CN109949586A - A kind of sections of road speed designs method towards Philodendron ‘ Emerald Queen' - Google Patents
A kind of sections of road speed designs method towards Philodendron ‘ Emerald Queen' Download PDFInfo
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Abstract
The sections of road speed designs method towards Philodendron ‘ Emerald Queen' that the invention discloses a kind of, method includes the following steps: determining the known parameters of green wave coordination design；Choose the benchmark intersection of green wave coordination design；According to running time equivalence relation and sections of road speed-optimization range, the travel speed optimization range between benchmark intersection and each intersection is determined；According to green wave design travel speed calculation formula and travel speed optimization range, the green wave travel speed design scheme under different common signal periods and out of phase design scheme between benchmark intersection and each intersection is determined；Select the green maximum design scheme of wave travel speed between the intersection of arterial highway whole story both ends；It is the smallest as green wave travel speed optimization design scheme that sections of road velocity variance is selected from the green maximum design scheme of wave travel speed.The present invention can farthest shorten the average travel time of arterial highway through vehicles.
Description
Technical field
The present invention relates to technical field of control over intelligent traffic, more particularly to a kind of road towards Philodendron ‘ Emerald Queen'
Section travel speed design method.
Background technique
Green wave design travel speed is to instigate the average speed for coordinating the corresponding driving vehicle of institute when intersection obtains green wave, is
Carry out key parameters when Philodendron ‘ Emerald Queen' design.Under normal circumstances, with green wave design travel speed in green wave band
The arterial highway through vehicles of traveling can continuously pass through each arterial highway intersection without a break.
When carrying out Philodendron ‘ Emerald Queen' conceptual design at present, usually taken out according to driving experience, historical data or utilization
The methods of sample acquisition determines the green wave design travel speed of the even entire arterial highway in section.So determining green wave design travels speed
Degree, will not only will receive the interference of human factor, and is difficult to ensure the wide and green wave travel speed of green wave band while reaching maximum,
Its influence to driver comfort and safety is not accounted for more, therefore the overall effect of green wave design is difficult to obtain most preferably.
Travel speed induction is so that driver is learned condition of road surface and is driven by road signs and markings and induced screen
Information, to realize the control and adjusting to Vehicle Speed；Car networking is one and is believed by vehicle location, speed and route etc.
The huge Internet constituted is ceased, the acquisition of vehicle itself environment and status information can be completed, and by information of vehicles
Analysis and processing, so that effective supervision of the realization to travel condition of vehicle, provides science decision for traffic operation and management；Automatically it drives
It sails, is to allow computer can be by artificial intelligence, vision calculating, radar, monitoring device and global positioning system cooperative cooperating
Under the operation of nobody class active, automatic safe motor vehicles are operated.The above new technology, new method, new system go out
It is existing, it controls driving status of the vehicle on road more accurately, is the intelligence control of urban highway traffic
Provide strong technical guarantee.
Summary of the invention
The present invention is difficult to ensure the wide and green wave travel speed of green wave band while reaching for current green wave coordination control method
Maximum problem, proposes a kind of sections of road speed designs method towards Philodendron ‘ Emerald Queen', is meeting sections of road speed
Spend area requirement and guarantee arterial highway green wave band it is wide it is maximized under the premise of so that travel speed of the vehicle on entire arterial highway is most
Greatly, and allow travel speed of the vehicle on different sections of highway close to so as to effectively improve the current effect of road
Rate reduces the journey time and stop frequency of vehicle, improves the stationarity and comfort level of driving.
