CN103208196B - Lane adjusting method for urban artery turning traffic - Google Patents

Abstract

The invention discloses a lane adjusting method for urban artery turning traffic. The method is used for relieving tidal flow in urban roads and mainly comprises the number of variable lanes in need of direction changing and a lane turning function determining method after lane adjustment. The method comprises that variable-direction traffic setting conditions of urban arteries are given, the number of variable lanes and the lane turning functions after lane adjustment are determined by combining control of tidal intersection signals, and intersection delay values are calculated and compared to obtain the lane adjusting method for urban artery turning traffic. According to the lane adjusting method, the intersection signal control and the variable-direction traffic technology are combined, so that the tidal traffic jam is relieved, the delay is reduced, and the utilization rate of existing road resources is improved effectively.

Description

Towards the track method of adjustment of arterial street break-in traffic

Technical field

The invention belongs to road traffic control field, be specifically related to the defining method of a kind of changeable driveway quantity towards arterial street break-in traffic and adjustment rear each track, track turning function.

Background technology

In recent years, along with the space in China city adjusts with function, multicenter, new city, Metropolitan Area (circle) etc. become the new model of spatial spread, increasing household resident is in Xincheng District, be operated in downtown area, go off daily relies on car, and " duty lives to be separated " phenomenon is quite general.Thereupon, traffic flow on the contact channel of new city and center presents obvious tidal regime: early (evening) peak often occurs into (going out) direction, city because path resource wretched insufficiency causes the often property sent out to be blocked up, and the phenomenon that is underutilized of rightabout path resource simultaneously.According to domestic and international years'experiences, the one alleviating this phenomenon effectively and feasible measure apply break-in traffic technique exactly.Integrative design intersection combines with break-in traffic technique and alleviates the research that tide flow blocks up by current shortage, also not when the theoretical method of turning function aspect, each track after the adjustment of two-way lane quantity.

Summary of the invention

The object of the invention is to propose a kind of track method of adjustment towards arterial street break-in traffic.Comprise defining method two parts needing to change nyctitropic changeable driveway quantity and adjustment rear each track, track turning function, integrative design intersection is combined with break-in traffic technique and alleviates tide flow and block up, reduce to incur loss through delay, effectively improve the utilization factor of existing road resource.

The technical solution used in the present invention is: towards the track method of adjustment of arterial street break-in traffic, comprise the following steps:

A. volume of traffic direction nonuniformity coefficient K is calculated _d:

Volume of traffic direction nonuniformity coefficient computing formula is:

$K_D=\frac{q_1}{q_1+q_2}$

In formula:

Q ₁---the heavy traffic flow path direction magnitude of traffic flow (pcu/h);

Q ₂---the light traffic flow path direction magnitude of traffic flow (pcu/h).

B. judge whether to meet break-in traffic setting model:

The setting model of break-in traffic comprises following six aspects:

Condition one: on road, motor vehicle number of track-lines is more than two-way 3 tracks, and number of track-lines is generally more than 6 in the city thoroughfare that the volume of traffic is larger, is at least 5;

Condition two: when track, crossing is not suitable for enlarging or widens;

Condition three: section will have significantly " tidal phenomena ", such as very large at a certain specific time period vehicle flowrate, cause and block up, and other times vehicle flowrate is all normal, now just has the necessity implementing break-in traffic;

Condition four: there is the section of tide flow to implement break-in traffic, need meet a standard, in peak period, one, this section direction vehicle flowrate exceeds 40% than opposite direction wagon flow, namely the minimum need of volume of traffic directional spreding coefficient reach 2/3, as far as possible more than 3/4;

Condition five: subtend track is being used in heavy traffic direction, after namely number of track-lines is reduced in light traffic direction, should ensure that the traffic capacity of the two-way lane after adjusting meets respective demand;

Condition six: the terminal arranging break-in traffic route by sufficient traffic processing power, should can not be formed new traffic bottlenecks, and facilitate vehicles while passing track.

If meet break-in traffic setting model, calculate further and determine changeable driveway quantity and adjustment rear each track, track turning function; If do not meet, then select tide flow integrative design intersection prioritization scheme.

