Agenda packet — Visalia City Council, December 18, 2023 (part 4 of 12)

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 0 0 0 0 0 0 0 0 1 116 1 0 1 142 0
0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
1 1 1 1

SB NB EB WB
1 1 1 1

NB SB WB EB
1 1 1 1
0 0 7.7 7.8
- - A A
NBLn1 EBLn1 WBLn1 SBLn1
1% 0% 0% 1%
98% 100% 100% 99%
1% 0% 0% 0%
Stop Stop Stop Stop
109 0 0 132
1 0 0 1
107 0 0 131
1 0 0 0
118 0 0 143
1 1 1 1

0.133 0 0 0.16

4.037 4.492 4.492 4.023
Yes Yes Yes Yes
887 0 0 892

2.064 2.492 2.492 2.046

0.133 0 0 0.16

7.7 7.5 7.5 7.8

A N N A

0.5 0 0 0.6
1262
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:8
12 11 10
0 131 1
1 0 0 6
2 0 0 5
3 0 0 4
1 107 1
7 8 9
Major Total:241
Minor High Volume:0
(Major Street)
Akers St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
Akers St
1263
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:8
12 11 10
0 131 1
1 0 0 6
2 0 0 5
3 0 0 4
1 107 1
7 8 9
Major Total:241
Minor High Volume:0
(Major Street)
Akers St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
Akers St
1264
Traffic Study 646-02
Intersection 9
Linwood St & Shannon Prkwy
1265
HCM 2010 TWSC
9: Linwood St & Shannon Prkwy
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free - - None - - None - - None - - None
- - - - - - - - - - - -
- 0 - - 0 - - 0 - - 0 -
- 0 - - 0 - - 0 - - 0 -
92 92 92 92 92 92 92 92 92 92 92 92
2 2 2 2 2 2 2 2 2 2 2 2
0 0 0 0 0 0 0 0 0 0 0 0
Minor2 Minor1 Major1 Major2
0 0 0 0 0 0 0 0 0 0 0 0
0 0 - 0 0 - - - - - - -
0 0 - 0 0 - - - - - - -

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -

6.12 5.52 - 6.12 5.52 - - - - - - -

3.5184.0183.318 3.5184.0183.318 2.218 - - 2.218 - -
- - - - - - - - - - - -
- - - - - - - - - - - -
- - - - - - - - - - - -
- - - -
- - - - - - - - - - - -
- - - - - - - - - - - -
- - - - - - - - - - - -
- - - - - - - - - - - -

EB WB NB SB
0 0 0 0
A A
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
- - - - - - - -
- - - - - - - -
0 - - 0 0 0 - -

A - - A A A - -
- - - - - - - -
1266
HCM 2010 TWSC
9: Linwood St & Shannon Prkwy
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -

6.12 5.52 - 6.12 5.52 - - - - - - -

EB WB NB SB
0 0 0 0
A A
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
- - - - - - - -
- - - - - - - -
0 - - 0 0 0 - -

A - - A A A - -
- - - - - - - -
1267
HCM 2010 TWSC
9: Linwood St & Shannon Prkwy
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -

6.12 5.52 - 6.12 5.52 - - - - - - -

EB WB NB SB
0 0 0 0
A A
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
- - - - - - - -
- - - - - - - -
0 - - 0 0 0 - -

A - - A A A - -
- - - - - - - -
1268
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:9
12 11 10
0 0 0
1 0 0 6
2 0 0 5
3 0 0 4
0 0 0
7 8 9
Major Total:0
Minor High Volume:0
(Major Street)
Linwood St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
Linwood St
1269
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:9
12 11 10
0 0 0
1 0 0 6
2 0 0 5
3 0 0 4
0 0 0
7 8 9
Major Total:0
Minor High Volume:0
(Major Street)
Linwood St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
Linwood St
1270
HCM 2010 TWSC
9: Linwood St & Shannon Prkwy
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -

6.12 5.52 - 6.12 5.52 - - - - - - -

EB WB NB SB
0 0 0 0
A A
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
- - - - - - - -
- - - - - - - -
0 - - 0 0 0 - -

A - - A A A - -
- - - - - - - -
1271
HCM 2010 TWSC
9: Linwood St & Shannon Prkwy
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -

6.12 5.52 - 6.12 5.52 - - - - - - -

EB WB NB SB
0 0 0 0
A A
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
- - - - - - - -
- - - - - - - -
0 - - 0 0 0 - -

A - - A A A - -
- - - - - - - -
1272
HCM 2010 TWSC
9: Linwood St & Shannon Prkwy
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -

6.12 5.52 - 6.12 5.52 - - - - - - -

EB WB NB SB
0 0 0 0
A A
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
- - - - - - - -
- - - - - - - -
0 - - 0 0 0 - -

A - - A A A - -
- - - - - - - -
1273
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:9
12 11 10
0 0 0
1 0 0 6
2 0 0 5
3 0 0 4
0 0 0
7 8 9
Major Total:0
Minor High Volume:0
(Major Street)
Linwood St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
Linwood St
1274
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:9
12 11 10
0 0 0
1 0 0 6
2 0 0 5
3 0 0 4
0 0 0
7 8 9
Major Total:0
Minor High Volume:0
(Major Street)
Linwood St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
Linwood St
1275
Traffic Study 646-02
Intersection 10
N Chinowth St & Shannon Prkwy
1276
HCM 2010 TWSC
10: N Chinowth St & Shannon Prkwy
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

4.6 EBL EBT WBT WBR SBL SBR
0 1 1 5 8 0
0 1 1 5 8 0
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 1 1 5 9 0
Major1 Major2 Minor2
7 0 - 0 5 4
- - - - 4 -
- - - - 1 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1614 - - - 1017 1080
- - - - 1019 -
- - - - 1022 -
- - -
1614 - - - 1017 1080
- - - - 1017 -
- - - - 1019 -
- - - - 1022 -

EB WB SB
0 0 8.6
A
EBL EBT WBT WBR SBLn1
1614 - - - 1017
- - - - 0.009
0 - - - 8.6

A - - - A
0 - - - 0
1277
HCM 2010 TWSC
10: N Chinowth St & Shannon Prkwy
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

3.5 EBL EBT WBT WBR SBL SBR
0 1 1 75 49 0
0 1 1 75 49 0
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 1 1 82 53 0
Major1 Major2 Minor2
83 0 - 0 43 42
- - - - 42 -
- - - - 1 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1514 - - - 968 1029
- - - - 980 -
- - - - 1022 -
- - -
1514 - - - 968 1029
- - - - 968 -
- - - - 980 -
- - - - 1022 -

EB WB SB
0 0 8.9
A
EBL EBT WBT WBR SBLn1
1514 - - - 968
- - - - 0.055
0 - - - 8.9

A - - - A
0 - - - 0.2
1278
HCM 2010 TWSC
10: N Chinowth St & Shannon Prkwy
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1514 - - - 968 1029
- - - - 980 -
- - - - 1022 -
- - -
1514 - - - 968 1029
- - - - 968 -
- - - - 980 -
- - - - 1022 -

EB WB SB
0 0 8.9
A
EBL EBT WBT WBR SBLn1
1514 - - - 968
- - - - 0.055
0 - - - 8.9

A - - - A
0 - - - 0.2
1279
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:10
12 11 10
0 0 8
1 0 5 6
2 1 1 5
3 0 0 4
0 0 0
7 8 9
Major Total:8
Minor High Volume:6
(Major Street)
N Chinowth St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
1280
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:10
12 11 10
0 0 49
1 0 75 6
2 1 1 5
3 0 0 4
0 0 0
7 8 9
Major Total:77
Minor High Volume:49
(Minor Street)
N Chinowth St
(Major Street)
Shannon Prkwy
(Major Street)
Shannon Prkwy
1281
HCM 2010 TWSC
10: N Chinowth St & Shannon Prkwy
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

5.1 EBL EBT WBT WBR SBL SBR
0 1 1 2 5 1
0 1 1 2 5 1
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 1 1 2 5 1
Major1 Major2 Minor2
3 0 - 0 3 2
- - - - 2 -
- - - - 1 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1619 - - - 1019 1082
- - - - 1021 -
- - - - 1022 -
- - -
1619 - - - 1019 1082
- - - - 1019 -
- - - - 1021 -
- - - - 1022 -

EB WB SB
0 0 8.5
A
EBL EBT WBT WBR SBLn1
1619 - - - 1029
- - - - 0.006
0 - - - 8.5

A - - - A
0 - - - 0
1282
HCM 2010 TWSC
10: N Chinowth St & Shannon Prkwy
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

6.5 EBL EBT WBT WBR SBL SBR
0 1 1 23 68 1
0 1 1 23 68 1
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 1 1 25 74 1
Major1 Major2 Minor2
26 0 - 0 15 14
- - - - 14 -
- - - - 1 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1588 - - - 1004 1066
- - - - 1009 -
- - - - 1022 -
- - -
1588 - - - 1004 1066
- - - - 1004 -
- - - - 1009 -
- - - - 1022 -

EB WB SB
0 0 8.9
A
EBL EBT WBT WBR SBLn1
1588 - - - 1005
- - - - 0.075
0 - - - 8.9

A - - - A
0 - - - 0.2
1283
HCM 2010 TWSC
10: N Chinowth St & Shannon Prkwy
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1588 - - - 1004 1066
- - - - 1009 -
- - - - 1022 -
- - -
1588 - - - 1004 1066
- - - - 1004 -
- - - - 1009 -
- - - - 1022 -

EB WB SB
0 0 8.9
A
EBL EBT WBT WBR SBLn1
1588 - - - 1005
- - - - 0.075
0 - - - 8.9

A - - - A
0 - - - 0.2
1284
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:10
12 11 10
1 0 5
1 0 2 6
2 1 1 5
3 0 0 4
0 0 0
7 8 9
Major Total:6
Minor High Volume:3
(Major Street)
N Chinowth St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
1285
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:10
12 11 10
1 0 68
1 0 23 6
2 1 1 5
3 0 0 4
0 0 0
7 8 9
Major Total:69
Minor High Volume:24
(Major Street)
N Chinowth St
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
1286
Traffic Study 646-02
Intersection 11
Coburn Ave & Shannon Prkwy
1287
HCM 2010 TWSC
11: Coburn Ave & Shannon Prkwy
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

EBL EBT WBT WBR SBL SBR
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 0 0 0 0 0
Major1 Major2 Minor2
0 0 - 0 0 0
- - - - 0 -
- - - - 0 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
- - - - - -
- - - - - -
- - - - - -
- - -
- - - - - -
- - - - - -
- - - - - -
- - - - - -

EB WB SB
0 0 0
A
EBL EBT WBT WBR SBLn1
- - - - -
- - - - -
0 - - - 0

A - - - A
- - - - -
1288
HCM 2010 TWSC
11: Coburn Ave & Shannon Prkwy
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
1 EBL EBT WBT WBR SBL SBR
0 41 70 29 17 0
0 41 70 29 17 0
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 45 76 32 18 0
Major1 Major2 Minor2
108 0 - 0 137 92
- - - - 92 -
- - - - 45 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1483 - - - 856 965
- - - - 932 -
- - - - 977 -
- - -
1483 - - - 856 965
- - - - 856 -
- - - - 932 -
- - - - 977 -