To realize aforementioned present invention purpose, the technical solution adopted is as follows: a kind of section row towards Philodendron ‘ Emerald Queen'
Sail speed designs method, it is described method includes the following steps:
Step S1: determine green wave coordination design known parameters, the known parameters include each intersection can phase selection
The distance between position design scheme, split distribution requirement, common signal period optimization range, Adjacent Intersections, travel speed
Optimization range；
Step S2: the starting intersection for choosing arterial highway one end is benchmark intersection, and is denoted as intersection I1；
Step S3: according to benchmark intersection I1With intersection IiBetween running time equivalence relation and intersection Ii-1With
Intersection IiBetween sections of road travel speed optimization range v(i-1→i)∈[vmin(i-1→i), vmax(i-1→i)], determine that benchmark is handed over
Prong I1With intersection IiBetween travel speed optimization range；
In formula, v(i-1→i)Indicate intersection Ii-1To intersection IiSpeed, vmin(i-1→i)Indicate intersection Ii-1To intersection
Mouth IiMinimum speed, vmax(i-1→i)Indicate intersection Ii-1To intersection IiMaximum speed；
Step S4: according to green wave design travel speed calculation formula and travel speed optimization range, different public letters are determined
Green wave travel speed design scheme under number period and out of phase design scheme between benchmark intersection and each intersection；
Step S5: more green wave travel speed design schemes of set are calculated according to above step, select the corresponding arterial highway whole story
Green wave travel speed v between the intersection of both ends(1,n)Maximum design scheme is put into optimal case and alternatively gathers, wherein travel speed
Computational accuracy can be taken as 1km/h；
Step S6: from optimal case alternatively gather in select sections of road velocity variance it is the smallest be used as green wave travel speed
Optimization design scheme.
Preferably, the step S3, benchmark intersection I1With intersection IiBetween running time equivalence relation expression formula such as
Under:
In formula, S(1→i-1)Indicate intersection I1To intersection Ii-1Distance, v(1→i-1)Indicate intersection I1To intersection Ii-1
Travel speed, S(i-1→i)Indicate intersection Ii-1To intersection IiDistance, v(i-1→i)Indicate intersection Ii-1To intersection Ii's
Travel speed, S(1→i)Intersection I1To intersection IiDistance, v(1→i)Indicate intersection I1To intersection IiTravel speed.
Further, the step S3, benchmark intersection I1With intersection IiBetween travel speed optimization range formula
Expression formula is as follows:
In formula, v(1→i)Indicate benchmark intersection I1To intersection IiTravel speed；
Particularly, for benchmark intersection I1With intersection I2Between travel speed v(1→2)Optimization range be
[vmin(1→2), vmax(1→2)]。
Still further, the step S4, specifically, it is assumed that the two-way traffic condition of arterial highway is suitable, i.e., between intersection
The equal S of two-way spacing(1→i)=S(i→1)=S(1,i), the equal v of section two way speed(1→i)=v(i→1)=v(1,i), benchmark friendship
Prong I1With intersection IiBetween green wave travel speed calculate step include:
S401: it is distributed and is required according to different common signal periods, Signal Phase Design scheme and split, calculate each intersection
IiCoordinating direction I1→InPhase green light central instant point be ahead of its coordinate direction In→I1Phase green light center when
The time difference of punctum is denoted as Δ ti。
S402: green wave design travel speed calculation formula is as follows:
In formula, C indicates common signal period, kiIndicate certain integer；
By adjusting integer kiSo that benchmark intersection I1With intersection IiBetween travel speed be in step S3 and calculate
In the travel speed optimization range arrived；If can not find integer ki, then illustrate corresponding common signal period and Signal Phase Design side
Case is not suitable for carrying out two-way green wave coordination control design case.
Still further, the sections of road velocity variance calculation formula is as follows in the step S6:
In formula, σ2Indicate that sections of road velocity variance, n indicate arterial highway intersection quantity.
Beneficial effects of the present invention are as follows:
It, can be maximum 1. the green wave design travel speed that the present invention is calculated help to obtain maximum green wave band width
Reduce to degree the average stop frequency of arterial highway through vehicles.
2. the present invention will select green wave travel speed between the intersection of arterial highway whole story both ends according to sections of road velocity interval
Maximum design scheme can farthest shorten the average travel time of arterial highway through vehicles.
3. the present invention will make travel speed of the vehicle on different sections of highway as close possible to, it is ensured that vehicle is in driving process
In it is more steady, improve comfort and the safety of driving.
Detailed description of the invention
Fig. 1 is the step flow chart of the present embodiment sections of road speed designs method.
Fig. 2 is the time space graph for the travel speed design scheme that embodiment obtains.
Specific embodiment
The present invention will be described in detail with reference to the accompanying drawings and detailed description.