C. changeable driveway quantity and adjustment rear each track, track turning function is determined:

Step one: the traffic capacity calculating present situation two-way road:

$C_a=n_L\·S_L\·\left(\frac{g_{\mathrm{NL}}}{T_N}\right)+n_T\·S_T\·\left(\frac{g_{\mathrm{NT}}}{T_N}\right)+n_R\·S_R\·\left(\frac{g_{\mathrm{NR}}}{T_N}\right)$

$C_a^{\′}=n_L^{\′}\·S_L\·\left(\frac{g_{\mathrm{ML}}}{T_M}\right)+n_T^{\′}\·S_T\·\left(\frac{g_{\mathrm{MT}}}{T_M}\right)+n_R^{\′}\·S_R\·\left(\frac{g_{\mathrm{MR}}}{T_M}\right)$

In formula:

C _a, C _a' be respectively the traffic capacity of present situation two-way road, pcu/h;

T _m---the signal period duration of crossing M, s;

T _n---the signal period duration of crossing N, s;

S _l, S _t, S _rbe respectively the saturation volume of a left-hand rotation, craspedodrome, right-turn lane, 1550pcu/h, 1650pcu/h, 1550pcu/h can be got respectively;

N _l, n _t, n _rbe respectively the left-hand rotation in a direction, section, craspedodrome, right-turn lane quantity;

G _nL, g _nT, g _nRbe respectively the Effective Green Time duration that N place, crossing a direction entrance driveway respectively turns to phase place, s;

N _l', n _t', n _r' be respectively the left-hand rotation in a ' direction, section, craspedodrome, right-turn lane quantity;

G _mL, g _mT, g _mRbe respectively the Effective Green Time duration that a ' direction, M place, crossing entrance driveway respectively turns to phase place, s.

Step 2: when supposing changeable driveway quantity Δ n=1, calculate q respectively _liand q _ti.Wherein, q _lito attach most importance to the left-hand rotation bicycle road flow in traffic flow direction; q _tito attach most importance to the craspedodrome bicycle road flow in traffic flow direction.

If q _libe greater than q _ti, this changeable driveway is set to left-hand rotation dedicated Lanes, and the left turn traffic for heavy traffic flow path direction passes through, and the function in other three tracks is constant; If q _libe less than q _ti, using the left-hand rotation dedicated Lanes of changeable driveway as heavy traffic flow path direction, the most fast lane before the adjustment of track becomes craspedodrome from original left-hand rotation.

In like manner can determine each lane function of light traffic flow path direction: work as q _libe greater than q _titime, turn left track quantity of the party reduces, and the left turning vehicle lane change originally travelled on changeable driveway travels to adjacent outside left turn lane; Work as q _libe less than q _titime, the Through Lane quantity in this direction reduces, and left turning vehicle moves laterally, and the Through Lane lane change of inner side travelled to adjacent outside Through Lane originally.

Step 3: after two-way lane quantity and function change, reselect tide integrative design intersection scheme, and calculate signal timing dial, in table 1.

Table 1

Step 4: combine with tide flow intersection signal phase optimization scheme, calculate traffic capacity C and C ' that track adjusts latter two direction, computing method are identical with present situation.

Step 5: judge whether to meet number of track-lines and the traffic capacity two constraint conditions.

Condition one: number of track-lines condition

$\left\{\begin{array}{c}0\≤\mathrm{\Δn}\≤n_a\\ 0\≤\mathrm{\Δn}\≤n_a^{\′}\end{array}\right.$

Wherein:

n _a＝n _L+n _T+n _R

n′ _a＝n′ _L+n′ _T+n′ _R

Condition two: traffic capacity condition

$\left\{\begin{array}{c}{q}_L+q_T+q_R\≤C\\ q_L^{\′}+q_T^{\′}+q_R^{\′}\≤C^{\′}\end{array}\right.$

In formula, q _l, q _t, q _rbe respectively the left-hand rotation in its excess-three of M place, crossing entrance driveway remittance a direction, section, craspedodrome and right-hand rotation flow, pcu/h; q _l', q _t', q _r' be respectively its excess-three of N place, crossing entrance driveway to import the left-hand rotation in a ' direction, section, craspedodrome and right-hand rotation flow, pcu/h.

