#### Transcript Document

Chapter 14: Basic Freeway Segments and Multilane Highways Chapter objectives: By the end of these chapters the student will be able to:     Estimate (determine) the speed of a basic freeway or a multilane under prevailing conditions Determine flow rate and density Obtain proper passenger-car equivalents for trucks, buses, and RVs (Grade affects the performance of these vehicles) Conduct operational and planning analyses for the basic freeway and multilane highway segments Chapter 14 1

## 14.1 Facility Types

Chapter 14 2

### 14.2 Basic freeway and multilane highway characteristics

Basic freeway segments: Segments of the freeway that are outside of the influence area of ramps or weaving areas.

Chapter 14 3

### 14.2.1 Basic freeway and multilane highway characteristics

(This is Figure 14.2 for basic freeway segments) Chapter 14 4

## 14.2.1 continued

Chapter 14 5

Fig 14.3 Base Speed-Flow Curves for Multilane Highways (For multilane highways) Chapter 14 6

Fig 14.3 Base Speed-Flow Curves for Multilane Highways Chapter 14 7

### 14.2.2 Level of Service

LOS B LOS C or D LOS A LOS E or F Chapter 14 8

Chapter 14 9

### 14.3 Analysis methodologies

Most capacity analysis models include the determination of capacity under ideal roadway, traffic, and control conditions, that is, after having taken into account adjustments for prevailing conditions.

Multilane highways

12-ft lane width, 6-ft lateral clearance, all vehicles are passenger cars, familiar drivers, free-flow speeds = 60 mph. Divided. Zero access points. Capacity used is usually

average per lane

(see slide 9)

Basic freeway segments

Min. lane widths of 12 feet Min. right-shoulder lateral clearance of 6 feet (median  2 ft) Traffic stream consisting of passenger cars only Ten or more lanes (in urban areas only) Interchanges spaced every 2 miles or more Level terrain, with grades no greater than 2%, length affects 10

Prevailing condition types considered (p.291): Lane width Lateral clearances Type of median (multilane highways) Frequency of interchanges (freeways) or access points (multilane highways) Presence of heavy vehicles in the traffic stream Driver populations dominated by occasional or unfamiliar users of a facility Chapter 14 11

## Factors affecting: examples

Trucks occupy more space: length and gap Drivers shy away from concrete barriers Chapter 14 12

### 14.3.1 Types of analysis

 Operational analysis (Determine speed and flow rate, then density and LOS)

v p

V PHF

*

N

*

f HV

*

f p D

v p S

 Service flow rate and service volume analysis (for desired LOS)

MSF = Max service flow rate SF SV i i

MSF i

*

N

* 

SF i

*

PHF f HV

*

f p

 Design analysis (Find the number of lanes needed to serve desired MSF)

N i

DDHV PHF

*

MSF i

*

f HV

*

f p

Chapter 14 13

### Service flow rates vs. service volumes

What is used for analysis is

service flow rate

. The actual number of vehicles that can be served during one peak hour is

service volume

. This reflects the peaking characteristic of traffic flow.

Stable flow SF E Unstable flow E F SF A A B C Uncongested D Density

SV i = SF i * PHF

Congested Chapter 14

PHF

Peak

_

hourly

_

volume

4 

V

15 _

peak

14

## Sample operational analysis

1800 pc/h/ln FFS=65 mph

S = 65 - 0.00001418 (1800 – 1400) 2 = 62.7 mph

Chapter 14 15

14.3.2 (cont.)

FFS

 75 .

4 

f LW

f LC

 3 .

22

TRD

0 .

84

TRD

= Total number of on and off-ramps within ±3 miles of the midpoint of the study segment, divided by 6 miles.

Chapter 14 Adjustment to free-flow speed on a freeway 16

### 14.3.2 (cont.)

Adjustment to free flow speed on a multilane highway

FFS

BFFS i

f LW

f LC

f M

f A BFFS i

: Read p.294 left column, bottom (and slide #16).

f LW

: use Table 14.5

Chapter 14 17

### Choosing a free-flow speed curve (p.296)

Not recommended to interpolate. So, this table was given. This table is for both freeways and multilane highways.