Embodiment 1
It is known successively to have intersection I from south toward north on certain north-south arterial highway1, intersection I2, intersection I3With intersection I4
The two-way traffic condition of totally 4 signalized intersections, arterial highway is suitable, i.e., the equal S of two-way spacing between intersection(1→i)=S(i→1)
=S(1i,), the equal v of section two way speed(1→i)=v(i→1)=v(1i,)；Intersection I1With intersection I2The distance between
S(1,2)For 500m；Intersection I2With intersection I3The distance between S(2,3)For 600m；Intersection I3With intersection I4The distance between
S(3,4)For 550m.
As shown in Figure 1, a kind of sections of road speed designs method towards Philodendron ‘ Emerald Queen', described this method include with
Lower step:
Step S1: determining North and South direction to coordinate direction, and the optional Signal Phase Design scheme of each intersection includes 7 kinds, point
It Wei north and south overlap joint, Bei Nan overlap joint, north and south be symmetrical, south and north, east and west, east southeast northwest (NW), Nan Xibeidong, north Nan Xidong；Each intersection is each
The split distribution of import requires as shown in table 1；The optimization range in common signal period is [90,110] s；Adjacent Intersections it
Between sections of road speed-optimization range be [50,60] km/h.
The split of the 1 each import in each intersection of table, which distributes, to be required
Step S2: the starting intersection for choosing arterial highway one end is benchmark intersection, and is denoted as intersection I1, and assume public
The optimization precision of signal period is 4s.
Step S3: according to benchmark intersection I1With intersection IiBetween running time equivalence relation, expression formula is as follows:
In formula, S(1→i-1)Indicate intersection I1To intersection Ii-1Distance, v(1→i-1)Indicate intersection I1To intersection Ii-1
Travel speed, S(i-1→i)Indicate intersection Ii-1To intersection IiDistance, v(i-1→i)Indicate intersection Ii-1To intersection Ii's
Travel speed, S(1→i)Intersection I1To intersection IiDistance, v(1→i)Indicate intersection I1To intersection IiTravel speed；
And intersection Ii-1With intersection IiBetween sections of road travel speed optimization range v(i-1→i)∈
[vmin(i-1→i), vmax(i-1→i)], determine benchmark intersection I1With intersection IiBetween travel speed optimization range, formula table
It is as follows up to formula:
In formula, v(i-1→i)Indicate intersection Ii-1To intersection IiSpeed, vmin(i-1→i)Indicate intersection Ii-1To intersection
Mouth IiMinimum speed, vmax(i-1→i)Indicate intersection Ii-1To intersection IiMaximum speed；v(1→i)Indicate benchmark intersection I1
To intersection IiTravel speed.
Step S4: assuming that the two-way traffic condition of arterial highway is suitable, i.e., the equal S of two-way spacing between intersection(1→i)=
S(i→1)=S(1,i), the equal v of section two way speed(1→i)=v(i→1)=v(1,i), benchmark intersection I1With intersection IiBetween
Green wave travel speed calculate step include:
S401: it is distributed and is required according to different common signal periods, Signal Phase Design scheme and split, calculate each intersection
IiCoordinating direction I1→InPhase green light central instant point be ahead of its coordinate direction In→I1Phase green light center when
The time difference of punctum is denoted as Δ ti。
S402: green wave design travel speed calculation formula is as follows:
In formula, C indicates common signal period, kiIndicate certain integer；
By adjusting integer kiSo that benchmark intersection I1With intersection IiBetween travel speed be in step S3 and calculate
In the travel speed optimization range arrived, benchmark intersection and each is determined under different common signal periods and out of phase design scheme
Green wave travel speed design scheme between intersection；If can not find integer ki, then illustrate the corresponding common signal period with
Signal Phase Design scheme is not suitable for carrying out two-way green wave coordination control design case.
It can be determined according to step S3 and step S4:
(1) as intersection I1Signal Phase Design scheme be north and south overlap when
1) intersection I1With intersection I2Between travel speed optimization range be v(1→2)∈ [50,60] km/h, according to not
Common signal period together, intersection I2Signal Phase Design scheme and split distribution require, calculate separately intersection I1With intersect
Mouth I2Coordinating direction I1→I4Phase green light central instant point be ahead of its coordinate direction I4→I1Phase green light center
The time difference of moment point is denoted as Δ t1With Δ t2, calculated result is as shown in table 2 and table 3.
