; veh; f s(i-1,3,2) The proportion of straight in the right-turn flow of the north approach of the i-1th intersection; Q r-r The remaining right-turn flow in the right-turn flow of the right-turn vehicle; veh; f r(i-1,3,2) The proportion of right turns in the right-turn flow of the north approach of the i-1th intersection; Q r-l The remaining left-turn flow in the right-turn flow of the right-turn vehicle; Q r The total right-turn flow; veh

[0267] f. Calculate the straight, left-turn, and right-turn flows in the straight flow

[0268]

[0269] In the formula, Q s-s The remaining straight flow in the straight flow of the straight-turn vehicle; veh; Q i-1,0,0 The straight flow of the east approach of the i-1th intersection; veh; Q s-r The remaining right-turn flow in the straight flow of the straight-turn vehicle; veh; f s(i-1,0,0) The proportion of straight in the straight flow of the east approach of the i-1th intersection; Q s-l The remaining left-turn flow in the straight flow of the straight-turn vehicle; veh; f r(i-1,0,0) The proportion of right turns in the straight flow of the east approach of the i-1th intersection; Q s The total straight flow; veh

[0270] d. Calculate the proportion of each turning flow r Q(i,j,k) ;

[0271] e. Calculate the total number of lanes n of the widening section widen(i,j) ; n widen(i,j) =∑n widen(i,j,k)

[0272] f. Calculate the ratio of each turning lane r L(i,j,k) ;

[0273] g. Calculate the ratio of each turning flow and turning lane r i,j,k ;

[0274] h. Calculate the matching coefficient ε of turning flow and turning lane;

[0275] ③Calculate the traffic flow diversion reduction coefficient

[0276] D. For peripheral merging entrance lane, the reduction coefficient calculation caused by traffic flow diversion is as follows:

[0277]

[0278] E. For internal merging entrance lane, the reduction coefficient calculation caused by traffic flow diversion is as follows:

[0279]

[0280] In the formula: μ is the traffic flow diversion reduction coefficient; d1, d2, d3 are process parameters; r Q is the flow ratio;

[0281] ④Calculate the entrance lane length reduction coefficient

[0282] Process parameters;

[0283] In the formula: α is the entrance lane length reduction coefficient; a1, a2 are process parameters; L is the entrance lane length;

[0284] ⑤Calculate the reduction coefficient product

[0285]

[0286] In the formula: co is the reduction coefficient product; β is the large vehicle reduction coefficient; χ is the reduction coefficient caused by the yielding area and the deceleration area; δ is the reduction coefficient of pedestrian clearance.

[0287] ③In this embodiment, the signal intersection traffic capacity model considering road geometric conditions is as follows

[0288] Capacity refers to the maximum number of vehicles that can pass through a certain section of a road or intersection in a certain period of time under certain road and traffic conditions. The calculation of capacity is related to the allowable traffic volume of a single lane, so when analyzing capacity, the theoretical capacity should be calculated first based on lane distribution, and then the capacity should be corrected according to the actual conditions considering the influence of traffic flow reduction coefficient.

[0289] The single-lane input flow cannot be greater than the capacity (i.e., the flow when the vehicles are full in the widened section), and cannot cause overflow of the queue:

[0290]

[0291] In the formula: Q in is the import lane input flow, veh / h; Cap is the lane capacity, veh / h; n widen is the number of lanes in the widened section; n normal is the number of lanes in the normal section;

[0292] The import lane output flow under different lane numbers is affected by the number of lanes, so the size of the number of lanes in the widened section and the number of lanes in the normal section should be compared and analyzed first, and then calculated.

[0293] There are two cases for lane distribution: the number of lanes in the widened section is less than the number of lanes in the normal section, and the number of lanes in the widened section is greater than or equal to the number of lanes in the normal section. For the case where the number of lanes in the widened section is greater than or equal to the number of lanes in the normal section, there are three cases: the input flow is less than the flow when the vehicles are full in the widened section, the input flow is between the flow when the vehicles are full in the widened section and the flow when the vehicles are full in both the widened section and the normal section, and the input flow exceeds the flow when the vehicles are full in both the widened section and the normal section. Detailed analysis and calculation are made for these cases.

