CN109385940B - Design method for left-turn head-drop opening distance stop line length based on traffic wave theory - Google Patents

Design method for left-turn head-drop opening distance stop line length based on traffic wave theory Download PDF

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CN109385940B
CN109385940B CN201811255005.3A CN201811255005A CN109385940B CN 109385940 B CN109385940 B CN 109385940B CN 201811255005 A CN201811255005 A CN 201811255005A CN 109385940 B CN109385940 B CN 109385940B
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CN109385940A (en
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周君
刘玥
何林
夏想
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Huai'an Municipal Design and Research Institute Co., Ltd
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Huaiyin Institute of Technology
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C1/00—Design or layout of roads, e.g. for noise abatement, for gas absorption
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C1/00—Design or layout of roads, e.g. for noise abatement, for gas absorption
    • E01C1/002—Design or lay-out of roads, e.g. street systems, cross-sections ; Design for noise abatement, e.g. sunken road
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
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    • G06F17/18—Complex mathematical operations for evaluating statistical data, e.g. average values, frequency distributions, probability functions, regression analysis

Abstract

The invention relates to a design method of a left-turn head-off distance stop line length based on a traffic wave theory, which comprises the following steps: collecting related traffic flow data by a manual counting method, calculating the wave speed of an intersection collecting wave by using the intersection left-turn traffic volume and the left-turn traffic density according to a traffic flow fluctuation theory, calculating the maximum queuing length of the upstream left-turn vehicles according to the distance of the collecting wave collected and swept on the upstream of the intersection, and taking the length as the distance between a U-turn lane and a stop line. The design method of the left turn turning intersection distance stopping line length based on the traffic wave theory makes up the blank in the design aspect of the left turn turning intersection distance stopping line length in the turning inside the intersection, effectively reduces the influence of the turning vehicle on the left turn vehicle, can reduce the intersection congestion, reduce the left turn turning and left turn shunting conflict of the same lane as far as possible, reduces the influence of pedestrians on the pedestrian crossing on the left turn turning vehicle, improves the intersection operation efficiency and safety, and improves the intersection traffic capacity.

Description

Design method for left-turn head-drop opening distance stop line length based on traffic wave theory
Technical Field
The invention belongs to the technical field of road design in traffic engineering, and particularly relates to a design method of a left-turn head drop opening distance stop line length based on a traffic wave theory.
Background
With the development of social economy, the automobile holding capacity in China is increased explosively, and the urban road service level is reduced rapidly. Therefore, improving the road service level has become a preoccupation in the current infrastructure of urban roads, and the optimization design of urban road intersections is a great priority. The design of the left-turn turning-around intersection is emphasized by many traffic designers, and aims to solve the problem of vehicle congestion at the intersection with the least funds and land, reduce the interference on left-turn vehicles and pedestrians as much as possible and reduce traffic accidents.
The left-turn traffic flow in the traffic flows of the plane intersection is the traffic flow with the largest conflict point, and the turning-around vehicle and the left-turn vehicle turn to the same side, so that the traffic efficiency and the traffic safety of the intersection are also influenced to a certain extent. Therefore, the problem of traffic turning around when the road is turned left is solved, and the key points for improving the traffic capacity and safety of the road network and enhancing the reliability of the road network are also provided.
According to actual investigation, the scheme is not ideal in effect of solving the actual urban intersection congestion and safety problems. The left-turn U-turn mouth has various setting modes, the U-turn before the stop line of the inlet passage is one of the U-turn inside the stop line, and the U-turn method has the following defects:
1) the passing efficiency of the left-turn u-turn vehicle is influenced by the running track of the left-turn vehicle and the traffic flow proportion, when the flow of the same-phase left-turn vehicle is overlarge, the left-turn u-turn vehicle can pass after waiting for the front left-turn vehicle to pass, and the passing efficiency of the intersection is influenced by the obstruction of the rear left-turn vehicle waiting for the left-turn vehicle;
2) when the left-turn vehicle and the anticlockwise left-turn vehicle flow and the clockwise right-turn vehicle flow do not have time gaps, and the left-turn vehicle and the anticlockwise left-turn vehicle flow and the clockwise right-turn vehicle flow simultaneously enter the exit way, the congestion of the exit way can be caused, and the passing efficiency of the intersection is further influenced.