Its specific calculating is as follows, as shown in Table 1, intersection I1South it is straight left, north and south is straight, the straight left split in north requires point
Not Wei 0.28,0.10,0.26, therefore intersection I1Coordinating direction I1→I4Phase green light central instant point be ahead of its
Coordinate direction I4→I1Phase green light central instant point time difference are as follows: [0.28+ (0.10+0.26)/2- (0.28+0.10)/
2] × C=0.27C, when the common signal period, C took 90s, Δ t1=0.27 × 90=24.3s；Other calculate the side of time difference
Formula is identical as the above calculation.
2 intersection I of table1Coordination phase green light central instant point time difference (s)
It is specific to calculate, as shown in Table 1, intersection I2South it is straight left, north and south is straight, the straight left split in north require be respectively
0.26,0.12,0.24, therefore intersection I2Coordinating direction I1→I4Phase green light central instant point be ahead of it and coordinating
Direction I4→I1Phase green light central instant point time difference are as follows: [0.26+ (0.12+0.24)/2- (0.26+0.12)/2] × C
=0.25C, when the common signal period, C took 90s, Δ t2=0.25 × 90=22.5s, calculate other times difference method and with
Upper method is identical.
3 intersection I of table2Coordination phase green light central instant point time difference (s)
According to green wave design travel speed calculation formulaFind out different public letters
Green wave design travel speed v under number period and out of phase design scheme(1→2), as shown in table 4.If can not find integer k2Make
Obtain v(1→2)In travel speed optimization range, then illustrate the corresponding common signal period and Signal Phase Design scheme be not suitable for into
Row two-way green wave coordination control design case, in table 4 with symbol " " indicate.
It is specific to calculate, when common signal period C takes 90s, intersection I1With intersection I2Signal Phase Design scheme be north and south
When overlap joint, Δ t1=24.3s, Δ t2=22.5s, can not find integer k at this time2It can make
Within travel speed optimization range, thus be not present corresponding green wave design travel speed, in table 4 with symbol " " indicate；
In another example when common signal period C takes 90s, intersection I1Signal Phase Design scheme be north and south overlap joint, intersection I2Phase set
When meter scheme is east southeast northwest (NW), Δ t1=24.3s, Δ t2=45.9s, at this time integer k2Taking 1 can makeWithin travel speed optimization range, therefore corresponding green wave design
Travel speed is 53km/h, and it is identical as the above calculation method to calculate other green wave design travel speeds.
4 intersection I of table1With intersection I2Between green wave design travel speed (km/h)
2) according to green wave design travel speed v(1→2)And intersection I2With intersection I3Between sections of road speed it is excellent
Change area requirement v(2→3)∈ [50,60] km/h, determines intersection I1With intersection I3Between travel speed optimization range are as follows:
According to green wave design travel speed v different in table 4(1→2)Find out intersection I1With intersection I3Between traveling speed
Optimization range is spent, as shown in table 5.
For example, when the common signal period, C took 90s, by S(1→2)=500m, S(2→3)=600m, S(1→3)=1100m,
v(1→2)=53km/h, vmin(2→3)=50km/h, vmax(2→3)=60km/h can calculate v(1→3)Optimization range be v(1→3)∈
[51,56]km/h；When the common signal period, C took 98s, due to calculating discovery before, there is no corresponding green wave design traveling speed
Spend v(1→2), therefore v1()3→Optimization range be also not present, in table 5 with symbol " " indicate.
5 intersection I of table1With intersection I3Between travel speed optimization range (km/h)
According to different common signal periods and intersection I3Signal Phase Design scheme, calculate intersection I3Coordinating direction
I1→I4Phase green light central instant point be ahead of its coordinate direction I4→I1Phase green light central instant point time difference
Δt3, calculated result is as shown in table 6.
Its specific calculating is as follows, as shown in Table 1, intersection I3South it is straight left, north and south is straight, the straight left split in north requires point
Not Wei 0.30,0.10,0.26, therefore intersection I3Coordinating direction I1→I4Phase green light central instant point be ahead of its
Coordinate direction I4→I1Phase green light central instant point time difference are as follows: [0.30+ (0.10+0.26)/2- (0.30+0.10)/
2] × C=0.28C, when the common signal period, C took 90s, Δ t3=0.28 × 90=25.2s；Other calculate the side of time difference
Formula is identical as the above calculation.
