Attachment 12B_Traffic Impact Study.pdf

ALBERT V. BRYAN COURTHOUSE

PERIMETER SECURITY IMPROVEMENT PROJECT

Alexandria, VA

TRANSPORTATION IMPACT STUDY

TECHNICAL APPENDIX

January 2012

727 15th Street Suite 1000 Washington, DC 20005

Phone 202 370 6000 Fax 202 370 6001 mail www.symmetradesign.com

PREPARED for the U.S. MARSHALS SERVICE and the U.S. GENERAL SERVICES ADMINISTRATION

Attachment 8B

ALBERT V. BRYAN COURTHOUSE

PERIMETER SECURITY IMPROVEMENT PROJECT

Transportation Impact Study Technical Appendix

A. Traffic and Pedestrian Counts

B. SYNCHRO and Queuing Output Analysis Worksheets

Appendix A. Traffic

Traffic and Pedestrian Counts

AM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

7:00 AM to 7:15 AM 0 0 0 0 0 20 0 0 0 0 1 0 17 33 0 1

7:15 AM to 7:30 AM 0 0 0 0 0 25 3 0 0 0 3 0 12 55 0 9

7:30 AM to 7:45 AM 0 0 0 0 0 37 5 0 0 0 1 0 12 71 0 2

7:45 AM to 8:00 AM 0 0 0 0 0 24 2 0 0 0 1 0 19 115 0 2

8:00 AM to 8:15 AM 0 0 0 0 0 32 4 0 1 0 0 0 22 115 0 2

8:15 AM to 8:30 AM 0 0 0 0 0 23 4 0 0 0 0 0 18 123 0 4

8:30 AM to 8:45 AM 0 0 0 0 0 25 4 0 0 0 0 0 22 125 0 5

8:45 AM to 9:00 AM 0 0 0 0 0 18 1 2 0 0 1 0 12 95 0 3

9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 4:00 PM to 4:15 PM 0 0 0 0 0 122 2 0 4 0 26 3 1 16 0 5

4:15 PM to 4:30 PM 0 0 0 0 0 139 2 1 12 0 36 0 1 14 0 1

4:30 PM to 4:45 PM 0 0 0 0 0 100 1 5 6 0 22 0 1 18 0 4

4:45 PM to 5:00 PM 0 0 0 0 0 161 0 5 5 0 31 0 0 14 0 6

5:00 PM to 5:15 PM 0 0 0 0 0 157 1 2 6 0 33 0 2 22 0 11

5:15 PM to 5:30 PM 0 0 0 0 0 130 1 2 3 0 24 1 0 13 0 6

5:30 PM to 5:45 PM 0 0 0 0 0 128 4 2 4 0 16 0 1 21 0 7

5:45 PM to 6:00 PM 0 0 0 0 0 134 3 4 6 0 13 0 1 8 0 7

6:00 PM to 6:15 PM 0 0 0 0 0 117 3 8 5 0 7 0 0 21 0 5

6:15 PM to 6:30 PM 0 0 0 0 0 97 1 3 3 0 9 0 1 20 0 4

6:30 PM to 6:45 PM 0 0 0 0 0 85 2 4 3 0 7 0 4 16 0 6

6:45 PM to 7:00 PM 0 0 0 0 0 58 3 2 2 0 7 0 1 26 0 2

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:45 AM to 8:45 AM 0 0 0 0 0 104 14 0 1 0 1 0 81 478 0 13

PM INTERSECTION PEAK HOUR

4:15 PM to 5:15 PM 0 0 0 0 0 557 4 13 29 0 122 0 4 68 0 22

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 0 0 0 0 0 104 14 0 1 0 1 0 81 478 0 13

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 0 0 0 0 0 549 9 10 19 0 86 1 4 64 0 31

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds n/a n/a n/a n/a n/a 0.80 0.75 0.25 0.25 n/a 0.50 n/a 0.92 0.96 n/a 0.42 n/a n/a n/a n/a n/a 0.89 0.69 0.59 0.60 n/a 0.85 0.25 0.38 0.80 n/a 0.70

= 0.96 = 0.88

Southbound Westbound Northbound Eastbound

AM INTERSECTION PEAK AM SYSTEM PEAK

Weather Conditions: Sunny

Jamieson Avenue Manderville Lane Jamieson Avenue

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: Wednesday, May 11, 2011

0 0

0 0 0 0

Jamieson Avenue 118

0 0 0 0 0 0

105 Jamieson Avenue 118 105

0 0

1 0 1

559 Jamieson Avenue

Westbound Northbound Eastbound

M an de rv ill e

La ne

M an de rv ill e

La ne 479 559 Jamieson Avenue

Southbound

95 2

Jamieson Avenue Manderville Lane Jamieson Avenue 81 81

95 2

0 0

PM INTERSECTION PEAK PM SYSTEM PEAK

0 0 0 0

0 0

561 635 Jamieson Avenue 558679 Jamieson Avenue

0 0

0 0 0 0

Southbound Westbound Northbound Eastbound Jamieson Avenue

M an de rv ill e

La ne 83

86 0

M an de rv ill e

La ne 97 68

Notes:

13 10

Southbound Westbound Northbound Eastbound

AM PEAK HOUR

PM PEAK HOUR

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

2 0 29 64

Jamieson Avenue Manderville Lane Jamieson Avenue 72 Jamieson Avenue

0 0

NNN

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

7:00 AM to 7:15 AM 2 0 4 9 5 8 10 5 51 8 7 12 5 39 0 4

7:15 AM to 7:30 AM 1 0 7 7 3 6 14 7 89 1 17 10 7 44 1 8

7:30 AM to 7:45 AM 1 0 4 14 4 15 15 9 86 6 26 5 8 70 3 8

7:45 AM to 8:00 AM 2 0 7 6 1 6 23 6 121 2 8 13 24 80 1 1

8:00 AM to 8:15 AM 3 1 3 7 4 14 26 12 93 2 9 3 19 98 5 13

8:15 AM to 8:30 AM 3 4 3 11 1 7 23 10 93 4 15 3 22 98 5 2

8:30 AM to 8:45 AM 2 0 2 10 1 5 21 4 38 2 20 12 19 93 0 2

8:45 AM to 9:00 AM 2 2 6 12 3 4 25 5 49 5 9 12 18 68 0 2

9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 4:00 PM to 4:15 PM 3 3 3 15 1 51 53 6 14 2 42 3 7 9 4 0

4:15 PM to 4:30 PM 1 2 4 7 0 57 70 3 24 2 28 7 7 8 1 4

4:30 PM to 4:45 PM 2 2 0 23 4 90 81 5 17 6 43 5 12 15 3 5

4:45 PM to 5:00 PM 0 0 1 12 4 82 68 4 21 2 9 0 11 12 1 3

5:00 PM to 5:15 PM 4 1 3 12 3 124 88 15 18 1 39 19 3 12 3 10

5:15 PM to 5:30 PM 3 0 3 9 3 98 100 11 16 4 36 5 8 17 1 19

5:30 PM to 5:45 PM 3 3 4 7 4 115 82 6 41 8 20 5 6 10 1 11

5:45 PM to 6:00 PM 3 1 2 6 4 108 64 2 30 6 33 3 8 9 3 3

6:00 PM to 6:15 PM 6 2 4 16 5 95 51 4 24 7 33 11 6 7 1 8

6:15 PM to 6:30 PM 8 2 1 12 4 76 71 4 30 3 25 3 6 16 4 7

6:30 PM to 6:45 PM 2 4 4 8 8 89 87 10 17 5 23 7 13 15 0 7

6:45 PM to 7:00 PM 1 2 2 5 5 78 51 0 23 5 29 3 5 9 3 4

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:30 AM to 8:30 AM 9 5 17 38 10 42 87 37 393 14 58 24 73 346 14 24

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 13 5 12 34 14 445 334 34 105 19 128 32 25 48 8 43

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 10 5 15 34 7 32 93 32 345 10 52 31 84 369 11 18

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 13 5 12 34 14 445 334 34 105 19 128 32 25 48 8 43