Disclosure of Invention
The invention aims to provide a design method of the left-turn U-turn notch distance stop line length based on a traffic wave theory, which is characterized in that the reasonable distance between the left-turn U-turn notch and the stop line is obtained by analyzing the traffic light signal period, calculating the maximum queuing length of left-turn vehicles at the peak time by using the traffic wave theory and analyzing, so that the problem of unreasonable left-turn U-turn notch arrangement is solved, and the influence of left-turn U-turn vehicles on left-turn vehicles in the same lane is reduced.
In order to achieve the purpose, the invention adopts the technical scheme that:
a design method for the length of a left-turn head-off distance stopping line based on a traffic wave theory comprises the following steps:
(1) collecting traffic data, including the site speed of a left-turn lane at a measuring point within 150-200 meters upstream of the intersection, the traffic volume of the left-turn vehicle in peak hours, the head time distance of the left-turn vehicle passing through a stop line and the site speed of the vehicle passing through the stop line;
(2) according to the relation among the traffic flow three parameters, the traffic volume, the speed and the density, the density K of the left-turn vehicle traffic flow at the measuring point within 150-200 meters at the upstream is calculated according to the formula Q-K V1：
Figure GDA0002660548130000021
(3) Locomotive headway according to traffic flow microscopic parameters
Figure GDA0002660548130000022
Head space
Figure GDA0002660548130000023
And vehicle speed V2The distance between the heads of the left-turn vehicles at the intersection is calculated
Figure GDA0002660548130000024
Figure GDA0002660548130000025
(4) According to the relation among the traffic flow three parameters, the traffic volume, the speed and the density, the traffic flow density K of the left-turning vehicle at the stop line of the intersection can be calculated2：
Figure GDA0002660548130000026
(5) According to the fluctuation theory of traffic flow
Figure GDA0002660548130000027
Calculating the wave velocity W of the aggregate wave generated when the left-turn lane is stopped1：
Figure GDA0002660548130000028
According to the relation of traffic flow, speed and density of three parameters of traffic flow, Q is K V, and because the vehicle is stopped at the stop line and waits for the red light, the speed is 0, the traffic flow Q at the moment2Is also 0, so the wave velocity W of the aggregate wave1：
Figure GDA0002660548130000029
(6) When the intersection left turn signal lamp is not green, the left turn traffic flow aggregation wave is generated, when the intersection left turn signal lamp is turned into green, the dissipation wave is generated, at the moment, the distance traveled by the aggregation wave is the maximum queuing length of the vehicles, and therefore the time interval t from the aggregation wave generation to the dissipation wave generation can be obtained1The red time of the left turn signal lamp is equal to the green time t of the relative position signal lampRelative position green lightSame-direction straight-going green light time tStraight green lampAnd yellow light time tYellow lightThe sum, i.e., the following formula six:
t1＝trelative position green light+tStraight green lamp+tYellow lightFormula six
(7) According to the theory of fluctuation of traffic flow, W1<0, the moving direction of the vehicle forming the aggregate wave is opposite to the driving direction of the vehicle, namely, the aggregate wave moves towards the tail direction of the vehicle, when a left-turn green light is turned on, the left-turn traffic flow dissipation wave is generated, the distance swept by the aggregate wave of the left-turn vehicle is the maximum queuing length, namely the maximum queuing length d of the vehicle:
d＝t1*w1formula seven
(8) In order to fully consider that the left-turn vehicle queuing is not influenced by the turning vehicle, namely the turning vehicle directly turns around before participating in the queuing, and the distance between the left-turn turning port and the stop line is the maximum queuing length D of the left-turn vehicle in the traffic flow peak period, the calculation formula is as follows:
D＝d＝t1*w1equation eight
Wherein Q is1The unit of traffic volume at a measuring point within 150-200 meters at the upstream of the intersection is as follows: vehicle/hour; v1The unit of the running speed of an upstream road section at an intersection is as follows: kilometers per hour; v2Is the speed of the vehicle passing the stop line of the intersection, unit: kilometers per hour;
Figure GDA0002660548130000031
for the time interval when the third vehicle and the fourth vehicle head pass the stop line when the vehicle is taking off, i.e. the third vehicleAnd the headway of the fourth vehicle passing the stop line, unit: second/vehicle;
Figure GDA0002660548130000032
the vehicle head distance between a third vehicle and a fourth vehicle when the vehicle starts, unit: rice/vehicle; t is t1Time interval from generation of aggregate wave to generation of evanescent wave, unit: and second.
