Office of Planning, Environment, & Realty (HEP)

Sample Methodologies for Regional Emissions Analysis in Small Urban and Rural Areas

Appendix Parameters and Defaults Values for Use with the BPR Formula for Estimating Speed

As described in Section 3, use of the BPR-type formulas (and other methods) requires three inputs: free-flow speed, roadway capacity, and traffic volume. Traffic volume information is developed as described in Section 2 of this report. The accuracy of this method is highly dependent on the accuracy of the capacity and free-flow speed inputs. This appendix described in detail the procedures for developing these two inputs, including default parameter values and some examples.

Free-flow speed estimation

NCHRP Report 387 recommends estimating free-flow speed by link using separate equations for unsignalized and signalized facilities.

Free-flow speed equation for unsignalized facilities:

Free-flow speed = 0.88*Sp + 14 (High-speed facilities have posted speed>50 mph)

Free-flow speed = 0.79*Sp + 12 (Low-speed facilities have posted speed<=50 mph)

where Sp = posted speed limit in mph

Free-flow speed equation for signalized facilities:

where: L = length of facility (in miles)

Smb = mid-block free-flow speed = 0.79*posted speed + 12 mph

N = number of signalized intersections on length, L

D = average delay per signal

D = DF * 0.5 * C(1-g/C)2

where: D = total signal delay per vehicle (sec)

g = effective green time (sec)

C = cycle length (sec)

If signal timing data are not available, the following default values can

be used:

C = 120 seconds

g/C = 0.45

DF = (1 - P)/(1 - g/C), where P= proportion of vehicles arriving on green

If P is unknown, the following defaults can be used for DF:

DF = 0.9 for uncoordinated traffic actuated signals

= 1.0 for uncoordinated fixed time signals

= 1.2 for coordinated signals with unfavorable progression

= 0.90 for coordinated signals with favorable progression

= 0.60 for coordinated signals with highly favorable progression

When using these equations to estimate free-flow speed on a large number of links, it is typically impractical to apply the equations individually for each link. Instead, the equations are used to develop look-up tables of free-flow speeds by facility type and area type. The look-up table is then used to quickly assign free-flow speeds to each link. Below is an example if such a look-up table.

Free-flow speeds (mph) Freeway Expressway Arterial Collector 50 45 40 35 30 55 50 45 40 35 60 55 50 45 40 65 60 55 50 45

Source: Planning Techniques to Estimate Speeds and Service Volumes for Planning Applications,

NCHRP Report 387, Transportation Research Board, 1997.

Free-flow speeds can be determined using other more simplistic methods. Some regions estimate flow speeds by facility type based on the posted speed limit, such as adding or subtracting a fixed amount to/from the speed limit (e.g., speed limit plus 5 mph for highways) or multiply the speed limit by a fixed percentage (e.g., 62% of speed limit for collectors). These simple adjustments to posted speed limits are usually based on a limited sample of measured local speeds that are available for the desired roadway classification. When using these rules for estimating free-flow speeds, the equations often differ based on area type (e.g., CBD, rural, etc.). Other regions estimate free-flow speeds by facility type using observed off-peak speeds.

NCHRP Report 387 recommends a set of equations for estimating capacity that are based on the 1994 Highway Capacity Manual. There are separate equations for freeways, 2-lane unsignalized roads, and signalized arterials.

Capacity (vph) = Ideal Cap * N * Fhv * PHF

Where:

Ideal Cap = 2,400 (pcphl) for freeways with >=70 mph free-flow speed

= 2,300 (pcphl) for all other freeways (free-flow speed < 70 mph)

N = number of through lanes (Ignore auxiliary lanes and "exit only" lanes)

Fhv = heavy vehicle adjustment factor

= 100/(100 + 0.5 * HV) for level terrain

= 100/(100 + 2.0 * HV) for rolling terrain

= 100/(100 + 5.0 * HV) for mountainous terrain

(HV = proportion of heavy vehicles, including trucks, buses, recreational vehicles, in the traffic flow. If HV is unknown, use 0.05 heavy vehicles as default.)

