Safety at Rural Non-Signalized Intersections in Delaware · 2017. 12. 22. · Safety at Rural...

Safety at Rural Non-Signalized

Intersections in Delaware

By

REBECCA FREY

ARDESHIR FAGHRI

Civil and Environmental Engineering

University of Delaware

September 2012

Delaware Center for Transportation University of Delaware

355 DuPont Hall

Newark, Delaware 19716

(302) 831-1446

DCT 226

The Delaware Center for Transportation is a university-wide multi-disciplinary research unit reporting to the Chair of the Department of Civil and Environmental Engineering, and is co-sponsored by the University of Delaware and the Delaware Department of Transportation.

DCT Staff

Ardeshir Faghri Jerome Lewis Director Associate Director

Ellen Pletz Earl “Rusty” Lee Matheu Carter Sandra Wolfe Assistant to the Director T2 Program Coordinator T² Engineer Event Coordinator

DCT Policy Council

Natalie Barnhart, Co-Chair Chief Engineer, Delaware Department of Transportation

Babatunde Ogunnaike, Co-Chair Dean, College of Engineering

Delaware General Assembly Member

Chair, Senate Highways & Transportation Committee

Delaware General Assembly Member Chair, House of Representatives Transportation/Land Use & Infrastructure Committee

Ajay Prasad

Professor, Department of Mechanical Engineering

Harry Shenton Chair, Civil and Environmental Engineering

Michael Strange

Director of Planning, Delaware Department of Transportation

Ralph Reeb Planning Division, Delaware Department of Transportation

Stephen Kingsberry

Executive Director, Delaware Transit Corporation

Shannon Marchman Representative of the Director of the Delaware Development Office

James Johnson

Executive Director, Delaware River & Bay Authority

Holly Rybinski Project Manager-Transportation, AECOM

Delaware Center for Transportation University of Delaware

Newark, DE 19716 (302) 831-1446

Safety at Rural Non-Signalized

Intersections in Delaware

SEPTEMBER 15, 2012

By: Rebecca Frey

Table of Contents

1. Abstract…………………………………………………………………………………………1

2. Introduction……………………………………………………………………………………..3

3. Project Overview and Methodology…….……………………………………………………...5

4. Delaware 15 & Delaware 10……..……………………………………………………………..8

4.1. Site Overview and Site Visit Observations…………………………………………...8

4.2. Intersection Trends and Reason for Crash Analysis……...…………………………..9

4.3. Suggested Countermeasures and Projected Effectiveness………………………..…16

4.4. Cost/ Benefit Analysis………………………..……………………………………..17

5. Delaware 15 & Barratts Chapel Road………...……………………………………………….19

5.1. Site Overview and Site Visit Observations………………………………………….19

5.2. Intersection Trends and Reason for Crash Analysis…….…………………………..20

5.3. Suggested Countermeasures and Projected Effectiveness…………………..………26

5.4. Cost/ Benefit Analysis……………………………………..………………………..33

6. Delaware 15 & Andrews Lake Road…………………………….……………………………36


6.2. Intersection Trends and Reason for Crash Analysis……….………………………..37

6.3. Suggested Countermeasures and Projected Effectiveness………………..………....44

6.4. Cost/ Benefit Analysis…………………..…………………………………………..46

7. Delaware 30 & Mount Joy Road…………………………..………………………………….50


7.2. Intersection Trends and Reason for Crash Analysis…………………….…………..51

7.3. Suggested Countermeasures and Projected Effectiveness………………..…………57

7.4. Cost/ Benefit Analysis…………………………………..…………………………..58

8. Delaware 30 & Zoar Road……………………………...……………………………………..59


8.2. Intersection Trends and Reason for Crash Analysis……………….………………..61

8.3. Suggested Countermeasures and Projected Effectiveness…………..………………67

8.4. Cost/ Benefit Analysis………………………………………..……………………..69

9. Overall Observations and Conclusions……………………………………….……………….71

References………………………………………………………………………………………..72

List of Figures

Figure 1. Intersection locations……………………………………………………………………3

Figure 2. Delaware 10 and Delaware 15 location map…………………………………………....8

Figure 3. Delaware 15 and Barratts Chapel Road location map…………………………………19

Figure 4. Lane narrowing concept one (Source: Federal Highway Administration)…………….29

Figure 5. Field view of lane narrowing concept one

(Source: Federal Highway Administration)……………………………………………………...29

Figure 6. Lane narrowing concept two


Figure 7. Field view of lane narrowing concept two


Figure 8. Combined lane narrowing concept


Figure 9. Delaware 15 and Andrews Lake Road location map………………………………….36

Figure 10. Delaware 30 and Mount Joy Road location map……………………………………..50

Figure 11. Delaware 30 and Zoar Road location map…………………………………………...60

List of Tables

Table 1. Types of crash at Delaware 10 & Delaware 15……………………………………...…10

Table 2. Reason for crash summary at Delaware 10 & Delaware 15……………………………10

Table 3. Approach of driver responsible for crash at Delaware 10 & Delaware 15……………..11

Table 4. Crash severity summary at Delaware 10 & Delaware 15………………………………11

Table 5. Time of day of crash summary at Delaware 10 & Delaware 15……………………..…12

Table 6. Period of day of crashes at Delaware 10 & Delaware 15……………………………....12

Table 7. Day of week of crashes at Delaware 10 & Delaware 15……………………………….13

Table 8. Month of crash summary at Delaware 10 & Delaware 15……………………………..13

Table 9. Age of drivers responsible for crash at Delaware 10 & Delaware 15………………….14

Table 10. Age of all drivers involved in crashes at Delaware 10 & Delaware 15…………….…14

Table 11. Weather conditions during crashes at Delaware 10 & Delaware 15………………….15

Table 12. Road conditions during crashes at Delaware 10 & Delaware 15…………………..…15

Table 13. Alcohol related crashes at Delaware 10 & Delaware 15……………………………...15

Table 14. Crash reduction due to roundabout conversion at Delaware 10 & Delaware 15……...16

Table 15. Monetary value of crash reduction for roundabout conversion at

Delaware 15 & Delaware 10……………………………………………………………………..17

Table 16. Cost benefit analysis for roundabout at Delaware 10 & Delaware 15………………...18

Table 17. Type of crash summary for Delaware 15 & Barratts Chapel Road…………………...20

Table 18. Reason for crash summary at Delaware 15 & Barratts Chapel Road…………………21

Table 19. Approach of driver responsible for crash at Delaware 15 & Barratts Chapel Road…..21

Table 20. Crash severity summary at Delaware 15 & Barratts Chapel Road…………………....22

Table 21. Time of day of crashes at Delaware 15 & Barratts Chapel Road…………………..…22

Table 22. Period of day of crashes at Delaware 15 & Barratts Chapel Road……………………23

Table 23. Day of the week of crashes at Delaware 15 & Barratts Chapel Road………………...23

Table 24. Month of year of crashes at Delaware 15 & Barratts Chapel Road…………………...24

Table 25. Age of drivers responsible for crash at Delaware 15 & Barratts Chapel Road……….24

Table 26. Ages of all drivers involved in crashes at Delaware 15 & Barratts Chapel Road…….25

Table 27. Weather conditions during crashes at Delaware 15 & Barratts Chapel Road……...…25

Table 28. Road conditions during crashes at Delaware 15 & Barratts Chapel Road…………....25

Table 29. Alcohol related crashes at Delaware 15 & Barratts Chapel Road……………….……26

Table 30. Expected crash reduction for conversion to all way stop control at

Delaware 15 & Barratts Chapel Road…………………………………………………………....27

Table 31. Expected crash reduction for conversion to roundabout at

Delaware 15 & Barratts Chapel Road……………………………………………………………28

Table 32. Expected crash reduction for lane narrowing concept at


Table 33. Monetary value of crash reduction for all way stop conversion at


Table 34. Monetary value of crash reduction for conversion to a roundabout at


Table 35. Expected monetary value of crash reduction for lane narrowing concept at


Table 36. Cost to benefit ratio for proposed

Delaware 15 & Barratts Chapel countermeasures……………………………………………….35

Table 37. Type of crash at Delaware 15 & Andrews Lake Road………………………………..38

Table 38. Reason for crashes at Delaware 15 & Andrews Lake Road…………………………..38

Table 39. Approach direction of vehicle responsible for crash at

Delaware 15 & Andrews Lake Road…………………………………………………………….38

Table 40. Crash severity at Delaware 15 & Andrews Lake Road…………………………….…39

Table 41. Time of day of crashes at Delaware 15 & Andrews Lake Road………………………40

Table 42. Day and night crash summary for Delaware 15 & Andrews Lake Road……………..40

Table 43. Day of week of crashes at Delaware 15 & Andrews Lake Road…………………...…41

Table 44. Month of year of crashes at Delaware 15 & Andrews Lake Road……………………42

Table 45. Age of drivers responsible for crash at Delaware 15 & Andrews Lake Road………...42

Table 46. Age of all drivers involved in crashes at Delaware 15 & Andrews Lake Road……....43

Table 47. Weather during crashes at Delaware 15 & Andrews Lake Road……………………..43

Table 48. Road conditions during crashes at Delaware 15 & Andrews Lake Road……………..43

Table 49. Alcohol related crashes at Delaware 15 & Andrews Lake Road……………………...44

Table 50. Expected crashes with reduction of skew angle………………………………………45

Table 51. Expected crash reduction for addition of intersection lighting………………………..45

Table 52. Monetary value of crash reduction for removal of skew angle at

Delaware 15 & Andrews Lake Road…………………………………………………………….47

Table 53. Monetary value of crash reduction for installation of intersection lighting at

Delaware 15 & Andrews Lake Road………………………………………..…………………..47

Table 54. Cost estimate for intersection realignment at Delaware 15 & Andrews Lake Road….48

Table 55. Cost to benefit ratio for proposed Delaware 15 & Andrews Lake Road

countermeasures………………………………………………………………………………….49

Table 56. Type of crash summary at Delaware 30 & Mount Joy Road………………………….51

Table 57. Reason for crash summary at Delaware 30 & Mount Joy Road………………………52

Table 58. Approach of driver responsible for crashes at Delaware 30 & Mount Joy Road……..52

Table 59. Crash severity at Delaware 30 & Mount Joy Road……………………………….......52

Table 60. Time of day of crash at Delaware 30 & Mount Joy Road…………………………….53

Table 61. Period of day of crashes at Delaware 30 & Mount Joy Road…………………………54

Table 62. Day of week of crashes on Delaware 30 & Mount Joy Road…………………………54

Table 63. Month of crashes at Delaware 30 & Mount Joy Road………………………………...54

Table 64. Age of drivers responsible for crashes at Delaware 30 & Mount Joy Road…………..55

Table 65. Age of all drivers involved in crashes at Delaware 30 & Mount Joy Road…………..55

Table 66. Weather conditions during crashes at Delaware 30 & Mount Joy Road……………...56

Table 67. Road conditions during crashes at Delaware 30 & Mount Joy Road…………………56

Table 68. Alcohol related crashes at Delaware 30 & Mount Joy Road………………………….56

Table 69. Conversion to all way stop control at Delaware 30 & Mount Joy Road…………...…57

Table 70. Monetary value of crash reduction due to conversion to an all way stop at