6 intersection I of table3Coordination phase green light central instant point time difference (s)
According to green wave design travel speed calculation formulaFind out different public letters
Green wave design travel speed v under number period and out of phase design scheme(1→3), as shown in table 7.If can not find integer k3Make
Obtain v(1→3)In the travel speed optimization range shown in the table 5, then illustrate corresponding common signal period and Signal Phase Design scheme
Be not suitable for carry out two-way green wave coordination control design case, in table 7 with symbol " " indicate.
It is specific to calculate, when common signal period C takes 90s, intersection I1With intersection I3Signal Phase Design scheme be north and south
When overlap joint, Δ t1=24.3s, Δ t3=25.2s, can not find integer k at this time3It can make
Within travel speed optimization range, thus be not present corresponding green wave design travel speed, in table 7 with symbol " " indicate；
In another example when common signal period C takes 90s, intersection I1Signal Phase Design scheme be north and south overlap joint, intersection I3Phase set
When meter scheme is that northern east southeast is western, Δ t1=24.3s, Δ t3=60.3s, at this time integer k3Taking 2 can makeWithin travel speed optimization range, therefore corresponding green wave design
Travel speed is 55km/h, and it is identical as the above calculation method to calculate other green wave design travel speeds.
7 intersection I of table1With intersection I3Between green wave design travel speed (km/h)
3) according to green wave design travel speed v(1→3)And intersection I3With intersection I4Between sections of road speed it is excellent
Change area requirement v(3→4)∈ [50,60] km/h, determines intersection I1With intersection I4Between travel speed optimization range are as follows:
According to green wave design travel speed v different in table 7(1→3)Find out intersection I1With intersection I4Between traveling speed
Optimization range is spent, as shown in table 8.
For example, when the common signal period, C took 90s, by S(1→2)=500m, S(2→3)=600m, S(3→4)=550m,
S(1→4)=1650m, v(1→3)=55km/h, vmin(3→4)=50km/h, vmax(3→4)=60km/h can calculate v(1→4)Optimization
Range is v(1→4)∈[53,57]km/h；When the common signal period, C took 98s, due to calculating discovery before, there is no corresponding
Green wave design travel speed v(1→3), therefore v(1→4)Optimization range be also not present, in table 8 with symbol " " indicate.
8 intersection I of table1With intersection I4Between travel speed optimization range (km/h)
According to different common signal periods and intersection I4Signal Phase Design scheme, calculate intersection I4Coordinating direction
I1→I4Phase green light central instant point be ahead of its coordinate direction I4→I1Phase green light central instant point time difference
Δt4, calculated result is as shown in table 9.
Its specific calculating is as follows, as shown in Table 1, intersection I4South it is straight left, north and south is straight, the straight left split in north requires point
Not Wei 0.32,0.12,0.24, therefore intersection I4Coordinating direction I1→I4Phase green light central instant point be ahead of its
Coordinate direction I4→I1Phase green light central instant point time difference are as follows: [0.32+ (0.12+0.24)/2- (0.32+0.12)/
2] × C=0.28C, when the common signal period, C took 90s, Δ t4=0.28 × 90=25.2s；Other calculate the side of time difference
Formula is identical as the above calculation.
9 intersection I of table4Coordination phase green light central instant point time difference (s)
According to green wave design travel speed calculation formulaFind out different public letters
Green wave design travel speed v under number period and out of phase design scheme(1→4), as shown in table 10.If can not find integer k4
So that v(1→4)In the travel speed optimization range shown in the table 8, then illustrate corresponding common signal period and Signal Phase Design side
Case be not suitable for carry out two-way green wave coordination control design case, in table 10 with symbol " " indicate.