Further, in the step (1), traffic data is collected by a manual counting method, the vehicles are divided into small vehicles, medium vehicles and large vehicles, and classification investigation is carried out, wherein the data needing to be collected comprises the driving amount and the signal lamp period of each of the large, medium and small vehicles, and the collected traffic amounts of each of the large, medium and small vehicles are counted and converted into equivalent traffic amounts of the small vehicles.
Further, in the step (1), the step of collecting the vehicle speed at the upstream position of the intersection comprises: measuring the site vehicle speed of the left-turn lane vehicle at a measuring point within 150-200 meters upstream of the intersection, drawing a site vehicle speed statistical table, and taking the average value of the site vehicle speeds as V1(ii) a Measuring the site vehicle speed of the left-turning vehicle at the stop line of the intersection, drawing a vehicle speed statistical table, and taking the average value of the site vehicle speeds as V2。
Further, in the step (3), the step of collecting headway includes: and measuring the headway of a third vehicle and a fourth vehicle at the stop line of the intersection, drawing a headway average value table of a plurality of periods, and calculating the average value of the headway, namely the headway of the left-turning vehicle at the intersection.
Further, the calculation method for converting the traffic volume of the large, medium and small vehicles into the traffic volume of the equivalent car comprises the following steps: q ═ Σ QiEiWherein Q is the equivalent car traffic volume after conversion, i is the car type, including large-scale car, medium-scale car and small-scale car; eiConversion factor for class i vehicles, QiIs the traffic volume of the i-type vehicle.
Further, in the step (3), the step of collecting headway includes: during early peak, at the stop line of the intersection, the headway of the queued vehicles is measured in sequence from the third vehicle, and a headway table of a plurality of periods is drawn according to the following formula:
Figure GDA0002660548130000041
and calculating the average value of the headway, namely the headway of the left-turning vehicle at the intersection.
Further, the time interval t from generation of the bulk wave to generation of the evanescent wave1The determination method comprises the following steps: the first phase and the second phase are south and north directions, the third phase and the fourth phase are east and west directions, the time for turning left and green in the south and north directions is equal to the total period of the signal lamp minus the time for turning green in the south and north directions, namely the time for turning left and green in the south and north directions is equal to the sum of the time for directly driving green in the south and north directions, the time for turning green in the east and west directions is equal to the sum of the time for directly driving green in the east and west directions, the time for turning green in the south and north directions and the time for driving yellow.