[0294] 1) When the number of lanes in the widened section n widen is less than or equal to the number of lanes in the normal section n normal , see Figure 3 , the output flow Q out is the input flow Q in and the flow Q g allowed by the green light time, compared as follows:

[0295]

[0296] In the formula: Q out is the output flow, equal to the theoretical capacity, veh / h; Q g is the flow allowed by the green light time, veh / h;

[0297] If the input flow is less than or equal to the traffic volume allowed during the green light period, the output flow is equal to the input flow; otherwise, the output flow is equal to the traffic volume allowed during the green light period.

[0298] 2) When the number of lanes in the widened section is n widen The number of lanes n greater than the normal number of lanes normal At that time, I saw Figure 4 There are three possible states for the input traffic.

[0299] ① When the input flow is less than the flow when the expansion section is fully emptied, see Figure 5 That is: Q in <Q cw

[0300] have:

[0301]

[0302] In the formula: Q cw To increase the flow rate when the section is full, veh / h; g e For the effective green light time of the phase, s; g clean The green light time required to clear the input flow at saturation rate; g x The time for the green light to dissipate for vehicles, in seconds;

[0303] The input flow is set to be cleared according to the saturation flow rate. If the effective green light time of the phase is less than or equal to the green light time required to clear the input flow according to the saturation flow rate, the output flow is equal to the flow cleared according to the saturation flow rate within the given green light time. However, if the effective green light time of the phase is greater than the green light time required to clear the input flow according to the saturation flow rate, the flow is divided into two parts: one is the flow cleared according to the number of lanes in the widened section at the saturation flow rate, and the other is the flow cleared according to the number of lanes in the normal section at the input flow rate.

[0304] ② When the input flow rate is between the flow rate when the widened section is fully filled and the flow rate when both the widened section and the normal section are fully filled, see [reference needed]. Figure 6 ,Right now:

[0305] Q cw ≤Q in <Q c(w+n)

[0306] have:

[0307] In the formula: Q c(w+n) To determine the flow rate when both the widened section and the normal section are fully discharged, veh / h; g cw The green light time required to empty the widened section at saturation flow rate when it is full, s; g c(w+n) The green light time required for the widened section to be full and the accumulated arriving vehicles in the normal section to be cleared at the saturation flow rate, in seconds;

[0308] A. When the effective green time is less than or equal to the green time required to empty the queue at the saturation flow rate, the output flow is calculated as the flow emptied at the effective green time with the vehicles at the minimum headway, and then converted to hourly flow. B. When the effective green time is between the green time required to empty the queue at the saturation flow rate and the green time required to empty the queue at the saturation flow rate with the queue in the normal section accumulated, the output flow is the sum of two parts, one is the flow emptied at the saturation flow rate in the number of lanes in the widening section, and the other is the flow emptied at the saturation flow rate in the number of lanes in the normal section. C. When the effective green time is greater than the green time required to empty the queue at the saturation flow rate with the queue in the normal section accumulated, the output flow is the sum of three parts, one is the flow emptied at the saturation flow rate in the number of lanes in the widening section, the other is the flow emptied at the saturation flow rate in the number of lanes in the normal section, and the third is the flow emptied at the input flow rate in the number of lanes in the normal section.

[0309] ③ When the input flow is greater than the flow when both the widening section and the normal section are full, see Figure 7 , first compare the effective green time of the phase with the green time required to empty the queue at the saturation flow rate under different input flow full states, then calculate the output flow under each state respectively:

[0310] Q in ≥Q c(w+n)

[0311] A. When the effective green time of the phase satisfies: g e ≤g cw

[0312]

[0313] The output flow is the flow emptied at the effective green time with the vehicles at the minimum headway, and then converted to hourly flow.