Delaware 30 & Mount Joy Road……………………………………………………………...…58

Table 71. Cost to benefit ratio of converting Delaware 30 & Mount Joy Road

to a four way stop………………………………………………………………………………...59

Table 72. Types of crash summary at Delaware 30 & Zoar Road…………………………….…61

Table 73. Reason for crash summary at Delaware 30 & Zoar Road…………………………….62

Table 74. Approach of drivers responsible for crashes on Delaware 30 & Zoar Road………….62

Table 75. Crash severity at Delaware 30 & Zoar Road………………………………………….63

Table 76. Time of day of crashes at Delaware 30 & Zoar Road………………………………...63

Table 77. Period of day of crashes at Delaware 30 & Zoar Road……………………………….64

Table 78. Day of week of crashes at Delaware 30 & Zoar Road……………………………...…64

Table 79. Month of year of crashes at Delaware 30 & Zoar Road…………………………...….65

Table 80. Age of drivers responsible for crashes at Delaware 30 & Zoar Road………………...65

Table 81. Age of all drivers involved in crashes at Delaware 30 & Zoar Road………………....66

Table 82. Weather during crashes at Delaware 30 & Zoar Road………………………………..66

Table 83. Road conditions during crashes at Delaware 30 & Zoar Road……………………..…66

Table 84. Alcohol related crashes at Delaware 30 & Zoar Road……………………………...…67

Table 85. Conversion to all way stop control at Delaware 30 & Zoar Road………………….…68

Table 86. Highway Safety Manual crash modification factors

for overhead flashing beacons…………………………………………………………………...69

Table 87. Monetary value of crash reduction due to conversion to an all way stop at

Delaware 30 & Zoar Road……………………………………………………………………….70

Table 88. Cost to benefit ratio for converting Delaware 30 & Zoar Road to a four way stop…..70

1

1. Abstract

Delaware Department of Transportation (DelDOT) has identified five unsignalized

intersections in rural areas of Delaware as locations with higher than average crash rates over the

past three years. These intersections are Delaware 10 & Delaware 15, Delaware 15 & Barratts

Chapel Road, Delaware 15 & Andrews Lake Road, Delaware 30 & Mount Joy Road, and

Delaware 30 & Zoar Road. While none of these intersections meet the requirements for

signalization, the purpose of this study is to identify countermeasures that can be used to improve

safety at these intersections. The methodology used in this study begins with identifying what

types of crashes are occurring at each intersection and why the crashes are occurring through

review and statistical analysis of crash reports as well as intersection site visits. Through

completing a comprehensive literature review of other studies of rural unsignalized intersection

and following the methods dictated in the American Association of State Highway and

Transportation Officials’ (AASHTO) Highway Safety Manual, countermeasures were identified

to address the unique safety concerns of each intersection. To compare the expected

effectiveness of each countermeasure, cost-benefit ratios were calculated for each

countermeasure based on the estimated construction cost for the countermeasure and the

projected crash reduction potential over ten years.

At Delaware 10 & Delaware 15, conversion to a roundabout was the primary option

analyzed because of the equal distribution of inadequate gap acceptance crashes at this location,

and because plans are already underway at DelDOT to convert this intersection to a roundabout.

At Delaware 15 & Barratts Chapel Road, conversion to a four-way stop, conversion to a

roundabout, and employing a lane narrowing concept to draw attention to the intersection and

reduce travel speeds were considered. Converting the intersection to a four-way stop was found

2

to have the greatest cost-benefit ratio. Delaware 15 & Andrews Lake Road experiences a large

proportion of crashes at night, so adding lighting to the intersection and realigning the

intersection to reduce the skew angle were suggested. Other low cost and less invasive options

including checking the retroreflectivity of signs and pavement markings could also be beneficial

at this intersection. It was determined that adding lighting to the intersection has a higher cost-

benefit ratio than realignment of the intersection. In February 2012, DelDOT converted

Delaware 30 & Mount Joy Road and Delaware 30 & Zoar Road to four-way stops. Since these

intersections had a problem with inadequate gap acceptance crashes, the analysis of these

intersections suggest that the four-way stop conversion will be beneficial. The goal for the

outcome of this report is to provide DelDOT with a clear comparison of potential options for

safety improvement at these intersections.

3

2. Introduction

This report is the result of a safety study of five intersections that were identified by

Delaware Department of Transportation (DelDOT) as locations which have experienced a higher

than average crash rate over the past three years. The intersections are Delaware 10 & Delaware

15, Delaware 15 & Barratts Chapel Road, Delaware 15 & Andrews Lake Road, Delaware 30 &

Mount Joy Road, and Delaware 30 & Zoar Road. See Figure 1 below for the locations of these

intersections in Delaware.

Figure 1. Intersection locations

All of these intersections are rural, non-signalized intersections that do not meet the

requirements for signalization. The first three intersections, Delaware 10 & Delaware 15,

Delaware 15 & Barratts Chapel Road, and Delaware 15 & Andrews Lake Road are located in

Kent County. Delaware 30 & Mount Joy Road and Delaware 30 & Zoar Road are located in

4

Sussex County. The purpose of this study is to identify the factors that are causing crashes and

recommend countermeasures that can be used to reduce the crash rate at these intersections.

5

3. Project Overview and Methodology

The first step in this study is to determine the cause for the increased crash frequency at

each of the intersections which can be accomplished through visiting the site, reviewing crash

reports, and studying literature publications. Visiting the site of each intersection is an important

early step in the process to observe what conditions drivers experience at the intersection. The

Highway Safety Manual served as guidance for conducting site visits. As part of collecting data

about each intersection, the intersection was traversed from each direction and the experience

was compared with crash trends for the intersection. For example, sight distance from each

approach to the intersection was noted and objects that obscure the view of the oncoming traffic

were identified. Another factor to observe when performing a site visit to the intersection was

any advanced warning of the intersection and visibility when approaching the intersection.

Advanced warning of intersections can consist of signs, pavement markings, rumble strips, or

flashing beacons. It is necessary to note the advanced warning measures located on both the main

road and the cross road. Gap acceptance can be a challenge at rural, non-signalized intersections

if the volume on the main road is large enough. When performing a site visit, the driver can see

first-hand what ordinary drivers must contend with in order to find an acceptable gap. If

acceptable gaps are infrequent, this could cause drivers to become impatient and decide to enter

the intersection when conditions are not safe. Observing driver behavior at the intersection can

provide valuable insight to driving trends at a particular location. An observer can look at the

travel speed of the vehicles in comparison to the posted speed limit, the queue of vehicles that

backup at a stop sign, or any other notable driver behavior factors.

Crash reports from each of the five intersections where provided from DelDOT for three

years prior to the study. These reports reveal vital data in determining the reason for crashes.

6

From the crash reports, information regarding the type of crash, time of the crash, reason for

crash, weather conditions, and severity of crash can be analyzed. Through this information,

trends are examined. The time of the day, the week of the month, and the month of the year of

the crashes can be searched for patterns. The crash reports also list the birthdate of the drivers

involved in the crash, so the ages of the drivers involved can be calculated. The reason for a

crash can be determined from the crash report through the crash narrative. If the drivers are

unable or unwilling to describe to the police officer who produced the crash report, information

about which direction the vehicles in the crash were travelling is still available and can be used

to make educated assertions about the cause of the crash. It is also useful to draw a crash diagram

using the instruction in the Highway Safety Manual to get a visual representation of where the

crashes typically occur at the intersection. The data collected from the crash reports was

organized into tables and graphs that highlight common trends at each intersection.

Once the causes of the crashes at each intersection are determined through gathering and

analyzing the data, countermeasures must be identified to mediate the problems occurring at the

intersections. For this step it is vital to review literature and other published studies to determine

what countermeasures can be used for each type of problem experienced at the intersections.

While one countermeasure may be very effective at one intersection, if the conditions are

different at another intersection or the reason for crash is different, the same countermeasure may

not result in the same level of success. The literature reviewed for this project includes studies

from sources such as the US Department of Transportation Federal Highway Administration,

Kansas State University, Texas Department of Transportation, Minnesota Department of

Transportation, the Highway Safety Manual, and the Washington State Department of

Transportation.

7

After potential countermeasures were selected, calculations were done to estimate the

effectiveness of the countermeasures in terms of predicted yearly crash reduction. These

calculations were performed using the predictive method and crash modification factors (CMFs)

listed in the Highway Safety Manual. The final step of the study was to calculate the cost for

each proposed improvements and determine a cost-benefit ratio from the previously determined

crash reduction values to evaluate the alternatives. In calculating the expected benefits of a

countermeasure, the Highway Safety Manual has determined that the cost to society of a

property damage only crash is $7,400 and the cost of a fatality/ injury crash is $158,200. The

benefits of the countermeasure were calculated over a period of 10 years using the expected

crash reduction for each countermeasure and with an assumed discount rate of 4%. In order to

determine the present value of the annual series of expected benefits Equation 1 was used where

i represents the discount rate

Equation 1

8

4. Delaware 10 & Delaware 15

Figure 2. Delaware 10 and Delaware 15 location map

4.1 Site Overview and Site Visit Observations

Delaware 10 & Delaware 15 is a four way intersection located in Kent County south of

Dover. Delaware 10 runs eastbound and westbound in the vicinity of the intersection and is

named Willow Grove Road at this location. The northbound approach to the intersection on

Delaware 15 is known as Dundee Road, and the southbound approach to the intersection on

Delaware 15 is referred to as Moose Lodge Road. The major road is Delaware 10 which has an

average annual daily traffic (AADT) value of 5,062 vehicles per day. Delaware 15 is stop

controlled at the intersection and has an AADT value of 2,634 vehicles per day. The speed limit

on Delaware 10 in the vicinity of the intersection is 50 miles per hour, and the speed limit on

9

Delaware 15 is 35 miles per hour. In the past three years, 25 crashes have occurred at this

intersection.

The site visit revealed that the volume of traffic on Delaware 10 is relatively fast moving

and heavy which makes it difficult for drivers to safely cross the intersection. A short queue

frequently builds up in the northbound and southbound approaches even at off peak hours due to

drivers waiting to cross the intersection. The sight distance is limited from the southbound

approach due to trees and signs to the left, and the sight distance is also obstructed from the

northbound approach due to a silver utility box. The intersection appears roughly at grade with

minimal horizontal curvature in the vicinity of the intersection. Lighting is installed at the

intersection. Advanced warning for the intersection includes “STOP AHEAD” signs and

pavement markings from the northbound and southbound approaches. The only warning of the

approaching intersection from the eastbound and westbound approaches is a sign with the

upcoming road names. There is one lane in each direction for all approaches. The eastbound and

westbound approaches to the intersection have paved shoulders, but the northbound and

southbound approaches do not have a paved shoulder.

4.2 Intersection Trends and Reasons for Crash Analysis

The most common reason for crashes at Delaware 10 & Delaware 15 is drivers on a

minor road approach who have difficulty selecting a safe gap in traffic when crossing the

intersection, but rear end collisions are also common. Table 1 below shows the most common

types of crashes at Delaware 10 & Delaware 15.