EB WB SB
0 0 9.3
A
EBL EBT WBT WBR SBLn1
1483 - - - 856
- - - - 0.022
0 - - - 9.3

A - - - A
0 - - - 0.1
1289
HCM 2010 TWSC
11: Coburn Ave & Shannon Prkwy
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1483 - - - 856 965
- - - - 932 -
- - - - 977 -
- - -
1483 - - - 856 965
- - - - 856 -
- - - - 932 -
- - - - 977 -

EB WB SB
0 0 9.3
A
EBL EBT WBT WBR SBLn1
1483 - - - 856
- - - - 0.022
0 - - - 9.3

A - - - A
0 - - - 0.1
1290
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:11
12 11 10
0 0 0
1 0 0 6
2 0 0 5
3 0 0 4
0 0 0
7 8 9
Major Total:0
Minor High Volume:0
(Major Street)
Coburn Ave
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
1291
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:11
12 11 10
0 0 17
1 0 29 6
2 41 70 5
3 0 0 4
0 0 0
7 8 9
Major Total:140
Minor High Volume:17
(Minor Street)
Coburn Ave
(Major Street)
Shannon Prkwy
(Major Street)
Shannon Prkwy
1292
HCM 2010 TWSC
11: Coburn Ave & Shannon Prkwy
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
-

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
- - - - - -
- - - - - -
- - - - - -
- - -
- - - - - -
- - - - - -
- - - - - -
- - - - - -

EB WB SB
0 0 0
A
EBL EBT WBT WBR SBLn1
- - - - -
- - - - -
0 - - - 0

A - - - A
- - - - -
1293
HCM 2010 TWSC
11: Coburn Ave & Shannon Prkwy
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
2 EBL EBT WBT WBR SBL SBR
0 63 21 9 26 0
0 63 21 9 26 0
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 68 23 10 28 0
Major1 Major2 Minor2
33 0 - 0 96 28
- - - - 28 -
- - - - 68 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1579 - - - 903 1047
- - - - 995 -
- - - - 955 -
- - -
1579 - - - 903 1047
- - - - 903 -
- - - - 995 -
- - - - 955 -

EB WB SB
0 0 9.1
A
EBL EBT WBT WBR SBLn1
1579 - - - 903
- - - - 0.031
0 - - - 9.1

A - - - A
0 - - - 0.1
1294
HCM 2010 TWSC
11: Coburn Ave & Shannon Prkwy
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
2 EBL EBT WBT WBR SBL SBR
0 63 21 9 26 0
0 63 21 9 26 0
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
- 0 0 - 0 -
- 0 0 - 0 -
92 92 92 92 92 92
2 2 2 2 2 2
0 68 23 10 28 0
Major1 Major2 Minor2
33 0 - 0 96 28
- - - - 28 -
- - - - 68 -

4.12 - - - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -

2.218 - - - 3.518 3.318
1579 - - - 903 1047
- - - - 995 -
- - - - 955 -
- - -
1579 - - - 903 1047
- - - - 903 -
- - - - 995 -
- - - - 955 -

EB WB SB
0 0 9.1
A
EBL EBT WBT WBR SBLn1
1579 - - - 903
- - - - 0.031
0 - - - 9.1

A - - - A
0 - - - 0.1
1295
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:11
12 11 10
0 0 0
1 0 0 6
2 0 0 5
3 0 0 4
0 0 0
7 8 9
Major Total:0
Minor High Volume:0
(Major Street)
Coburn Ave
Shannon Prkwy
(Minor Street)
Shannon Prkwy
(Major Street)
1296
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:11
12 11 10
0 0 26
1 0 9 6
2 63 21 5
3 0 0 4
0 0 0
7 8 9
Major Total:93
Minor High Volume:26
(Minor Street)
Coburn Ave
(Major Street)
Shannon Prkwy
(Major Street)
Shannon Prkwy
1297
Traffic Study 646-02
Intersection 12
Demaree St & Shannon Prkwy
1298
HCM 2010 TWSC
12: Demaree St & Shannon Prkwy
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

0.9 EBL EBR NBL NBT SBT SBR
6 20 35 287 297 5
6 20 35 287 297 5
0 0 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 - 175 - - -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
7 22 38 312 323 5
Minor2 Major1 Major2
558 326 328 0 - 0
326 - - - - -
232 - - - - -

6.63 6.23 4.12 - - -

5.43 - - - - -

5.83 - - - - -

3.519 3.319 2.218 - - -
475 714 1232 - - -
731 - - - - -
785 - - - - -
- - -
460 714 1232 - - -
460 - - - - -
731 - - - - -
761 - - - - -

EB NB SB
11 0.9 0
B
NBL NBT EBLn1 SBT SBR
1232 - 633 - -

0.031 - 0.045 - -
8 - 11 - -

A - B - -

0.1 - 0.1 - -
1299
HCM 2010 TWSC
12: Demaree St & Shannon Prkwy
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

2.4 EBL EBR NBL NBT SBT SBR
6 78 134 326 319 5
6 78 134 326 319 5
0 0 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 - 175 - - -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
7 85 146 354 347 5
Minor2 Major1 Major2
817 349 352 0 - 0
349 - - - - -
468 - - - - -

6.63 6.23 4.12 - - -

5.43 - - - - -

5.83 - - - - -

3.519 3.319 2.218 - - -
330 693 1207 - - -
713 - - - - -
597 - - - - -
- - -
290 693 1207 - - -
290 - - - - -
713 - - - - -
525 - - - - -

EB NB SB

11.7 2.4 0
B
NBL NBT EBLn1 SBT SBR
1207 - 630 - -

0.121 - 0.145 - -

8.4 - 11.7 - -

A - B - -

0.4 - 0.5 - -
1300
HCM 2010 TWSC
12: Demaree St & Shannon Prkwy
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

6.63 6.23 4.12 - - -

5.43 - - - - -

5.83 - - - - -

3.519 3.319 2.218 - - -
330 693 1207 - - -
713 - - - - -
597 - - - - -
- - -
290 693 1207 - - -
290 - - - - -
713 - - - - -
525 - - - - -

EB NB SB

11.7 2.4 0
B
NBL NBT EBLn1 SBT SBR
1207 - 630 - -

0.121 - 0.145 - -

8.4 - 11.7 - -

A - B - -

0.4 - 0.5 - -
1301
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:12
12 11 10
5 297 0
1 6 0 6
2 0 0 5
3 20 0 4
35 287 0
7 8 9
Major Total:624
Minor High Volume:26
(Major Street)
Demaree St
(Minor Street)
Shannon Prkwy
(Major Street)
Demaree St
1302
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:12
12 11 10
5 319 0
1 6 0 6
2 0 0 5
3 78 0 4
134 326 0
7 8 9
Major Total:784
Minor High Volume:84
(Major Street)
Demaree St
(Minor Street)
Shannon Prkwy
(Major Street)
Demaree St
1303
HCM 2010 TWSC
12: Demaree St & Shannon Prkwy
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

0.7 EBL EBR NBL NBT SBT SBR
5 28 4 288 206 2
5 28 4 288 206 2
0 0 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 - 175 - - -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
5 30 4 313 224 2
Minor2 Major1 Major2
390 225 226 0 - 0
225 - - - - -
165 - - - - -

6.63 6.23 4.12 - - -

5.43 - - - - -

5.83 - - - - -

3.519 3.319 2.218 - - -
600 814 1342 - - -
812 - - - - -
848 - - - - -
- - -
598 814 1342 - - -
598 - - - - -
812 - - - - -
845 - - - - -

EB NB SB

9.9 0.1 0
A
NBL NBT EBLn1 SBT SBR
1342 - 772 - -

0.003 - 0.046 - -

7.7 - 9.9 - -

A - A - -
0 - 0.1 - -
1304
HCM 2010 TWSC
12: Demaree St & Shannon Prkwy
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

2.2 EBL EBR NBL NBT SBT SBR
5 116 33 299 240 2
5 116 33 299 240 2
0 0 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 - 175 - - -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
5 126 36 325 261 2
Minor2 Major1 Major2
496 262 263 0 - 0
262 - - - - -
234 - - - - -

6.63 6.23 4.12 - - -

5.43 - - - - -

5.83 - - - - -

3.519 3.319 2.218 - - -
518 776 1301 - - -
781 - - - - -
783 - - - - -
- - -
504 776 1301 - - -
504 - - - - -
781 - - - - -
761 - - - - -

EB NB SB

10.7 0.8 0
B
NBL NBT EBLn1 SBT SBR
1301 - 759 - -

0.028 - 0.173 - -

7.8 - 10.7 - -

A - B - -

0.1 - 0.6 - -
1305
HCM 2010 TWSC
12: Demaree St & Shannon Prkwy
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

6.63 6.23 4.12 - - -

5.43 - - - - -

5.83 - - - - -

3.519 3.319 2.218 - - -
518 776 1301 - - -
781 - - - - -
783 - - - - -
- - -
504 776 1301 - - -
504 - - - - -
781 - - - - -
761 - - - - -

EB NB SB

10.7 0.8 0
B
NBL NBT EBLn1 SBT SBR
1301 - 759 - -

0.028 - 0.173 - -

7.8 - 10.7 - -

A - B - -

0.1 - 0.6 - -
1306
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:12
12 11 10
2 206 0
1 5 0 6
2 0 0 5
3 28 0 4
4 288 0
7 8 9
Major Total:500
Minor High Volume:33
(Major Street)
Demaree St
(Minor Street)
Shannon Prkwy
(Major Street)
Demaree St
1307
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:12
12 11 10
2 240 0
1 5 0 6
2 0 0 5
3 116 0 4
33 299 0
7 8 9
Major Total:574
Minor High Volume:121
(Major Street)
Demaree St
(Minor Street)
Shannon Prkwy
(Major Street)
Demaree St
1308
Traffic Study 646-02
Intersection 13
Demaree St & Shannon Pkwy
1309
HCM 2010 TWSC
13: Demaree St & Shannon Pkwy
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
2 WBL WBR NBT NBR SBL SBT
94 5 378 161 15 389
94 5 378 161 15 389
5 5 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 0 - - 105 -
0 - 0 - - 0
0 - 0 - - 0
92 92 92 92 92 92
2 2 2 2 2 2
102 5 411 175 16 423
Minor1 Major1 Major2
747 298 0 0 591 0
503 - - - - -
244 - - - - -

6.84 6.94 - - 4.14 -

5.84 - - - - -

3.52 3.32 - - 2.22 -
349 698 - - 981 -
573 - - - - -
774 - - - - -
- - -
342 695 - - 981 -
342 - - - - -
571 - - - - -
761 - - - - -

WB NB SB

19.4 0 0.3
C
NBT NBR WBLn1 WBLn2 SBL SBT
- - 342 695 981 -
- - 0.299 0.008 0.017 -
- - 19.9 10.2 8.7 -
- - C B A -
- - 1.2 0 0.1 -
1310
HCM 2010 TWSC
13: Demaree St & Shannon Pkwy
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