[0314] B. When the effective green time of the phase satisfies: g cw <g e ≤g c(w+n)

[0315]

[0316] If the output flow is less than the flow when both the widening section and the normal section are full, the output flow is the sum of two parts, one is the flow emptied at the saturation flow rate in the number of lanes in the widening section, and the other is the flow emptied at the saturation flow rate in the number of lanes in the normal section; otherwise, the output flow is the flow when both the widening section and the normal section are full.

[0317] C. When the effective green time of the phase satisfies: g e >g c(w+n)

[0318]

[0319] If the output flow is less than the flow when the widening section and the normal section are full, the output flow is divided into three parts, one is the flow emptied by the saturation flow rate of the number of lanes of the widening section, the second is the flow emptied by the saturation flow rate of the number of lanes of the normal section, and the third is the flow emptied by the input flow rate of the number of lanes of the normal section; otherwise, the output flow is the flow when the widening section and the normal section are full.

[0320] In the embodiment, the capacity after the coefficient correction is the product of the theoretical capacity and the reduction coefficient, and the import traffic volume is the result of the comparison between the output flow and the corrected capacity, and the relevant calculation is shown in the following formula

[0321] Cap' = Cap x co

[0322]

[0323] If the output flow is less than the corrected theoretical capacity, the traffic flow is equal to the output flow; if the output flow is greater than or equal to the corrected theoretical capacity, the traffic flow is equal to the corrected theoretical capacity.

[0324] The above only describes the preferred embodiments of the present application, and any changes and modifications made within the scope of the patent application of the present application shall be included in the scope of the present application.