If meet above two constraint conditions, then carry out the calculating of step 6; Otherwise, enter step 7.

Step 6: calculate the intersection delay value after the adjustment of track.

Step 7: make changeable driveway quantity increase by 1, i.e. Δ n=2,3 ..., n _atime, repeat step 2 to the computation process of step 6, obtain each intersection delay.

Step 8: if when changeable driveway quantity is i, can not meet number of track-lines and Capacity Constraints condition, then compare Δ n=1,2,3 ..., intersection delay value during i-1, Δ n when this value is minimum is changeable driveway quantity.

So far, complete the determination of the turning function in changeable driveway quantity and the rear each track of track quantity adjustment, obtain the track method of adjustment towards arterial street break-in traffic.

Beneficial effect: the object of the track method of adjustment towards arterial street break-in traffic that the present invention proposes is to alleviate the tide flow phenomenon that urban road exists, feature maximum is compared with the conventional method: 1. block up for tide flow and usually can alleviate with adjusting by being optimized signal timing plan in crossing, and break-in traffic technique improves its utilization factor also often used by adjusting existing road resource flexibly, break-in traffic technique combines with integrative design intersection by the present invention, thus obtain the track method of adjustment of arterial street break-in traffic, 2. the present invention proposes the lane function combined with integrative design intersection and repartition scheme, thus the code reassignment completed existing road resource, after the quantity determining changeable driveway, heavy traffic flow path direction obtains more multilane, light traffic flow path direction is then corresponding decreases track, it is different before traffic supply and demand ratio now adjusts from track, in current break-in traffic lane adjustment, when needs change after nyctitropic track quantity determines, usually no left turn strategy is adopted in minimizing direction, track, this needs left turn traffic separately to find a way out, add the operating range of left turning vehicle, method in the present invention can ensure that each turns to wagon flow normal pass, and do not need part to turn to wagon flow another pathfinding wire-wound capable.

Accompanying drawing explanation

Fig. 1 is urban road intersection list import clearance scheme schematic diagram in prior art.

Fig. 2 is the mixing clearance scheme that in prior art, urban road intersection symmetry combines with single import.

Fig. 3 is that in prior art, urban road intersection symmetry mixes " opening the early disconnected late " scheme of letting pass with single import.

Fig. 4 is that before the adjustment of changeable driveway quantity, the traffic capacity calculates schematic diagram.

Fig. 5 be left-hand rotation bicycle road flow large time heavy traffic flow path direction each track turning function splitting scheme schematic diagram.

Fig. 6 be craspedodrome bicycle road flow large time heavy traffic flow path direction each track turning function splitting scheme schematic diagram.

Fig. 7 is towards the track method of adjustment process flow diagram of arterial street break-in traffic.

Embodiment

Below in conjunction with the drawings and specific embodiments, the present invention will be further described.

To the arterial street that there is tide flow, first calculate volume of traffic direction nonuniformity coefficient K _d; Then judging whether to meet break-in traffic setting model: if meet break-in traffic setting model, determining changeable driveway quantity by calculating, otherwise, select tide flow integrative design intersection prioritization scheme, in table 1,

Table 1

Each signal phase scheme in table is shown in Fig. 1, Fig. 2, Fig. 3 respectively.

For two-way six-lane, the defining method of changeable driveway quantity and adjustment rear each track, track turning function is:

Step one: the traffic capacity calculating present situation two-way road, as shown in Figure 4.

Step 2: when supposing changeable driveway quantity Δ n=1, calculate q respectively _liand q _ti, wherein, q _lito attach most importance to the left-hand rotation bicycle road flow in traffic flow direction; q _tito attach most importance to the craspedodrome bicycle road flow in traffic flow direction.

If q _libe greater than q _ti, this changeable driveway is set to left-hand rotation dedicated Lanes, and the left turn traffic for heavy traffic flow path direction passes through, and the function in other three tracks is constant, sees Fig. 5; If q _libe less than q _ti, using the left-hand rotation dedicated Lanes of changeable driveway as heavy traffic flow path direction, the most fast lane before the adjustment of track becomes craspedodrome from original left-hand rotation, sees Fig. 6.