PHF = peak-hour factor (ratio of the peak 15-min flow rate to the average hourly flow rate) (If unknown, use default value of 0.90.)

Capacity equation for two-lane unsignalized roads:

Capacity (vph) = Ideal Cap * N * Fw * Fhv * PHF * Fdir * Fnopass

Where: Ideal Cap = 1,400 (pcphl) for all two-lane rural roads

N = number of lanes

Fw = lane width and lateral clearance factor

= 0.80 if narrow land and/or narrow shoulders are present

= 1.00 otherwise

(Narrow lanes are less than 12 ft. (3.6 m) wide; narrow shoulders are less than 3 ft (1.0 m) wide.)

Fhv = heavy vehicle adjustment factor

= 100/(100 + 1.0 * HV) for level terrain

= 100/(100 + 4.0 * HV) for rolling terrain

= 100/(100 + 11.0 * HV) for mountainous terrain

(HV = proportion of heavy vehicles, including trucks, buses, recreational vehicles, in the traffic flow. If HV is unknown, use 0.05 heavy vehicles as default.)

PHF = peak-hour factor (ratio of the peak 15-min flow rate to the average hourly flow rate) (If unknown, use default value of 0.90.)

= 0.71 + 0.58 * (1.00 - peak direction proportion) (Peak direction proportion of two-way traffic going in peak direction. If not known, use default of 0.55 peak direction.)

Fnopass = no-passing zone factor

= 0.97 - 0.07 * (NoPass) for rolling terrain

= 0.91 - 0.13 * (NoPass) for mountainous terrain

(NoPass is the proportion of length of facility for which passing is prohibited. If NoPass is unknown, use 0.60 NoPass for rolling terrain and 0.80 for mountainous terrain.)

Capacity equation for signalized arterials:

Capacity (vph) = Ideal Sat * N * Fhv * PHF * Fpark * Fbay * FCBD * g/C * Fc

Where: Ideal Sat = ideal saturation flow rate (vehicles per lane per hour of green)

= 1,900

N = number of through lanes (Exclude exclusive turn lanes and short lane additions.)

Fhv = heavy vehicle adjustment factor

= 1.00/(1.00 + HV)

(HV = proportion of heavy vehicles, including trucks, buses, recreational vehicles, in the traffic flow. If HV is unknown, use 0.05 heavy vehicles as default.)

PHF = peak-hour factor (ratio of the peak 15-min flow rate to the average hourly flow rate) (If unknown, use default value of 0.90.)

Fpark = on-street parking adjustment factor

= 0.90 if on-street parking is present and time limit is 1 hr or less

= 1.00 otherwise

Fbay = left turn bay adjustment factor

= 1.10 if exclusive left turn lanes (often as left turn bay) are present

= 1.00 otherwise

= 0.90 if located in CBDs

= 1.00 elsewhere

g/C = ratio of effective green time per cycle

If no data are available, use the following defaults:

Protected left turn phase present: g/C = 0.40

Protected left turn phase not present: g/C = 0.45

Other defaults may be developed by the local planning agency based on local conditions. Additional defaults might be based on the functional class of major and crossing streets.

Fc = optional user-specified calibration factor necessary to match estimated capacity with field measurements or other independent estimates of capacity (no units) (can be used to account for the capacity-reducing effects of left and right turns made from through lanes)

As with free-flow speeds, it is usually impractical to apply the capacity equations individually for every link, so look-up tables are developed.

One-way LOS "C", vehicles per lane per hour Freeway Expressway 2-Way Arterial (w/ parking) One-Way Arterial (w/ parking) 1750 800 600 700 600 1750 1000 550 550 800 1750 1000 550 650 800 1750 1000 550 900 800

Source: Planning Techniques to Estimate Speeds and Service Volumes for Planning Applications, NCHRP Report 387, Transportation Research Board, 1997.