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

0.83 0.44 0.79 0.71 0.65 0.70 0.91 0.77 0.81 0.53 0.58 0.77 0.88 0.94 0.70 0.58

0.63 0.63 0.81 0.62 0.69 0.90 0.85 0.60 0.76 0.78 0.74 0.83 0.71 0.82 0.56 0.57

= 0.95 = 0.91

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: Wednesday, May 11, 2011

Southbound Westbound Northbound Eastbound

31 38

Weather Conditions: Sunny

AM INTERSECTION PEAK AM SYSTEM PEAK

9 5 17

M ill

R oa d

10 5

Mill Road Jamieson Avenue Mill Road Jamieson Avenue

30 28

10 7

M ill

R oa d 32

464 Jamieson Avenue

M ill

R oa d

369 52 10 34

Jamieson Avenue 132109 Jamieson Avenue 139 94

14 39

Mill Road

433 Jamieson Avenue

M ill

R oa d

Southbound 346 58

Westbound Northbound Eastbound Mill Road Jamieson Avenue Jamieson Avenue 73 84

Jamieson Avenue 793

PM INTERSECTION PEAK PM SYSTEM PEAK

30 41 30 41

14 14

M ill

R oa d

81 Jamieson Avenue

5 12

Jamieson Avenue 793 586

M ill

R oa d445

Southbound Westbound Northbound Eastbound 586

5 12

81 Jamieson Avenue

M ill

R oa d

165Mill Road Jamieson Avenue Mill Road Jamieson Avenue

19 10

25 25

M ill

R oa d

8 8

48 12 8 19 10

48 12

Notes:

AM PEAK HOUR

PM PEAK HOUR

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

Southbound Westbound Northbound Eastbound

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:00 AM to 7:15 AM 0 0 0 0 0 23 0 13 0 0 0 0 3 91 0 6

7:15 AM to 7:30 AM 0 0 0 0 0 23 1 16 0 0 0 0 2 138 0 13

7:30 AM to 7:45 AM 0 0 0 0 0 34 3 12 0 0 0 0 9 151 0 14 7:45 AM to 8:00 AM 0 0 0 0 0 30 7 10 0 0 0 0 7 201 0 6 8:00 AM to 8:15 AM 0 0 0 0 0 44 6 4 0 0 1 0 10 184 0 13 8:15 AM to 8:30 AM 0 0 0 0 0 21 6 17 0 0 0 0 14 180 0 16 8:30 AM to 8:45 AM 0 0 0 0 0 37 6 17 1 0 1 0 4 139 0 32 8:45 AM to 9:00 AM 0 0 0 0 0 32 6 23 0 0 0 0 10 113 0 32 9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

4:00 PM to 4:15 PM 0 0 0 0 0 105 3 6 2 0 3 0 0 26 0 24 4:15 PM to 4:30 PM 0 0 0 0 0 134 0 16 3 0 3 0 0 36 0 12 4:30 PM to 4:45 PM 0 0 0 0 0 175 1 15 5 0 14 0 0 32 0 13 4:45 PM to 5:00 PM 0 0 0 0 0 154 0 10 4 0 13 0 0 34 0 24 5:00 PM to 5:15 PM 0 0 0 0 0 215 0 14 7 0 8 0 0 33 0 31 5:15 PM to 5:30 PM 0 0 0 0 0 201 0 10 4 0 6 0 1 35 0 16 5:30 PM to 5:45 PM 0 0 0 0 0 201 0 14 6 0 4 0 0 55 0 17 5:45 PM to 6:00 PM 0 0 0 0 0 174 0 15 7 0 6 0 0 41 0 37 6:00 PM to 6:15 PM 0 0 0 0 0 151 0 15 7 0 9 0 0 35 0 13 6:15 PM to 6:30 PM 0 0 0 0 0 151 0 5 5 0 2 0 0 47 0 13 6:30 PM to 6:45 PM 0 0 0 0 0 184 1 22 4 0 2 0 0 36 0 22 6:45 PM to 7:00 PM 0 0 0 0 0 134 0 10 3 0 0 0 0 34 0 15

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:45 AM to 8:45 AM 0 0 0 0 0 132 25 48 1 0 2 0 35 704 0 67

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 0 0 0 0 0 791 0 53 24 0 24 0 1 164 0 101

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 0 0 0 0 0 132 25 48 1 0 2 0 35 704 0 67

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 0 0 0 0 0 791 0 53 24 0 24 0 1 164 0 101

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds n/a n/a n/a n/a n/a 0.76 0.89 0.66 0.25 n/a 0.50 n/a 0.71 0.89 n/a 0.73 n/a n/a n/a n/a n/a 0.92 0.33 0.65 0.89 n/a 0.73 n/a 0.25 0.81 n/a 0.68

= 0.97 = 0.94

Southbound Westbound Northbound Eastbound

AM INTERSECTION PEAK AM SYSTEM PEAK

Weather Conditions: Sunny

Jamieson Avenue Courthouse Garage Jamieson Avenue

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: Wednesday, May 11, 2011

0 0

0 0 0 0

Jamieson Avenue 157

0 0 0 0 0 0

134 Jamieson Avenue 157 134

0 0

2 0 1

739 Jamieson Avenue

Westbound Northbound Eastbound

C ou rth ou se G ar ag e

C ou rth ou se G ar ag e 705 739 Jamieson Avenue

Southbound

60 3

Jamieson Avenue Courthouse Garage Jamieson Avenue 35 35

60 3

PM INTERSECTION PEAK PM SYSTEM PEAK

0 0 0 0

0 0

0 0 0 0

791 815 Jamieson Avenue 791

0 0

0 0

C ou rth ou se G ar ag e 188 165 Southbound Westbound Northbound Eastbound 815 Jamieson Avenue

Jamieson Avenue

0 0

164 24 0 24 164

1 1

C ou rth ou se G ar ag e 188

24 0 24

Notes:

48 1 48

Southbound Westbound Northbound Eastbound

Jamieson Avenue

AM PEAK HOUR

PM PEAK HOUR

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

Jamieson Avenue Courthouse Garage Jamieson Avenue 165

NN

Roadway:

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

7:00 AM to 7:15 AM 0 0 0 0 0 20 14 4 5 0 5 4 4 90 8 12 1

7:15 AM to 7:30 AM 0 0 0 0 0 20 8 13 10 0 8 5 8 128 6 14 0

7:30 AM to 7:45 AM 0 0 0 0 0 31 9 12 8 0 4 20 12 149 0 23 5

7:45 AM to 8:00 AM 0 0 0 0 0 36 2 19 5 0 4 28 8 133 0 15 2

8:00 AM to 8:15 AM 0 0 0 0 0 47 11 9 7 0 7 32 13 140 1 27 3

8:15 AM to 8:30 AM 0 0 0 0 3 47 10 17 11 0 6 24 20 136 5 21 0

8:30 AM to 8:45 AM 0 0 0 0 0 42 12 14 11 0 4 34 24 152 2 44 0

8:45 AM to 9:00 AM 0 0 0 0 0 43 13 16 10 0 5 25 23 112 0 27 1

9:00 AM to 9:15 AM 0 0 0 0 0 0 0 0 0 0 0

9:15 AM to 9:30 AM 0 0 0 0 0 0 0 0 0 0 0

9:30 AM to 9:45 AM 0 0 0 0 0 0 0 0 0 0 0

9:45 AM to 10:00 AM 0 0 0 0 0 0 0 0 0 0 0

PM PEAK

Direction:

Roadway:

Jamieson Ave

Jamieson Ave

Turning Movement Count Summary Symmetra Design

Intersection: October 26, 2011Date of Counts:

Sunny

634 Jamieson Ave

C o u rt h o u s e S q u a re

1 0

0 0

Jamieson Ave 210

AM SYSTEM PEAK

2 0

0 0 0

Courthouse Square Jamieson Ave Westbound

Weather Conditions:

AM INTERSECTION PEAK

C o u rt h o u s e S q u a re

Jamieson Ave

Jamieson Ave

Northbound Eastbound

Southbound Westbound

Jamieson Ave

Northbound

Courthouse Square

Eastbound

Southbound

Roadway:

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

4:00 PM to 4:15 PM 0 0 0 0 0 82 3 10 2 19 1 13 39 0 5 41 1 31 0

4:15 PM to 4:30 PM 0 0 0 0 0 96 3 22 2 14 0 25 23 0 4 55 2 21 1

4:30 PM to 4:45 PM 0 0 0 0 0 103 5 26 2 10 0 18 21 1 2 57 0 23 0

4:45 PM to 5:00 PM 0 0 0 0 0 178 8 21 5 14 0 23 28 0 16 47 0 26 0

5:00 PM to 5:15 PM 0 0 0 0 1 167 12 15 4 11 0 22 10 0 6 55 0 20 0

5:15 PM to 5:30 PM 0 0 0 0 1 164 1 24 1 11 0 16 34 1 4 54 0 14 1

5:30 PM to 5:45 PM 0 0 0 0 0 176 6 24 1 11 0 24 18 0 4 59 0 20 0

5:45 PM to 6:00 PM 0 0 0 0 1 128 11 21 1 18 0 22 8 0 3 46 0 13 1

6:00 PM to 6:15 PM 0 0 0 0 0 92 3 34 4 11 0 31 12 1 5 57 0 15 2

6:15 PM to 6:30 PM 0 0 0 0 0 69 4 15 2 19 0 14 10 0 3 39 1 10 0

6:30 PM to 6:45 PM 0 0 0 0 0 45 2 15 2 7 0 13 7 0 2 27 0 12 0

6:45 PM to 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

AM INTERSECTION PEAK HOUR

8:00 AM to 9:00 AM 0 0 0 0 0 3 179 46 56 0 39 0 22 115 0 80 540 8 119 4

PM INTERSECTION PEAK HOUR

4:45 PM to 5:45 PM 0 0 0 0 0 2 685 27 84 11 47 0 85 274 1 30 215 0 80 1

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 0 0 0 0 0 3 172 35 59 0 34 0 21 118 0 65 561 8 107 5

PM SYSTEM PEAK HOUR

4:45 PM to 5:45 PM 0 0 0 0 0 2 685 27 84 11 47 0 85 274 1 30 215 0 80 1

PEAK HOUR

FACTORS Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes n/a n/a n/a n/a n/a 0.25 0.95 0.82 0.78 n/a 0.89 n/a 0.72 0.87 n/a 0.83 0.92 0.44 0.68 0.50 n/a n/a n/a n/a n/a 0.75 0.96 0.63 0.76 0.65 0.78 0.25 0.75 1.76 0.50 0.47 0.92 0.38 0.81 0.50

= 0.89 = 0.93

AM PEAK HOUR

Jamieson Ave

PM SYSTEM PEAK

0 2

PM PEAK HOUR

Jamieson Ave

Notes:

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

Southbound Westbound Northbound Eastbound

245 Jamieson Ave

C o u rt h o u s e S q u a re

0 0 0

C o u rt h o u s e S q u a re

770 Jamieson Ave 714

Jamieson Ave

EastboundNorthbound

245 Jamieson Ave

PM INTERSECTION PEAK

0 2

0 0

Courthouse Square

Southbound Westbound

Jamieson Ave

Jamieson Ave Courthouse Square

N

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:00 AM to 7:15 AM 13 18 9 61 0 4 0 16 1 7 1 29 1 14 54 5

7:15 AM to 7:30 AM 23 29 23 152 1 9 1 21 8 20 0 34 3 35 104 9

7:30 AM to 7:45 AM 35 28 23 150 2 12 4 23 5 16 4 49 2 24 110 13 7:45 AM to 8:00 AM 40 39 42 109 3 12 0 42 4 23 4 62 3 51 114 3 8:00 AM to 8:15 AM 35 21 59 137 3 20 1 37 2 9 1 57 3 64 93 5 8:15 AM to 8:30 AM 52 41 57 151 1 16 0 56 2 5 1 62 1 61 78 3 8:30 AM to 8:45 AM 72 38 49 157 0 11 0 48 3 7 2 68 2 58 63 21 8:45 AM to 9:00 AM 60 39 55 155 1 14 0 35 2 15 2 64 0 33 65 8 9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

4:00 PM to 4:15 PM 41 17 4 67 12 46 7 18 0 27 5 36 3 14 36 21 4:15 PM to 4:30 PM 69 16 8 69 14 30 4 26 1 29 0 56 1 13 50 14 4:30 PM to 4:45 PM 75 29 18 102 13 43 0 24 2 23 1 51 2 16 35 13 4:45 PM to 5:00 PM 66 24 17 81 5 38 4 14 3 18 8 47 6 16 48 10 5:00 PM to 5:15 PM 59 20 8 123 23 82 1 6 2 24 3 70 4 23 34 7 5:15 PM to 5:30 PM 57 37 15 111 28 77 0 28 2 45 0 57 3 19 55 14 5:30 PM to 5:45 PM 71 27 11 94 24 66 0 26 3 20 0 49 2 21 55 8 5:45 PM to 6:00 PM 85 25 12 77 20 56 0 22 3 25 1 50 2 28 60 15 6:00 PM to 6:15 PM 57 31 14 93 8 49 1 29 2 25 1 54 0 22 49 7 6:15 PM to 6:30 PM 71 23 12 74 10 43 1 20 0 20 0 31 2 18 40 11 6:30 PM to 6:45 PM 69 21 17 46 7 36 3 16 1 10 0 29 2 23 46 7 6:45 PM to 7:00 PM 47 15 11 41 5 58 1 21 1 24 0 23 2 14 39 9

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:45 AM to 8:45 AM 199 139 207 554 7 59 1 183 11 44 8 249 9 234 348 32

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 272 109 46 405 95 281 1 82 10 114 4 226 11 91 204 44

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 199 139 207 554 7 59 1 183 11 44 8 249 9 234 348 32

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 272 109 46 405 95 281 1 82 10 114 4 226 11 91 204 44

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

0.76 0.85 0.93 0.96 0.75 0.76 0.38 0.82 0.59 0.74 0.63 0.92 0.92 0.91 0.92 0.44

0.84 0.81 0.81 0.85 0.85 0.86 0.54 0.91 0.83 0.64 0.44 1.97 0.63 0.81 0.91 0.69

= 0.95 = 0.91

Dulany Street Jamieson Avenue

Southbound

EastboundNorthbound Dulany Street

Southbound Dulany Street

Eastbound

Southbound Dulany Street

Jamieson Avenue

Jamieson Avenue

Westbound

Westbound Northbound Eastbound

Jamieson Avenue

Dulany Street Westbound

Jamieson Avenue Northbound

Dulany Street

PM INTERSECTION PEAK

D ul an y

S tre et

557 Jamieson Avenue 377

Weather Conditions:

AM INTERSECTION PEAK

D ul an y

S tre et

D ul an y

S tre et

Jamieson Avenue Jamieson Avenue

306 Jamieson Avenue

D ul an y

S tre et

4 1011

D ul an y

S tre et

AM PEAK HOUR

PM PEAK HOUR

Sunny

Southbound

Westbound Northbound Eastbound

Notes:

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

452Jamieson Avenue

Jamieson Avenue

44 11

D ul an y S tre et

Turning Movement Count Summary Symmetra Design

Intersection: Wednesday, May 11, 2011Date of Counts:

306 Jamieson Avenue

D ul an y

S tre et

4 10

67266 Jamieson Avenue

557 Jamieson Avenue 377

PM SYSTEM PEAK

AM SYSTEM PEAK

D ul an y

S tre et

NN

Roadway:

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

7:00 AM to 7:15 AM 6 0 7 1 18 7 0 2 0 0 0 0 0 22 1 0

7:15 AM to 7:30 AM 6 0 17 4 12 15 0 3 0 0 0 0 0 22 2 0

7:30 AM to 7:45 AM 4 0 6 0 6 17 0 2 0 0 0 0 0 16 3 0

7:45 AM to 8:00 AM 9 0 3 3 8 17 0 2 0 0 0 0 0 26 6 0 2

8:00 AM to 8:15 AM 13 0 8 7 1 11 13 0 4 0 0 0 1 0 19 3 0 1

8:15 AM to 8:30 AM 25 0 12 7 14 22 0 4 1 0 0 0 0 0 12 2 0

8:30 AM to 8:45 AM 17 0 6 8 1 9 22 0 5 0 0 0 0 0 18 6 0

8:45 AM to 9:00 AM 8 0 4 2 4 9 0 0 0 0 0 0 0 18 0 1

9:00 AM to 9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

9:15 AM to 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

9:30 AM to 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

9:45 AM to 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: October 26, 2011