2.4 WBL WBR NBT NBR SBL SBT
94 16 505 161 21 463
94 16 505 161 21 463
5 5 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 0 - - 105 -
0 - 0 - - 0
0 - 0 - - 0
92 92 92 92 92 92
2 2 2 2 2 2
102 17 549 175 23 503
Minor1 Major1 Major2
938 367 0 0 729 0
641 - - - - -
297 - - - - -

6.84 6.94 - - 4.14 -

5.84 - - - - -

3.52 3.32 - - 2.22 -
263 630 - - 871 -
487 - - - - -
728 - - - - -
- - -
255 627 - - 871 -
255 - - - - -
485 - - - - -
709 - - - - -

WB NB SB

25.7 0 0.4
D
NBT NBR WBLn1 WBLn2 SBL SBT
- - 255 627 871 -
- - 0.401 0.028 0.026 -
- - 28.2 10.9 9.2 -
- - D B A -
- - 1.8 0.1 0.1 -
1311
HCM 2010 TWSC
13: Demaree St & Shannon Pkwy
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

6.84 6.94 - - 4.14 -

5.84 - - - - -

3.52 3.32 - - 2.22 -
263 630 - - 871 -
487 - - - - -
728 - - - - -
- - -
255 627 - - 871 -
255 - - - - -
485 - - - - -
709 - - - - -

WB NB SB

25.7 0 0.4
D
NBT NBR WBLn1 WBLn2 SBL SBT
- - 255 627 871 -
- - 0.401 0.028 0.026 -
- - 28.2 10.9 9.2 -
- - D B A -
- - 1.8 0.1 0.1 -
1312
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:13
12 11 10
0 389 15
1 0 5 6
2 0 0 5
3 0 94 4
1 378 161
7 8 9
Major Total:944
Minor High Volume:99
(Major Street)
Demaree St
(Minor Street)
Shannon Pkwy
(Major Street)
Demaree St
1313
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project
Intersection #:13
12 11 10
0 463 21
1 0 16 6
2 0 0 5
3 0 94 4
1 505 161
7 8 9
Major Total:1151
Minor High Volume:110
(Major Street)
Demaree St
(Minor Street)
Shannon Pkwy
(Major Street)
Demaree St
1314
HCM 2010 TWSC
13: Demaree St & Shannon Pkwy
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

2.8 WBL WBR NBT NBR SBL SBT
125 22 315 66 9 332
125 22 315 66 9 332
5 5 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 0 - - 105 -
0 - 0 - - 0
0 - 0 - - 0
92 92 92 92 92 92
2 2 2 2 2 2
136 24 342 72 10 361
Minor1 Major1 Major2
583 212 0 0 419 0
383 - - - - -
200 - - - - -

6.84 6.94 - - 4.14 -

5.84 - - - - -

3.52 3.32 - - 2.22 -
443 793 - - 1137 -
659 - - - - -
814 - - - - -
- - -
437 790 - - 1137 -
437 - - - - -
656 - - - - -
807 - - - - -

WB NB SB

15.8 0 0.2
C
NBT NBR WBLn1 WBLn2 SBL SBT
- - 437 790 1137 -
- - 0.311 0.03 0.009 -
- - 16.9 9.7 8.2 -
- - C A A -
- - 1.3 0.1 0 -
1315
HCM 2010 TWSC
13: Demaree St & Shannon Pkwy
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

2.9 WBL WBR NBT NBR SBL SBT
125 25 353 66 18 444
125 25 353 66 18 444
5 5 0 0 0 0
Stop Stop Free Free Free Free
- None - None - None
0 0 - - 105 -
0 - 0 - - 0
0 - 0 - - 0
92 92 92 92 92 92
2 2 2 2 2 2
136 27 384 72 20 483
Minor1 Major1 Major2
705 233 0 0 460 0
425 - - - - -
280 - - - - -

6.84 6.94 - - 4.14 -

5.84 - - - - -

3.52 3.32 - - 2.22 -
371 769 - - 1097 -
627 - - - - -
742 - - - - -
- - -
363 766 - - 1097 -
363 - - - - -
624 - - - - -
728 - - - - -

WB NB SB

18.9 0 0.3
C
NBT NBR WBLn1 WBLn2 SBL SBT
- - 363 766 1097 -
- - 0.374 0.035 0.018 -
- - 20.7 9.9 8.3 -
- - C A A -
- - 1.7 0.1 0.1 -
1316
HCM 2010 TWSC
13: Demaree St & Shannon Pkwy
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

6.84 6.94 - - 4.14 -

5.84 - - - - -

3.52 3.32 - - 2.22 -
371 769 - - 1097 -
627 - - - - -
742 - - - - -
- - -
363 766 - - 1097 -
363 - - - - -
624 - - - - -
728 - - - - -

WB NB SB

18.9 0 0.3
C
NBT NBR WBLn1 WBLn2 SBL SBT
- - 363 766 1097 -
- - 0.374 0.035 0.018 -
- - 20.7 9.9 8.3 -
- - C A A -
- - 1.7 0.1 0.1 -
1317
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:13
12 11 10
0 332 9
1 0 22 6
2 0 0 5
3 0 125 4
0 315 66
7 8 9
Major Total:722
Minor High Volume:147
(Major Street)
Demaree St
(Minor Street)
Shannon Pkwy
(Major Street)
Demaree St
1318
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:13
12 11 10
0 444 18
1 0 25 6
2 0 0 5
3 0 125 4
0 353 66
7 8 9
Major Total:881
Minor High Volume:150
(Major Street)
Demaree St
(Minor Street)
Shannon Pkwy
(Major Street)
Demaree St
1319
Traffic Study 646-02
Intersection 14
Country Center St & Shannon Pkwy
1320
HCM 2010 Roundabout
14: Country Center St & Shannon Pkwy
PM Future
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Approach
Entry Lanes
Conflicting Circle Lanes
Adj Approach Flow, veh/h
Demand Flow Rate, veh/h
Vehicles Circulating, veh/h
Vehicles Exiting, veh/h
Follow-Up Headway, s
Ped Vol Crossing Leg, #/h
Ped Cap Adj
Approach Delay, s/veh
Approach LOS
Lane
Designated Moves
Assumed Moves
RT Channelized
Lane Util
Critical Headway, s
Entry Flow, veh/h
Cap Entry Lane, veh/h
Entry HV Adj Factor
Flow Entry, veh/h
Cap Entry, veh/h
V/C Ratio
Control Delay, s/veh
LOS
95th %tile Queue, veh
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

4.4 A

EB WB NB SB
1 1 1 1
1 1 1 1
101 96 125 51
103 97 127 52
54 71 81 97
95 137 76 71

3.186 3.186 3.186 3.186
5 5 5 5

0.999 0.999 0.999 0.999

4.3 4.3 4.6 4.0

A A A A
Left Left Left Left

LTR LTR LTR LTR

1.000 1.000 1.000 1.000

5.193 5.193 5.193 5.193
103 97 127 52
1071 1052 1042 1025

0.977 0.986 0.983 0.989
101 96 125 51
1045 1038 1024 1014

0.096 0.092 0.122 0.051

4.3 4.3 4.6 4.0

A A A A
0 0 0 0
1321
HCM 2010 Roundabout
14: Country Center St & Shannon Pkwy
PM Future+Project
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Approach
Entry Lanes
Conflicting Circle Lanes
Adj Approach Flow, veh/h
Demand Flow Rate, veh/h
Vehicles Circulating, veh/h
Vehicles Exiting, veh/h
Follow-Up Headway, s
Ped Vol Crossing Leg, #/h
Ped Cap Adj
Approach Delay, s/veh
Approach LOS
Lane
Designated Moves
Assumed Moves
RT Channelized
Lane Util
Critical Headway, s
Entry Flow, veh/h
Cap Entry Lane, veh/h
Entry HV Adj Factor
Flow Entry, veh/h
Cap Entry, veh/h
V/C Ratio
Control Delay, s/veh
LOS
95th %tile Queue, veh
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

4.4 A

EB WB NB SB
1 1 1 1
1 1 1 1
101 100 126 51
103 101 128 52
54 72 81 102
100 137 76 71

3.186 3.186 3.186 3.186
5 5 5 5

0.999 0.999 0.999 0.999

4.3 4.3 4.6 4.0

A A A A
Left Left Left Left

LTR LTR LTR LTR

1.000 1.000 1.000 1.000

5.193 5.193 5.193 5.193
103 101 128 52
1071 1051 1042 1020

0.977 0.986 0.984 0.989
101 100 126 51
1045 1036 1024 1009

0.096 0.096 0.123 0.051

4.3 4.3 4.6 4.0

A A A A
0 0 0 0
1322
HCM 2010 Roundabout
14: Country Center St & Shannon Pkwy
PM Future+Project with Mitigationï¿½
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Approach
Entry Lanes
Conflicting Circle Lanes
Adj Approach Flow, veh/h
Demand Flow Rate, veh/h
Vehicles Circulating, veh/h
Vehicles Exiting, veh/h
Follow-Up Headway, s
Ped Vol Crossing Leg, #/h
Ped Cap Adj
Approach Delay, s/veh
Approach LOS
Lane
Designated Moves
Assumed Moves
RT Channelized
Lane Util
Critical Headway, s
Entry Flow, veh/h
Cap Entry Lane, veh/h
Entry HV Adj Factor
Flow Entry, veh/h
Cap Entry, veh/h
V/C Ratio
Control Delay, s/veh
LOS
95th %tile Queue, veh
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

4.4 A

EB WB NB SB
1 1 1 1
1 1 1 1
101 100 126 51
103 101 128 52
54 72 81 102
100 137 76 71

3.186 3.186 3.186 3.186
5 5 5 5

0.999 0.999 0.999 0.999

4.3 4.3 4.6 4.0

A A A A
Left Left Left Left

LTR LTR LTR LTR

1.000 1.000 1.000 1.000

5.193 5.193 5.193 5.193
103 101 128 52
1071 1051 1042 1020

0.977 0.986 0.984 0.989
101 100 126 51
1045 1036 1024 1009

0.096 0.096 0.123 0.051

4.3 4.3 4.6 4.0

A A A A
0 0 0 0
1323
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:14
12 11 10
17 26 5
1 5 9 6
2 64 61 5
3 24 18 4
9 51 55
7 8 9
Major Total:181
Minor High Volume:115
Country Center St
(Major Street)
Shannon Pkwy
(Major Street)
Shannon Pkwy
(Minor Street)
Country Center St
1324
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:14
12 11 10
17 26 5
1 5 9 6
2 64 64 5
3 24 18 4
10 51 55
7 8 9
Major Total:184
Minor High Volume:116
Country Center St
(Major Street)
Shannon Pkwy
(Major Street)
Shannon Pkwy
(Minor Street)
Country Center St
1325
HCM 2010 Roundabout
14: Country Center St & Shannon Pkwy
AM Future
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Approach
Entry Lanes
Conflicting Circle Lanes
Adj Approach Flow, veh/h
Demand Flow Rate, veh/h
Vehicles Circulating, veh/h
Vehicles Exiting, veh/h
Follow-Up Headway, s
Ped Vol Crossing Leg, #/h
Ped Cap Adj
Approach Delay, s/veh
Approach LOS
Lane
Designated Moves
Assumed Moves
RT Channelized
Lane Util
Critical Headway, s
Entry Flow, veh/h
Cap Entry Lane, veh/h
Entry HV Adj Factor
Flow Entry, veh/h
Cap Entry, veh/h
V/C Ratio
Control Delay, s/veh
LOS
95th %tile Queue, veh
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