It is specific to calculate, when common signal period C takes 90s, intersection I1With intersection I4Signal Phase Design scheme be north and south
When overlap joint, Δ t1=24.3s, Δ t4=25.2s, can not find integer k at this time4It can make
Within travel speed optimization range, thus be not present corresponding green wave design travel speed, in table 10 with symbol " " table
Show；In another example when common signal period C takes 94s, intersection I1Signal Phase Design scheme be respectively north and south overlap joint, intersection I4's
When Signal Phase Design scheme is that north and south is symmetrical, Δ t1=25.4s, Δ t4=0.0s, at this time integer k4Taking 1 can makeWithin travel speed optimization range, therefore corresponding green wave design
Travel speed is 56km/h, and it is identical as the above calculation method to calculate other green wave design travel speeds.
10 intersection I of table1With intersection I4Between green wave design travel speed (km/h)
By analyzing above it is found that as intersection I1Signal Phase Design scheme be north and south overlap when, the best common signal period
It can be taken as 106s, intersection I2, intersection I3With intersection I4Optimum phase design scheme be respectively Bei Nandongxi, north and south pair
Claim and south and north, east and west, the green wave travel speed v between the intersection of arterial highway whole story both ends at this time(1,4)=58km/h, reaches maximum value；
Green wave travel speed v between Adjacent Intersections(1,2)、v(2,3)、v(3,4)Respectively 59km/h, 59km/h, 57km/h.
(2) as intersection I1Signal Phase Design scheme be that Bei Nan overlap joint, north and south is symmetrical, south and north, east and west, east southeast northwest (NW), Nan Xi
When east northeast, north Nan Xidong
Work as intersection I it can be seen from table 4, table 7 and table 101Signal Phase Design scheme be north and south overlap joint let pass when, intersect
Mouth I2, intersection I3With intersection I4Optimum phase design scheme be respectively Bei Nandongxi, north and south symmetrically and south and north, east and west, most
The good common signal period is 106s, the green wave travel speed v between the intersection of arterial highway whole story both ends(1,4)=58km/h, gets
Maximum value corresponds to the green wave traveling desin speed v between Adjacent Intersections at this time(1,2)、v(2,3)、v(3,4)Respectively 59km/h,
59km/h, 57km/h correspond to design scheme 1.It is directed to intersection I again1Signal Phase Design scheme be Bei Nan overlap joint, north and south pair
When title, south and north, east and west, east southeast northwest (NW), Nan Xibeidong, north Nan Xidong, similar other 6 kinds of design schemes can be calculated separately out such as
Shown in table 11.
11 intersection signal Signal Phase Design of table and section and the green wave travel speed design scheme in arterial highway
Step S5: in more green wave travel speed design schemes of set shown in table 11, the friendship of corresponding arterial highway whole story both ends is selected
Green wave travel speed v between prong(1,4)Maximum design scheme 1 is put into optimal case with scheme 3 and alternatively gathers, green wave traveling
Speed v(1,4)Reach 58km/h.
Step S6: design scheme 1 and scheme 3 in alternatively gathering for optimal case, according to the road section green wave of each scheme
Design travel speed v(1,2)、v(2,3)、v(3,4), calculate sections of road velocity varianceContrast design
The sections of road velocity variance of scheme 1 and scheme 3It selects design scheme 3 and is used as green wave travel speed
Optimization design scheme.
In conclusion optimum signal coordinate design scheme is to be 90s, intersection I in the common signal period1、I2、I3、I4Letter
Number phase is respectively symmetrical north and south, south and north, east and west, east southeast northwest (NW) and Bei Nan overlap joint.At this time between the intersection of arterial highway whole story both ends
Green wave travel speed v(1,4)Reach maximum value 58km/h, sections of road velocity variance σ2Reach minimum value 0.3.
The sections of road speed designs scheme time space graph towards Philodendron ‘ Emerald Queen' is drawn, as shown in Figure 2.
Obviously, the above embodiment of the present invention be only to clearly illustrate example of the present invention, and not be pair
The restriction of embodiments of the present invention.Any modification done within the spirit and principles of the present invention and changes equivalent replacement
Into etc., it should all be included in the scope of protection of the claims of the present invention.