AM INTERSECTION PEAK

C o u rt h o u s e S q

Ballenger Ave

Ballenger Ave

0 0

Weather Conditions:

Ballenger AveCourthouse Sq Ballenger Ave

0 2

AM SYSTEM PEAK

Ballenger Ave 116

0 2

C o u rt h o u s e

92 Ballenger Ave

0 0

Southbound

Sunny

Southbound Northbound

Courthouse Sq Ballenger Ave

Westbound

Westbound

Northbound Eastbound

Ballenger Ave

Eastbound

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

4:00 PM to 4:15 PM 0 0 0 0 9 14 0 2 0 0 0 2 0 12 22 0

4:15 PM to 4:30 PM 3 1 3 1 21 6 0 0 0 0 0 0 0 20 13 0

4:30 PM to 4:45 PM 2 0 3 0 9 14 0 2 0 0 0 0 0 31 17 0

4:45 PM to 5:00 PM 1 0 4 1 6 15 0 4 0 0 0 0 0 27 9 0

5:00 PM to 5:15 PM 3 0 2 0 1 10 15 0 6 0 0 0 0 1 49 22 0

5:15 PM to 5:30 PM 5 0 23 4 8 15 0 0 0 0 0 0 0 37 18 0

5:30 PM to 5:45 PM 3 0 6 2 9 23 0 3 2 0 0 0 0 0 22 20 0

5:45 PM to 6:00 PM 0 0 10 2 16 9 0 0 0 0 0 0 0 0 40 15 0

6:00 PM to 6:15 PM 3 0 5 0 15 8 0 0 0 0 0 0 0 1 20 18 0

6:15 PM to 6:30 PM 1 0 12 0 13 14 0 1 1 0 0 0 0 0 40 26 0

6:30 PM to 6:45 PM 3 0 3 2 6 5 0 0 1 0 0 0 0 0 21 14 0

6:45 PM to 7:00 PM 1 0 7 2 7 5 0 0 0 0 0 0 0 0 17 4 0

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

AM INTERSECTION PEAK HOUR

7:45 AM to 8:45 AM 64 0 29 25 2 42 74 0 15 1 0 0 0 1 0 0 75 17 0 3

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 11 0 41 8 1 43 62 0 9 2 0 0 0 0 0 1 148 75 0 0

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 64 0 29 25 2 42 74 0 15 1 0 0 0 1 0 0 75 17 0 3

PM SYSTEM PEAK HOUR

4:45 PM to 5:45 PM 12 0 35 7 1 33 68 0 13 2 0 0 0 3 0 1 135 69 0 0

PEAK HOUR

FACTORS Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes Right Thru Left Peds Bikes

0.64 n/a 0.50 0.78 0.61 0.84 n/a 0.75 n/a n/a n/a 0.25 n/a 0.83 0.71 0.25 0.38

0.60 0.25 0.48 0.50 0.63 0.74 n/a 0.54 n/a n/a n/a 0.38 0.25 0.76 0.76 n/a n/a

= 0.87 = 0.91

Courthouse Sq Ballenger Ave

Southbound Westbound

PM INTERSECTION PEAK

0 4

C o u rt h o u s e

1 0

C o u rt h o u s e

0 0

PM SYSTEM PEAK

73 Ballenger Ave

205 Ballenger Ave

80 Ballenger Ave

224 Ballenger Ave

Southbound Westbound Northbound Eastbound

0 0

Notes:

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

AM PEAK HOUR

PM PEAK HOUR

Ballenger Ave

Northbound Eastbound

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:00 AM to 7:15 AM 2 5 0 3 0 0 0 0 0 78 1 0 0 0 0 0 7:15 AM to 7:30 AM 3 11 0 2 0 0 0 0 0 76 5 0 0 0 0 0

7:30 AM to 7:45 AM 2 18 0 5 0 0 0 0 0 69 5 0 0 0 0 0 7:45 AM to 8:00 AM 1 21 0 2 0 0 0 0 0 73 5 0 0 0 0 0 8:00 AM to 8:15 AM 2 24 0 2 0 0 0 0 0 101 5 0 0 0 0 0 8:15 AM to 8:30 AM 4 11 0 0 0 0 0 0 0 93 4 0 0 0 0 0 8:30 AM to 8:45 AM 4 18 0 1 0 0 0 0 0 80 11 0 2 0 0 0 8:45 AM to 9:00 AM 2 18 0 2 0 0 0 0 0 92 2 0 1 0 0 0 9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 4:00 PM to 4:15 PM 0 61 0 5 0 0 0 0 0 27 0 0 5 0 1 0 4:15 PM to 4:30 PM 0 50 0 3 0 0 0 0 0 25 0 0 2 0 1 0 4:30 PM to 4:45 PM 0 76 0 6 0 0 0 0 0 16 1 0 3 0 3 0 4:45 PM to 5:00 PM 0 66 0 3 0 0 0 0 0 18 0 0 4 0 1 0 5:00 PM to 5:15 PM 0 87 0 3 0 0 0 0 0 20 0 0 14 0 6 0 5:15 PM to 5:30 PM 0 78 0 2 0 0 0 0 0 15 0 0 4 0 1 0 5:30 PM to 5:45 PM 0 82 0 8 0 0 0 0 0 18 0 0 3 0 4 0

5:45 PM to 6:00 PM 0 72 0 3 0 0 0 0 0 17 0 0 3 0 0 0

6:00 PM to 6:15 PM 0 62 0 7 0 0 0 0 0 21 0 0 4 0 3 0 6:15 PM to 6:30 PM 0 56 0 1 0 0 0 0 0 11 0 0 1 0 0 0 6:30 PM to 6:45 PM 0 31 0 1 0 0 0 0 0 12 0 0 2 0 0 0 6:45 PM to 7:00 PM 0 41 0 0 0 0 0 0 0 15 0 0 0 0 1 0

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

8:00 AM to 9:00 AM 12 71 0 5 0 0 0 0 0 366 22 0 3 0 0 0

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 0 319 0 16 0 0 0 0 0 70 0 0 24 0 11 0

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 11 74 0 5 0 0 0 0 0 347 25 0 2 0 0 0

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 0 319 0 16 0 0 0 0 0 70 0 0 24 0 11 0

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

0.75 0.77 n/a 0.60 n/a n/a n/a n/a n/a 0.91 0.57 n/a 0.38 n/a n/a n/a n/a 0.92 n/a 0.63 n/a n/a n/a n/a n/a 0.80 0.25 n/a 0.45 n/a 0.50 n/a

= 0.89 = 0.85

Southbound Westbound Northbound Eastbound

AM INTERSECTION PEAK AM SYSTEM PEAK

Weather Conditions: Sunny

Elizabeth Lane Elizabeth Lane Courthouse Garage

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: Thursday, May 12, 2011

El iz ab et h La ne 0

83 36 6 85 34

0 0

12 71 0 El iz ab et h

La ne

11 74

34 0 0 36

0 0

0 22 36 6 0

3 Courthouse Garage

Westbound Northbound Eastbound El iz ab et h La ne

El iz ab et h La ne

0 2 Courthouse Garage

Southbound

76 37

Elizabeth Lane Elizabeth Lane Courthouse Garage 3 2

74 38

PM INTERSECTION PEAK PM SYSTEM PEAK

9 81 31 9 81

0 0

0 31

El iz ab et h

La ne

0 0 0 0

El iz ab et h La ne0

0 31

El iz ab et h La ne

0 35 Southbound Westbound Northbound Eastbound 0 0

Courthouse Garage

11 11

0 70 0

24 24

El iz ab et h La ne

0 70 0

Notes:

70 34

Southbound Westbound Northbound Eastbound

Courthouse Garage

AM PEAK HOUR

PM PEAK HOUR

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

Elizabeth Lane Elizabeth Lane Courthouse Garage 35

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:00 AM to 7:15 AM 2 0 3 15 12 36 1 0 1 0 2 5 10 186 67 6 7:15 AM to 7:30 AM 1 0 10 12 5 42 2 0 0 0 0 5 4 250 76 7

7:30 AM to 7:45 AM 3 0 15 7 12 41 4 3 0 0 1 7 13 307 62 10 7:45 AM to 8:00 AM 5 1 15 6 9 41 2 0 2 0 3 4 18 327 69 5 8:00 AM to 8:15 AM 3 0 21 6 8 47 5 4 0 0 0 3 9 339 98 7 8:15 AM to 8:30 AM 8 0 3 10 14 49 2 1 0 0 4 6 9 307 83 4 8:30 AM to 8:45 AM 5 0 13 8 10 45 2 3 0 0 6 2 8 340 81 2 8:45 AM to 9:00 AM 5 2 11 5 11 43 5 1 0 1 1 4 11 309 82 6 9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 4:00 PM to 4:15 PM 52 2 9 0 10 185 2 8 4 1 10 4 1 97 17 0 4:15 PM to 4:30 PM 43 0 7 0 16 185 1 6 4 0 11 4 1 104 8 5 4:30 PM to 4:45 PM 64 2 10 1 7 218 2 5 3 1 7 5 1 100 10 1 4:45 PM to 5:00 PM 61 0 5 3 4 184 3 8 1 0 4 9 2 97 14 10 5:00 PM to 5:15 PM 77 1 9 2 4 250 0 6 2 0 19 6 0 117 16 6 5:15 PM to 5:30 PM 71 0 7 1 3 282 2 6 1 1 10 3 0 108 17 4 5:30 PM to 5:45 PM 73 0 9 3 3 249 2 12 2 2 4 8 1 120 15 6

5:45 PM to 6:00 PM 67 0 5 0 4 209 2 10 2 0 6 11 0 120 13 9 6:00 PM to 6:15 PM 54 0 8 3 5 212 2 6 1 1 5 5 0 93 16 2 6:15 PM to 6:30 PM 52 0 4 3 2 168 2 8 0 0 2 4 1 104 9 4 6:30 PM to 6:45 PM 31 0 0 1 1 136 0 6 1 0 3 10 0 74 11 7 6:45 PM to 7:00 PM 40 0 1 0 1 108 3 4 1 0 2 3 0 67 14 3

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:45 AM to 8:45 AM 21 1 52 30 41 182 11 8 2 0 13 15 44 1313 331 18

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 288 1 30 6 14 990 6 34 7 3 39 28 1 465 61 25

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 21 1 52 30 41 182 11 8 2 0 13 15 44 1313 331 18

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 288 1 30 6 14 990 6 34 7 3 39 28 1 465 61 25

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

0.66 0.25 0.73 0.67 0.77 0.94 0.70 0.56 0.38 0.25 0.54 0.75 0.68 0.97 0.88 0.73

0.94 0.50 0.78 0.75 0.58 0.88 0.67 0.75 0.75 0.50 0.54 1.09 0.63 0.97 0.91 0.65

= 0.95 = 0.97

E liz ab et h La ne 182

AM SYSTEM PEAK

74 37

21 1 52

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: Thursday, May 12, 2011

Elizabeth Lane

21 1

56 15

1313 13 0

Elizabeth Lane Eisenhower Avenue Elizabeth Lane

Eisenhower Avenue 234

1317 Eisenhower Avenue 1010

1688 Eisenhower Avenue

PM SYSTEM PEAK

E liz ab et h La ne

PM INTERSECTION PEAK

E liz ab et h La ne

Eisenhower Avenue

Eisenhower Avenue

0 2

Weather Conditions:

Eisenhower AvenueElizabeth Lane Eisenhower Avenue

AM INTERSECTION PEAK

E liz ab et h La ne

9 78

1 30 E liz ab et h

La ne 990

465 393

8 49

39 7

527 Eisenhower Avenue

E liz ab et h La ne

1 30

E liz ab et h La ne

Sunny

Southbound Westbound Northbound Eastbound

3 7

AM PEAK HOUR

PM PEAK HOUR

Southbound

1317 Eisenhower Avenue

527 Eisenhower Avenue

E liz ab et h La ne

Notes:

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

Eastbound

Northbound Eastbound

Southbound Northbound

Southbound Westbound Eisenhower Avenue

Elizabeth Lane Northbound Eastbound

Eisenhower AvenueElizabeth Lane Eisenhower Avenue Westbound

Westbound

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

7:00 AM to 7:15 AM 4 5 5 5 9 29 9 4 33 35 65 4 18 218 27 6

7:15 AM to 7:30 AM 4 10 4 2 4 30 9 5 87 62 47 1 16 251 25 5

7:30 AM to 7:45 AM 6 6 11 4 32 40 14 8 56 51 57 1 23 313 28 9

7:45 AM to 8:00 AM 8 4 9 10 6 27 8 7 86 55 67 5 15 311 32 7

8:00 AM to 8:15 AM 9 7 14 2 11 35 12 11 95 55 73 0 15 344 35 6

8:15 AM to 8:30 AM 13 7 11 4 4 35 12 5 95 41 51 3 13 305 29 9

8:30 AM to 8:45 AM 10 8 12 3 14 36 10 5 74 44 53 3 16 352 46 6

8:45 AM to 9:00 AM 5 4 31 7 12 34 6 1 77 40 51 2 6 308 42 6

9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

Southbound

Sunny

M il l R o a d

417 Eisenhower Avenue

1513 Eisenhower Avenue

M il l R o a d

M il l R o a d

Eisenhower Avenue

Eisenhower Avenue

Weather Conditions:

Eisenhower AvenueMill Road Eisenhower Avenue

Eisenhower Avenue

EastboundSouthbound Northbound

Mill Road

Mill Road Eisenhower Avenue

Westbound

Westbound

Mill Road

Northbound Eastbound

Thursday, May 12, 2011

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts:

AM INTERSECTION PEAK

M il l R o a d

AM SYSTEM PEAK

4:00 PM to 4:15 PM 11 38 5 3 32 208 60 6 1 5 13 3 67 99 21 5

4:15 PM to 4:30 PM 17 29 8 3 23 200 57 8 1 7 43 2 42 91 12 3

4:30 PM to 4:45 PM 29 57 9 1 45 248 72 3 3 12 19 2 66 102 15 5

4:45 PM to 5:00 PM 14 45 1 5 22 217 80 17 8 9 29 6 59 99 7 7

5:00 PM to 5:15 PM 30 62 13 3 5 232 80 17 19 14 48 4 57 101 20 7 5:15 PM to 5:30 PM 29 33 7 14 13 253 71 17 8 25 36 2 61 110 16 9

5:30 PM to 5:45 PM 35 53 4 7 33 179 91 8 8 12 24 1 53 111 18 5

5:45 PM to 6:00 PM 38 43 5 5 13 245 48 21 4 6 20 5 46 119 15 13

6:00 PM to 6:15 PM 30 48 3 9 42 240 81 24 11 3 19 5 50 85 10 4

6:15 PM to 6:30 PM 40 36 5 7 10 235 69 24 5 14 14 4 21 80 12 12

6:30 PM to 6:45 PM 18 41 6 2 12 211 41 14 15 4 9 3 22 75 8 2

6:45 PM to 7:00 PM 0 4 151 29 18 12 5 5 6

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:45 AM to 8:45 AM 40 26 46 19 35 133 42 28 350 195 244 11 59 1312 142 28

PM INTERSECTION PEAK HOUR

4:30 PM to 5:30 PM 102 197 30 23 85 950 303 54 38 60 132 14 243 412 58 28

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 40 26 46 19 35 133 42 28 350 195 244 11 59 1312 142 28

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 132 191 29 29 64 909 290 63 39 57 128 12 217 441 69 34