Further, according to the traffic flow fluctuation theory, the moving direction of the vehicle forming the aggregate wave is opposite to the driving direction of the vehicle, namely the aggregate wave moves towards the tail of the vehicle. The distance swept by the collected waves of the left-turning vehicles is the road occupied by the maximum queuing vehicles, namely the maximum queuing length d of the vehicles: d ═ t1*w1。
Compared with the prior art, the invention has the beneficial effects that:
1) the method comprises the steps of collecting relevant traffic flow data through a manual counting method, calculating the wave speed of an intersection collecting wave by using intersection left-turn traffic volume and left-turn traffic flow density according to a traffic flow fluctuation theory, calculating the maximum queuing length of upstream left-turn vehicles according to the distance of the collecting wave collected and swept on the upstream of the intersection, and taking the length as the distance between a U-turn lane and a stop line;
2) the invention provides a design method for the length of the left-turn U-turn notch stopping line for road designers, fills the blank in the design aspect of the length of the left-turn U-turn notch stopping line in the internal U-turn of the intersection, and improves the service level of the intersection;
3) the invention can reduce the congestion at the intersection, reduce the left-turn and left-turn shunting conflict of the same lane as much as possible, and reduce the influence of the pedestrians on the pedestrian crossing on the left-turn and left-turn vehicles. On the basis of fully analyzing the construction condition of the intersection facilities, the method comprehensively considers the problem of interweaving left-turn vehicles and left-turn vehicles, and avoids the shunting conflict of the left-turn vehicles and the left-turn vehicles at the intersection;
3) the turning vehicle can flexibly organize traffic by using the opposite traffic flow clearance, but the left turning and turning space of the vehicle is limited by a relatively small turning radius, so the width of the turning opening is reasonably set, data is consulted, and the size of the left turning and turning opening is more suitable for being 10 meters.
Drawings
FIG. 1 is a schematic view of a left turn and turn lane at an intersection of the present invention;
FIG. 2 is a schematic view of a data measurement location according to the present invention;
fig. 3 is a schematic diagram of four-phase signalized intersection timing.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
A design method for the length of a left-turn head-off lane distance stopping line based on a traffic wave theory comprises the following steps:
(1) and (3) traffic data measurement:
the method comprises the steps that a vehicle speed check point of a normal driving place of a left-turning vehicle and a traffic volume check point in a peak period are arranged at 200 meters of the upper stream of an intersection entrance lane, a vehicle headway time of the left-turning vehicle and a vehicle speed check point of a time point when the vehicle passes through a stop line are arranged in front of the intersection stop line, and the average value of the headway time of the vehicle reaching the stop line is recorded from a third vehicle and is used as the headway time of the vehicle when the vehicle starts.
Firstly, 200 meters upstream of the intersectionThe vehicle speed of the vehicle is investigated at the vehicle speed investigation point and is recorded; then, the peak hour traffic volume of large, medium and small vehicles passing through the point is continuously investigated at an interval of 10 minutes; then, the vehicle head time distance survey point surveys the average value of the vehicle head time distances and the vehicle speed of the vehicle passing through the stop line in a plurality of periods; finally, observing the period of the signal lamp, and calculating the time t of turning red light to the left of the intersection1。
Calculating the density K of left-turning vehicles at 200 meters upstream of the intersection1Comprises the following steps:
according to the measured high hour traffic volume and the vehicle speed at the time point when the vehicle normally runs on the intersection, the vehicle density K at the upstream of the intersection can be known according to the relation among the traffic volume, the speed and the density of three parameters of the traffic flow1Comprises the following steps:
Figure GDA0002660548130000061
calculating the density K of the stop line of the intersection2Comprises the following steps:
firstly, according to the headway surveyed at the headway survey point
Figure GDA0002660548130000062
And the vehicle speed V at the point where the vehicle passes the stop line2Calculating the distance between the heads of the vehicles by the following formula II
Figure GDA0002660548130000063
Figure GDA0002660548130000064
The distance between the car heads is obtained by calculation
Figure GDA0002660548130000065