Claims

1. A signalized intersection traffic prediction method considering intersection channelization and multi-factor correction, characterized in that, The method comprises the following steps: Step S1: calculating the number of lanes of each approach of the peripheral intersection and the inflow; Step S2: constructing a coefficient correction model based on the number of lanes of each approach of the peripheral intersection and the inflow; Step S3: constructing a signal intersection capacity model considering road geometric conditions, correcting based on the coefficient correction model, and realizing the prediction of the signal intersection capacity based on the corrected signal intersection capacity model; The coefficient correction model comprises a correction model of the number of lanes. The correction model of the number of lanes is specifically: ① correction number of lanes of each turning in the normal section If the inflow of the approach is less than the maximum traffic volume of the approach when the vehicles are full in each cycle without overflow, the correction number of lanes of the normal section is equal to the number of lanes of the normal section; otherwise, the correction number of lanes of each turning in the normal section is equal to the product of the number of lanes of the normal section and the turning inflow ratio, as shown in the following formula: In the formula: n' normal(i,j,k) is the corrected normal lane number of the kth turning at the jth approach of the ith intersection; n normal(i,j,k) is the normal lane number of the kth turning at the jth approach of the ith intersection; Q max(i,j) is the maximum traffic volume of each cycle without overflow when the approach is full of vehicles, veh; Veh max is the maximum number of queued vehicles per cycle for the approach, veh; Co max is the product of the maximum flow correction reduction coefficient; L widen(i,j,k) is the length of the kth turning widening section at the jth approach of the ith intersection, m; L normol(i,j,k) is the length of the kth turning normal section at the jth approach of the ith intersection, m; d i,j,k is the vehicle stopping distance of the kth turning at the jth approach of the ith intersection, m; ② correction number of lanes of each turning in the widened section A.When there is no straight left, straight right and straight left and right common lane, at this time the lane number of each turning lane after the correction of the widened section is still the initial actual lane number, that is, n sl , n sr , n slr satisfies: There is: n' widen(i,j,k) = n widen(i,j,k) wherein: n' widen(i,j,k) is the number of lanes of the modified widened section for the i-th intersection, j-th approach, and k-th turn; n widen(i,j,k) is the number of lanes of the widened section for the i-th intersection, j-th approach, and k-th turn. B. When there are straight left and straight right lanes, the left and right turning correction lane number is calculated as the lane number corresponding to the ratio of the turning flow to the entrance lane flow. The comparison with the maximum lane number and the minimum lane number is made, i.e. n sl , n sr satisfies: First, the number of lanes of the widened section corresponding to the left-turn and right-turn inflow ratio is calculated respectively: Wherein, for the east approach: wherein: n' i,j,1 is a temporary variable for the number of left turn lanes; n' i,j,2 is a temporary variable for the number of right turn lanes For the south and north approaches: Then, the corrected number of lanes of the widened section of each turning is calculated by comparing with the minimum lane number and the maximum lane number of each turning respectively; the number of straight lanes is the total number of lanes minus the number of left-turn and right-turn lanes n' widen(i,j,0) = n widen(i,j) -n' widen(i,j,1) -n' widen(i,j,2) wherein: n' widen(i,j,1) is the number of lanes of the modified widening section for left turns at the jth approach of the ith intersection; n' widen(i,j,2) is the number of lanes of the modified widening section for right turns at the jth approach of the ith intersection; n' widen(i,j,0) is the number of lanes of the modified widening section for straight traffic at the jth approach of the ith intersection; Wherein, the minimum lane number of each turning is equal to the number of dedicated lanes of the turning, which is calculated as the number of turning lanes minus the number of shared lanes; the maximum lane number of each turning is the cumulative value of the number of dedicated lanes of the turning and the number of shared lanes; When the temporary variable of the number of turning lanes is less than the minimum lane number of the turning, the corrected number of lanes of the widened section is equal to the minimum lane number; when the temporary variable of the number of turning lanes is between the minimum lane number and the maximum lane number, the corrected number of lanes of the widened section is equal to the lane number corresponding to the temporary variable of the number of lanes; when the temporary variable of the number of turning lanes is greater than the maximum lane number of the turning, the corrected number of lanes of the widened section is equal to the maximum lane number; C. When there is a straight-left lane, only the number of lanes corresponding to the left-turn traffic proportion needs to be compared with the maximum lane number and the minimum lane number, i.e. n sl , n sr satisfies: For the east approach, the number of lanes of the widened section corresponding to the left-turn inflow ratio is: For the south and north approaches, the number of lanes of the widened section corresponding to the left-turn inflow ratio is: The corrected number of lanes of the widened section of each turning is: D. When there is only a straight right lane, only the right turn traffic proportion corresponding lane number and the maximum lane number, the minimum lane number are compared and calculated; that is, n sl , n sr satisfies: For the east approach, the number of lanes of the widened section corresponding to the right-turn inflow ratio is: For the south and north approaches, the number of lanes of the widened section corresponding to the right-turn inflow ratio is: The corrected number of lanes of the widened section of each turning is: 2.The signalized intersection travel prediction method considering intersection channelization and multi-factor correction according to claim 1, wherein, The step S1 is specifically: calculating the number of lanes of each approach of the peripheral intersection wherein: n widen(i,j) is the number of lanes of the i-th intersection j-th approach lane widening section; n widen(i,j,k) is the number of lanes of the i-th intersection j-th approach k-th turning widening section; n sl is the number of straight left lanes; n sr is the number of straight right lanes; n slr is the number of straight left and right lanes; n s+l is the sum of straight and left turning lanes; n s+r is the sum of straight and right turning lanes; The number of lanes of the entrance is the number of lanes of the widening section, and the number of lanes n of each turning of the entrance is accumulated first widen(i,j,k) , and the number of lanes of each turning is subtracted respectively: the number of lanes of straight and left turns is accumulated and then the number of straight-left common lanes n is subtracted sl , the number of lanes of straight and right turns is accumulated and then the number of straight-right common lanes n is subtracted sr ; 2) calculating the inflow of each approach of the peripheral intersection ① east approach inflow In the formula: Q i,j Qij is the total inflow of the jth approach of the ith intersection, veh; Qijk is the kth turning inflow of the jth approach of the ith intersection in the current period, veh; s+l Qij is the total inflow of the jth approach of the ith intersection, veh; s+r Qij is the total inflow of the jth approach of the ith intersection, veh; ② south and north approach inflow In the formula: is the flow of the i-th intersection, the j-th entrance, and the k-th turn in the previous cycle, veh. 3.The signalized intersection travel prediction method considering intersection channelization and multi-factor correction of claim 1, wherein, The coefficient correction model further comprises a correction model of the traffic flow reduction coefficient.