3.8 A

EB WB NB SB
1 1 1 1
1 1 1 1
47 43 52 67
48 44 52 69
51 35 34 52
70 51 65 27

3.186 3.186 3.186 3.186
5 5 5 5

0.999 0.999 0.999 0.999

3.8 3.7 3.7 4.0

A A A A
Left Left Left Left

LTR LTR LTR LTR

1.000 1.000 1.000 1.000

5.193 5.193 5.193 5.193
48 44 52 69
1074 1091 1092 1073

0.987 0.985 0.991 0.974
47 43 52 67
1059 1074 1082 1044

0.045 0.040 0.048 0.064

3.8 3.7 3.7 4.0

A A A A
0 0 0 0
1326
HCM 2010 Roundabout
14: Country Center St & Shannon Pkwy
AM Future+Project
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Approach
Entry Lanes
Conflicting Circle Lanes
Adj Approach Flow, veh/h
Demand Flow Rate, veh/h
Vehicles Circulating, veh/h
Vehicles Exiting, veh/h
Follow-Up Headway, s
Ped Vol Crossing Leg, #/h
Ped Cap Adj
Approach Delay, s/veh
Approach LOS
Lane
Designated Moves
Assumed Moves
RT Channelized
Lane Util
Critical Headway, s
Entry Flow, veh/h
Cap Entry Lane, veh/h
Entry HV Adj Factor
Flow Entry, veh/h
Cap Entry, veh/h
V/C Ratio
Control Delay, s/veh
LOS
95th %tile Queue, veh
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

3.8 A

EB WB NB SB
1 1 1 1
1 1 1 1
47 44 52 67
48 45 52 69
51 35 34 53
71 51 65 27

3.186 3.186 3.186 3.186
5 5 5 5

0.999 0.999 0.999 0.999

3.8 3.7 3.7 4.0

A A A A
Left Left Left Left

LTR LTR LTR LTR

1.000 1.000 1.000 1.000

5.193 5.193 5.193 5.193
48 45 52 69
1074 1091 1092 1072

0.987 0.985 0.991 0.974
47 44 52 67
1059 1074 1082 1043

0.045 0.041 0.048 0.064

3.8 3.7 3.7 4.0

A A A A
0 0 0 0
1327
HCM 2010 Roundabout
14: Country Center St & Shannon Pkwy
AM Future+Project with Mitigationï¿½
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Approach
Entry Lanes
Conflicting Circle Lanes
Adj Approach Flow, veh/h
Demand Flow Rate, veh/h
Vehicles Circulating, veh/h
Vehicles Exiting, veh/h
Follow-Up Headway, s
Ped Vol Crossing Leg, #/h
Ped Cap Adj
Approach Delay, s/veh
Approach LOS
Lane
Designated Moves
Assumed Moves
RT Channelized
Lane Util
Critical Headway, s
Entry Flow, veh/h
Cap Entry Lane, veh/h
Entry HV Adj Factor
Flow Entry, veh/h
Cap Entry, veh/h
V/C Ratio
Control Delay, s/veh
LOS
95th %tile Queue, veh
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

3.8 A

EB WB NB SB
1 1 1 1
1 1 1 1
47 44 52 67
48 45 52 69
51 35 34 53
71 51 65 27

3.186 3.186 3.186 3.186
5 5 5 5

0.999 0.999 0.999 0.999

3.8 3.7 3.7 4.0

A A A A
Left Left Left Left

LTR LTR LTR LTR

1.000 1.000 1.000 1.000

5.193 5.193 5.193 5.193
48 45 52 69
1074 1091 1092 1072

0.987 0.985 0.991 0.974
47 44 52 67
1059 1074 1082 1043

0.045 0.041 0.048 0.064

3.8 3.7 3.7 4.0

A A A A
0 0 0 0
1328
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:14
12 11 10
24 36 2
1 1 2 6
2 28 29 5
3 15 8 4
9 22 17
7 8 9
Major Total:110
Minor High Volume:44
(Major Street)
Country Center St
(Minor Street)
Shannon Pkwy
Shannon Pkwy
(Major Street)
Country Center St
1329
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:14
12 11 10
24 36 2
1 1 2 6
2 28 30 5
3 15 8 4
9 22 17
7 8 9
Major Total:110
Minor High Volume:44
(Major Street)
Country Center St
(Minor Street)
Shannon Pkwy
Shannon Pkwy
(Major Street)
Country Center St
1330
Traffic Study 646-02
Intersection 15
Demaree St & Flagstaff Ave
1331
HCM 2010 TWSC
15: Demaree St & Flagstaff Ave
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

1.5 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 0 0 37 0 23 3 472 28 39 443 0
0 0 0 37 0 23 3 472 28 39 443 0
0 0 0 0 0 0 0 0 0 0 0 0
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free - - None - - None - - None - - None
- - - - - - - - - - - -
- 0 - - 0 - - 0 - - 0 -
- 0 - - 0 - - 0 - - 0 -
92 92 92 92 92 92 92 92 92 92 92 92
2 2 2 2 2 2 2 2 2 2 2 2
0 0 0 40 0 25 3 513 30 42 482 0
Minor2 Minor1 Major1 Major2
829 1116 241 861 1101 272 482 0 0 543 0 0
566 566 - 535 535 - - - - - - -
263 550 - 326 566 - - - - - - -

7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -

6.54 5.54 - 6.54 5.54 - - - - - - -

3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
263 206 760 249 211 726 1077 - - 1022 - -
476 506 - 497 522 - - - - - - -
719 514 - 661 506 - - - - - - -
- - - -
242 194 760 238 198 726 1077 - - 1022 - -
242 194 - 238 198 - - - - - - -
474 478 - 495 520 - - - - - - -
691 512 - 624 478 - - - - - - -

EB WB NB SB
0 19.1 0 0.9
A C
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
1077 - - - 321 1022 - -

0.003 - - - 0.203 0.041 - -

8.4 0 - 0 19.1 8.7 0.2 -

A A - A C A A -
0 - - - 0.7 0.1 - -
1332
HCM 2010 TWSC
15: Demaree St & Flagstaff Ave
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

1.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 0 0 37 0 23 3 599 28 39 517 0
0 0 0 37 0 23 3 599 28 39 517 0
0 0 0 0 0 0 0 0 0 0 0 0
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free - - None - - None - - None - - None
- - - - - - - - - - - -
- 0 - - 0 - - 0 - - 0 -
- 0 - - 0 - - 0 - - 0 -
92 92 92 92 92 92 92 92 92 92 92 92
2 2 2 2 2 2 2 2 2 2 2 2
0 0 0 40 0 25 3 651 30 42 562 0
Minor2 Minor1 Major1 Major2
979 1335 281 1039 1320 341 562 0 0 682 0 0
647 647 - 673 673 - - - - - - -
332 688 - 366 647 - - - - - - -

7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -

6.54 5.54 - 6.54 5.54 - - - - - - -

3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
204 152 716 185 156 655 1005 - - 907 - -
426 465 - 411 452 - - - - - - -
655 445 - 626 465 - - - - - - -
- - - -
185 141 716 175 145 655 1005 - - 907 - -
185 141 - 175 145 - - - - - - -
424 434 - 409 450 - - - - - - -
627 443 - 584 434 - - - - - - -

EB WB NB SB
0 25.2 0 0.9
A D
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
1005 - - - 243 907 - -

0.003 - - - 0.268 0.047 - -

8.6 0 - 0 25.2 9.2 0.3 -

A A - A D A A -
0 - - - 1.1 0.1 - -
1333
HCM 2010 TWSC
15: Demaree St & Flagstaff Ave
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -

6.54 5.54 - 6.54 5.54 - - - - - - -

EB WB NB SB
0 25.2 0 0.9
A D
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
1005 - - - 243 907 - -

0.003 - - - 0.268 0.047 - -

8.6 0 - 0 25.2 9.2 0.3 -

A A - A D A A -
0 - - - 1.1 0.1 - -
1334
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:15
12 11 10
0 443 39
1 0 23 6
2 0 0 5
3 0 37 4
3 472 28
7 8 9
Major Total:985
Minor High Volume:60
(Major Street)
Demaree St
Flagstaff Ave
(Minor Street)
Flagstaff Ave
(Major Street)
Demaree St
1335
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:15
12 11 10
0 517 39
1 0 23 6
2 0 0 5
3 0 37 4
3 599 28
7 8 9
Major Total:1186
Minor High Volume:60
(Major Street)
Demaree St
Flagstaff Ave
(Minor Street)
Flagstaff Ave
(Major Street)
Demaree St
1336
HCM 2010 TWSC
15: Demaree St & Flagstaff Ave
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

0.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 0 0 19 0 18 5 425 28 20 339 0
0 0 0 19 0 18 5 425 28 20 339 0
0 0 0 0 0 0 0 0 0 0 0 0
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free - - None - - None - - None - - None
- - - - - - - - - - - -
- 0 - - 0 - - 0 - - 0 -
- 0 - - 0 - - 0 - - 0 -
92 92 92 92 92 92 92 92 92 92 92 92
2 2 2 2 2 2 2 2 2 2 2 2
0 0 0 21 0 20 5 462 30 22 368 0
Minor2 Minor1 Major1 Major2
654 915 184 716 900 246 368 0 0 492 0 0
412 412 - 488 488 - - - - - - -
242 503 - 228 412 - - - - - - -

7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -

6.54 5.54 - 6.54 5.54 - - - - - - -

3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
352 271 827 317 277 754 1187 - - 1068 - -
588 593 - 530 548 - - - - - - -
740 540 - 754 593 - - - - - - -
- - - -
335 262 827 309 268 754 1187 - - 1068 - -
335 262 - 309 268 - - - - - - -
584 578 - 527 545 - - - - - - -
716 537 - 734 578 - - - - - - -

EB WB NB SB
0 14.2 0.1 0.6
A B
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
1187 - - - 433 1068 - -

0.005 - - - 0.093 0.02 - -
8 0 - 0 14.2 8.4 0.1 -

A A - A B A A -
0 - - - 0.3 0.1 - -
1337
HCM 2010 TWSC
15: Demaree St & Flagstaff Ave
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

0.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 0 0 19 0 18 5 463 28 20 451 0
0 0 0 19 0 18 5 463 28 20 451 0
0 0 0 0 0 0 0 0 0 0 0 0
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free - - None - - None - - None - - None
- - - - - - - - - - - -
- 0 - - 0 - - 0 - - 0 -
- 0 - - 0 - - 0 - - 0 -
92 92 92 92 92 92 92 92 92 92 92 92
2 2 2 2 2 2 2 2 2 2 2 2
0 0 0 21 0 20 5 503 30 22 490 0
Minor2 Minor1 Major1 Major2
797 1079 245 818 1063 267 490 0 0 534 0 0
534 534 - 529 529 - - - - - - -
263 545 - 289 534 - - - - - - -