Then calculating the traffic flow density K at the intersection by a formula III2：
Figure GDA0002660548130000066
Calculating the wave velocity W of the aggregation wave generated by the left-turn lane parking1Comprises the following steps:
q obtained according to traffic wave theory and measurement1And K obtained by calculation1And K2The wave velocity W can be obtained1：
Figure GDA0002660548130000067
According to the relation of traffic flow, speed and density of three parameters of traffic flow, Q is K V, and because the vehicle is stopped at the stop line and waits for the red light, the speed is 0, the traffic flow Q at the moment2Is also 0, so the wave velocity W of the aggregate wave1：
Figure GDA0002660548130000068
When the intersection left turn signal lamp is not green, the left turn traffic flow aggregation wave is generated, when the intersection left turn signal lamp is turned into green, the dissipation wave is generated, at the moment, the distance traveled by the aggregation wave is the maximum queuing length of the vehicles, and therefore the time interval t from the aggregation wave generation to the dissipation wave generation can be obtained1The red time of the left turn signal lamp is equal to the green time t of the relative position signal lampRelative position green lightSame-direction straight-going green light time tStraight green lampAnd yellow light time tYellow lightThe sum, i.e., the following formula six:
t1＝trelative position green light+tStraight green lamp+tYellow lightFormula six
According to the traffic wave theory, the backward swept length of the aggregate wave is the road occupied by the left-turning vehicles, namely the maximum queuing length of the vehicles, namely the maximum queuing length d of the vehicles:
d＝t1*w1formula seven
The length from the left turn-off mouth to the stop line is determined by the following steps:
in order to fully consider that the left-turn vehicle queuing is not influenced by the turning vehicle, namely the turning vehicle directly turns around before participating in the queuing, and the distance between the left-turn turning port and the stop line is the maximum queuing length D of the left-turn vehicle in the traffic flow peak period, the calculation formula is as follows:
D＝d＝t1*w1equation eight
Example 2
Taking the intersection of the Chengdu road and the Mingdu road in Huaian city as an example, the intersection has a left-turn lane in the south-north direction and is not provided with a special turning lane, and the turning lane is 10 meters in length as known by literature inspection. The running of the vehicle is controlled by a signal lamp. The turning around of the vehicle is susceptible to other vehicles and pedestrians.
A design method for the length of a left-turn head-off distance stopping line based on a traffic wave theory comprises the following steps:
(1) and (3) traffic data measurement:
the method comprises the steps that a vehicle speed and traffic volume check point of a left-turn vehicle is arranged 200 meters upstream of an intersection entrance lane, a vehicle headway check point of the left-turn vehicle and a vehicle speed check point of a place where the vehicle passes through a stop line are arranged in front of the intersection stop line, and from a third vehicle, the average value of headways when the vehicle reaches the stop line is used as the headway when the vehicle starts.
Firstly, investigating the site vehicle speed of a vehicle at a site vehicle speed investigation point, and recording; then, the peak hour traffic volume of large, medium and small vehicles passing through the point is continuously investigated at an interval of 10 minutes; then, the locomotive time distance survey point surveys the locomotive time distance in a period; finally, observing the period of the signal lamp, and calculating the interval t of the left turn red light at the intersection1The red time of the left turn signal lamp is 97s, and table 1 shows the traffic volume at the intersection (left turn) between the dawn road and the chengdu road.
TABLE 1
Figure GDA0002660548130000071
Traffic volume measurement chart according to table 1, in combination with table 2 belowAs shown in the conversion factor table which is the classification of the urban traffic volume survey vehicle types, the conversion factors of the large-sized vehicle and the small-sized truck are 3.0 and 1.5, and the converted traffic volume Q1113/hour (actually 112.5/hour).
TABLE 2
Figure GDA0002660548130000081
(2) As shown in the headway statistical table shown in table 3, the average speed of the road section is 50.4 km/h through calculation; calculating the density of the vehicles at the upstream of the intersection, wherein Q is known as K V1Take 113/hr, V1Taking 50.4 km/h to obtain k12.24 vehicles/km, when the vehicle stops at the stop line and waits for a red light, the speed is 0, and the traffic Q is at this time2Also 0, a statistical table of vehicle speeds for left turn vehicles at an upstream distance of 200 meters from the intersection is obtained, as shown in table 4 below.