4. The signalized intersection travel prediction method considering intersection channelization and multi-factor correction according to claim 3, characterized in that, The correction model of the traffic flow reduction coefficient is specifically as follows: ① matching coefficient of the number of lanes of the widened section and the number of lanes of the normal section of the next intersection In the formula: is the matching coefficient of the number of lanes of the widening section and the normal number of lanes of the next intersection. c is a process parameter; n widen(i) is the number of lanes of the i-th intersection widening section; n normal(i+1) is the number of lanes of the i+1-th intersection normal section; ② matching coefficient of the turning inflow and the number of turning lanes A. For all peripheral inflow approaches, the approach inflow is the sum of the inflow of each turning, and the turning inflow ratio is the ratio of the inflow of the turning to the total inflow of the approach; a. calculating the sum of the inflow of each approach of each intersection When the import channel is the east import channel, i.e., j=0, the sum of the import channel flow of each intersection is the sum of the current period flow of each import channel of each intersection; when the import channel is the south import channel, i.e., j=2, and the north import channel, i.e., j=3, the sum of the import channel flow of each intersection is the sum of the last period flow of each import channel of each intersection; b. Calculate the turning flow ratio of each import channel of each intersection where: r Q(i,j,k) is the i-th intersection, the j-th approach, and the k-th turning flow ratio; The turning flow ratio of each import channel of each intersection is the ratio of the flow of each import channel of each intersection in one period to the total flow of each import channel of each intersection; c. Calculate the total number of lanes of each import channel of each intersection n widen(i,j) =∑n widen(i,j,k) d. Calculate the lane number ratio of each import channel of each intersection where: r L(i,j,k) is the number ratio of the jth approach lane of the ith intersection to the kth turning lane. The lane number ratio of each import channel of each intersection is the ratio of the lane number of each import channel of each intersection to the total lane number of each import channel of each intersection; e. Calculate the turning flow and lane number ratio where: r i,j,k is the ratio of the ratio of the turning flow rate to the ratio of the number of turning lanes at the ith intersection, the jth approach, and the kth turning When the turning traffic volume ratio is greater than the turning lane number ratio, the ratio of the two is Conversely, when the turning traffic volume ratio is less than the turning lane number ratio, the ratio of the two is f. Calculate the turning flow and lane number matching coefficient In the formula: ε is the turning flow and lane number matching coefficient; Each import channel includes straight, left turn, and right turn, and the turning flow and lane number matching coefficient is one-third of the turning flow and lane number ratio; B. For internal intersections, the turning flow is the product of the turning ratio and the turning flow of the last intersection, wherein the ratio of the straight and right turn flows in the turning flow of each intersection needs to satisfy the formula: f s +f r <1 wherein: f s is the proportion of through traffic in the merging traffic flow; f r is the proportion of right-turn traffic in the merging traffic flow; a. Calculate the left turn flow, i.e., the left turn flow of the south import channel of the last intersection: where: Q l-s is the remaining through traffic in the left-turn merge flow, veh; Q i-1,2,1 is the left-turn merge flow at the south approach of the i-1th intersection, veh; f s(i-1,2,1) is the proportion of through traffic in the left-turn merge flow at the south approach of the i-1th intersection; Q l-r is the remaining right-turn traffic in the left-turn merge flow, veh; f r(i-1,2,1) is the proportion of right-turn traffic in the left-turn merge flow at the south approach of the i-1th intersection; Q l-l is the remaining left-turn traffic in the left-turn merge flow, veh; Q l is the total left-turn merge flow, veh; The flow of each import channel of each intersection is the product of the turning flow and the ratio of the remaining turning flow, and the sum of the ratios of each turning flow should not be greater than 1; b. Calculate the right turn flow, i.e., the right turn flow of the north import channel of the last intersection: where: Q r-s is the remaining through traffic in the right-turn merge flow, veh; Q i-1,3,2 is the right-turn merge flow at the north approach of the i-1th intersection, veh; f s(i-1,3,2) is the proportion of through traffic in the right-turn merge flow at the