7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -

6.54 5.54 - 6.54 5.54 - - - - - - -

3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
277 217 755 268 222 731 1070 - - 1030 - -
498 523 - 501 525 - - - - - - -
719 517 - 694 523 - - - - - - -
- - - -
262 209 755 261 214 731 1070 - - 1030 - -
262 209 - 261 214 - - - - - - -
495 508 - 497 521 - - - - - - -
695 513 - 674 508 - - - - - - -

EB WB NB SB
0 15.6 0.1 0.5
A C
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
1070 - - - 380 1030 - -

0.005 - - - 0.106 0.021 - -

8.4 0 - 0 15.6 8.6 0.1 -

A A - A C A A -
0 - - - 0.4 0.1 - -
1338
HCM 2010 TWSC
15: Demaree St & Flagstaff Ave
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -

6.54 5.54 - 6.54 5.54 - - - - - - -

EB WB NB SB
0 15.6 0.1 0.5
A C
NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR
1070 - - - 380 1030 - -

0.005 - - - 0.106 0.021 - -

8.4 0 - 0 15.6 8.6 0.1 -

A A - A C A A -
0 - - - 0.4 0.1 - -
1339
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:15
12 11 10
0 339 20
1 0 18 6
2 0 0 5
3 0 19 4
5 425 28
7 8 9
Major Total:817
Minor High Volume:37
(Major Street)
Demaree St
Flagstaff Ave
(Minor Street)
Flagstaff Ave
(Major Street)
Demaree St
1340
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:15
12 11 10
0 451 20
1 0 18 6
2 0 0 5
3 0 19 4
5 463 28
7 8 9
Major Total:967
Minor High Volume:37
(Major Street)
Demaree St
Flagstaff Ave
(Minor Street)
Flagstaff Ave
(Major Street)
Demaree St
1341
Traffic Study 646-02
Intersection 16
Akers St & Riggen Ave
1342
HCM 2010 Signalized Intersection Summary
16: Akers St & Riggen Ave
PM Future
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
15 495 71 163 281 23 39 91 198 30 61 18
15 495 71 163 281 23 39 91 198 30 61 18
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 16 538 77 177 305 25 42 99 215 33 66 20
1 1 1 1 1 1 1 1 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
50 601 462 228 804 612 69 361 273 344 1281 513

0.03 0.32 0.32 0.14 0.43 0.43 0.04 0.19 0.19 0.21 0.36 0.36 1634 1863 1432 1634 1863 1418 1634 1863 1405 1634 3539 1416 16 538 77 177 305 25 42 99 215 33 66 20
1634 1863 1432 1634 1863 1418 1634 1863 1405 1634 1770 1416

1.2 33.0 3.6 12.5 13.4 0.6 3.0 5.4 17.5 2.0 1.5 1.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
50 601 462 228 804 612 69 361 273 344 1281 513

0.32 0.90 0.17 0.78 0.38 0.04 0.61 0.27 0.79 0.10 0.05 0.04 82 714 549 259 916 697 72 512 386 344 1281 513

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

57.0 38.7 18.2 49.8 23.2 4.2 56.5 41.2 46.0 38.2 24.9 24.8

3.7 12.5 0.2 12.3 0.3 0.0 12.8 1.9 20.3 0.1 0.1 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.6 19.1 1.5 6.4 6.9 0.2 1.6 3.0 8.3 0.9 0.7 0.5

60.6 51.2 18.3 62.1 23.5 4.2 69.3 43.0 66.3 38.3 25.0 24.9

E D B E C A E D E D C C
631 507 356 119

47.4 36.0 60.2 28.6

D D E C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

29.3 27.3 20.8 42.7 9.1 47.4 7.7 55.8

5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7

4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3

4.0 19.5 14.5 35.0 5.0 3.5 3.2 15.4

0.0 1.0 0.6 1.7 0.0 0.4 0.0 1.9

45.3 D
1343
HCM 2010 Signalized Intersection Summary
16: Akers St & Riggen Ave
PM Future+Project
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
15 528 71 167 300 23 39 91 205 30 61 18
15 528 71 167 300 23 39 91 205 30 61 18
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 16 574 77 182 326 25 42 99 223 33 66 20
1 1 1 1 1 1 1 1 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
50 633 487 233 842 641 69 370 279 303 1210 484

0.03 0.34 0.34 0.14 0.45 0.45 0.04 0.20 0.20 0.19 0.34 0.34 1634 1863 1433 1634 1863 1419 1634 1863 1406 1634 3539 1416 16 574 77 182 326 25 42 99 223 33 66 20
1634 1863 1433 1634 1863 1419 1634 1863 1406 1634 1770 1416

1.2 35.3 3.5 12.9 13.9 0.6 3.0 5.4 18.1 2.0 1.5 1.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
50 633 487 233 842 641 69 370 279 303 1210 484

0.32 0.91 0.16 0.78 0.39 0.04 0.61 0.27 0.80 0.11 0.05 0.04 82 714 549 259 916 698 72 512 387 303 1210 484

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

57.0 37.8 17.0 49.7 21.8 4.4 56.5 40.7 45.8 40.6 26.5 26.4

3.7 14.2 0.1 13.1 0.3 0.0 12.8 1.8 20.8 0.2 0.1 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.6 20.7 1.4 6.7 7.2 0.2 1.6 3.0 8.6 0.9 0.7 0.5

60.6 52.0 17.1 62.7 22.1 4.4 69.3 42.5 66.5 40.8 26.6 26.5

E D B E C A E D E D C C
667 533 364 119

48.2 35.2 60.3 30.5

D D E C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

26.3 27.8 21.1 44.8 9.1 45.0 7.7 58.2

5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7

4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3

4.0 20.1 14.9 37.3 5.0 3.5 3.2 15.9

0.0 1.0 0.5 1.5 0.0 0.4 0.0 2.0

45.4 D
1344
HCM 2010 Signalized Intersection Summary
16: Akers St & Riggen Ave
PM Future+Project with Mitigationï¿½
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
15 528 71 167 300 23 39 91 205 30 61 18
15 528 71 167 300 23 39 91 205 30 61 18
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 16 574 77 182 326 25 42 99 223 33 66 20
1 1 1 1 1 1 1 1 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
50 633 487 233 842 641 69 370 279 303 1210 484

1.2 35.3 3.5 12.9 13.9 0.6 3.0 5.4 18.1 2.0 1.5 1.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
50 633 487 233 842 641 69 370 279 303 1210 484

0.32 0.91 0.16 0.78 0.39 0.04 0.61 0.27 0.80 0.11 0.05 0.04 82 714 549 259 916 698 72 512 387 303 1210 484

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

57.0 37.8 17.0 49.7 21.8 4.4 56.5 40.7 45.8 40.6 26.5 26.4

3.7 14.2 0.1 13.1 0.3 0.0 12.8 1.8 20.8 0.2 0.1 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.6 20.7 1.4 6.7 7.2 0.2 1.6 3.0 8.6 0.9 0.7 0.5

60.6 52.0 17.1 62.7 22.1 4.4 69.3 42.5 66.5 40.8 26.6 26.5

E D B E C A E D E D C C
667 533 364 119

48.2 35.2 60.3 30.5

D D E C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

26.3 27.8 21.1 44.8 9.1 45.0 7.7 58.2

5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7

4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3

4.0 20.1 14.9 37.3 5.0 3.5 3.2 15.9

0.0 1.0 0.5 1.5 0.0 0.4 0.0 2.0

45.4 D
1345
HCM 2010 Signalized Intersection Summary
16: Akers St & Riggen Ave
AM Future
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
83 219 34 156 373 96 35 162 118 70 199 74
83 219 34 156 373 96 35 162 118 70 199 74
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 90 238 37 170 405 104 38 176 128 76 216 80
1 1 1 1 1 1 1 1 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
82 337 258 226 501 380 64 274 205 655 1800 722

0.05 0.18 0.18 0.14 0.27 0.27 0.04 0.15 0.15 0.40 0.51 0.51 1634 1863 1425 1634 1863 1412 1634 1863 1398 1634 3539 1420 90 238 37 170 405 104 38 176 128 76 216 80
1634 1863 1425 1634 1863 1412 1634 1863 1398 1634 1770 1420

6.0 14.4 2.2 12.0 24.4 2.2 2.7 10.7 10.3 3.5 3.8 3.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
82 337 258 226 501 380 64 274 205 655 1800 722

1.10 0.71 0.14 0.75 0.81 0.27 0.59 0.64 0.62 0.12 0.12 0.11 82 714 546 259 916 694 72 512 384 655 1800 722

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

57.0 46.2 28.5 49.7 41.0 3.6 56.7 48.2 48.1 22.6 15.4 15.4 129.8 2.7 0.3 10.3 3.2 0.4 10.0 11.1 13.5 0.1 0.1 0.3

0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.6 7.7 0.9 6.1 12.9 0.9 1.4 6.3 4.8 1.6 1.9 1.4
187.0 48.9 28.7 60.0 44.1 4.0 66.7 59.3 61.5 22.7 15.6 15.7

F D C E D A E E E C B B
365 679 342 372

80.9 42.0 61.0 17.0

F D E B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

52.1 21.6 20.6 25.7 8.7 65.0 10.0 36.3

5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7

4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3

5.5 12.7 14.0 16.4 4.7 5.8 8.0 26.4

0.0 1.1 0.9 0.9 0.0 1.5 0.0 2.6

48.5 D
1346
HCM 2010 Signalized Intersection Summary
16: Akers St & Riggen Ave
AM Future+Project
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
83 229 34 162 402 96 35 162 120 70 199 74
83 229 34 162 402 96 35 162 120 70 199 74
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 90 249 37 176 437 104 38 176 130 76 216 80
1 1 1 1 1 1 1 1 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
82 346 265 231 517 392 64 274 205 641 1770 710

0.05 0.19 0.19 0.14 0.28 0.28 0.04 0.15 0.15 0.39 0.50 0.50 1634 1863 1426 1634 1863 1412 1634 1863 1398 1634 3539 1420 90 249 37 176 437 104 38 176 130 76 216 80
1634 1863 1426 1634 1863 1412 1634 1863 1398 1634 1770 1420

6.0 15.1 2.2 12.4 26.6 2.2 2.7 10.7 10.5 3.6 3.9 3.6

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
82 346 265 231 517 392 64 274 205 641 1770 710

1.10 0.72 0.14 0.76 0.85 0.27 0.59 0.64 0.63 0.12 0.12 0.11 82 714 547 259 916 694 72 512 384 641 1770 710

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

57.0 45.9 28.1 49.5 40.9 3.6 56.7 48.2 48.1 23.2 16.0 15.9 129.8 2.8 0.2 11.2 3.9 0.4 10.0 11.1 13.9 0.1 0.1 0.3

0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.6 8.0 0.9 6.3 14.3 0.9 1.4 6.3 4.9 1.6 1.9 1.5
187.0 48.8 28.3 60.7 44.9 3.9 66.7 59.3 62.1 23.3 16.1 16.2