10

Table 1. Types of crash at Delaware 10 & Delaware 15

Type of Crash Frequency Percentage

Failure to remain stopped 13 52%

Rear end collision 5 20%

Ran stop sign 3 12%

Failure to yield right of way 2 8%

Deer in roadway 1 4%

Improper passing on right 1 4%

The most common reasons for crashes cited by drivers at Delaware 10 & Delaware 15

were drivers who did approach the intersection from the northbound or southbound approaches

and did not see the cross traffic or inattentive driving. Since the volume of traffic on Delaware 10

is high, inattentive drivers are likely to misjudge the amount of time needed to cross the

intersection. See Table 2 below for a summary of the reasons for crashes at Delaware 10 &

Delaware 15.

Table 2. Reason for crash summary at Delaware 10 & Delaware 15

Reason for Crash Frequency Percentage

Didn’t see vehicle WB: 5 WB: 20%

EB: 5 EB: 20%

Inattentive driving 8 32%

DUI 2 8%

Unknown 2 8%

Roadway conditions 1 4%

Vehicle blocking view 1 4%

Driver confusion 1 4%

Table 3 shows a summary of the approach direction of drivers responsible for crashes.

This information could identify significant issues with an approach to the intersection such as

sight distance problems if a majority of crashes occurred from a specific approach. In the case of

Delaware 10 & Delaware 15, a nearly equal amount of crashes occurred from the northbound

11

and southbound approach which suggests that there is not a particular problem at one approach

to the intersection.

Table 3. Approach of driver responsible for crash at Delaware 10 & Delaware 15

Approach Frequency Percentage

Northbound 9 36%

Southbound 10 40%

Eastbound 5 20%

Westbound 1 4%

Table 4 below shows that more than half of the crashes occurring at the intersection of

Delaware 10 & Delaware 15 are personal injury crashes. This is likely due to the fact that the

speed limit on Delaware 10 is 50 mph so the traffic is moving quickly at the intersection and the

majority of the crashes at the intersection are due to a collision of a vehicle entering the

intersection from a minor road approach colliding with a vehicle on Delaware 10.

Table 4. Crash severity summary at Delaware 10 & Delaware 15

Severity Frequency Percentage

Property Damage Only 9 36%

Personal Injury 16 64%

Table 5 shows that crashes at Delaware 10 & Delaware 15 are occurring mainly during

the daytime with higher rates during the traditional morning and afternoon peak hour periods.

12

Table 5. Time of day of crash summary at Delaware 10 & Delaware 15

Hour of Day Number Of Crashes Percentage

0:00-1:00 1 4%

1:00-2:00

2:00-3:00

3:00-4:00

4:00-5:00

5:00-6:00

6:00-7:00

7:00-8:00 2 8%

8:00-9:00

9:00-10:00 1 4%

10:00-11:00 3 12%

11:00-12:00 1 4%

12:00-13:00 1 4%

13:00-14:00 2 8%

14:00-15:00 2 8%

15:00-16:00 4 16%

16:00-17:00

17:00-18:00 4 16%

18:00-19:00 1 4%

19:00-20:00

20:00-21:00 1 4%

21:00-22:00 1 4%

22:00-23:00 1 4%

23:00-24:00

Table 6 supports Table 5 in showing that the majority of the crashes at Delaware 10 &

Delaware 15 occurred during the day.

Table 6. Period of day of crashes at Delaware 10 & Delaware 15

Time of Day Number of Crashes Percentage

Day 18 72%

Night 5 20%

Dusk 2 8%

13

Table 7 below shows that the highest number of crashes at this intersection occurred on

Tuesday; however, the crashes appear to be roughly evenly distributed across all days of the

week.

Table 7. Day of week of crashes at Delaware 10 & Delaware 15

Day of Week Number of Crashes Percentage

Sunday 2 8%

Monday 3 12%

Tuesday 6 24%

Wednesday 2 8%

Thursday 5 20%

Friday 4 16%

Saturday 3 12%

Table 8 below shows that the months with the highest crash rate are June and August, but

does not suggest any seasonal crash trends.

Table 8. Month of crash summary at Delaware 10 & Delaware 15

Month of the Year Number of Crashes Percentage

January 2 8%

February 3 12%

March 3 12%

April 2 8%

May 2 8%

June 4 16%

July 1 4%

August 4 16%

September 1 4%

October

November 2 8%

December 1 4%

Table 9 shows that younger drivers below the age of 30 are responsible for half of the

crashes that occur at the intersection of Delaware 10 & Delaware 15. While this does appear to

14

be a significant trend, it is not specific to this intersection. Younger drivers are typically more

inexperienced than older drivers and frequently have a higher crash rate than more experienced

drivers. Elderly drivers do not appear to be causing a significant number of crashes at this

intersection.

Table 9. Age of drivers responsible for crash at Delaware 10 & Delaware 15

Age Number of Crashes Percentage

16-19 6 25%

20-29 6 25%

30-39 2 8.33%

40-49 4 16.67%

50-59 3 12.5%

60-69 2 8.33%

70 and older 1 4.17%

Table 10 shows the ages of all people involved in the crashes. A higher proportion of the

people involved in crashes are middle aged than are causing the crashes.

Table 10. Age of all drivers involved in crashes at Delaware 10 & Delaware 15


16-19 7 13.73%

20-29 13 25.49%

30-39 5 9.80%

40-49 9 1.76%

50-59 10 19.61%

60-69 5 9.80%


Unknown 1 1.96%

Table 11 demonstrates that the majority of the crashes occurred when the weather was

clear.

15

Table 11. Weather conditions during crashes at Delaware 10 & Delaware 15

Weather Number of Crashes Percentage

Rainy 3 12%

Cloudy 3 12%

Clear 19 76%

Table 12 shows that while a few of the crashes did occur when the roads were wet, road

conditions do not appear to be a significant contributing factor to the cause of crash.

Table 12. Road conditions during crashes at Delaware 10 & Delaware 15

Road Condition Number of Crashes Percentage

Dry 20 80%

Wet 5 20%

Table 13 shows that two crashes were attributed to alcohol impairment at Delaware 10 &

Delaware 15.

Table 13. Alcohol related crashes at Delaware 10 & Delaware 15

Number of Crashes Percentage

Alcohol Related 2 8%

Not Alcohol Related 23 92%

From the site visit and review of the crash reports at Delaware 10 & Delaware 15, it is

suggested that gap acceptance problems resulting from the relatively heavy volume on both

roads and due to inattentive driving and limited sight distance are the primary cause for crashes

at the intersection.

16

4.3 Suggested Countermeasures and Projected Effectiveness

DelDOT has proposed that the intersection of Delaware 10 & Delaware 15 be converted

to a roundabout. Roundabouts are known to have a much lower crash rate than stop controlled

intersections. In the case of Delaware 10 & Delaware 15, crashes are evenly distributed from

both minor road approaches which supports the judgment that the volume and speed of traffic on

Delaware 10 is one of the primary causes of inadequate gap acceptance crashes instead of poor

roadway geometrics or sight distance at one approach. For a roundabout to be most effective, the

traffic on both roads at the intersection should have similar volumes. While Delaware 10 has a

greater volume than Delaware 15, Delaware 15 still has a significant volume given the rural

location which should allow a roundabout at this location to function properly and achieve the

desired safety improvements. According to the predictive method cited by the Highway Safety

Manual, converting an intersection with minor road stop control into a rural, one lane roundabout

has a CMF of 0.29 with a standard deviation of 0.04 for all crashes, and a CMF of 0.13 with a

standard deviation of 0.01 for injury crashes. The main obstacles facing the roundabout

conversion include public opposition to roundabouts because they are uncommon in the area,

cost for construction, and expanded right-of-way needed. See Table 14 below for the expected

crash reduction due to converting the intersection to a roundabout.

Table 14. Crash reduction due to roundabout conversion at Delaware 10 & Delaware 15

Expected crashes per year with

no treatment


roundabout conversion (95%

confidence interval)

All Crashes 8.33 2.42 (1.75-3.08)

Injury 5.33 0.69 (0.59-0.80)

17

4.4 Cost/ Benefit Analysis

Converting an intersection into a roundabout is an expensive and time consuming

process, but the crash reduction potential is significant. Table 15 below shows the calculations of

the expected monetary benefit to society per year from injury reduction resulting from

converting the intersection to a roundabout.

Table 15. Monetary value of crash reduction for roundabout conversion at Delaware 15 &

Delaware 10

Type of Crash Current Crash Rate

(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

5.33 4.64 $734,048

Property Damage

Only Crashes

3.33 1.27 $9,398

TOTAL $743,446

When applying the benefits over ten years using Equation 1, the expected benefit is

calculated to be $6,030,013.

The cost to convert a non-signalized intersection into a rural, one lane roundabout ranges

from $200,000-$1,000,000. Since roundabouts require a greater amount of land than a typical

four way intersection, it may be necessary to acquire additional right-of-way. If the center of the

roundabout is landscaped it may require some yearly maintenance, but it is expected that a

roundabout will have minimal maintenance costs over the first ten years following the

construction. Therefore, the cost of the roundabout over ten years includes only the initial cost.

See Table 16 for a summary of the monetary costs and benefits over ten years of converting

Delaware 10 & Delaware 15 into a roundabout.

18

Table 16. Cost benefit analysis for roundabout at Delaware 10 & Delaware 15

Countermeasure Cost Benefits Cost: Benefit

Ratio (Lower

bound)

Cost: Benefit

Ratio (Upper

Bound)

Conversion to

roundabout

$200,000-

$1,000,000

$6,030,013 1:6.0 1:30.2

As Table 16 shows, the benefits of converting Delaware 10 & Delaware 15 into a

roundabout is expected to reap benefits of 6-12 times the initial cost of construction over a ten

year period due to crash reduction.

19

5. Delaware 15 & Barratts Chapel Road

Figure 3. Delaware 15 and Barratts Chapel Road location map


Delaware 15 & Barratts Chapel Road is located outside of Riverview, Delaware in Kent

County. Delaware 15 is known as Canterbury Road in the vicinity of the intersection and runs in

the north and south directions. Barratts Chapel Road is the westbound approach to the

intersection, and the eastbound approach to the intersection is called Plymouth Road. Barratts

Chapel Road and Plymouth Road have stop signs at the intersection with Delaware 15, but traffic

on Delaware 15 does not stop at the intersection. The AADT on Delaware 15 is 4,333 vehicles

per day, and the AADT on Barratts Chapel Road is 1,447 vehicles per day. The posted speed

limit on the northbound and southbound approaches is 40 miles per hour, and the posted speed

20

limit on the eastbound and westbound approaches is 35 miles per hour. There have been fifteen

crashes at the intersection of Delaware 15 & Barratts Chapel Road over the past three years.

The intersection site visit revealed that sight distance from the eastbound and westbound

approaches are less than ideal. Although the intersection is not lighted, there are flashing lights

near the intersection. From the eastbound and westbound approaches, there are “STOP AHEAD”

signs with yellow flashing lights and “STOP AHEAD” pavement markings as well as red

flashing lights on the stop signs. From the northbound and southbound directions, there are

intersection warning signs with red flashing lights. All approaches to the intersection are one

lane in each direction with no turning lanes. Due to the relatively large volume of traffic on

Delaware 15, finding an acceptable gap to cross or turn onto Delaware 15 proved difficult.


The most common type of crash at Delaware 15 & Barratts Chapel Road was the result of

drivers stopped on the northbound or southbound approach stop signs who fail to wait for the

cross traffic to clear before moving into the intersection. As Table 17 below indicates, the type of

crashes at Delaware 15 & Barratts Chapel Road are diverse.