north approach of the i-1th intersection; Q r-r is the remaining right-turn traffic in the right-turn merge flow, veh; f r(i-1,3,2) is the proportion of right-turn traffic in the right-turn merge flow at the north approach of the i-1th intersection; Q r-l is the remaining left-turn traffic in the right-turn merge flow, veh; Q r is the total right-turn merge flow, veh c. Calculate the straight flow in the straight, left, and right flows where: Q s-s is the remaining through flow in the through merging traffic, veh; Q i-1,0,0 is the through flow of the east approach of the i-1th intersection, veh; Q s-r is the remaining right-turn flow in the through merging traffic, veh; f s(i-1,0,0) is the proportion of through in the through flow of the east approach of the i-1th intersection, veh; Q s-l is the remaining left-turn flow in the through merging traffic, veh; f r(i-1,0,0) is the proportion of right-turn in the through flow of the east approach of the i-1th intersection, veh; Q s is the total through flow, veh d. Calculate each steering flow ratio r Q(i,j,k) ; e. Calculate the total number of lanes n of the widening section widen(i,j) ; f. Calculate the number of turning lanes ratio r L(i,j,k) ; g. Calculate the ratio r of each turning flow to the number of turning lanes i,j,k ; h. Calculate the turning flow and lane number matching coefficient ε; ③ Calculate the traffic flow diversion reduction coefficient A. For peripheral import channels, the traffic flow diversion reduction coefficient is calculated as follows: B. For internal import channels, the traffic flow diversion reduction coefficient is calculated as follows: In the formula, μ is a traffic flow split reduction factor; d1, d2, and d3 are process parameters; r Q is a flow ratio; ④ Calculate the import channel length reduction coefficient process parameters; In the formula: α is the length reduction factor of the inlet channel; a1, a2 are process parameters; L is the length of the inlet channel; ⑤ Calculate the product of the reduction coefficients In the formula: co is the product of reduction factors; β is the reduction factor of the vehicle; χ is the reduction factor caused by the pedestrian clearance area and the deceleration area; and δ is the reduction factor of the pedestrian clearance. 5.The method of claim 1, wherein, The signal intersection capacity model considering road geometric conditions is as follows: The single-lane input flow cannot be greater than the capacity, and cannot cause queue overflow: where: Q in is the input flow of the entrance lane, veh / h; Cap is the lane capacity, veh / h; n widen is the number of lanes in the widening section; n normal is the number of lanes in the normal section; The lane distribution has two cases: the number of lanes in the widening section is less than the number of lanes in the normal section, and the number of lanes in the widening section is greater than or equal to the number of lanes in the normal section. For the case where the number of lanes in the widening section is greater than or equal to the number of lanes in the normal section, there are three cases: the input flow is less than the flow when the widening section is full, the input flow is between the flow when the widening section is full and the flow when the widening section and the normal section are full, and the input flow exceeds the flow when the widening section and the normal section are full. Detailed analysis and calculation are made for these cases as follows: 1) When the number of lanes n of the widening section is less than or equal to the number of lanes n of the normal section widen the output flow rate Q is the input flow rate Q normal out in g The results of the comparison:​​​ where: Q out Q is the output flow, equal to the theoretical capacity, veh / h; Q g Q is the flow allowed to pass during the green time, If the input flow is less than or equal to the traffic volume allowed by the green light time, at this time, the output flow is equal to the input flow; On the contrary, the output flow is equal to the traffic volume allowed by the green light time; 2) When the number of lanes n widen of the widening section is greater than the number of lanes n normal of the normal section, there are three cases of input flow state: in Q cw ​ There is: where: Q cw Qs = the flow rate at which the segment is full, veh / h; g e g = the phase effective green time, s clean g = the green time required to clear the input flow at saturated flow rate x g = the vehicle dissipation green time, s Set input flow according to the saturation flow rate empty, if the phase effective green light time is less than or equal to the green light time required for input flow to empty according to the saturation flow rate, the output flow is equal to the flow emptied according to the saturation flow rate for the given green light time; and if the phase effective green light time is greater than the green