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

0.77 0.68 0.55 0.53 0.41 0.88 0.82 0.70 0.92 0.90 0.85 0.55 0.78 0.93 0.83 0.86

0.89 0.79 0.60 0.63 0.68 0.94 0.88 0.86 0.57 0.60 0.72 1.13 0.91 0.93 0.82 0.65

= 0.94 = 0.96

Mill Road Eisenhower Avenue Mill Road

Southbound Westbound

Southbound Westbound Northbound Eastbound

Notes:

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

AM PEAK HOUR

PM PEAK HOUR

Northbound Eastbound

727 Eisenhower Avenue

M il l R o a d

1169 Eisenhower Avenue

Eisenhower Avenue 713 Eisenhower Avenue

M il l R o a d

PM SYSTEM PEAK

M il l R o a d

1184 Eisenhower Avenue 1338

M il l R o a d

PM INTERSECTION PEAK

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:00 AM to 7:15 AM 7 0 0 25 2 98 2 9 0 0 0 20 0 260 14 11 7:15 AM to 7:30 AM 11 0 3 12 0 87 1 4 0 0 0 12 0 295 8 10

7:30 AM to 7:45 AM 5 0 2 20 1 114 0 11 0 0 0 9 0 355 16 9 7:45 AM to 8:00 AM 4 0 6 25 4 118 0 3 0 0 0 13 0 388 25 17 8:00 AM to 8:15 AM 5 0 2 25 0 125 1 5 0 0 0 6 0 369 13 11 8:15 AM to 8:30 AM 5 0 0 1 0 0 0 0 13 8:30 AM to 8:45 AM 1 0 0 0 0 0 0 0 26 8:45 AM to 9:00 AM 3 0 1 3 0 0 0 0 20 9:00 AM to 9:15 AM

9:15 AM to 9:30 AM

9:30 AM to 9:45 AM

9:45 AM to 10:00 AM

PM PEAK

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

4:00 PM to 4:15 PM 8 0 2 15 5 207 2 3 0 0 0 4 0 181 6 11 4:15 PM to 4:30 PM 7 0 0 12 4 231 0 0 0 0 0 6 0 158 12 1 4:30 PM to 4:45 PM 14 0 0 16 2 243 1 8 0 0 0 12 0 186 6 8 4:45 PM to 5:00 PM 10 0 2 17 6 229 2 3 0 0 0 11 0 174 10 3 5:00 PM to 5:15 PM 15 0 3 10 6 301 1 4 0 0 1 16 1 169 8 22 5:15 PM to 5:30 PM 17 0 3 16 1 336 3 4 0 0 0 16 0 183 7 5 5:30 PM to 5:45 PM 12 0 1 19 7 295 0 12 0 0 0 18 0 187 4 10

5:45 PM to 6:00 PM 10 0 1 24 5 259 2 3 1 0 0 23 1 172 13 17 6:00 PM to 6:15 PM 9 0 4 20 5 240 2 8 0 0 0 9 0 147 8 10 6:15 PM to 6:30 PM 10 0 1 22 11 213 1 6 0 0 0 10 0 129 15 5 6:30 PM to 6:45 PM 8 0 1 13 2 145 0 0 0 0 0 1 0 113 12 5 6:45 PM to 7:00 PM 7 0 0 24 5 158 0 2 0 0 0 4 0 103 6 3

PEAK HOURS

Direction:

Roadway:

Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

AM INTERSECTION PEAK HOUR

7:15 AM to 8:15 AM 25 0 13 82 5 444 2 23 0 0 0 40 0 1407 62 47

PM INTERSECTION PEAK HOUR

5:00 PM to 6:00 PM 54 0 8 69 19 1191 6 23 1 0 1 73 2 711 32 54

AM SYSTEM PEAK HOUR

7:45 AM to 8:45 AM 15 0 8 50 5 243 1 8 0 0 0 19 0 757 77 28

PM SYSTEM PEAK HOUR

5:00 PM to 6:00 PM 54 0 8 69 19 1191 6 23 1 0 1 73 2 711 32 54

PEAK HOUR

FACTORS Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds

0.61 n/a 0.54 0.82 0.44 0.89 0.38 0.61 n/a n/a n/a 0.68 n/a 0.91 0.74 0.69

0.82 n/a 0.56 0.89 0.64 0.89 0.58 0.60 0.25 n/a 0.25 0.79 0.50 0.95 0.80 0.61

= 0.89 = 0.95

Mill Race Lane Eisenhower Avenue

Southbound

Southbound Westbound

Northbound

Mill Race Lane Eisenhower Avenue Westbound

Westbound

Northbound

AM PEAK HOUR

PM PEAK HOUR

8 2

8 2

1 1

Notes:

Overall AM PEAK HOUR FACTOR Overall PM PEAK HOUR FACTOR

Eisenhower Avenue

Southbound Westbound Northbound Eastbound

0 1

0 0

Northbound Eastbound 745 Eisenhower Avenue

Eisenhower Avenue

Light drizzle

Eisenhower Avenue

Eastbound

Eastbound

258 Eisenhower Avenue

745 Eisenhower Avenue

PM SYSTEM PEAK

0 0 0

1 002

54 0 8

M ill

R ac e La ne

1216M ill

R ac e La ne

PM INTERSECTION PEAK

1246 Eisenhower Avenue 1216

62 51

54 0 8

834 Eisenhower Avenue

25 0 13

AM SYSTEM PEAK

23 82

15 0 8

M ill

R ac e La ne

Weather Conditions:

Eisenhower AvenueMill Race Lane Eisenhower Avenue

Southbound

AM INTERSECTION PEAK

M ill

R ac e La ne

Eisenhower Avenue

Eisenhower Avenue

0 0

Turning Movement Count Summary Symmetra Design

Intersection: Date of Counts: Thursday, May 12, 2011

Appendix B. SYNCHRO and Queue Output WORKSHEETS

Existing

Future 2013 No Build

Future 2013 Build

HCM Signalized Intersection Capacity Analysis

1: MILL RD & MANDEVILLE LN 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 478 81 14 104 1 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 10 12 9 9 Grade (%) 0% 2% 5% Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 Frpb, ped/bikes 0.99 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3513 1631 3504 1584 1397 Flt Permitted 1.00 0.39 1.00 0.95 1.00 Satd. Flow (perm) 3513 668 3504 1584 1397 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 498 84 15 108 1 1 RTOR Reduction (vph) 4 0 0 0 0 1 Lane Group Flow (vph) 578 0 15 108 1 0 Confl. Peds. (#/hr) 13 13 3 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Turn Type pm+pt Perm Protected Phases 2 1 6 3 Permitted Phases 6 3 Actuated Green, G (s) 34.5 40.3 40.3 2.7 2.7 Effective Green, g (s) 35.5 41.3 41.3 4.2 4.2 Actuated g/C Ratio 0.66 0.77 0.77 0.08 0.08 Clearance Time (s) 5.0 5.0 5.0 5.5 5.5 Vehicle Extension (s) 3.0 4.0 3.0 5.0 5.0 Lane Grp Cap (vph) 2331 548 2705 124 110 v/s Ratio Prot c0.16 0.00 c0.03 c0.00 v/s Ratio Perm 0.02 0.00 v/c Ratio 0.25 0.03 0.04 0.01 0.00 Uniform Delay, d1 3.6 1.6 1.4 22.7 22.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.0 0.1 0.0 Delay (s) 3.7 1.6 1.4 22.8 22.7 Level of Service A A A C C Approach Delay (s) 3.7 1.5 22.8 Approach LOS A A C

Intersection Summary HCM Average Control Delay 3.3 HCM Level of Service A HCM Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 53.5 Sum of lost time (s) 12.0 Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