Table 17. Type of crash summary for Delaware 15 & Barratts Chapel Road


Failure to remain stopped 5 33.3%

Ran off road 2 13.3%

Driving on wrong side of road 2 13.3%

Ran stop sign 1 6.7%

Failure to yield right of way 1 6.7%

Illegally parked vehicle 1 6.7%

Careless driving 1 6.7%

Improper turn 1 6.7%

Unknown 1 6.7%

21

Table 18 shows the reasons for crash at Delaware 15 & Barratts Chapel Road. The most

common reasons for crash are drivers who did not see the cross traffic which is in line with the

most common crash type being failure to remain stopped at the stop sign. Similarly to Table 17,

the reason for crashes is diverse with a considerable number of crashes with unknown causes.

Table 18. Reason for crash summary at Delaware 15 & Barratts Chapel Road


Didn’t see vehicle NB: 2 13.3%

SB: 2 13.3%

Driver thought gap was

acceptable

1 6.7%

DUI 1 6.7%

Unfamiliar with road 1 6.7%

Dark 1 6.7%

Wet road 1 6.7%

Driver fell asleep 1 6.7%

Expected four way stop 1 6.7%

Unknown 4 26.7%

Table 19 below shows a summary of the approach direction of vehicles responsible for

crashes. Nearly half of the crashes at this intersection occurred from the westbound approach.

The number of crashes from the westbound approach is more than double the crashes from any

of the other approaches. This data suggests that there may be a problem with the westbound

approach to the intersection which is causing safety problems.

Table 19. Approach of driver responsible for crash at Delaware 15 & Barratts Chapel Road

Direction Frequency Percentage

NB 2 13.3%

SB 3 20%

EB 3 20%

WB 7 46.7%

22

Table 20 shows the severity of crashes at Delaware 15 & Barratts Chapel Road. More

than half of the crashes resulted in only property damage.

Table 20. Crash severity summary at Delaware 15 & Barratts Chapel Road


Property Damage Only 11 73.3%

Personal Injury 4 26.7%

Table 21 shows the distribution of the crashes over the hours of the day. A majority of the

crashes occur during the afternoon, but this table does not appear to demonstrate any unexpected

pattern.

Table 21. Time of day of crashes at Delaware 15 & Barratts Chapel Road

Time Number Of Crashes Percentage

0:00-1:00 1 6.67%

1:00-2:00

2:00-3:00

3:00-4:00

4:00-5:00

5:00-6:00 1 6.67%

6:00-7:00 2 13.33%

7:00-8:00

8:00-9:00

9:00-10:00 1 6.67%

10:00-11:00

11:00-12:00

12:00-13:00

13:00-14:00 2 13.33%

14:00-15:00 2 13.33%

15:00-16:00 1 6.67%

16:00-17:00 1 6.67%

17:00-18:00

18:00-19:00 2 13.33%

19:00-20:00

20:00-21:00

21:00-22:00 2 13.33%

22:00-23:00

23:00-24:00

23

Table 22 below shows that most of the crashes at Delaware 15 & Barratts Chapel Road

occur during the day when the sun is out. This intersection is not lighted, so it could explain why

over one quarter of the crashes occur during the night. The flashing beacons on the stop signs

and intersection warning signs could help with night visibility. Table 22 indicates a slight

problem with nighttime visibility at the intersection.

Table 22. Period of day of crashes at Delaware 15 & Barratts Chapel Road


Day 9 60%

Night 4 26.67%

Dawn 2 13.33%

When examining the day of the week of crashes occurring at Delaware 15 & Barratts

Chapel Road, it was discovered that 40% of the crashes occurred on Saturdays. This trend could

be the result of land uses nearby. It is possible that there may be an event on Saturdays that

attracts more traffic to the area and increased the crash rate as a result. See Table 23 below for a

summary of the distribution of crashes at Delaware 15 & Barratts Chapel Road over the days of

the week.

Table 23. Day of the week of crashes at Delaware 15 & Barratts Chapel Road


Sunday 1 6.67%

Monday 0 0%

Tuesday 2 13.33%

Wednesday 3 20%

Thursday 2 13.33%

Friday 1 6.67%

Saturday 6 40%

24

As shown in Table 24, the month with the greatest number of crashes at Delaware 15 &

Barratts Chapel Road is January; however, it does not appear that there are noticeably more

crashes during any one period of the year to suggest a trend.

Table 24. Month of year of crashes at Delaware 15 & Barratts Chapel Road


January 4 26.67%

February 1 6.67%

March 1 6.67%

April 1 6.67%

May 2 13.33%

June 1 6.67%

July 2 13.33%

August

September

October 1 6.67%

November

December 2 13.33%

Table 25 shows the ages of the drivers responsible for crashes at Delaware 15 & Barratts

Chapel Road. The age group with the greatest number of crashes is under 20. This trend is

consistent with the expected tendency for younger drivers to have a higher crash rate than other

drivers.

Table 25. Age of drivers responsible for crash at Delaware 15 & Barratts Chapel Road


16-19 3 20%

20-29 2 13.33%

30-39 2 13.33%

40-49 2 13.33%

50-59 1 6.67%

60-69 1 6.67%


Unknown 3 20%

25

Table 26 shows that the age of all drivers involved in crashes at Delaware 15 & Barratts

Chapel Road is roughly evenly distributed.

Table 26. Ages of all drivers involved in crashes at Delaware 15 & Barratts Chapel Road


16-19 3 10.34%

20-29 4 13.80%

30-39 3 10.34%

40-49 5 17.24%

50-59 5 17.24%

60-69 4 13.80%


Unknown 3 10.34%

As shown in Table 27, the majority of the crashes at Delaware 15 & Barratts Chapel

Road occurred when the weather was clear.

Table 27. Weather conditions during crashes at Delaware 15 & Barratts Chapel Road


Clear 11 73.33%

Cloudy 1 6.67%

Rainy 2 13.33%

Unknown 1 6.67%

Table 28 shows the road conditions during crashes at Delaware 15 & Barratts Chapel

Road. It does not appear that adverse road conditions greatly contributed to the frequency of

crashes at this location.

Table 28. Road conditions during crashes at Delaware 15 & Barratts Chapel Road


Wet 3 20%

Dry 11 73.33%

Unknown 1 6.67%

26

As shown in Table 29, one crash at Delaware 15 & Barratts Chapel Road was caused by

an impaired driver which does not suggest a significant problem.

Table 29. Alcohol related crashes at Delaware 15 & Barratts Chapel Road


Alcohol Related 1 6.67%

Not Alcohol Related 14 93.33%


One option considered for improving the safety of Delaware 15 & Barratts Chapel Road

is changing the intersection from minor road stop controlled to all way stop controlled. This

countermeasure was considered because drivers on the minor road approach are having difficulty

judging when it is safe to enter the intersection. While stopping traffic on Delaware 15 at this

intersection would delay traffic and could increase the number of rear-end collisions at the major

road approach, the four-way stop would allow traffic on Barratts Chapel Road to have an easier

and safer chance to turn or cross this intersection. Drivers travelling southbound on Delaware 15

pass through an all way stop controlled intersection shortly before reaching the intersection with

Barratts Chapel Road, so these vehicles are likely travelling more slowly and could easily adapt

to another stop sign at Barratts Chapel Road. The MUTCD has outlined specific guidelines for

the warranting of multi-way stop that were consulted when considering the option of converting

this intersection into a four way stop. Qualification B states that a multi-way stop is warranted if

more than five crashes that could be prevented by a multi-way stop occur in a twelve month

period. This intersection averages three crashes per year that could be corrected with a multi-way

stop sign including four such crashes in 2010 alone. Qualification C states that a multi-way stop

is warranted if the traffic on the major road exceeds 300 vehicles per hour and the traffic on the

27

minor road exceeds 200 vehicles per hour for more than eight hours. If the 85th percentile speed

is greater than 40 mph on the major road, the volume requirements can be decreased by 30%.

Qualification D states that if qualifications B and C are completed to 80%, then a multi-way stop

is warranted. According to the predictive method in the Highway Safety Manual, if an

intersection meets the requirements in the MUTCD for conversion to a multi-way stop has a

crash modification factor of 0.52 with a standard error of 0.04. See Table 30 below for the

expected number of crashes if the intersection were converted to an all way stop.

Table 30. Expected crash reduction for conversion to all way stop control at Delaware 15 &

Barratts Chapel Road

Expected crashes per year

with no treatment


with all-way STOP conversion

All Crashes 5 2.60 (2.40-2.80)

A second way crashes could potentially be reduced at this intersection would be through

increasing the sight distance from the westbound approach. The crash reports show that there are

more crashes occurring from the westbound approach than the eastbound approach, so it

indicates that there may be a problem with the visibility. This problem could be mitigated

through increasing the sight distance.

A third option for improving the safety of this intersection would be converting it to a

roundabout. One of the main advantages of roundabouts are their ability to mitigate gap

acceptance problems at intersections. Since the biggest cause of crashes at Delaware 15 &

Barratts Chapel Road is drivers who fail to remain stopped at the minor road approach stop

signs, it would be a good candidate to consider for roundabout conversion. As mentioned in the

previous section, the crash reduction factor as identified by the Highway Safety Manual for

28

roundabouts is 0.29 with a standard deviation of 0.04 for all crashes and 0.13 with a standard

deviation of 0.01 for injury crashes. See Table 31 below for the expected crash reduction if

Delaware 15 & Barratts Chapel Road were converted to a roundabout.

Table 31. Expected crash reduction for conversion to roundabout at Delaware 15 & Barratts

Chapel Road


no treatment


roundabout conversion (95%

confidence interval)

All Crashes 5 1.45 (1.05-1.85)

Injury 1.33 0.17 (0.15-0.20)

A final suggestion for altering Delaware 15 & Barratts Chapel Road to improve safety

would be to employ a lane narrowing concept designed to reduce travel speed at the intersection

and draw greater attention to the intersection from the minor road approach. Traffic travelling

north on Delaware 15 has a 50 mph speed limit until shortly before the intersection with Barratts

Chapel Road. Vehicles that do not reduce their speeds to conform to the reduced speed limit are

a hazard to vehicles on Barratts Chapel Road trying to turn onto or cross Delaware 15.

Narrowing the lanes on a road is frequently used to reduce travel speeds, so this type of

countermeasure could be particularly effective since the average vehicle speed on Delaware 15 is

believed to be greater than the posted speed limit at this location. A study done by the Federal

Highway Administration identified two possible configurations of lane narrowing at intersections

as well as a combination of the two methods. The first method is to reduce the lane width on the

major road to 9-10 feet through installing a painted median lined with rumble strips as shown in

Figure 4. The purpose of reducing the lane width is to force drivers to slow down at the

intersection. By creating a painted median with rumble strips, the drivers do not have the added

29

hazard of a raised median that could potentially increase the crash rate. The use of a painted

median also decreases project cost and construction time.

Figure 4. Lane narrowing concept one (Source: Federal Highway Administration)

When installed at an intersection, the first lane narrowing concept would appear to

drivers as shown in Figure 5.

Figure 5. Field view of lane narrowing concept one (Source: Federal Highway Administration)

30

The second lane narrowing concept, shown in Figure 6, involves creating a channelizing

separator island on the minor road approach and adding an extra stop sign on the new median to

draw more attention to the intersection from the minor road approach. This measure would

increase intersection awareness and improve driver alertness.