In like manner, each lane function defining method of light traffic flow path direction is: work as q _libe greater than q _titime, turn left track quantity of the party reduces, and the left turning vehicle lane change originally travelled on changeable driveway travels to adjacent outside left turn lane; Work as q _libe less than q _titime, the Through Lane quantity in this direction reduces, and left turning vehicle moves laterally, and the Through Lane lane change of inner side travelled to adjacent outside Through Lane originally.

Step 3: after two-way lane quantity and function change, reselect tide integrative design intersection scheme, equally in table 1, and calculate signal timing dial.

Step 4: combine with tide flow intersection signal phase optimization scheme, calculate traffic capacity C and C ' that track adjusts latter two direction, computing method are identical with step one.

Step 5: judge whether to meet number of track-lines and the traffic capacity two constraint conditions, if meet above two constraint conditions, then carries out the calculating of step 6; Otherwise, enter step 7.

Step 6: calculate the intersection delay value after the adjustment of track.

Step 7: make changeable driveway quantity increase by 1, i.e. Δ n=2,3 ..., n _atime, repeat step 2 to the computation process of step 6, obtain each intersection delay.

Step 8: if when changeable driveway quantity is i, can not meet number of track-lines and Capacity Constraints condition, then compare Δ n=1,2,3 ..., intersection delay value during i-1, Δ n when this value is minimum is changeable driveway quantity.

Through above step, the turning function in changeable driveway quantity and the rear each track of track quantity adjustment can be determined, thus obtain the track method of adjustment process flow diagram towards arterial street break-in traffic, see Fig. 7.

It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.The all available prior art of each ingredient not clear and definite in the present embodiment is realized.

Claims (3)

1., towards the track method of adjustment of arterial street break-in traffic, it is characterized in that: comprise the following steps:

1) volume of traffic direction nonuniformity coefficient K is calculated _d;

$K_D=\frac{q_1}{q_1+q_2}$

In formula:

Q ₁---the heavy traffic flow path direction magnitude of traffic flow (pcu/h);

Q ₂---the light traffic flow path direction magnitude of traffic flow (pcu/h);

2) judging whether to meet break-in traffic setting model: if meet break-in traffic setting model, determining changeable driveway quantity and adjustment rear each track, track turning function by calculating; Otherwise, select tide flow integrative design intersection prioritization scheme;

3) defining method of changeable driveway quantity and adjustment rear each track, track turning function is:

Step one: the traffic capacity calculating present situation two-way road;

$C_a=n_L\·S_L\·\left(\frac{g_{\mathrm{NL}}}{T_N}\right)+n_T\·S_T\·\left(\frac{g_{\mathrm{NT}}}{T_N}\right)+n_R\·S_R\·\left(\frac{g_{\mathrm{NR}}}{T_N}\right)$

${C_a}^{\′}={n_L}^{\′}+S_L\·\left(\frac{g_{\mathrm{ML}}}{T_M}\right)+{n_T}^{\′}\·S_T\·\left(\frac{g_{\mathrm{MT}}}{T_M}\right)+{n_R}^{\′}\·S_R\·\left(\frac{g_{\mathrm{MR}}}{T_M}\right)$

Wherein C _a, C _a' be respectively the traffic capacity of present situation two-way road, pcu/h; T _mfor the signal period duration of crossing M, s; T _nfor the signal period duration of crossing N, s; S _l, S _t, S _rbe respectively the saturation volume of a left-hand rotation, craspedodrome, right-turn lane, 1550pcu/h, 1650pcu/h, 1550pcu/h can be got respectively; n _l, n _t, n _rbe respectively the left-hand rotation in a direction, section, craspedodrome, right-turn lane quantity; g _nL, g _nT, g _nRbe respectively the Effective Green Time duration that N place, crossing a direction entrance driveway respectively turns to phase place, s; n _l', n _t', n _r' be respectively the left-hand rotation in a ' direction, section, craspedodrome, right-turn lane quantity; g _mL, g _mT, g _mRbe respectively the Effective Green Time duration that a ' direction, M place, crossing entrance driveway respectively turns to phase place, s;

