边路车辆出入条件下城市干线信号协调相位差优化

doi:10.13229/j.cnki.jdxbgxb20200010

Abstract

Abstract:

Based on the characteristics of traffic flow between adjacent intersections， this paper first considers the influence of queuing and departure of side vehicles on the offset and analyzes the arrival， queuing and departure of six kinds of arterial traffic flow at the downstream intersection. Then， the range of offset corresponding to each situation is determined respectively. Third， the delay analysis of arterial vehicles is carried out. Finally， an optimization model of offset with the minimum delay of arterial vehicles is established. Five adjacent intersections of Ganjiang North Avenue in Nanchang city are selected as examples to verify the proposed model. The quantitative relationship between offset of intersections and the delay of arterial vehicles is clarified， and the minimum delay of arterial system as the aim of offset is determined. The results show that the optimization model can significantly reduce the delay of arterial vehicles， and the total delay of arterial vehicles is reduced by 89.136%. The optimization model proposed can be used as a reference for the follow-up study of the influence of vehicles on side road on the arterial signal coordination.

Key words: traffic engineering, arterial signal coordination, side vehicle, offset, delay

CLC Number:

U491.4

Wei-xiong ZHA,Qi-yan CAI,Jian LI,Li-xin YAN. Optimization of offset of urban arterial signal coordination under condition of vehicle entry and exit on side road[J].Journal of Jilin University(Engineering and Technology Edition), 2021, 51(2): 565-574.

Figures/Tables 15

Fig.1

Fig.2

Fig.3

Fig.4

Fig.5

Fig.6

Fig.7

Table 1

Parameter description"

参数	说明
$l ˉ$ /m	车头平均间距
$C$ /s	公共周期时长
$λ$	0或1
$q i + 1, u 饱$ /(pcu·s^-1)	协调相位的单车道饱和流率
$t i, i + 1 k$ /s	车头受阻时车辆的行驶时间
$t i, i + 1 k'$ /s	尾车受阻时车辆的行驶时间
$t i + 1, u e$ /s	上行方向非协调相位车辆在交叉口 $i + 1$ 的消散时间
$t i + 1, u s$ /s	上行方向协调相位车头受阻时，车辆在交叉口 $i + 1$ 的消散时间
$t i + 1, u s'$ /s	上行方向协调相位车队全部受阻时，车辆在交叉口 $i + 1$ 的消散时间
$t i + 1, u s''$ /s	上行方向协调相位车队中间车辆受阻时，车辆在交叉口 $i + 1$ 的消散时间
$t i + 1, u s'''$ /s	上行方向协调相位车尾受阻时，车辆在交叉口 $i + 1$ 的消散时间
$t i + 1, u m$ /s	上行方向协调相位红灯启亮时刻与头车到达交叉口 $i + 1$ 排队等待时刻之间的时间差
$t i + 1, u w$ /s	上行方向协调相位头车在交叉口 $i + 1$ 的停车等待时间
$t i + 1, u n$ /s	上行方向协调相位头车与尾车受阻之间的时间差
$t i + 1, u p$ /s	上行方向协调相位尾车在交叉口 $i + 1$ 的停车等待时间
$D i + 1, u$ /s	上行方向交叉口 $i + 1$ 协调相位车辆的单车道延误
$D i, d$ /s	下行方向交叉口 $i$ 协调相位车辆的单车道延误

Table 1

Fig.8

Table 2

Traffic flow at intersections of Ganjiang North Avenue"

$i$	南进口		北进口		西进口
$i$	直行	左转	直行	右转	左转	右转
1	768	168	730	47	60	174
2	735	93	732	53	48	45
3	663	120	699	24	37	86
4	616	84	624	45	54	99
5	454	216	438	93	129	231

Table 2

Table 3

Present situation of control scheme and traffic characteristic parameters of each intersection in Ganjiang North Avenue"

$i$	相位相序	相位差/s	上行/（pcu·s^-1）			下行/（pcu·s^-1）			$C$ /s
$i$	相位相序	相位差/s	$q i, u 边$	$q i, u 协$	$q i, u 饱$	$q i, d 边$	$q i, d 协$	$q i, d 饱$	$C$ /s
1			0.022	0.142	0.278	-	-	0.278	100
1		54	0.022	0.142	0.278	-	-	0.278	100
2		54	0.020	0.121	0.278	0.006	0.233	0.278	100
2		33	0.020	0.121	0.278	0.006	0.233	0.278	100
3		33	0.017	0.111	0.278	0.011	0.221	0.278	100
3		40	0.017	0.111	0.278	0.011	0.221	0.278	100
4		40	0.020	0.079	0.278	0.013	0.175	0.278	100
4		33	0.020	0.079	0.278	0.013	0.175	0.278	100
5		33	-	-	0.278	0.030	0.183	0.278	100
5			-	-	0.278	0.030	0.183	0.278	100

Table 3

Table 4

Control scheme and traffic characteristic parameter design of each intersection of Ganjiang North Avenue"

$i$	相位相序	上行/（pcu·s^-1）			下行/（pcu·s^-1）			$C$ /s
$i$	相位相序	$q i, u 边$	$q i, u 协$	$q i, u 饱$	$q i, d 边$	$q i, d 协$	$q i, d 饱$	$C$ /s
1		0.021	0.148	0.278	-	-	0.278	67
2		0.016	0.135	0.278	0.006	0.262	0.278	67
3		0.013	0.126	0.278	0.011	0.253	0.278	67
4		0.014	0.091	0.278	0.013	0.238	0.278	67
5		-	-	0.278	0.030	0.211	0.278	67

Table 4

Fig.9

Table 5

Comparison of delay in arterial signal coordination of existing and model"

$i$	现状延误/s		模型延误/s
$i$	$D i, u$	$D i, d$	$D i, u$	$D i, d$
车均总延误/s	2.476	106.402	10.081	1.749
1	-	38.777	-	0.540
2	0	29.346	6.716	0.587
3	0.241	14.960	0.796	0.534
4	0.355	23.319	1.517	0.088
5	1.880	-	1.052	-

Table 5

Fig.10

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Optimization of offset of urban arterial signal coordination under condition of vehicle entry and exit on side road

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