Figure 6. Lane narrowing concept two (Source: Federal Highway Administration)

In the field, the second lane narrowing concept would look like Figure 7.

Figure 7. Field view of lane narrowing concept two (Source: Federal Highway Administration)

31

The final option for intersection lane narrowing identified by the Federal Highway

Administration study involves combining the two previous shown concepts into one design as

shown in Figure 8. This third option combines both the modifications to the intersection from the

major road and minor road approaches to maximize speed reduction and intersection awareness.

Figure 8. Combined lane narrowing concept (Source: Federal Highway Administration)

The study of the effectiveness of the lane narrowing concept at reducing speed was done

using nine sites in Pennsylvania, Kentucky, Missouri, and Florida. The study revealed

statistically significant results at a 95th percentile confidence interval for reduction of speed on

the major road through the implementation of lane narrowing concept one.

A study of the effect of lane narrowing concept one on crash reduction showed mixed,

but generally positive results. For the three sites in Pennsylvania, total crashes were reduced

between 30% and 83%. Fatal crashes and related crashes were also reduced at all Pennsylvania

32

sites. However, the sites in Kentucky, Missouri, and Florida observed an increase in rear-end

collisions. Overall, the sites experienced a 31% decrease in total crashes and a 20% decrease in

fatal/injury crashes.

Only one site in Virginia was studied for lane narrowing concept two on the minor road.

This location experienced a decrease in both angle and rear-end collisions. Total crashes at this

site decreased by 68% and fatal/ injury crashes decreased by 74%.

While the number of trials in the sample of the Federal Highway Administration study is

limited, the outcomes can still be used to estimate the crash decrease expected if lane narrowing

concept one were implemented at Delaware 15 & Barratts Chapel Road. The Highway Safety

Manual does not provide specific crash modification factors for this countermeasure treatment.

See Table 32 for an estimation of the crash reduction at Delaware 15 & Barratts Chapel Road

using the crash reduction values from the study of the nine sites used in the Federal Highway

Administration study.

Table 32. Expected crash reduction for lane narrowing concept at Delaware 15 & Barratts

Chapel Road


no treatment


roundabout conversion

All Crashes 5 3.45

Injury 1.33 1.06

See the Federal Highway Administration publication “Two Low-Cost Safety Concepts

for Two-Way STOP-Controlled, Rural Intersections on High-Speed Two-Lane, Two-Way

Roadways” cited in the references for more information regarding the study of the lane

narrowing concepts.

33


As demonstrated in the previous section, changing Delaware 15 & Barratts Chapel Road

to an all way stop, the crash rate is expected to decrease. Table 33 below summarizes the

calculations made to determine the monetary benefits to society for the expected crash reduction

due to converting Delaware 15 & Barratts Chapel Road into an all way stop.

Table 33. Monetary value of crash reduction for all way stop conversion at Delaware 15 &



(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

1.33 0.64 $101,248

Property Damage

Only Crashes

3.67 1.76 $13,024

TOTAL $114,272

Using Equation 1, the present value of the expected monetary benefit over ten years from

crash reduction due to converting Delaware 15 & Barratts Chapel Road into an all way stop is

$926,848.

Table 34 below summarizes the calculations for the monetary value of crash reduction

projected to result from converting Delaware 15 & Barratts Chapel Road into a rural, one lane

roundabout.

34

Table 34. Monetary value of crash reduction for conversion to a roundabout at Delaware 15 &



(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

1.33 1.16 $183,512

Property Damage

Only Crashes

3.67 2.39 $17,686

TOTAL $201,198

Using Equation 1 to calculate the present value of the crash reduction due to roundabout

conversion over ten years, the benefit is $1,631,896.

Table 35 summarizes the calculations for the estimated monetary value of crash reduction

due to using the lane narrowing concept at Delaware 15 & Barratts Chapel Road.

Table 35. Expected monetary value of crash reduction for lane narrowing concept at Delaware

15 & Barratts Chapel Road


(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

1.33 0.27 $42,714

Property Damage

Only Crashes

3.67 1.76 $9,472

TOTAL $52,186

The projected present value of the benefits from crash reduction using the lane narrowing

concept at Delaware 15 & Barratts Chapel Road as calculated from Equation 1 are $423,275.

As explained in the previous section, the cost of converting a rural intersection to a

roundabout typically ranges from $200,000 to $1,000,000. Improving the sign and marking at the

intersection to convert the intersection from a two-way stop into a four-way stop is estimated to

35

cost between $100 and $1,000. The intersection lane narrowing concept would require milling to

remove the current pavement markings, rumble strips added to create the median, and new line

painting. For the intersections in the study where this treatment was applied, the cost of

installation ranged between $10,000 and $70,000. See Table 36 below comparing the cost to

benefit ratios for the three suggested countermeasures at Delaware 15 & Barratts Chapel Road.

Table 36. Cost to benefit ratio for proposed Delaware 15 & Barratts Chapel countermeasures


Ratio (lower

bound)

Cost: Benefit

Ratio (upper

bound)

Conversion to

roundabout

$200,000-

$1,000,000

$1,631,896 1:1.6 1:8.2

Conversion to

four-way stop

$100-$1,000 $926,848 1:926.9 1:9268.5

Intersection lane

narrowing

$10,000-

$70,000

$423,275 1:6.0 1:42.3

As shown by Table 36, the countermeasure with greatest cost to benefit ratio is

converting the intersection to a four way stop due to the very low cost of the countermeasure

relative to the other suggested treatments.

36

6. Delaware 15 & Andrews Lake Road

Figure 9. Delaware 15 and Andrews Lake Road location map

6.1. Site Overview and Site Visit Observations

The intersection of Delaware 15 & Andrews Lake Road is located outside of Riverview,

Delaware in Kent County. This intersection is located three tenths of a mile south of Delaware

15 & Barratts Chapel Road. Delaware 15 is still known as Canterbury Road in this area and

Andrews Lake Road is the name of the road from both the eastbound and westbound approaches

to the intersection. The AADT on Delaware 15 at this intersection is 4,300 vehicles per day, and

the AADT on Andrews Lake Road is 1,170. Andrews Lake Road has a stop sign at both the

eastbound and westbound approaches, but the traffic on Delaware 15 from the northbound and

southbound approaches does not stop. The posted speed limit on Delaware 15 is increased to 50

37

miles per hour at this intersection. Ten crashes have occurred at this intersection in the past three

years with six crashes occurring in 2010.

The site visit to Delaware 15 & Andrews Lake Road revealed many important

characteristics of the intersection. Andrews Lake Road does not form a 90 degree angle with

Delaware 15 at the intersection. It is difficult to see traffic travelling northbound from the

westbound approach due to the angle of intersection, and making a left turn from the westbound

direction is challenging due to the fact that the driver must turn greater than 90 degrees. Drivers

were observed making the left turn from the southbound approach at a relatively rapid speed due

to the angle of intersection which was cited as a common cause for crash at the intersection. All

approaches to the intersection are one lane in each direction and no approaches have a paved

shoulder. The intersection is not lighted which is an important fact to note when reviewing the

time of day for the crashes. The topography is reasonably flat near the intersection, and there is a

small horizontal curve from the northbound approach. “STOP AHEAD” signs are located from

the eastbound and westbound approaches. From the northbound and southbound approaches,

there is a sign designating the name of Andrews Lake Road.

6.2. Intersection Trends and Reasons for Crash Analysis

Table 37 below summarizes the type of crashes that occurred at Delaware 15 & Andrews

Lake Road. The most common types of crash were drivers on Andrews Lake Road who failed to

wait for a large enough break in traffic to cross the road and drivers on Delaware 15 who turned

in front of oncoming traffic.

38

Table 37. Type of crash at Delaware 15 & Andrews Lake Road


Failure to remain stopped 4 40%

Failure to yield right of way 2 20%

Ran off road 1 10%

Improper turn 1 10%

Rear end collision 1 10%

Unknown 1 10%

As Table 38 shows, the cited reason for crashes at Delaware 15 & Andrews Lake Road

was most commonly the driver did not see cross traffic at the intersection, but frequently the

reason for the crash was unknown.

Table 38. Reason for crashes at Delaware 15 & Andrews Lake Road


Didn’t see vehicle SB: 2 SB: 20%

NB: 1 NB: 10%

Following too close 1 10%

DUI 1 10%

Unknown 5 50%

Table 39 shows that crashes are evenly distributed between the eastbound and westbound

minor road approaches. More crashes occurred from the southbound approach than the

northbound approach. Many of the crashes that occurred from the southbound approach were the

result of drivers making the turn onto Andrews Lake Road too quickly as a result of the roads not

intersecting at 90 degrees.

Table 39. Approach direction of vehicle responsible for crash at Delaware 15 & Andrews Lake

Road


NB 1 10%

SB 4 40%

EB 2 20%

WB 3 30%

39

As shown in Table 40, crash severity is evenly divided between crashes causing injury to

the people involved and crashes that only involve property damage.

Table 40. Crash severity at Delaware 15 & Andrews Lake Road


Property Damage Only 5 50%

Personal Injury 5 50%

Table 41 below shows the distribution of crashes at Delaware 15 & Andrews Lake Road

over the time of the day. The clustering of crash times does not follow the expected trend of

more crashes occurring during the traditional morning and afternoon peak hours when volume on

the roads are typically the greatest.

40

Table 41. Time of day of crashes at Delaware 15 & Andrews Lake Road


0:00-1:00 1 10%

1:00-2:00 1 10%

2:00-3:00

3:00-4:00

4:00-5:00

5:00-6:00

6:00-7:00

7:00-8:00

8:00-9:00

9:00-10:00

10:00-11:00 1 10%

11:00-12:00 1 10%

12:00-13:00

13:00-14:00

14:00-15:00

15:00-16:00

16:00-17:00

17:00-18:00 2 20%

18:00-19:00 1 10%

19:00-20:00

20:00-21:00

21:00-22:00 1 10%

22:00-23:00

23:00-24:00

Table 42 identifies a significant trend at this intersection. A majority of the crashes

occurred at night, and the intersection is not lighted at night.

Table 42: Day and night crash summary for Delaware 15 & Andrews Lake Road


Day 4 40%

Night 6 60%

41

Table 43 shows that Thursday and Saturday are the days on which the greatest number of

crashes have occurred at Delaware 15 & Andrews Lake Road. However, this trend does not seem

significant because crashes also occurred frequently on other days of the week.

Table 43. Day of week of crashes at Delaware 15 & Andrews Lake Road


Sunday 1 10%

Monday 1 10%

Tuesday 2 20%

Wednesday

Thursday 3 30%

Friday

Saturday 3 30%

Table 44 demonstrates that 40% of the crashes at Delaware 15 & Andrews Lake Road

happened during October. While this is a large percentage of the crashes, the data does not

suggest a seasonal pattern in crashes that needs to be addressed at this intersection due to the fact

that other fall months do not have the same high crash rate and inclement road conditions that

could be a problem during the later fall months do not correlate to the increased crash rate in this

circumstance.

42

Table 44. Month of year of crashes at Delaware 15 & Andrews Lake Road


January 1 10%

February

March 2 20%

April

May 1 10%

June

July

August 1 10%

September

October 4 40%

November

December 1 10%

Table 45 shows the distribution of the age of drivers who were determined to be

responsible for the crashes at Delaware 15 & Andrews Lake Road. As is consistent with standard

safety statistics, younger drivers were responsible for the greatest number of crashes at this

intersection.