light time required for input flow to empty according to the saturation flow rate, the flow is divided into two parts, one is the flow emptied according to the saturation flow rate for the number of lanes of the widened section, and the other is the flow emptied according to the input flow rate for the number of lanes of the normal section; (ii) when the input flow rate is between the flow rate at which the widened section is full and the flow rate at which both the widened section and the normal section are full, i.e.: cw Q in ≤Q c(w+n) There are: where: Q c(w+n) Q is the flow rate of the normal section, veh / h; g cw Q is the green time needed to empty the normal section at the saturated flow rate, s; g c(w+n) Q is the green time needed to empty the normal section at the saturated flow rate, s; In this case, A. When the effective green light time is less than or equal to the green light time required for the widened section to empty according to the saturation flow rate, the output flow is calculated according to the flow emptied for the effective green light time and the minimum vehicle headway, and then converted into hourly flow; B. When the effective green light time is between the green light time required for the widened section to empty according to the saturation flow rate and the green light time required for the widened section to empty according to the saturation flow rate and the normal section to empty according to the saturation flow rate, the output flow is divided into two parts, one is the flow emptied according to the saturation flow rate for the number of lanes of the widened section, and the other is the flow emptied according to the saturation flow rate for the number of lanes of the normal section; C. When the effective green light time is greater than the green light time required for the widened section to empty according to the saturation flow rate and the normal section to empty according to the saturation flow rate, the output flow is divided into three parts, one is the flow emptied according to the saturation flow rate for the number of lanes of the widened section, the other is the flow emptied according to the saturation flow rate for the number of lanes of the normal section, and the third is the flow emptied according to the input flow rate for the number of lanes of the normal section; When the input flow is greater than the flow when both the widened section and the normal section are full, first compare the phase effective green light time with the green light time required to empty according to the saturation flow rate under different input flow full states, and then calculate the output flow under each state respectively: Q in ≥Q c(w+n) A. When the phase effective green light duration satisfies: g e ≤g cw The output flow is the flow emptied for the effective green light time and the minimum vehicle headway, and then converted into hourly flow; B. When the phase effective green light duration satisfies: g cw <g e ≤g c(w+n) If the output flow is less than the flow when both the widened section and the normal section are full, the output flow is the sum of two parts, one is the flow emptied according to the saturation flow rate for the number of lanes of the widened section, and the other is the flow emptied according to the saturation flow rate for the number of lanes of the normal section; otherwise, the output flow is the flow when both the widened section and the normal section are full. C. When the phase effective green light length satisfies: g e > g c(w+n) If the output flow is less than the flow when both the widened section and the normal section are full, the output flow is divided into three parts, one is the flow emptied according to the saturation flow rate for the number of lanes of the widened section, the other is the flow emptied according to the saturation flow rate for the number of lanes of the normal section, and the third is the flow emptied according to the input flow rate for the number of lanes of the normal section; otherwise, the output flow is the flow when both the widened section and the normal section are full. 6.The method of claim 1, wherein the method further comprises, when the first vehicle is determined to be in the first lane, determining whether the first vehicle is in a left lane or a right lane of the first lane. The corrected traffic flow model is as follows: The corrected capacity is the product of the theoretical capacity and the reduction coefficient, and the import traffic flow is the result of comparing the output flow with the corrected capacity: Cap' = Cap x co If the output flow is less than the corrected theoretical capacity, the traffic flow is equal to the output flow at this time; If the output flow is greater than or equal to the corrected theoretical capacity, the traffic flow is equal to the corrected predicted capacity.

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