Chapter 14 18

Chapter 14 19

### 14.3.3 Determining the heavy-vehicle factor

f HV

 1 

P T

(

E T

1  1 ) 

P R

(

E R

 1 )  1

P P

 1 

P T E T

P R E R v p

V PHF

*

N

*

f HV

*

f p

  1 

P T

P R

  1 1 

P T E T

P R E R P P

= percent passenger cars

P T

= percent trucks & buses

P R

= percent recreational vehicles (RVs)

E T

= PCE for trucks and buses

E R

= PCE for RVs Chapter 14 Grade and slope length affects the values of E

T

and E

R

.

20

### How we deal with long, sustaining grades… (p.298)

There are 3 ways to deal with long, sustaining grades: extended general freeway segments, specific upgrades, and specific downgrades .

(1) Extended segments: where no one grade of 3% or greater is longer than ¼ mi or where no one grade of less than 3% is longer than ½ mi. And for planning analysis. (p.298, left column)

Extended segments E T (trucks & buses) Level 1.5

Type of Terrain Rolling 2.5

Mountains 4.5

E R (RVs) 1.2

Chapter 14

2.0

4.0

21

### How we deal with long, sustaining grades…(cont)

(2) Specific upgrades: Any freeway grade of more than ½ mi for grades less than 3% or ¼ mi for grades of 3% or more. (For a composite grade, refer to page 299 right column.) Use the tables for E

T

and E

R

(3) Specific downgrades:  If the downgrade is not severe enough to cause trucks to shift into low gear, treat it as a level terrain segment, E

T =

1.5.

 Otherwise, use the table for downgrade E

T

 For RVs, downgrades may be treated as level terrain, E

R

1.2.

=

Chapter 14 22

### Tables for PCE for specific grades

When using these look-up tables, care must be taken to observe the boundary condition. Upper boundaries are “Closed” in these tables.

Chapter 14 23

Chapter 14 24

Example for using specific grades Chapter 14 25

   In a basic freeway segment analysis, an overall average grade can be substituted for a series of grades if no single portion of the grade is steeper than 4% or the total length of the grade is less than 4,000 ft. (See the example in p.300 right column.) For grades outside these limits, the composite grade procedure is recommended. The composite grade procedure is used to determine an equivalent grade that will result in the same final truck speed as used to determine an equivalent grade that will result in the same final truck speed as would a series of varying grades. (page 301-302: read these pages carefully for strength and weakness of this method) For analysis purposes, the impact of a grade is worst at the end of its steepest (uphill) section. (e.g. if 4000 ft of 4% grade were followed by 1000 ft of 3% grade, passenger-car equivalents would be found for a 4000 ft, 4%. Chapter-end Problem 14-3(c) is this case.) But, what if 1000 ft of 4% and 1000 ft of 3%?

Chapter 14 26

Chapter 14 27

### 14.3.4 Determining the driver population factor

 Not well established  Between a value of 1.00 for commuters to 0.85 as a lower limit for other driver populations  Usually 1.00

 If there are many unfamiliar drivers use a value between 1.00 and 0.85

 For a future situation 0.85 is suggested Chapter 14 28

Planning analysis (or design analysis) You want to find out how many lanes are needed for the targeted level of service.

Step 1 : Find f HV using for E T and E R .

Step 2 : Try 2 lanes in each direction, unless it is obvious that more lanes will be needed.

Step 3 : Convert volume (vph) to flow rate (pcphpl),

v p

, for the current number of lanes in each direction.

Step 4 : If

v p

Step 5 : Compute FFS.

Step 6 : Determine the LOS for the freeway with the current number of lanes being considered. If the LOS is not good enough, add another lane and return to Step 3.

See Example 14-7 Chapter 14 29

### 14.4 Sample Problems

 We will review the manual method and HCS2010 on Friday.

14.5 Calibration issues I recommend you to read it. It will be helpful when you want to use local values (Remember HCS values are national average values).

Chapter 14 30