Table 45. Age of drivers responsible for crash at Delaware 15 & Andrews Lake Road


16-19 3 30%

20-29 3 30%

30-39 1 10%

40-49

50-59

60-69

70 and older 2 20%

Unknown 1 10%

Table 46 below shows that the distribution of the ages of all drivers involved in crash is

relatively evenly distributed with younger drivers being more represented due to their tendency

to cause crashes as shown previously in Table 45.

43

Table 46. Age of all drivers involved in crashes at Delaware 15 & Andrews Lake Road


16-19 4 20%

20-29 6 30%

30-39 1 5%

40-49 2 10%

50-59 3 15%

60-69 1 5%

70 and older 2 10%

Unknown 1 5%

Table 47 shows that the weather was clear when most of the crashes occurred at

Delaware 15 & Andrews Lake Road. During two of the crashes visibility was compromised by

fog or rain.

Table 47. Weather during crashes at Delaware 15 & Andrews Lake Road


Rain 1 10%

Cloudy 2 20%

Clear 6 60%

Fog 1 10%

As shown in Table 48, the roads were dry during the vast majority of the crashes at

Delaware 15 & Andrews Lake Road.

Table 48. Road conditions during crashes at Delaware 15 & Andrews Lake Road


Wet 1 10%

Dry 9 90%

Table 49 shows the occurrence of alcohol related crashes at Delaware 15 & Andrews

Lake Road. It does not appear that impaired driving is a significant trend at this intersection.

44

Table 49. Alcohol related crashes at Delaware 15 & Andrews Lake Road




It became apparent that the likely reasons for the high crash rate at the intersection are a

combination of the angle of intersection between Delaware 15 and Andrews Lake Road and a

lack of visibility at night.

6.3. Suggested Countermeasures and Projected Effectiveness

One possible countermeasure could be to reconfigure the intersection so that the two

roads intersect at a 90 degree angle. When an roads at an unsignalized intersection do not meet at

90 degree angles, drivers are forced to turn their vehicle a greater angle than they would typically

expect from some of the approaches. This motion is contrary to driver expectations and can

result in drivers not allowing enough time to complete the movement in front of oncoming traffic

or making the maneuver too quickly. The Highway Safety Manual recognizes the increased

potential for danger at skewed intersections and suggests realigning the intersection in cases

where the skew angle is very large or the intersection is frequently the location of crashes. The

intersection currently has a skew angle of 40 degrees meaning that the roads intersect at a 50

degree angle, or 40 degrees away from 90 degrees. Given the 40 degree skew angle, the crash

modification factor can be found using Equation 2.

Equation 2

The crash modification factor is determined to be 0.806 for all types and severity of crashes if the

40 degree skew angle were reduced to zero. See Table 50 below for the expected crash reduction

for reduction of skew angle.

45

Table 50. Expected crashes with reduction of skew angle


with no treatment


with reduction of skew angle

All Crashes 3.33 2.68

Another countermeasure that would be effective at this intersection is installing lighting

since a large percentage of crashes occur during the night. The calculation for the crash

modification factor for adding lighting to an intersection is shown in Equation 3.

Equation 3

The proportion of night crashes, Pni, for this intersection is 0.6 and the calculated crash

modification factor is 0.772 for all crashes. The Highway Safety Manual gives a CMF value of

0.62 and standard error of 0.04 for injury crashes when lighting is added to an intersection. See

Table 51 below for the expected crash reduction with the addition of lighting to the intersection.

The values in parenthesis represent a 95 percent confidence interval.

Table 51. Expected crash reduction for addition of intersection lighting


with no treatment


with intersection lighting

All Crashes 3.33 2.57

Injury Crashes 1.67 1.04 (0.70-1.37)

A third option to reduce the crash rate at this intersection would be to both reduce the

skew angle of the intersection and add intersection lighting. While it has been proven that

employing multiple countermeasures at an intersection typically reduces the crash rate beyond

what any one of the countermeasures does on its own, the magnitude of the reduction is

46

uncertain. Therefore, the crash reduction potential of combining reducing the intersection skew

angle with adding intersection lighting cannot be accurately quantified.

A final suggestion to reduce the crash rate at this intersection is through checking the

retroreflectivity, or visibility at night, of the signs and pavement marking in the area of the

intersection. This option is much less expensive and less disruptive to traffic at the intersection

than the previous countermeasures. If the signs or pavement markings are not visible at night,

they can be replaced or refurbished in an effort to reduce the number of night crashes at

Delaware 15 & Andrews Lake Road. Checking the night visibility also could be completed prior

to pursuing the more costly improvements suggested earlier in this section.


Crashes at Delaware 15 & Andrews Lake Road could be reduced through decreasing the

skew angle of the intersection or by illuminating the intersection at night using intersection

lighting. Table 52 below summarizes the calculations for the expected yearly monetary benefit of

crash reduction at Delaware 15 & Andrews Lake Road through the realignment of the

intersection to decrease the skew angle to zero.

47

Table 52. Monetary value of crash reduction for removal of skew angle at Delaware 15 &

Andrews Lake Road


(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

1.67 0.32 $50,624

Property Damage

Only Crashes

1.67 0.32 $2,368

TOTAL $52,992

Using Equation 1, the expected monetary benefit over ten years resulting from crash

reduction at Delaware 15 & Andrews Lake Road due to removing the skew angle is $429,813.

Table 53 summarizes the calculations of the monetary value of crash reduction for the

countermeasure of adding lighting to the intersection at Delaware 15 & Andrews Lake Road.

Table 53. Monetary value of crash reduction for installation of intersection lighting at Delaware

15 & Andrews Lake Road


(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

1.67 0.63 $99,666

Property Damage

Only Crashes

1.67 0.38 $2,812

TOTAL $102,478

Using Equation 1 to calculate the present value of the monetary benefits of adding

lighting at the intersection of Delaware 15 & Andrews Lake Road over ten years, the benefit to

society through crash reduction was found to be $831,188.

48

The cost of installing lighting at an intersection ranges between $100,000 and $150,000.

The variation is due to the specific characteristics of the site and whether electrical wires are

already near the area. There is also a cost to power the lights that continues over the lifetime of

the lights. Depending on electricity prices, the cost per month for electricity for an intersection is

$20-$40. Over the course of a year this amounts to $240-$480. When converting that cost

distributed over ten years to a present value using Equation 1, the additional maintenance cost of

operating the lights range from $1,950 to $4,000.

The cost of realigning an intersection is very site specific. In order to estimate the cost of

realigning Delaware 15 & Andrews Lake Road, a planning level cost estimate was calculated

using RS Means 2012 unit costs and estimated construction amount values. See Table 54 for a

summary of the cost estimate calculations.

Table 54. Cost estimate for intersection realignment at Delaware 15 & Andrews Lake Road

Item Unit Cost Estimated Quantity Cost

Clearing and grubbing $6,500/ acre 12 $78,000

Excavation $33/ CY 1000 $33,000

Subbase $12/ SY 1000 $12,000

Asphalt paving $23/ SY 1000 $23,000

Line striping $0.50/ LF 6000 $3,000

Removal of existing roadway $33/ CY 1000 $33,000

Top soil/ grass seed $12/ SY 10,000 $120,000

Mobilization $302,000*0.15 $45,300

Traffic Management Flaggers, cones, barrels, signs, etc $30,000

A total cost of $350,000 for realigning the intersection was estimated. Relocating utilities and

drainage costs would escalate the price of intersection realignment to $500,000 to $1,000,000.

This range was used in Table 55 below to calculate the cost to benefit ratio for realigning the

intersection to remove the skew angle.

49

Table 55. Cost to benefit ratio for proposed Delaware 15 & Andrews Lake Road

countermeasures


Ratio (lower

bound)

Cost: Benefit

Ratio (upper

bound)

Add intersection

lighting

$100,000-

$150,000

$831,188 1:5.5 1:8.3

Reduce skew

angle

$500,000-

$1,000,000

$429,813 1:0.4 1:0.9

As shown in Table 55, adding intersection lighting is expected to have a greater cost to

benefit ratio than reducing the skew angle of the intersection through a realignment of the

intersection.

50

7. Delaware 30 & Mount Joy Road

Figure 10. Delaware 30 and Mount Joy Road location map


Delaware 30 & Mount Joy Road is located outside of Millsboro, Delaware in Sussex

County. Delaware 30 travels in the northbound and southbound directions and is known as

Gravel Hill Road in the vicinity of the intersection. Mount Joy Road is the name of the crossroad

from the westbound approach, and Morris Mill Road is the name of the street from the eastbound

approach. The AADT value for Delaware 30 is 3,900 vehicles per day, and the AADT for Mount

Joy Road is 2,600. As of January 2012, the traffic on Mount Joy Road had a stop sign at the

intersection, but the traffic on Delaware 30 did not stop. Nine crashes occurred at this

intersection over the past three years with five crashes occurring in 2010. One fatality was

recorded at this intersection.

51

The site visit showed that sight distance from the eastbound and westbound approaches is

slightly obscured by telephone poles. The northbound and southbound approaches to the

intersection have an intersection warning sign with flashing yellow lights. The eastbound and

westbound approaches have flashing red lights on the stop sign at the intersection with Delaware

30. There is one lane in each direction from each approach. The speed limit is 50 mph from all

four approaches. There is passing permitted nearby in the northbound and southbound directions.

There is a curve approaching the intersection from the westbound approach, but there are

minimal vertical grades at the intersection. There is no lighting at the intersection.


The most common type of crash at Delaware 30 & Mount Joy Road is vehicles that fail to

remain stopped on Mount Joy Road until Delaware 30 is clear to cross. As shown in Table 56

below, vehicles that fail to remain stopped account for two thirds of the crashes at the

intersection.

Table 56. Type of crash summary at Delaware 30 & Mount Joy Road



Ran stop sign 2 22.2%

Inattentive driving 1 11.1%

While a significant proportion of the reasons for crashes at Delaware 30 & Mount Joy

Road were determined to be unknown, the largest reason for crash at the intersection was drivers

who did not see conflicting traffic before making an unsafe turning maneuver. Most frequently,

the drivers did not see traffic approaching in the southbound direction. Table 57 summarizes the

reasons for crash at Delaware 30 & Mount Joy Road.

52

Table 57. Reason for crash summary at Delaware 30 & Mount Joy Road


Didn’t see vehicle NB: 1 NB: 11.1%

SB: 3 SB: 33.3%

Wet road 1 11.1%

Unknown 4 44.4%

As shown by Table 58, the crashes at Delaware 30 & Mount Joy Road were primarily

caused by drivers from the eastbound and westbound minor road approaches. Of the crashes that

occurred as a result of drivers entering the intersection from the minor road approaches, more

crashes were due to drivers coming from the eastbound approach, but crashes were nearly evenly

distributed between both the eastbound and westbound approaches.

Table 58. Approach of driver responsible for crashes at Delaware 30 & Mount Joy Road


Northbound 0 0%

Southbound 1 11.1%

Eastbound 5 55.6%

Westbound 3 33.3%

Table 59 shows that Delaware 30 & Mount Joy Road has had a history of severe crashes.

Nearly 80% of the crashes that occurred at this intersection resulted in personal injury or fatality.