TABLE 3
Figure GDA0002660548130000082
Figure GDA0002660548130000091
(3) The average value of each measured period is obtained from the headway, and is obtained from the data in table 3 above
Figure GDA0002660548130000092
Seconds/vehicle. According to the measured place vehicle speed statistical table at the stop line of the intersection, the average vehicle speed of the left-turning vehicle passing the stop line of the intersection is calculated to be 15.5 km/h according to a formula
Figure GDA0002660548130000093
Can obtain the product
Figure GDA0002660548130000094
Get
Figure GDA0002660548130000095
Meter/vehicle, then carry into density calculation formula
Figure GDA0002660548130000096
Obtaining the traffic flow density K of the left-turning vehicle at the stop line of the intersection283 pieces/km.
TABLE 4
Figure GDA0002660548130000097
Figure GDA0002660548130000101
TABLE 4
And the table 5 is a vehicle speed statistical table of the positions of the stop lines of the intersections.
TABLE 5
Figure GDA0002660548130000102
Figure GDA0002660548130000111
(4) Calculating the maximum queuing length D of the left-turning vehicle
According to the formula
Figure GDA0002660548130000112
It is possible to obtain: w11.4 km/h. And because of t197s, according to the formula D, D, t1*w1The length D of the left-turn u-turn lane from the stop line can be determined to be 37 meters.
The above embodiments do not limit the present invention in any way, and all technical solutions obtained by means of equivalent substitution or equivalent transformation fall within the scope of the present invention.

Claims (6)

1. The design method of the length of the left-turn head-off distance stopping line based on the traffic wave theory is characterized by comprising the following steps of:
(1) collecting traffic data, including the site speed of a left-turn lane at a measuring point within 150-200 meters upstream of the intersection, the traffic volume of the left-turn vehicle in peak hours, the head time distance of the left-turn vehicle passing through a stop line and the site speed of the vehicle passing through the stop line;
(2) according to the relation among the traffic flow three parameters, the traffic volume, the speed and the density, the traffic flow density K of the left-turn vehicle at the measuring point within 150-200 meters at the upstream is calculated1：
Figure FDA0002660548120000011
Wherein Q is1The traffic volume at the measuring point within 150-200 meters upstream of the intersection is represented by the following unit: vehicle/hour; v1The unit of the running speed of an upstream road section at an intersection is as follows: kilometers per hour;
(3) locomotive headway according to traffic flow microscopic parameters
Figure FDA0002660548120000012
Head space
Figure FDA0002660548120000013
And vehicle speed V2The distance between the heads of the left-turn vehicles at the intersection is calculated
Figure FDA0002660548120000014
Figure FDA0002660548120000015
Wherein, V2Is the speed of the vehicle passing the stop line of the intersection, unit: kilometers per hour;
Figure FDA0002660548120000016
the time interval when the heads of the third vehicle and the fourth vehicle pass the stop line when the vehicles start, namely the head time interval when the heads of the third vehicle and the fourth vehicle pass the stop line, the unit is: second/vehicle;
Figure FDA0002660548120000017
the distance between the heads of a third vehicle and a fourth vehicle when the vehicle starts, unit: rice/vehicle;
(4) calculating the traffic flow density K of the left-turning vehicle at the stop line of the intersection according to the relation among the traffic flow, the speed and the density of the three traffic parameters of the traffic flow2：
Figure FDA0002660548120000018
(5) Calculating the wave velocity W of the aggregation wave generated when the left-turn lane parks according to the fluctuation theory of the traffic flow1：
Figure FDA0002660548120000019
When the vehicle stops at the stop line and waits for the red light, the speed is 0, and the traffic Q at the moment2Is also 0, so the wave velocity W of the aggregate wave1：
Figure FDA00026605481200000110
(6) When the intersection left turn signal lamp is not green, the left turn traffic flow aggregation wave is generated, when the intersection left turn signal lamp is turned into green, the dissipation wave is generated, at the moment, the distance traveled by the aggregation wave is the maximum queuing length of the vehicles, and therefore the time interval t from the aggregation wave generation to the dissipation wave generation can be obtained1The red time of the left turn signal lamp is equal to the green time t of the relative position signal lampRelative position green lightSame-direction straight-going green light time tStraight green lampAnd yellow light time tYellow lightThe sum, i.e., the following formula six:
t1＝trelative position green light+tStraight green lamp+tYellow lightA formula six;
(7) according to the fluctuation theory of traffic flow, when W1<0, the moving direction of the vehicle forming the aggregation wave is opposite to the driving direction of the vehicle, namely the aggregation wave moves towards the tail of the vehicle; when the left turn green light is on, the left turn traffic flow evanescent wave is generated, and the distance swept by the left turn vehicle concentration wave is the maximum queuing length, namely the maximum queuing length d of the vehicle:
d＝t1*w1formula seven
Wherein, t1Time interval from generation of aggregate wave to generation of evanescent wave, unit: second;
(8) in order to fully consider that the left-turn vehicle queuing is not influenced by the turning vehicle, namely the turning vehicle directly turns around before participating in the queuing, and the distance between the left-turn turning port and the stop line is the maximum queuing length D of the left-turn vehicle in the traffic flow peak period, the calculation formula is as follows:
D＝d＝t1*w1and (9) an equation eight.
2. The method according to claim 1, wherein the traffic data is collected by manual counting in step (1), the vehicles are classified into cars, medium-sized vehicles and large-sized vehicles, and the classification of the vehicles is investigated, and the data to be collected includes the respective traffic volumes of the large, medium and small-sized vehicles and the signal lamp cycle, and the respective traffic volumes of the collected large, medium and small-sized vehicles are counted.
3. The design method for the left turn-off head-mouth stopping line length based on the traffic wave theory as claimed in claim 1, wherein in the step (1), the step of collecting the vehicle speed at the position upstream of the intersection comprises:
measuring the site vehicle speed of the left-turn lane vehicle at a measuring point within 150-200 meters upstream of the intersection, drawing a site vehicle speed statistical table, and taking the average value of the site vehicle speeds as V1Measuring the location of left-turn vehicles at the stop line of the intersectionSpeed, drawing a statistical table of speeds, taking the average value of the speeds at the points and recording as V2。
4. The method for designing the length of the left-turn u-turn stopping line based on the traffic wave theory as claimed in claim 2, wherein the calculation method for converting the traffic volume of the large, medium and small vehicles into the equivalent car traffic volume comprises the following steps: q ═ Σ QiEiWherein Q is the equivalent car traffic volume after conversion, i is the car type including large, medium and small cars, EiConversion factor for class i vehicles, QiIs the traffic volume of the i-type vehicle.
5. The design method for the length of the left turn-off headway stopping line based on the traffic wave theory as claimed in claim 1, wherein in the step (3), the method for collecting headway comprises the following steps: in the early peak, at the stop line of the intersection, the headway of the queued vehicles is measured in sequence from the third vehicle, and a headway average table of a plurality of periods is drawn according to the following formula:
Figure FDA0002660548120000031
and calculating the average value of the headway, namely the headway of the left-turning vehicle at the intersection.
6. The method for designing the length of the left-turn drop line according to claim 1, wherein in the step (6), the time interval t from the generation of the concentration wave to the generation of the dissipation wave is determined1The determination method comprises the following steps: the first phase and the second phase are south and north directions, the third phase and the fourth phase are east and west directions, the time for turning left and green in the south and north directions is equal to the total period of the signal lamp minus the time for turning green in the south and north directions, namely the time for turning left and green in the south and north directions is equal to the sum of the time for directly driving green in the south and north directions, the time for turning green in the east and west directions is equal to the time for directly driving green in the east and west directionsThe sum of the green time and the yellow time in the north-south direction.
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