F D C E D A E E E C B B
376 717 344 372

79.8 42.8 61.2 17.6

E D E B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

51.1 21.6 21.0 26.3 8.7 64.0 10.0 37.3

5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7

4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3

5.6 12.7 14.4 17.1 4.7 5.9 8.0 28.6

0.0 1.1 0.9 1.0 0.0 1.5 0.0 2.8

48.8 D
1347
HCM 2010 Signalized Intersection Summary
16: Akers St & Riggen Ave
AM Future+Project with Mitigationï¿½
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
83 229 34 162 402 96 35 162 120 70 199 74
83 229 34 162 402 96 35 162 120 70 199 74
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 90 249 37 176 437 104 38 176 130 76 216 80
1 1 1 1 1 1 1 1 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
82 346 265 231 517 392 64 274 205 641 1770 710

6.0 15.1 2.2 12.4 26.6 2.2 2.7 10.7 10.5 3.6 3.9 3.6

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
82 346 265 231 517 392 64 274 205 641 1770 710

1.10 0.72 0.14 0.76 0.85 0.27 0.59 0.64 0.63 0.12 0.12 0.11 82 714 547 259 916 694 72 512 384 641 1770 710

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

57.0 45.9 28.1 49.5 40.9 3.6 56.7 48.2 48.1 23.2 16.0 15.9 129.8 2.8 0.2 11.2 3.9 0.4 10.0 11.1 13.9 0.1 0.1 0.3

0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.6 8.0 0.9 6.3 14.3 0.9 1.4 6.3 4.9 1.6 1.9 1.5
187.0 48.8 28.3 60.7 44.9 3.9 66.7 59.3 62.1 23.3 16.1 16.2

F D C E D A E E E C B B
376 717 344 372

79.8 42.8 61.2 17.6

E D E B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

51.1 21.6 21.0 26.3 8.7 64.0 10.0 37.3

5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7

4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3

5.6 12.7 14.4 17.1 4.7 5.9 8.0 28.6

0.0 1.1 0.9 1.0 0.0 1.5 0.0 2.8

48.8 D
1348
Traffic Study 646-02
Intersection 17
Linwood St & Riggen Ave
1349
HCM 2010 TWSC
17: Linwood St & Riggen Ave
PM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

1.1 EBT EBR WBL WBT NBL NBR
715 39 34 519 14 34
715 39 34 519 14 34
0 0 0 0 5 5
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
777 42 37 564 15 37
Major1 Major2 Minor1
0 0 825 0 1441 803
- - - - 803 -
- - - - 638 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 805 - 146 383
- - - - 441 -
- - - - 526 -
- - -
- - 805 - 136 381
- - - - 136 -
- - - - 439 -
- - - - 491 -

EB WB NB
0 0.6 23.2
C
NBLn1 EBT EBR WBL WBT
250 - - 805 -

0.209 - - 0.046 -

23.2 - - 9.7 0

C - - A A

0.8 - - 0.1 -
1350
HCM 2010 TWSC
17: Linwood St & Riggen Ave
PM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

1.1 EBT EBR WBL WBT NBL NBR
755 39 35 542 14 36
755 39 35 542 14 36
0 0 0 0 5 5
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
821 42 38 589 15 39
Major1 Major2 Minor1
0 0 868 0 1512 847
- - - - 847 -
- - - - 665 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 776 - 132 362
- - - - 420 -
- - - - 511 -
- - -
- - 776 - 122 360
- - - - 122 -
- - - - 418 -
- - - - 474 -

EB WB NB
0 0.6 25.1
D
NBLn1 EBT EBR WBL WBT
233 - - 776 -

0.233 - - 0.049 -

25.1 - - 9.9 0

D - - A A

0.9 - - 0.2 -
1351
HCM 2010 TWSC
17: Linwood St & Riggen Ave
PM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EB WB NB
0 0.6 25.1
D
NBLn1 EBT EBR WBL WBT
233 - - 776 -

0.233 - - 0.049 -

25.1 - - 9.9 0

D - - A A

0.9 - - 0.2 -
1352
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:17
12 11 10
0 0 0
1 0 0 6
2 715 519 5
3 39 34 4
14 0 34
7 8 9
Major Total:1307
Minor High Volume:48
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Linwood St
1353
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:17
12 11 10
0 0 0
1 0 0 6
2 755 542 5
3 39 35 4
14 0 36
7 8 9
Major Total:1371
Minor High Volume:50
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Linwood St
1354
HCM 2010 TWSC
17: Linwood St & Riggen Ave
AM Future
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

1.1 EBT EBR WBL WBT NBL NBR
431 22 28 675 23 31
431 22 28 675 23 31
0 0 0 0 5 5
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
468 24 30 734 25 34
Major1 Major2 Minor1
0 0 497 0 1280 485
- - - - 485 -
- - - - 795 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 1067 - 183 582
- - - - 619 -
- - - - 445 -
- - -
- - 1067 - 174 580
- - - - 174 -
- - - - 616 -
- - - - 424 -

EB WB NB
0 0.3 20.5
C
NBLn1 EBT EBR WBL WBT
291 - - 1067 -

0.202 - - 0.029 -

20.5 - - 8.5 0

C - - A A

0.7 - - 0.1 -
1355
HCM 2010 TWSC
17: Linwood St & Riggen Ave
AM Future+Project
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

1.1 EBT EBR WBL WBT NBL NBR
443 22 30 710 23 32
443 22 30 710 23 32
0 0 0 0 5 5
Free Free Free Free Stop Stop
- None - None - None
- - - - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
482 24 33 772 25 35
Major1 Major2 Minor1
0 0 510 0 1335 498
- - - - 498 -
- - - - 837 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 1055 - 169 572
- - - - 611 -
- - - - 425 -
- - -
- - 1055 - 159 570
- - - - 159 -
- - - - 608 -
- - - - 402 -

EB WB NB
0 0.3 21.8
C
NBLn1 EBT EBR WBL WBT
274 - - 1055 -

0.218 - - 0.031 -

21.8 - - 8.5 0

C - - A A

0.8 - - 0.1 -
1356
HCM 2010 TWSC
17: Linwood St & Riggen Ave
AM Future+Project with Mitigationï¿½
2025
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EB WB NB
0 0.3 21.8
C
NBLn1 EBT EBR WBL WBT
274 - - 1055 -

0.218 - - 0.031 -

21.8 - - 8.5 0

C - - A A

0.8 - - 0.1 -
1357
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:17
12 11 10
0 0 0
1 0 0 6
2 431 675 5
3 22 28 4
23 0 31
7 8 9
Major Total:1156
Minor High Volume:54
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Linwood St
1358
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:17
12 11 10
0 0 0
1 0 0 6
2 443 710 5
3 22 30 4
23 0 32
7 8 9
Major Total:1205
Minor High Volume:55
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Linwood St
1359
Traffic Study 646-02
Intersection 18
Demaree St & Riggen Ave
1360
HCM 2010 Signalized Intersection Summary
18: Demaree St & Riggen Ave
PM Future
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
User approved changes to right turn type.
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
171 479 98 342 325 23 78 464 193 63 373 98
171 479 98 342 325 23 78 464 193 63 373 98
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 186 521 107 372 353 25 85 504 210 68 405 107
1 2 1 2 2 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
234 1466 594 396 1401 568 114 615 255 121 710 185

0.14 0.41 0.41 0.13 0.40 0.40 0.02 0.08 0.08 0.07 0.26 0.25 1634 3539 1434 3170 3539 1434 1634 2426 1005 1634 2757 720 186 521 107 372 353 25 85 367 347 68 258 254
1634 1770 1434 1585 1770 1434 1634 1770 1661 1634 1770 1707

13.2 12.1 5.7 14.0 8.0 0.9 6.2 24.5 24.7 4.8 15.2 15.6

1.00 1.00 1.00 1.00 1.00 0.60 1.00 0.42
234 1466 594 396 1401 568 114 448 421 121 456 440

0.79 0.36 0.18 0.94 0.25 0.04 0.74 0.82 0.82 0.56 0.57 0.58 324 1466 594 396 1401 568 114 507 476 251 655 632

1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00

49.7 24.2 22.3 52.0 24.3 11.6 57.5 52.3 52.5 53.7 38.7 39.1

9.0 0.7 0.7 30.1 0.4 0.1 18.8 7.5 8.4 4.0 1.1 1.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

6.5 6.1 2.3 7.8 4.0 0.4 3.4 13.0 12.4 2.3 7.6 7.5

58.7 24.8 22.9 82.1 24.8 11.7 76.3 59.8 60.9 57.7 39.8 40.3

E C C F C B E E E E D D
814 750 799 580

32.3 52.8 62.0 42.1

C D E D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

12.9 34.4 19.0 53.7 12.4 34.9 21.2 51.5

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

17.1 33.1 13.3 34.5 7.1 43.1 22.1 25.7

6.8 26.7 16.0 14.1 8.2 17.6 15.2 10.0

1.7 1.7 0.0 4.2 0.0 2.2 0.3 3.9

47.5 D
1361
HCM 2010 Signalized Intersection Summary
18: Demaree St & Riggen Ave
PM Future+Project
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
User approved changes to right turn type.
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
213 479 98 342 325 72 78 493 193 91 389 122
213 479 98 342 325 72 78 493 193 91 389 122
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 232 521 107 372 353 78 85 536 210 99 423 133
1 2 1 2 2 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
278 1363 552 396 1203 487 114 643 251 158 755 235

0.17 0.39 0.39 0.13 0.34 0.34 0.02 0.09 0.08 0.10 0.29 0.28 1634 3539 1434 3170 3539 1433 1634 2474 965 1634 2637 819 232 521 107 372 353 78 85 383 363 99 282 274
1634 1770 1434 1585 1770 1433 1634 1770 1670 1634 1770 1687

16.5 12.7 6.0 14.0 8.8 3.2 6.2 25.6 25.7 7.0 16.2 16.7

1.00 1.00 1.00 1.00 1.00 0.58 1.00 0.49
278 1363 552 396 1203 487 114 460 434 158 507 483

0.83 0.38 0.19 0.94 0.29 0.16 0.74 0.83 0.84 0.63 0.56 0.57 324 1363 552 396 1203 487 114 507 479 251 655 624

1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00

48.1 26.6 24.5 52.0 29.0 13.9 57.5 52.3 52.5 52.1 36.3 36.8

15.0 0.8 0.8 30.1 0.6 0.7 18.6 8.6 9.4 4.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

8.6 6.4 2.5 7.8 4.4 1.4 3.4 13.7 13.0 3.3 8.1 7.9

63.1 27.4 25.3 82.1 29.7 14.6 76.2 60.9 61.9 56.2 37.3 37.8

E C C F C B E E E E D D
860 803 831 655

36.8 52.5 62.9 40.4

D D E D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

15.6 35.2 19.0 50.2 12.4 38.4 24.4 44.8

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

17.1 33.1 13.3 34.5 7.1 43.1 22.1 25.7

9.0 27.7 16.0 14.7 8.2 18.7 18.5 10.8

1.7 1.6 0.0 4.5 0.0 2.5 0.3 4.1

48.4 D
1362
HCM 2010 Signalized Intersection Summary
18: Demaree St & Riggen Ave
PM Future+Project with Mitigationï¿½
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
User approved changes to right turn type.
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
213 479 98 342 325 72 78 493 193 91 389 122
213 479 98 342 325 72 78 493 193 91 389 122
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 232 521 107 372 353 78 85 536 210 99 423 133
1 2 1 2 2 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
278 1363 552 396 1203 487 114 643 251 158 755 235