The fatal crash was due to a driver who failed to stop at the stop sign from the eastbound

approach and struck a vehicle on Delaware 30. This is the only intersection in the study that has

reported a fatality.

Table 59. Crash severity at Delaware 30 & Mount Joy Road




Fatality 1 11.1%

53

Table 60 shows that crashes at Delaware 30 & Mount Joy Road most frequently occur

during the traditional afternoon peak hours. This trend does not represent anything out of the

ordinary as traffic volumes also are typically greatest during this time period.

Table 60. Time of day of crash at Delaware 30 & Mount Joy Road


0:00-1:00

1:00-2:00

2:00-3:00

3:00-4:00

4:00-5:00

5:00-6:00

6:00-7:00 1 11.11%

7:00-8:00

8:00-9:00

9:00-10:00

10:00-11:00

11:00-12:00 1 11.11%

12:00-13:00 2 22.22%

13:00-14:00

14:00-15:00

15:00-16:00

16:00-17:00 2 22.22%

17:00-18:00 1 11.11%

18:00-19:00 1 11.11%

19:00-20:00

20:00-21:00

21:00-22:00

22:00-23:00

23:00-24:00 1 11.11%

As shown in Table 61, the majority of the crashes at Delaware 30 & Mount Joy Road

occur during the day which suggests that nighttime visibility at this intersection is not a problem.

54

Table 61. Period of day of crashes at Delaware 30 & Mount Joy Road


Day 7 77.78%

Night 1 11.11%

Dawn 1 11.11%

Table 62 below shows the distribution of crashes at Delaware 30 & Mount Joy Road over

the days of the week. The number of crashes on each day are nearly evenly distributed.

Table 62. Day of week of crashes on Delaware 30 & Mount Joy Road


Sunday 1 11.11%

Monday 1 11.11%

Tuesday 2 22.22%

Wednesday 2 22.22%

Thursday 1 11.11%

Friday

Saturday 1 11.11%

Table 63 demonstrates that crashes at Delaware 30 & Mount Joy Road tend to happen

during the summer and fall months.

Table 63. Month of crashes at Delaware 30 & Mount Joy Road


January

February

March

April

May

June 2 22.22%

July 4 44.44%

August

September 1 11.11%

October 2 22.22%

November

December

55

During the past twenty years, southern Delaware has seen an increase in retirees moving

to the area. Since elderly drivers are typically at a higher risk for crashes, the age of drivers

involved in crashes was suspected to be a primary concern at Delaware 30 & Mount Joy Road.

However, as Table 64 shows, elderly drivers were not the main cause of crashes. Drivers in the

20-29 age group caused more crashes at this intersection than drivers 60 and older.

Table 64. Age of drivers responsible for crashes at Delaware 30 & Mount Joy Road


16-19 1 11.11%

20-29 3 33.33%

30-39 1 11.11%

40-49 1 11.11%

50-59 1 11.11%

60-69 0 0%

70 and older 2 22.22%

Table 65 shows the distribution of the age of all drivers involved in crashes at Delaware

30 & Mount Joy Road. While middle aged drivers are underrepresented for causing crashes, it

seems as though drivers of all ages are involved in crashes at this intersection. Elderly drivers do

not appear to be involved in crashes at this location more frequently than drivers of other ages.

Table 65. Age of all drivers involved in crashes at Delaware 30 & Mount Joy Road


16-19 1 5.56%

20-29 6 33.33%

30-39 1 5.56%

40-49 2 11.11%

50-59 6 33.33%

60-69

70 and older 2 11.11%

56

Table 66 shows the weather conditions at Delaware 30 & Mount Joy Road during

crashes. Most of the crashes at this intersection occurred when the sky was clear.

Table 66. Weather conditions during crashes at Delaware 30 & Mount Joy Road


Cloudy 1 11.11%

Rainy 1 11.11%

Clear 7 77.78%

Table 67 shows that the roads were dry during nearly all of the crashes at Delaware 30 &

Mount Joy Road.

Table 67. Road conditions during crashes at Delaware 30 & Mount Joy Road


Wet 2 22.22%

Dry 7 77.78%

As shown in Table 68, no crashes at Delaware 30 & Mount Joy Road were attributed to

impaired drivers.

Table 68. Alcohol related crashes at Delaware 30 & Mount Joy Road




After reviewing, the crash reports and site visits it appears that crashes at Delaware 30 &

Mount Joy Road were mainly due to drivers on Mount Joy Road who attempted to cross

Delaware 30 when there was not a large enough gap in traffic.

57


As of February 2012, DelDOT converted the intersection from a two way stop to all way

STOP. Employing this countermeasure makes sense for this intersection because many crashes at

this intersection are the result of drivers on the minor road not waiting until a large enough gap is

present to cross the intersection. A four way stop would eliminate the need for drivers on Mount

Joy Road to determine when the gap between the traffic on Delaware 30 is large enough to enter

the intersection. Drivers at the minor road approaches at this intersection also claimed to have

difficultly seeing drivers on Delaware 30. If the traffic on Delaware 30 were forced to stop at the

intersection with Mount Joy Road, these types of crashes could be reduced. Using the predictive

method in the Highway Safety Manual, the crash modification factor for converting a rural,

minor road stop controlled intersection to all-way stop control is 0.52 for all crashes with a

standard error of 0.04. Table 69 below shows the expected number of crashes per year at

Delaware 30 & Mount Joy Road after the all way stop conversion.

Table 69. Conversion to all way stop control at Delaware 30 & Mount Joy Road


with no treatment



All Crashes 3 1.56 (1.44-1.68)

When observing the crash trends at Delaware 30 & Mount Joy Road, it is important to

note that crashes at this location may increase slightly immediately following the conversion to

all way stop control. Rear end crashes on Delaware 30 are likely to increase due to drivers who

have driven through this intersection many times and do not expect a vehicle in front of them

stopped at a stop sign. Likewise, it is also possible that a few inattentive drivers will run the stop

sign on Delaware 30 prior to adjusting to the new stop signs. These transition consequences

58

could be mitigated through adding STOP AHEAD signs or drawing attention to the new stop

signs using flashing lights. After a short period of time, crashes are expected to decrease to the

values shown in Table 69.


The conversion of Delaware 30 & Mount Joy Road to an all way stop controlled

intersection has been shown through previous calculations to reduce the crash rate. Table 70

below shows the estimated monetary value of the expected crash reduction at this location using

the Highway Safety Manual’s methodology.

Table 70. Monetary value of crash reduction due to conversion to an all way stop at Delaware 30

& Mount Joy Road


(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

2.33 1.12 $177,184

Property Damage

Only Crashes

0.67 0.32 $2,368

TOTAL $179,552

Using Equation 1, the present value of the expected monetary value of crash reduction

due to converting Delaware 30 & Mount Joy Road into an all way stop is $1,456,328.

The estimated cost of converting Delaware 30 & Mount Joy Road to a four way stop and

improving the pavement markings is $100-$1,000. Following the initial intersection remediation

it is expected that little to no added maintenance cost would result. See Table 71 for a summary

of the calculations for the cost to benefit ratio of converting the intersection to a four way stop.

59

Table 71. Cost to benefit ratio of converting Delaware 30 & Mount Joy Road to a four way stop


Ratio (lower

bound)

Cost: Benefit

Ratio (upper

bound)

Conversion to

four way stop

$100-$1,000 $1,456,328 1:1,456.3 1:14,563.3

As shown in Table 71, converting Delaware 30 & Mount Joy Road is expected to have

substantial financial benefits over the next ten years.

60

8. Delaware 30 & Zoar Road

Figure 11. Delaware 30 and Zoar Road location map


The intersection of Delaware 30 & Zoar Road is located approximately one mile north of

Delaware 30 & Mount Joy Road also outside of Millsboro, Delaware in Sussex County.

Delaware 30 is the northbound and southbound approaches to the intersection and is still referred

to as Gravel Hill Road at the intersection of Zoar Road. Zoar Road is the name of the eastbound

and westbound approaches to the intersection. The AADT on Delaware 30 is 3,900, and the

AADT on Zoar Road is 2,800. As of January 2012, the traffic on Zoar Road stopped at a stop

sign at the intersection with Delaware 30, and the traffic at Delaware 30 did not stop. Seventeen

61

crashes have occurred at the intersection of Delaware 30 and Zoar Road during the past three

years.

The site visit revealed that many intersection awareness measures have been installed at

this location with limited success. There are overhead flashing beacons at the intersection which

flash yellow lights in the northbound and southbound directions and red lights in the eastbound

and westbound directions. There are rumble strips on the eastbound and westbound approaches,

but the rumble strips seem to close to the intersection (especially from the westbound approach)

and not very effective at alerting the vehicles as they pass over them. The speed limit is 50 mph

for all approaches to the intersection. Passing is permitted in the vicinity of the intersection from

all approaches. Signs block some of the sight distract from the westbound approach. The

intersection is not lighted but the flashing beacons illuminate the intersection.


Table 72 summarizes the types of crashes that occurred at Delaware 30 & Zoar Road.

Drivers who failed to remain stopped at the stop sign on Zoar Road before crossing the

intersection comprised the largest percentage of type of crash at the intersection. A sign is

located near the intersection to warn drivers of the presence of deer in the area since two of the

crashes near this intersection involved collision with a deer.

Table 72. Types of crash summary at Delaware 30 & Zoar Road



Failure to yield right of way 2 11.8%

Deer in roadway 2 11.8%

Ran off road 1 5.9%

Careless driving 1 5.9%

Inattentive driving 1 5.9%

62

As shown in Table 73, the most frequent reason for crash at Delaware 30 & Zoar Road

was drivers who did not see cross traffic, particularly from the northbound direction. It is also

important to note that multiple drivers who had a crash at this intersection expected the

intersection to be a four way stop.

Table 73. Reason for crash summary at Delaware 30 & Zoar Road


Didn’t see vehicle NB: 4 NB: 23.6%

SB: 2 SB: 11.8%

Expected four way stop 2 11.8%

Sun blocked view 1 5.9%

Large vehicle blocked view 1 5.9%

Vehicle travelling in wrong

lane

1 5.9%

Driving too fast to turn 1 5.9%

Debris on roadway 1 5.9%

Driver wasn’t paying attention 1 5.9%

None 2 11.8%

Unknown 1 5.9%

Table 74 shows the approach direction of vehicles responsible for crashes at Delaware 30

& Zoar Road. More crashes occur due to vehicles from the minor road approaches from the

eastbound and westbound directions than on the major road approaches. Crashes are evenly

distributed between both minor road and both major road approaches.

Table 74. Approach of drivers responsible for crashes on Delaware 30 & Zoar Road


NB 2 11.8%

SB 3 17.6%

EB 6 35.3%

WB 6 35.3%

63

Table 75 shows that more than half of the crashes at Delaware 30 & Zoar Road cause

only damage to property and no injury to passengers in the vehicle(s).

Table 75. Crash severity at Delaware 30 & Zoar Road




As shown by Table 76, crashes are mainly clustered around the typical morning and

afternoon peak travel hours which is a common trend since traffic volumes are usually greatest

during those hours.