Step 2: when supposing changeable driveway quantity Δ n=1, calculate q respectively _liand q _ti, wherein, q _lito attach most importance to the left-hand rotation bicycle road flow in traffic flow direction; q _tito attach most importance to the craspedodrome bicycle road flow in traffic flow direction;

If q _libe greater than q _ti, this changeable driveway is set to left-hand rotation dedicated Lanes, and the left turn traffic for heavy traffic flow path direction passes through, and the function in other three tracks is constant; If q _libe less than q _ti, using the left-hand rotation dedicated Lanes of changeable driveway as heavy traffic flow path direction, the most fast lane before the adjustment of track becomes craspedodrome from original left-hand rotation;

In like manner, each lane function defining method of light traffic flow path direction is: work as q _libe greater than q _titime, turn left track quantity of the party reduces, and the left turning vehicle lane change originally travelled on changeable driveway travels to adjacent outside left turn lane; Work as q _libe less than q _titime, the Through Lane quantity in this direction reduces, and left turning vehicle moves laterally, and Through Lane lane change to the adjacent outside Through Lane of inner side travelled originally;

Step 3: after two-way lane quantity and function change, reselect tide integrative design intersection scheme, and calculate signal timing dial;

Step 4: combine with tide flow intersection signal phase optimization scheme, calculate traffic capacity C and C ' that track adjusts latter two direction, computing method are identical with step one;

Step 5: judge whether to meet number of track-lines and the traffic capacity two constraint conditions;

Condition one: number of track-lines condition

$\left\{\begin{array}{c}0\≤\mathrm{\Δh}\≤n_a\\ 0\≤\mathrm{\Δn}\≤{n_a}^{\′}\end{array}\right.$

Wherein:

n _a＝n _L+n _T+n _R

n _a′＝n _L′+n _T′+n _R′

Condition two: traffic capacity condition

$\left\{\begin{array}{c}{q}_L+q_T+q_R\≤C\\ {q_L}^{\′}+{q_T}^{\′}+{q_R}^{\′}\≤C^{\′}\end{array}\right.$

In formula, q _l, q _t, q _rbe respectively the left-hand rotation in its excess-three of M place, crossing entrance driveway remittance a direction, section, craspedodrome and right-hand rotation flow, pcu/h; q _l', q _t', q _r' be respectively its excess-three of N place, crossing entrance driveway to import the left-hand rotation in a ' direction, section, craspedodrome and right-hand rotation flow, pcu/h;

If meet above two constraint conditions, then carry out the calculating of step 6; Otherwise, enter step 7;

Step 6: calculate the intersection delay value after the adjustment of track;

Step 7: make changeable driveway quantity increase by 1, i.e. Δ n=2,3 ..., n _atime, repeat the computation process of above step 2 to step 6, obtain each intersection delay;

Step 8: if when changeable driveway quantity is i, can not meet number of track-lines and Capacity Constraints condition, then compare Δ n=1,2,3 ..., intersection delay value during i-1, Δ n when this value is minimum is changeable driveway quantity.

2. the track method of adjustment towards arterial street break-in traffic according to claim 1, is characterized in that: described tide flow integrative design intersection prioritization scheme system of selection sees the following form.

3. the track method of adjustment towards arterial street break-in traffic according to claim 1, is characterized in that: the setting model of described break-in traffic comprises following six aspects:

Condition one: on road, motor vehicle number of track-lines is more than two-way 3 tracks, and number of track-lines is more than 5 in the city thoroughfare that the volume of traffic is larger;

Condition two: when track, crossing is not suitable for enlarging or widens;

Condition three: section will have significantly " tidal phenomena ";

Condition four: the section that there is tide flow, to implement break-in traffic, need meet a standard, in peak period, one, this section direction vehicle flowrate exceeds 40% than opposite direction wagon flow, and namely the minimum need of volume of traffic directional spreding coefficient reach 2/3;

Condition five: subtend track is being used in heavy traffic direction, after namely number of track-lines is reduced in light traffic direction, should ensure that the traffic capacity of the two-way lane after adjusting meets respective demand;

Condition six: the terminal arranging break-in traffic route by sufficient traffic processing power, should can not be formed new traffic bottlenecks, and facilitate vehicles while passing track.