16.5 12.7 6.0 14.0 8.8 3.2 6.2 25.6 25.7 7.0 16.2 16.7

1.00 1.00 1.00 1.00 1.00 0.58 1.00 0.49
278 1363 552 396 1203 487 114 460 434 158 507 483

0.83 0.38 0.19 0.94 0.29 0.16 0.74 0.83 0.84 0.63 0.56 0.57 324 1363 552 396 1203 487 114 507 479 251 655 624

1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00

48.1 26.6 24.5 52.0 29.0 13.9 57.5 52.3 52.5 52.1 36.3 36.8

15.0 0.8 0.8 30.1 0.6 0.7 18.6 8.6 9.4 4.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

8.6 6.4 2.5 7.8 4.4 1.4 3.4 13.7 13.0 3.3 8.1 7.9

63.1 27.4 25.3 82.1 29.7 14.6 76.2 60.9 61.9 56.2 37.3 37.8

E C C F C B E E E E D D
860 803 831 655

36.8 52.5 62.9 40.4

D D E D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

15.6 35.2 19.0 50.2 12.4 38.4 24.4 44.8

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

17.1 33.1 13.3 34.5 7.1 43.1 22.1 25.7

9.0 27.7 16.0 14.7 8.2 18.7 18.5 10.8

1.7 1.6 0.0 4.5 0.0 2.5 0.3 4.1

48.4 D
1363
HCM 2010 Signalized Intersection Summary
18: Demaree St & Riggen Ave
AM Future
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
User approved changes to right turn type.
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
111 307 91 205 380 40 72 343 116 35 397 142
111 307 91 205 380 40 72 343 116 35 397 142
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 121 334 99 223 413 43 78 373 126 38 432 154
1 2 1 2 2 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
168 1681 682 320 1673 678 113 508 169 155 563 198

0.10 0.47 0.47 0.10 0.47 0.47 0.07 0.20 0.19 0.10 0.22 0.21 1634 3539 1435 3170 3539 1435 1634 2594 863 1634 2541 895 121 334 99 223 413 43 78 253 246 38 299 287
1634 1770 1435 1585 1770 1435 1634 1770 1687 1634 1770 1666

8.6 6.6 4.7 8.2 8.4 1.3 5.6 16.1 16.5 2.6 19.0 19.5

1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.54
168 1681 682 320 1673 678 113 347 330 155 392 369

0.72 0.20 0.15 0.70 0.25 0.06 0.69 0.73 0.75 0.24 0.76 0.78 324 1681 682 396 1673 678 114 507 484 251 655 617

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00

52.1 18.3 17.8 52.2 18.9 7.0 54.6 45.3 45.8 50.3 43.8 44.3

5.7 0.3 0.4 4.0 0.4 0.2 14.7 2.7 3.3 0.8 3.1 3.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.2 3.3 1.9 3.7 4.2 0.5 3.0 8.1 8.0 1.2 9.7 9.3

57.8 18.5 18.2 56.1 19.2 7.2 69.2 48.0 49.1 51.1 46.9 47.8

E B B E B A E D D D D D
554 679 577 624

27.0 30.6 51.3 47.6

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

15.4 27.5 16.1 61.0 12.3 30.6 16.4 60.7

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

17.1 33.1 13.3 34.5 7.1 43.1 22.1 25.7

4.6 18.5 10.2 8.6 7.6 21.5 10.6 10.4

2.0 1.6 0.2 3.8 0.0 2.4 0.2 3.4

39.1 D
1364
HCM 2010 Signalized Intersection Summary
18: Demaree St & Riggen Ave
AM Future+Project
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
User approved changes to right turn type.
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
124 307 91 205 380 54 72 352 116 77 421 179
124 307 91 205 380 54 72 352 116 77 421 179
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 135 334 99 223 413 59 78 383 126 84 458 195
1 2 1 2 2 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
183 1612 653 320 1573 637 113 518 168 183 578 244

0.11 0.46 0.46 0.10 0.44 0.44 0.07 0.20 0.19 0.11 0.24 0.23 1634 3539 1435 3170 3539 1435 1634 2613 847 1634 2400 1012 135 334 99 223 413 59 78 258 251 84 337 316
1634 1770 1435 1585 1770 1435 1634 1770 1691 1634 1770 1642

9.6 6.8 4.8 8.2 8.8 1.8 5.6 16.4 16.8 5.8 21.4 21.8

1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.62
183 1612 653 320 1573 637 113 351 335 183 426 396

0.74 0.21 0.15 0.70 0.26 0.09 0.69 0.73 0.75 0.46 0.79 0.80 324 1612 653 396 1573 637 114 507 485 251 655 608

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00

51.6 19.6 19.1 52.2 21.0 7.6 54.6 45.1 45.6 49.9 42.7 43.2

5.7 0.3 0.5 4.0 0.4 0.3 14.6 2.9 3.5 1.8 3.6 4.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.6 3.4 2.0 3.7 4.4 0.8 3.0 8.3 8.2 2.7 10.9 10.3

57.3 19.9 19.6 56.1 21.4 7.9 69.2 48.1 49.2 51.6 46.3 47.5

E B B E C A E D D D D D
568 695 587 737

28.8 31.4 51.4 47.4

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

17.5 27.8 16.1 58.7 12.3 32.9 17.4 57.3

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

17.1 33.1 13.3 34.5 7.1 43.1 22.1 25.7

7.8 18.8 10.2 8.8 7.6 23.8 11.6 10.8

2.1 1.7 0.2 3.9 0.0 2.8 0.3 3.4

39.9 D
1365
HCM 2010 Signalized Intersection Summary
18: Demaree St & Riggen Ave
AM Future+Project with Mitigationï¿½
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
User approved changes to right turn type.
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
124 307 91 205 380 54 72 352 116 77 421 179
124 307 91 205 380 54 72 352 116 77 421 179
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 135 334 99 223 413 59 78 383 126 84 458 195
1 2 1 2 2 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
183 1610 653 320 1571 637 114 530 172 177 578 244

0.11 0.45 0.45 0.10 0.44 0.44 0.02 0.07 0.06 0.11 0.24 0.23 1634 3539 1435 3170 3539 1435 1634 2613 847 1634 2400 1012 135 334 99 223 413 59 78 258 251 84 337 316
1634 1770 1435 1585 1770 1435 1634 1770 1691 1634 1770 1642

9.6 6.8 4.8 8.2 8.8 1.8 5.7 17.1 17.5 5.8 21.4 21.8

1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.62
183 1610 653 320 1571 637 114 359 343 177 426 396

0.74 0.21 0.15 0.70 0.26 0.09 0.68 0.72 0.73 0.48 0.79 0.80 324 1610 653 396 1571 637 114 507 485 251 655 608

1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00

51.6 19.7 19.2 52.2 21.0 7.8 57.3 52.6 52.9 50.3 42.7 43.2

5.7 0.3 0.5 4.0 0.4 0.3 14.2 2.6 3.2 2.0 3.6 4.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.6 3.4 2.0 3.7 4.4 0.8 3.0 8.7 8.5 2.7 10.9 10.3

57.3 20.0 19.6 56.1 21.4 8.1 71.5 55.3 56.1 52.3 46.3 47.5

E B B E C A E E E D D D
568 695 587 737

28.8 31.4 57.8 47.5

C C E D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

17.0 28.3 16.1 58.6 12.4 32.9 17.4 57.3

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

17.1 33.1 13.3 34.5 7.1 43.1 22.1 25.7

7.8 19.5 10.2 8.8 7.7 23.8 11.6 10.8

2.1 1.6 0.2 3.9 0.0 2.8 0.3 3.4

41.4 D
1366
Traffic Study 646-02
Intersection 19
Country Center St & Riggen Ave
1367
HCM 2010 AWSC
19: Country Center St & Riggen Ave
PM Future
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
RT Vol
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

23.1 C

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 45 542 95 0 88 422 52 0 59 63 75 0 32 69 40
0 45 542 95 0 88 422 52 0 59 63 75 0 32 69 40

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 49 589 103 0 96 459 57 0 64 68 82 0 35 75 43
0 1 2 0 0 1 2 0 0 1 2 0 0 1 1 1

EB WB NB SB

WB EB SB NB
3 3 3 3

SB NB EB WB
3 3 3 3

NB SB WB EB
3 3 3 3
30 20.5 13.8 13.5

D C B B
NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
0% 100% 22% 0% 100% 66% 0% 100% 73% 0% 100% 0%
0% 0% 78% 0% 0% 34% 0% 0% 27% 0% 0% 100%
Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop 59 42 96 45 361 276 88 281 193 32 69 40
59 0 0 45 0 0 88 0 0 32 0 0
0 42 21 0 361 181 0 281 141 0 69 0
0 0 75 0 0 95 0 0 52 0 0 40
64 46 104 49 393 300 96 306 209 35 75 43
8 8 8 8 8 8 8 8 8 8 8 8

0.169 0.114 0.245 0.111 0.835 0.617 0.222 0.669 0.447 0.094 0.192 0.103

9.512 9.012 8.465 8.151 7.651 7.41 8.373 7.873 7.684 9.706 9.206 8.506 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
376 396 423 439 471 485 428 459 467 368 389 420

7.301 6.801 6.255 5.918 5.418 5.177 6.145 5.645 5.456 7.498 6.998 6.298

0.17 0.116 0.246 0.112 0.834 0.619 0.224 0.667 0.448 0.095 0.193 0.102

14.2 13 14 11.9 38.7 21.5 13.5 25.3 16.6 13.5 14.2 12.3

B B B B E C B D C B B B

0.6 0.4 1 0.4 8.2 4.1 0.8 4.8 2.3 0.3 0.7 0.3
1368
HCM 2010 AWSC
19: Country Center St & Riggen Ave
PM Future+Project
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

26.2 D

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 47 555 105 0 88 443 52 0 79 63 75 0 32 69 44
0 47 555 105 0 88 443 52 0 79 63 75 0 32 69 44

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 51 603 114 0 96 482 57 0 86 68 82 0 35 75 48
0 1 2 0 0 1 2 0 0 1 2 0 0 1 1 1

EB WB NB SB

WB EB SB NB
3 3 3 3

SB NB EB WB
3 3 3 3

NB SB WB EB
3 3 3 3

34.8 23.1 14.6 13.9

D C B B
NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
0% 100% 22% 0% 100% 64% 0% 100% 74% 0% 100% 0%
0% 0% 78% 0% 0% 36% 0% 0% 26% 0% 0% 100%
Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop 79 42 96 47 370 290 88 295 200 32 69 44
79 0 0 47 0 0 88 0 0 32 0 0
0 42 21 0 370 185 0 295 148 0 69 0
0 0 75 0 0 105 0 0 52 0 0 44
86 46 104 51 402 315 96 321 217 35 75 48
8 8 8 8 8 8 8 8 8 8 8 8