Table 76. Time of day of crashes at Delaware 30 & Zoar Road


0:00-1:00

1:00-2:00

2:00-3:00

3:00-4:00

4:00-5:00

5:00-6:00

6:00-7:00 1 5.88%

7:00-8:00 2 11.76%

8:00-9:00 2 11.76%

9:00-10:00

10:00-11:00 2 11.76%

11:00-12:00

12:00-13:00

13:00-14:00 1 5.88%

14:00-15:00 2 11.76%

15:00-16:00

16:00-17:00 4 23.53%

17:00-18:00 1 5.88%

18:00-19:00

19:00-20:00 1 5.88%

20:00-21:00

21:00-22:00 1 5.88%

22:00-23:00

23:00-24:00

64

Table 77 shows the division between crashes that occur during the day and crashes that

occur at night. The majority of crashes at Delaware 30 & Zoar Road occurred during the day

when the intersection was lit by natural sunlight.

Table 77. Period of day of crashes at Delaware 30 & Zoar Road


Day 14 82.35%

Night 3 17.65%

Table 78 shows that the most common day for crashes at Delaware 30 & Zoar Road is

Thursday and no crashes occurred on Saturdays. However, this trend does not seem to be

correlated to any other intersection trends or design features.

Table 78. Day of week of crashes at Delaware 30 & Zoar Road


Sunday 1 5.88%

Monday 2 11.76%

Tuesday 2 11.76%

Wednesday 3 17.65%

Thursday 6 35.29%

Friday 3 17.65%

Saturday

Table 79 shows that the highest concentration of crashes occurs in the first months of the

year with the greatest number of crashes occurring in March.

65

Table 79. Month of year of crashes at Delaware 30 & Zoar Road


January 3 17.65%

February 2 11.76%

March 4 23.53%

April 2 11.76%

May

June 1 5.88%

July 1 5.88%

August 1 5.88%

September

October 1 5.88%

November 1 5.88%

December 1 5.88%

As a result of the trend of elderly drivers moving to Sussex Count, it was considered

probable that Delaware 30 & Zoar Road could have an increased occurrence of crashes due to

elderly drivers. After analyzing the age of the drivers involved in crashes, it was determined that

there is a large number of crashes occurring at this intersection involving elderly drivers. As

illustrated by Table 80, over 40% of the crashes at Delaware 30 & Zoar Road were caused by

drivers over age 60.

Table 80. Age of drivers responsible for crashes at Delaware 30 & Zoar Road


16-19

20-29 2 14.29%

30-39 2 14.29%

40-49 1 7.14%

50-59 1 7.14%

60-69 4 28.57%

70 and older 2 14.29%

66

Table 81 below shows the age of all drivers involved in crashes at Delaware 30 & Zoar

Road. More middle aged drivers are involved in crashes and not determined to be responsible for

the crashes than are the cause of the crashes as shown by comparing Table 81 with Table 80.

Table 81. Age of all drivers involved in crashes at Delaware 30 & Zoar Road


16-19 3 10.71%

20-29 3 10.71%

30-39 4 14.29%

40-49 6 21.43%

50-59 3 10.71%

60-69 5 17.86%


As shown in Table 82, nearly all of the crashes at Delaware 30 & Zoar Road occurred

with the weather was clear.

Table 82. Weather during crashes at Delaware 30 & Zoar Road


Clear 16 94.12%

Rainy 1 5.88%

Table 83 shows that poor road conditions do not greatly increase the crash rate at

Delaware 30 & Zoar Road.

Table 83. Road conditions during crashes at Delaware 30 & Zoar Road


Wet 2 11.76%

Dry 15 88.24%

67

As shown by Table 84, none of the crashes at Delaware 30 & Zoar road during the past

three years were the result of impaired drivers.

Table 84. Alcohol related crashes at Delaware 30 & Zoar Road




Other factors which could potentially impact the crash frequency at Delaware 30 & Zoar

Road such as age of drivers, weather conditions, road conditions, approach of drivers, time of

day, day of week, and month of year were also considered. None of these factors proved

significant, but tables summarizing the analysis can be found in the Appendix.


In February 2012, DelDOT installed stop signs to convert the intersection to an all way

stop. This countermeasure fits the crash trends at Delaware 30 & Zoar Road because many

crashes were caused by drivers entering the intersection when there was not a large enough gap

in the cross traffic. Also, other low cost improvements to the intersection including flashing

overhead beacons and rumble strips were not effective at reducing crashes. Some drivers stated

that they expected the traffic on Delaware 30 to stop prior to the February 2012 conversion to an

all way stop intersection. Now that the intersection is an all way stop, it may be more in line with

driver expectation. Using the predictive method in the Highway Safety Manual, the crash

modification factor for converting a rural, minor road stop controlled intersection to all-way stop

control is 0.52 for all crashes with a standard error of 0.04. Table 85 below shows the expected

number of crashes per year at Delaware 30 & Mount Joy Road after the all way stop conversion.

68

Table 85. Conversion to all way stop control at Delaware 30 & Zoar Road


with no treatment



All Crashes 5.67 2.95 (2.72 - 3.17)

It is also important to note that the number of crashes experienced at this intersection

could increase slightly right after the initial installation of the two new stop signs due to drivers

who are familiar with the area, but not aware that the intersection has become an all way stop.

However, after a short period of transition time, crashes at Delaware 30 & Zoar Road should

reduce as per the calculations in Table 85.

Delaware 30 & Zoar Road currently has flashing beacons above the intersection and

rumble strips from the minor approaches that were implemented with the intention of reducing

crashes. However, the site visit revealed that the rumble strips appeared to be too close to the

stop sign and worn down. It is suggested that the spacing and location of the rumble strips be

investigated to determine if they meet current standards. Retrofitting or replacing the rumble

strips to restore quality and ensuring they meet the state standards could improve the safety of

this intersection.

Numerous studies have been performed regarding the impact of flashing beacons on

crash reduction. It has been shown that overhead flashing beacons are more effective than

flashing beacons above signs. However, the studies have shown that crash reduction from all

types of flashing beacons is typically limited and highly variable due to multiple reasons. While

flashing beacons attract attention to the intersection initially, over time, their effectiveness

decreases as drivers get used to their presence. Also, the flashing yellow light often displayed

overhead from on the major road approach like the ones at Delaware 30 & Zoar Road can

encourage drivers to speed up in an effort to “beat the yellow light” as they might at a signalized

69

intersection. The Highway Safety Manual acknowledges the variability of flashing beacons when

offering values for crash modification factors. Table 86 shows the values the Highway Safety

Manual gives for crash modification factors for overhead flashing beacons. The term “All

Settings” refers to locations in either rural or urban locations.

Table 86. Highway Safety Manual crash modification factors for overhead flashing beacons

Crash Modification Factor Standard Error

All Settings, All Severities 0.95* 0.04

All Settings, Injury 0.90* 0.06

All Settings, Rear End 0.92* 0.1

All Settings, Angle 0.87 0.06

Rural, Angle 0.84 0.06

Crash modification factors marked with asterisks are identified as cases in which the

addition of flashing beacons could result in an increase, decrease, or no change in the crash

frequency at the intersection. In the case of rural locations, the crash rate is expected to decrease,

but given the crash modification factor and large standard error, it is possible that the crash

reduction experienced at an intersection such as Delaware 30 & Zoar Road be nearly negligible.

8.4 Cost-Benefit Analysis

As shown in the table above, converting Delaware 30 & Zoar Road into an all way stop

controlled intersection, is expected to reduce the crash rate at the intersection. Using the

Highway Safety Manual methodology, the yearly monetary benefit of the expected crash

reduction was calculated and shown in Table 87.

70

Table 87. Monetary value of crash reduction due to conversion to an all way stop at Delaware 30

& Zoar Road


(per year)

Crashes Prevented

Through

Countermeasure

(per year)

Monetary Benefit of

Crash Reduction

(per year)

Fatality/ Injury

Crashes

2.33 1.12 $177,184

Property Damage

Only Crashes

3.33 1.60 $11,840

TOTAL $189,024

Using Equation 1, the present value of the expected monetary value to society of the

crash reduction at Delaware 30 & Zoar Road through the conversion of the intersection to an all

way stop is $1,533,154 over ten years.

The cost of converting Delaware 30 & Zoar Road into a four way stop controlled

intersection through adding signs and improving the pavement markings is estimated to cost

$100-$1,000. This improvement would have little to no maintenance costs following the initial

improvement, so it is assumed that the initial cost will be the whole cost of the project over ten

years. See Table 88 for a summary of the cost to benefit ratio calculations for this intersection.

Table 88. Cost to benefit ratio for converting Delaware 30 & Zoar Road to a four way stop


Ratio (lower

bound)

Cost: Benefit

Ratio (upper

bound)

Convert to four

way stop

$100-$1,000 $1,533,154 1:1,533.2 1:15,331.5

The payoff expected from reducing the crash rate at this intersection is estimated to be

between 191.6 and 306.6 times greater than the cost of the improvements to the intersection.

71

9. Overall Observations and Conclusions

An overarching trend exhibited by all five of the intersections studied is that the main

cause of crash was drivers who stopped at the stop sign as expected, but continued into the

intersection when cross traffic was blocking the intended travel path of the vehicle. This driver

error was due largely to the inattention of the drivers. In many cases, drivers on one of the minor

road approaches failed to adequately observe vehicles on the major road. At all of the

intersections studied besides Delaware 15 & Barratts Chapel Road, the major road has a speed

limit of 50 mph. Therefore, the traffic on the major road is moving quickly and can cause serious

crashes if a vehicle on the major road strikes a vehicle on the minor road. Also, drivers travelling

quickly on the major road would likely not be able to avoid a driver entering or crossing the road

from the minor approach. In the case of some of the intersections, passing is allowed on the

major road which may encourage drivers to travel at speeds above the posted speed limit in the

vicinity of the intersections.

Another factor that could be influencing the recent increase in crashes at the intersections

in this study could be due to an increase in traffic volume in the area. While all of the

intersections are located in rural areas, new housing subdivisions continue to carve up rural land

thereby increasing the volume of traffic on rural roads. Drivers who have lived near the

intersections in this study for many years may not be aware of the increased traffic volume in

recent years. As a result, the heightened danger that the increased traffic volume poses is

discounted by drivers who have traversed the intersection safely countless times before.

Similarly, drivers who are not familiar with the area could also underestimate the volume of

traffic when crossing heavily travelled roads by not being as observant and alert as they should

be.

72

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73

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Delaware Center for Transportation University of Delaware Newark,

Delaware 19716

AN EQUAL OPPORTUNITY/AFFIRMATIVE ACTION EMPLOYER To the extent permitted by applicable State and Federal laws, the University of Delaware is committed to assuring equal opportunity to all persons and does not discriminate on the basis of race, creed, color, sex, age, religion, national origin, veteran or handicapped status, or gender identity and expression, or sexual orientation in its educational programs, activities, admissions, or employment practices as required by Title IX of the Educational Amendments of 1972, Section 504 of the Rehabilitation Act of 1973, Title VII of the Civil Rights Act of 1964, and other applicable statutes. The University of Delaware has designated Karen Mancini, Director of the Office of Disabilities Support Services, as its ADA/Section 504 Coordinator under Federal law. Inquiries concerning Americans with Disabilities Act compliance, Section 504 compliance, campus accessibility, and related issues should be referred to Karen Mancini (302-831-4643) in the Office of Disabilities Support Services. Inquiries concerning Title VII and Title IX compliance and related issues should be referred to the Director of the Office of Equity and Inclusion, Becki Fogerty (302-831-8063).

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