2: MILL RD & ANDREWS LN 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 14 346 73 87 42 10 58 14 393 17 5 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 10 12 12 12 10 10 8 12 10 12 Grade (%) 3% -4% 1% -4% Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 0.94 0.99 Flpb, ped/bikes 0.98 1.00 1.00 0.99 1.00 0.99 0.99 1.00 0.98 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.97 1.00 0.97 Satd. Flow (prot) 1732 1853 1385 1678 1709 1503 1538 1199 1537 Flt Permitted 0.72 1.00 1.00 0.37 1.00 0.72 0.87 1.00 0.81 Satd. Flow (perm) 1314 1853 1385 659 1709 1140 1380 1199 1285 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 15 364 77 92 44 11 61 15 414 18 5 9 RTOR Reduction (vph) 0 0 46 0 6 0 0 0 246 0 8 0 Lane Group Flow (vph) 15 364 31 92 49 0 38 38 168 0 24 0 Confl. Peds. (#/hr) 24 37 37 24 24 38 38 24 Heavy Vehicles (%) 1% 1% 1% 9% 9% 9% 5% 5% 5% 7% 7% 7% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 10 0 0 0 Turn Type pm+pt Perm pm+pt pm+pt Perm Perm Protected Phases 5 2 1 6 3 8 4 Permitted Phases 2 2 6 8 8 4 Actuated Green, G (s) 19.5 18.8 18.8 26.3 22.2 12.0 12.0 12.0 6.4 Effective Green, g (s) 21.5 20.8 20.8 28.3 24.2 12.0 14.0 14.0 8.4 Actuated g/C Ratio 0.41 0.40 0.40 0.55 0.47 0.23 0.27 0.27 0.16 Clearance Time (s) 5.0 6.0 6.0 5.0 6.0 4.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 558 743 555 459 797 275 383 323 208 v/s Ratio Prot 0.00 c0.20 c0.02 0.03 0.00 0.01 v/s Ratio Perm 0.01 0.02 0.09 0.03 0.02 c0.14 0.02 v/c Ratio 0.03 0.49 0.06 0.20 0.06 0.14 0.10 0.52 0.12 Uniform Delay, d1 9.0 11.6 9.5 6.2 7.6 15.9 14.2 16.1 18.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.5 0.0 0.2 0.0 0.2 0.1 1.4 0.3 Delay (s) 9.0 12.1 9.6 6.5 7.6 16.1 14.3 17.5 18.8 Level of Service A B A A A B B B B Approach Delay (s) 11.6 6.9 17.2 18.8 Approach LOS B A B B

Intersection Summary HCM Average Control Delay 13.6 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 51.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 79.0% ICU Level of Service D

HCM Unsignalized Intersection Capacity Analysis

3: COURTHOUSE GARAGE & JAMIESON AV 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 3

Movement NBL NBR NET NER SWL SWT Lane Configurations Volume (veh/h) 2 1 719 35 25 137 Sign Control Stop Free Free Grade 0% 0% -4% Peak Hour Factor 0.97 0.97 0.97 0.71 0.89 0.97 Hourly flow rate (vph) 2 1 741 49 28 141 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 242 pX, platoon unblocked 0.85 0.85 0.85 vC, conflicting volume 963 766 791 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 871 640 669 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 100 96 cM capacity (veh/h) 267 409 794

Direction, Lane # NB 1 NE 1 SW 1 Volume Total 3 791 169 Volume Left 2 0 28 Volume Right 1 49 0 cSH 302 1700 794 Volume to Capacity 0.01 0.47 0.04 Queue Length 95th (ft) 1 0 3 Control Delay (s) 17.1 0.0 1.9 Lane LOS C A Approach Delay (s) 17.1 0.0 1.9 Approach LOS C

Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 50.0% ICU Level of Service A

4: COURTHOUSE SQ & JAMIESON AV 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 4

Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (veh/h) 0 0 0 18 0 39 8 647 65 46 145 3 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 18 0 39 8 647 65 46 145 3 Pedestrians 59 167 118 Lane Width (ft) 0.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 0 14 10 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked 0.91 0.91 0.91 0.91 0.91 0.91 vC, conflicting volume 1150 1192 206 1101 1162 964 207 879 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1117 1164 206 1063 1130 914 207 821 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 86 100 83 99 93 cM capacity (veh/h) 107 141 835 133 148 235 1364 636

Direction, Lane # NW 1 NE 1 SW 1 Volume Total 57 720 194 Volume Left 18 8 46 Volume Right 39 65 3 cSH 189 1364 636 Volume to Capacity 0.30 0.01 0.07 Queue Length 95th (ft) 30 0 6 Control Delay (s) 32.1 0.2 3.3 Lane LOS D A A Approach Delay (s) 32.1 0.2 3.3 Approach LOS D

Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 59.4% ICU Level of Service B

5: Jamieson & Dulaney St. 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 5

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 348 234 9 1 59 7 8 44 11 207 139 199 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 12 16 12 12 11 12 12 11 12 Grade (%) -1% 0% 0% -1% Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.99 0.94 0.80 Flpb, ped/bikes 0.93 1.00 0.97 0.89 Frt 1.00 0.99 0.97 0.95 Flt Protected 0.97 1.00 0.99 0.98 Satd. Flow (prot) 1553 1714 2743 2125 Flt Permitted 0.78 0.99 0.90 0.81 Satd. Flow (perm) 1245 1704 2473 1755 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 366 246 9 1 62 7 8 46 12 218 146 209 RTOR Reduction (vph) 0 1 0 0 4 0 0 7 0 0 115 0 Lane Group Flow (vph) 0 620 0 0 66 0 0 59 0 0 458 0 Confl. Peds. (#/hr) 183 32 32 183 554 249 249 554 Heavy Vehicles (%) 5% 5% 5% 8% 8% 8% 6% 6% 6% 3% 3% 3% Bus Blockages (#/hr) 0 13 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) 3 3 3 3 3 3 3 3 3 3 3 3 Turn Type Perm Perm Perm Perm Protected Phases 4 4 2 2 Permitted Phases 4 4 2 2 Actuated Green, G (s) 29.0 29.0 29.0 29.0 Effective Green, g (s) 29.0 29.0 29.0 29.0 Actuated g/C Ratio 0.41 0.41 0.41 0.41 Clearance Time (s) 6.0 6.0 6.0 6.0 Lane Grp Cap (vph) 516 706 1025 727 v/s Ratio Prot v/s Ratio Perm c0.50 0.04 0.02 c0.26 v/c Ratio 1.20 0.09 0.06 0.63 Uniform Delay, d1 20.5 12.5 12.3 16.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 108.5 0.3 0.1 4.1 Delay (s) 129.0 12.8 12.4 20.3 Level of Service F B B C Approach Delay (s) 129.0 12.8 12.4 20.3 Approach LOS F B B C

Intersection Summary HCM Average Control Delay 70.3 HCM Level of Service E HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 72.2% ICU Level of Service C

6: BALLENGER AVE & ELIZABETH LN 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 6

Movement WBL WBR SEL SER NEL NER Lane Configurations Sign Control Stop Stop Stop Volume (vph) 74 42 31 79 17 15 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 74 42 31 79 17 15

Direction, Lane # WB 1 SE 1 NE 1 Volume Total (vph) 116 110 32 Volume Left (vph) 0 31 17 Volume Right (vph) 42 79 0 Hadj (s) -0.18 -0.34 0.14 Departure Headway (s) 4.0 3.9 4.4 Degree Utilization, x 0.13 0.12 0.04 Capacity (veh/h) 878 890 793 Control Delay (s) 7.6 7.4 7.6 Approach Delay (s) 7.6 7.4 7.6 Approach LOS A A A

Intersection Summary Delay 7.5 HCM Level of Service A Intersection Capacity Utilization 34.1% ICU Level of Service A

7: COURTHOUSE GARAGE & ELIZABETH LN 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 7

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 0 3 22 366 71 12 Sign Control Stop Free Free Grade 0% 0% -3% Peak Hour Factor 0.89 0.89 0.57 0.89 0.89 0.75 Hourly flow rate (vph) 0 3 39 411 80 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 352 pX, platoon unblocked 0.95 vC, conflicting volume 576 88 96 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 528 88 96 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 97 cM capacity (veh/h) 473 971 1511

Direction, Lane # EB 1 NB 1 SB 1 Volume Total 3 450 96 Volume Left 0 39 0 Volume Right 3 0 16 cSH 971 1511 1700 Volume to Capacity 0.00 0.03 0.06 Queue Length 95th (ft) 0 2 0 Control Delay (s) 8.7 0.9 0.0 Lane LOS A A Approach Delay (s) 8.7 0.9 0.0 Approach LOS A

Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 37.1% ICU Level of Service A

8: EISENHOWER & ELIZABETH LN 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 331 1313 44 11 182 41 13 0 11 52 1 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1% 0% -3% Total Lost time (s) 0.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 Lane Util. Factor 1.00 0.95 1.00 *0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 0.97 1.00 0.96 Flpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 0.99 0.96 1.00 Frt 1.00 1.00 1.00 1.00 0.85 0.94 1.00 0.86 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) 1748 4000 1744 4000 1454 1672 1760 1589 Flt Permitted 0.62 1.00 0.16 1.00 1.00 0.89 0.75 1.00 Satd. Flow (perm) 1144 3552 296 3489 1454 1525 1396 1589 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 348 1382 46 12 192 43 14 0 12 55 1 22 RTOR Reduction (vph) 0 1 0 0 0 13 0 10 0 0 18 0 Lane Group Flow (vph) 348 1427 0 12 192 30 0 16 0 55 5 0 Confl. Peds. (#/hr) 18 8 8 18 15 30 30 15 Heavy Vehicles (%) 1% 1% 1% 4% 4% 4% 0% 0% 0% 0% 0% 0% Turn Type pm+pt pm+pt Perm Perm Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 2 6 6 4 8 Actuated Green, G (s) 93.9 86.1 80.4 77.6 77.6 14.1 14.1 14.1 Effective Green, g (s) 98.9 91.1 90.4 82.6 82.6 19.1 19.1 19.1 Actuated g/C Ratio 0.82 0.76 0.75 0.69 0.69 0.16 0.16 0.16 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 Lane Grp Cap (vph) 1025 3037 317 2753 1001 243 222 253 v/s Ratio Prot c0.05 c0.36 0.00 0.05 0.00 v/s Ratio Perm 0.23 0.03 0.02 0.01 c0.04 v/c Ratio 0.34 0.47 0.04 0.07 0.03 0.07 0.25 0.02 Uniform Delay, d1 2.3 5.4 4.2 6.1 5.9 42.9 44.2 42.5 Progression Factor 0.36 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.3 0.0 0.0 0.1 0.2 0.8 0.0 Delay (s) 1.0 2.1 4.3 6.2 6.0 43.0 45.0 42.6 Level of Service A A A A A D D D Approach Delay (s) 1.9 6.0 43.0 44.3 Approach LOS A A D D

Intersection Summary HCM Average Control Delay 4.4 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 1.0 Intersection Capacity Utilization 70.1% ICU Level of Service C

9: EISENHOWER & E. MILL 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 9

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 142 1312 59 42 133 35 244 195 350 46 26 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 9 11 12 16 11 12 11 9 12 12 10 10 Total Lost time (s) 0.0 1.0 0.0 1.0 0.0 1.0 1.0 1.0 Lane Util. Factor 1.00 0.95 1.00 *0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.97 1.00 0.97 Flpb, ped/bikes 0.98 1.00 1.00 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.90 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1556 4000 1986 4000 1712 1488 1539 1312 Flt Permitted 0.61 1.00 0.07 1.00 0.63 1.00 0.48 1.00 Satd. Flow (perm) 997 3383 154 3053 1128 1488 765 1312 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 151 1396 63 45 141 37 260 207 372 49 28 43 RTOR Reduction (vph) 0 3 0 0 19 0 0 54 0 0 0 33 Lane Group Flow (vph) 151 1456 0 45 159 0 260 525 0 0 77 10 Confl. Peds. (#/hr) 28 28 28 28 11 19 19 11 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 11% 11% 11% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 1 Parking (#/hr) 3 Turn Type pm+pt pm+pt pm+pt Perm Perm Protected Phases 1 6 5 2 7 4 8 Permitted Phases 6 2 4 8 8 Actuated Green, G (s) 65.3 54.1 55.7 49.3 42.5 42.5 22.4 22.4 Effective Green, g (s) 70.5 59.1 65.7 54.3 47.5 47.5 27.4 27.4 Actuated g/C Ratio 0.59 0.49 0.55 0.45 0.40 0.40 0.23 0.23 Clearance Time (s) 5.0 6.0 5.0 6.0 5.0 6.0 6.0 6.0 Vehicle Extension (s) 4.0 5.0 4.0 5.0 2.0 5.0 5.0 5.0 Lane Grp Cap (vph) 661 1970 258 1810 544 589 175 300 v/s Ratio Prot c0.03 c0.36 0.02 0.04 0.08 c0.35 v/s Ratio Perm 0.10 0.08 0.11 0.10 0.01 v/c Ratio 0.23 0.74 0.17 0.09 0.48 0.89 0.44 0.03 Uniform Delay, d1 11.3 24.3 19.6 18.7 25.9 33.8 39.7 36.0 Progression Factor 0.73 0.91 1.46 0.71 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.3 0.4 0.1 0.2 16.7 3.7 0.1 Delay (s) 8.5 24.5 29.1 13.4 26.1 50.5 43.4 36.1 Level of Service A C C B C D D D Approach Delay (s) 23.0 16.5 42.9 40.8 Approach LOS C B D D

Intersection Summary HCM Average Control Delay 29.2 HCM Level of Service C HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 2.0 Intersection Capacity Utilization 94.5% ICU Level of Service F

10: EISENHOWER & MILL RACE 12/16/2011

AM EXISTING Synchro 7 - Report SYMMETRA DESIGN Page 10

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 62 1407 0 2 444 5 0 0 0 13 0 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 10 9 12 12 12 16 12 12 16 12 Grade (%) 0% 0% 0% 4% Total Lost time (s) 0.0 1.0 0.0 1.0 1.0 Lane Util. Factor 1.00 0.95 1.00 *0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 0.98 1.00 1.00 1.00 0.96 Frt 1.00 1.00 1.00 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.98 Satd. Flow (prot) 1616 4000 1532 4000 1743 Flt Permitted 0.45 1.00 0.13 1.00 0.92 Satd. Flow (perm) 761 3303 217 3199 1632 Peak-hour factor, PHF 0.89 0.89 1.00 0.89 0.89 0.89 1.00 1.00 1.00 0.89 1.00 0.89 Adj. Flow (vph) 70 1581 0 2 499 6 0 0 0 15 0 28 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 25 0 Lane Group Flow (vph) 70 1581 0 2 505 0 0 0 0 0 18 0 Confl. Peds. (#/hr) 47 23 23 47 40 82 82 40 Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 0% 0% 0% 0% 0% 0% Parking (#/hr) 3 Turn Type pm+pt pm+pt Perm Perm Protected Phases 5 2 1 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 97.7 91.8 88.7 87.3 9.8 Effective Green, g (s) 103.2 96.8 98.7 92.3 14.8 Actuated g/C Ratio 0.86 0.81 0.82 0.77 0.12 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 732 3227 249 3077 201 v/s Ratio Prot c0.01 c0.40 0.00 0.13 v/s Ratio Perm 0.07 0.01 c0.01 v/c Ratio 0.10 0.49 0.01 0.16 0.09 Uniform Delay, d1 1.3 3.7 2.8 3.7 46.6 Progression Factor 1.00 1.00 0.52 0.82 1.00 Incremental Delay, d2 0.1 0.5 0.0 0.1 0.2 Delay (s) 1.4 4.2 1.4 3.1 46.8 Level of Service A A A A D Approach Delay (s) 4.1 3.1 0.0 46.8 Approach LOS A A A D

Intersection Summary HCM Average Control Delay 4.7 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 2.0 Intersection Capacity Utilization 76.1% ICU Level of Service D

PM Existing Synchro 7 - Report SYMMETRA DESIGN Page 1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 68 4 4 557 122 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 10 12 9 9 Grade (%) 0% 2% 5% Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 Frt 0.99 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3497 1648 3574 1584 1417 Flt Permitted 1.00 0.59 1.00 0.95 1.00 Satd. Flow (perm) 3497 1017 3574 1584 1417 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 77 5 5 633 139 33 RTOR Reduction (vph) 3 0 0 0 0 23 Lane Group Flow (vph) 79 0 5 633 139 10 Confl. Peds.