Claims (5)
1. a kind of sections of road speed designs method towards Philodendron ‘ Emerald Queen', it is characterised in that: described this method include with
Lower step:
Step S1: the known parameters of green wave coordination design are determined, the known parameters include that the optional phase of each intersection is set
Meter scheme, split distribution requirement, the distance between common signal period optimization range, Adjacent Intersections, Adjacent Intersections it
Between travel speed optimization range；
Step S2: the starting intersection for choosing arterial highway one end is benchmark intersection, and is denoted as intersection I1；
Step S3: according to benchmark intersection I1With intersection IiBetween running time equivalence relation and intersection Ii-1With intersect
Mouth IiBetween sections of road travel speed optimization range v(i-1→i)∈[vmin(i-1→i), vmax(i-1→i)], determine benchmark intersection I1
With intersection IiBetween travel speed optimization range；
In formula, v(i-1→i)Indicate intersection Ii-1To intersection IiSpeed, vmin(i-1→i)Indicate intersection Ii-1To intersection Ii's
Minimum speed, vmax(i-1→i)Indicate intersection Ii-1To intersection IiMaximum speed；
Step S4: according to green wave design travel speed calculation formula and travel speed optimization range, different common signal weeks are determined
Green wave travel speed design scheme under phase and out of phase design scheme between benchmark intersection and each intersection；
Step S5: more green wave travel speed design schemes of set are calculated according to above step, select corresponding arterial highway whole story both ends
Green wave travel speed v between intersection(1,n)Maximum design scheme is put into optimal case and alternatively gathers；
Step S6: from optimal case alternatively gather in select sections of road velocity variance it is the smallest as green wave travel speed it is optimal
Design scheme.
2. the sections of road speed designs method according to claim 1 towards Philodendron ‘ Emerald Queen', it is characterised in that: institute
State step S3, benchmark intersection I1With intersection IiBetween running time equivalence relation expression formula it is as follows:
In formula, S(1→i-1)Indicate intersection I1To intersection Ii-1Distance, v(1→i-1)Indicate intersection I1To intersection Ii-1Row
Sail speed, S(i-1→i)Indicate intersection Ii-1To intersection IiDistance, v(i-1→i)Indicate intersection Ii-1To intersection IiTraveling
Speed, S(1→i)Intersection I1To intersection IiDistance, v(1→i)Indicate intersection I1To intersection IiTravel speed.
3. the sections of road speed designs method according to claim 2 towards Philodendron ‘ Emerald Queen', it is characterised in that: institute
State step S3, benchmark intersection I1With intersection IiBetween travel speed optimization range formula expression it is as follows:
In formula, v(1→i)Indicate benchmark intersection I1To intersection IiTravel speed；
Particularly, for benchmark intersection I1With intersection I2Between travel speed v(1→2)Optimization range be [vmin(1→2),
vmax(1→2)]。
4. the sections of road speed designs method according to claim 3 towards Philodendron ‘ Emerald Queen', it is characterised in that: institute
Step S4 is stated, specifically, it is assumed that the two-way traffic condition of arterial highway is suitable, i.e., the equal S of two-way spacing between intersection(1→i)=
S(i→1)=S(1,i), the equal v of section two way speed(1→i)=v(i→1)=v(1,i), benchmark intersection I1With intersection IiBetween
Green wave travel speed calculate step include:
S401: it is distributed and is required according to different common signal periods, Signal Phase Design scheme and split, calculate each intersection Ii?
Coordinate direction I1→InPhase green light central instant point be ahead of its coordinate direction In→I1Phase green light central instant point
Time difference, be denoted as Δ ti。
S402: green wave design travel speed calculation formula is as follows:
In formula, C indicates common signal period, kiIndicate certain integer；
By adjusting integer kiSo that benchmark intersection I1With intersection IiBetween travel speed be in what step S3 was calculated
In travel speed optimization range；If can not find integer ki, then illustrate corresponding common signal period and Signal Phase Design scheme not
It is appropriate for two-way green wave coordination control design case.
5. the sections of road speed designs method according to claim 4 towards Philodendron ‘ Emerald Queen', it is characterised in that: institute
It states in step S6, the sections of road velocity variance calculation formula is as follows:
In formula, σ2Indicate that sections of road velocity variance, n indicate arterial highway intersection quantity.
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| CN113593258A (en) * | 2021-07-23 | 2021-11-02 | 广州市交通规划研究院 | Signal timing and vehicle speed dynamic coordination control optimization method based on vehicle-road cooperation |
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