If traffic volume data is on a daily basis (AADT), then hourly capacity must be converted to an effective daily capacity. In one approach to calculate 24-hour capacity, the hourly capacity per lane is divided by the ratio of AADT that occurs in the peak hour. This figure is then multiplied by the number of lanes in the peak direction, and in the off peak direction is multiplied by the number of lanes and a directional adjustment factor. A 24-hour volume-to-capacity (V/C) ratio is then calculated by dividing AADT by 24-hour capacity.

Construction of a Localized Capacity Look-Up Table

Because the accuracy of capacity estimates is essential to the accuracy of speed estimates, NCHRP Report 387 recommends that planning agencies use the specific capacities of the selected study section. When that is not possible, the following tables demonstrate the procedure for selecting default values and computing a look-up table of capacities, according to facility, area, and terrain type. The first table is for two-lane, rural undivided arterials, but additional rows of data could be added for multilane rural undivided arterials. The second table provides a sample computation.

Example - Table for Entering Default Values for Computing Capacity by Functional Class and Area/Terrain Type
Functional Class Area Type Terrain Type Lanes Free Speed Lane Width PHF % Heavy Vehicles Direction Split % No Pass Parking Left Turn Bay g/C
Freeway Rural Level all >70 mph 0.85 5%
Rolling all >70 mph 0.85 5%
Mountain all <70 mph 0.85 5%
Urban all all <70 mph 0.90 2%
Divided Arterial Rural Level >2 60 mph 0.85 5%
Rolling >2 55 mph 0.85 5%
Mountain >2 50 mph 0.85 5%
Suburban all all 0.90 2% no yes 0.45
Urban all all 0.90 2% yes yes 0.45
CBD all all 0.90 2% yes yes 0.45
Undivided Arterial Rural Level 2 standard 0.85 5% 55% 0%
Rolling 2 standard 0.85 5% 55% 60%
Mountain 2 narrow 0.85 5% 55% 80%
Suburban all all 0.90 2% no no 0.45
Urban all all 0.90 2% yes no 0.45
CBD all all 0.90 2% yes no 0.45
Collector Urban all all 0.85 2% yes no 0.40
Example - Computation of Default Capacities by Functional Class and Area/Terrain Type
Functional Class Area Type Terrain Type Lanes Ideal Cap PHF Fhv FW Fdir Fno- pass Fpark Fleft Fcbd g/C Cap/ Lane
Freeway Rural Level all 2400 0.85 0.98 2000
Rolling all 2400 0.85 0.91 1900
Mountain all 2300 0.85 0.80 1600
Urban all all 2300 0.90 0.98 2000
Divided Arterial Rural Level >2 2200 0.85 0.98 1800
Rolling >2 2100 0.85 0.91 1600
Mountain >2 2000 0.95 0.80 1400
Suburban all all 1900 0.90 0.98 1.00 1.10 1.00 0.45 850
Urban all all 1900 0.90 0.98 0.90 1.10 1.00 0.45 750
CBD all all 1900 0.90 0.98 0.90 1.10 0.90 0.45 650
Undivided Arterial Rural Level 2 1400 0.85 0.95 1.00 0.97 1.00 1100
Rolling 2 1400 0.85 0.83 1.00 0.97 0.93 900
Mountain 2 1400 0.85 0.65 0.80 0.97 0.81 500
Suburban all all 1900 0.90 0.98 1.00 1.00 1.00 0.45 750
Urban all all 1900 0.90 0.98 0.90 1.00 1.00 0.45 700
CBD all all 1900 0.90 0.98 0.90 1.00 0.90 0.45 600
Collector Urban all all 1900 0.85 0.98 0.90 1.00 1.00 0.40 550

Computing average speed

The updated BPR formula is as follows:

where: s = predicted mean speed

sf= free-flow speed

v = volume

c = practical capacity

a = 0.05 for facilities with signals spaced 2 mi apart or less

= 0.20 for all other facilities

b = 10

Many regions have modified the parameters a and b so that the formula calculates speeds that more closely reflect observed local speeds. The original BPR formula uses a = 0.15 and b = 4. Other regions have used values of a as high as 1.0 and values of b as high as 11.