0.235 0.118 0.255 0.119 0.879 0.667 0.228 0.722 0.477 0.098 0.2 0.118

9.844 9.344 8.797 8.372 7.872 7.618 8.699 8.199 8.017 10.108 9.608 8.908 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
367 386 410 426 458 473 415 443 451 357 376 405

7.55 7.05 6.503 6.168 5.668 5.415 6.399 5.899 5.717 7.817 7.317 6.617

0.234 0.119 0.254 0.12 0.878 0.666 0.231 0.725 0.481 0.098 0.199 0.119

15.5 13.3 14.5 12.3 45.8 24.5 13.9 29.4 17.8 13.9 14.7 12.8

C B B B E C B D C B B B

0.9 0.4 1 0.4 9.3 4.8 0.9 5.7 2.5 0.3 0.7 0.4
1369
HCM 2010 AWSC
19: Country Center St & Riggen Ave
PM Future+Project with Mitigationï¿½
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

26.2 D

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 47 555 105 0 88 443 52 0 79 63 75 0 32 69 44
0 47 555 105 0 88 443 52 0 79 63 75 0 32 69 44

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 51 603 114 0 96 482 57 0 86 68 82 0 35 75 48
0 1 2 0 0 1 2 0 0 1 2 0 0 1 1 1

EB WB NB SB

WB EB SB NB
3 3 3 3

SB NB EB WB
3 3 3 3

NB SB WB EB
3 3 3 3

34.8 23.1 14.6 13.9

0.235 0.118 0.255 0.119 0.879 0.667 0.228 0.722 0.477 0.098 0.2 0.118

9.844 9.344 8.797 8.372 7.872 7.618 8.699 8.199 8.017 10.108 9.608 8.908 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
367 386 410 426 458 473 415 443 451 357 376 405

7.55 7.05 6.503 6.168 5.668 5.415 6.399 5.899 5.717 7.817 7.317 6.617

0.234 0.119 0.254 0.12 0.878 0.666 0.231 0.725 0.481 0.098 0.199 0.119

15.5 13.3 14.5 12.3 45.8 24.5 13.9 29.4 17.8 13.9 14.7 12.8

C B B B E C B D C B B B

0.9 0.4 1 0.4 9.3 4.8 0.9 5.7 2.5 0.3 0.7 0.4
1370
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:19
12 11 10
40 69 32
1 45 52 6
2 542 422 5
3 95 88 4
59 63 75
7 8 9
Major Total:1244
Minor High Volume:197
Country Center St
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Country Center St
1371
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project
Intersection #:19
12 11 10
44 69 32
1 47 52 6
2 555 443 5
3 105 88 4
79 63 75
7 8 9
Major Total:1290
Minor High Volume:217
Country Center St
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Country Center St
1372
HCM 2010 AWSC
19: Country Center St & Riggen Ave
AM Future
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

12.2 B

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 17 281 17 0 35 357 18 0 66 24 58 0 37 53 37
0 17 281 17 0 35 357 18 0 66 24 58 0 37 53 37

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 18 305 18 0 38 388 20 0 72 26 63 0 40 58 40
0 1 2 0 0 1 2 0 0 1 2 0 0 1 1 1

EB WB NB SB

WB EB SB NB
3 3 3 3

SB NB EB WB
3 3 3 3

NB SB WB EB
3 3 3 3

12.3 13.1 11 10.7

B B B B
NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
0% 100% 12% 0% 100% 85% 0% 100% 87% 0% 100% 0%
0% 0% 88% 0% 0% 15% 0% 0% 13% 0% 0% 100%
Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop 66 16 66 17 187 111 35 238 137 37 53 37
66 0 0 17 0 0 35 0 0 37 0 0
0 16 8 0 187 94 0 238 119 0 53 0
0 0 58 0 0 17 0 0 18 0 0 37
72 17 72 18 204 120 38 259 149 40 58 40
8 8 8 8 8 8 8 8 8 8 8 8

0.152 0.034 0.13 0.036 0.372 0.216 0.073 0.458 0.26 0.086 0.115 0.073

7.639 7.139 6.524 7.07 6.57 6.462 6.879 6.379 6.287 7.696 7.196 6.496 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
468 499 546 505 546 553 519 564 569 464 495 548

5.418 4.918 4.303 4.836 4.336 4.228 4.641 4.141 4.049 5.476 4.976 4.276

0.154 0.034 0.132 0.036 0.374 0.217 0.073 0.459 0.262 0.086 0.117 0.073

11.8 10.2 10.3 10.1 13.2 11 10.2 14.5 11.3 11.2 10.9 9.8

B B B B B B B B B B B A

0.5 0.1 0.4 0.1 1.7 0.8 0.2 2.4 1 0.3 0.4 0.2
1373
HCM 2010 AWSC
19: Country Center St & Riggen Ave
AM Future+Project
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

12.6 B

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 20 301 33 0 35 363 18 0 72 24 58 0 37 53 38
0 20 301 33 0 35 363 18 0 72 24 58 0 37 53 38

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 22 327 36 0 38 395 20 0 78 26 63 0 40 58 41
0 1 2 0 0 1 2 0 0 1 2 0 0 1 1 1

EB WB NB SB

WB EB SB NB
3 3 3 3

SB NB EB WB
3 3 3 3

NB SB WB EB
3 3 3 3

12.8 13.5 11.3 10.9

B B B B
NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
0% 100% 12% 0% 100% 75% 0% 100% 87% 0% 100% 0%
0% 0% 88% 0% 0% 25% 0% 0% 13% 0% 0% 100%
Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop 72 16 66 20 201 133 35 242 139 37 53 38
72 0 0 20 0 0 35 0 0 37 0 0
0 16 8 0 201 100 0 242 121 0 53 0
0 0 58 0 0 33 0 0 18 0 0 38
78 17 72 22 218 145 38 263 151 40 58 41
8 8 8 8 8 8 8 8 8 8 8 8

0.169 0.035 0.133 0.043 0.402 0.26 0.074 0.476 0.27 0.088 0.118 0.076

7.786 7.286 6.671 7.143 6.643 6.469 7.014 6.514 6.424 7.861 7.361 6.661 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
459 489 534 499 539 552 509 550 556 454 484 534

5.571 5.071 4.456 4.917 4.417 4.243 4.783 4.283 4.193 5.648 5.148 4.448

0.17 0.035 0.135 0.044 0.404 0.263 0.075 0.478 0.272 0.088 0.12 0.077

12.2 10.3 10.5 10.2 13.9 11.5 10.3 15.1 11.6 11.4 11.1 10

B B B B B B B C B B B A

0.6 0.1 0.5 0.1 1.9 1 0.2 2.5 1.1 0.3 0.4 0.2
1374
HCM 2010 AWSC
19: Country Center St & Riggen Ave
AM Future+Project with Mitigationï¿½
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

12.6 B

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 20 301 33 0 35 363 18 0 72 24 58 0 37 53 38
0 20 301 33 0 35 363 18 0 72 24 58 0 37 53 38

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 22 327 36 0 38 395 20 0 78 26 63 0 40 58 41
0 1 2 0 0 1 2 0 0 1 2 0 0 1 1 1

EB WB NB SB

WB EB SB NB
3 3 3 3

SB NB EB WB
3 3 3 3

NB SB WB EB
3 3 3 3

12.8 13.5 11.3 10.9

0.169 0.035 0.133 0.043 0.402 0.26 0.074 0.476 0.27 0.088 0.118 0.076

7.786 7.286 6.671 7.143 6.643 6.469 7.014 6.514 6.424 7.861 7.361 6.661 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
459 489 534 499 539 552 509 550 556 454 484 534

5.571 5.071 4.456 4.917 4.417 4.243 4.783 4.283 4.193 5.648 5.148 4.448

0.17 0.035 0.135 0.044 0.404 0.263 0.075 0.478 0.272 0.088 0.12 0.077

12.2 10.3 10.5 10.2 13.9 11.5 10.3 15.1 11.6 11.4 11.1 10

B B B B B B B C B B B A

0.6 0.1 0.5 0.1 1.9 1 0.2 2.5 1.1 0.3 0.4 0.2
1375
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:19
12 11 10
37 53 37
1 17 18 6
2 281 357 5
3 17 35 4
66 24 58
7 8 9
Major Total:725
Minor High Volume:148
Country Center St
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Country Center St
1376
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:19
12 11 10
38 53 37
1 20 18 6
2 301 363 5
3 33 35 4
72 24 58
7 8 9
Major Total:770
Minor High Volume:154
Country Center St
(Major Street)
Riggen Ave
(Major Street)
Riggen Ave
(Minor Street)
Country Center St
1377
Traffic Study 646-02
Intersection 20
Linwood St & Ferguson Ave
1378
HCM 2010 AWSC
20: Linwood St & Ferguson Ave
PM Future
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

10.9 B

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 54 285 123 0 27 162 33 0 65 45 16 0 18 63 30
0 54 285 123 0 27 162 33 0 65 45 16 0 18 63 30

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 59 310 134 0 29 176 36 0 71 49 17 0 20 68 33
0 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
3 3 1 1

SB NB EB WB
1 1 3 3

NB SB WB EB
1 1 3 3
11 10 11.7 11

B A B B
NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1
52% 100% 0% 0% 100% 0% 0% 16%
36% 0% 100% 44% 0% 100% 62% 57%
13% 0% 0% 56% 0% 0% 38% 27%
Stop Stop Stop Stop Stop Stop Stop Stop
126 54 190 218 27 108 87 111
65 54 0 0 27 0 0 18
45 0 190 95 0 108 54 63
16 0 0 123 0 0 33 30
137 59 207 237 29 117 95 121
7 7 7 7 7 7 7 7

0.254 0.102 0.33 0.353 0.054 0.198 0.152 0.216

6.686 6.264 5.757 5.356 6.575 6.067 5.797 6.455
Yes Yes Yes Yes Yes Yes Yes Yes
537 572 626 671 544 592 618 556

4.431 3.999 3.491 3.091 4.317 3.808 3.538 4.2

0.255 0.103 0.331 0.353 0.053 0.198 0.154 0.218

11.7 9.7 11.3 11 9.7 10.3 9.6 11

B A B B A B A B
1 0.3 1.4 1.6 0.2 0.7 0.5 0.8
1379
HCM 2010 AWSC
20: Linwood St & Ferguson Ave
PM Future+Project
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

10.9 B

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 54 292 123 0 27 166 33 0 65 47 16 0 18 64 30
0 54 292 123 0 27 166 33 0 65 47 16 0 18 64 30

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 59 317 134 0 29 180 36 0 71 51 17 0 20 70 33
0 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
3 3 1 1

SB NB EB WB
1 1 3 3

NB SB WB EB
1 1 3 3

11.1 10 11.8 11.1

B A B B
NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1
51% 100% 0% 0% 100% 0% 0% 16%
37% 0% 100% 44% 0% 100% 63% 57%
12% 0% 0% 56% 0% 0% 37% 27%
Stop Stop Stop Stop Stop Stop Stop Stop
128 54 195 220 27 111 88 112
65 54 0 0 27 0 0 18
47 0 195 97 0 111 55 64
16 0 0 123 0 0 33 30
139 59 212 239 29 120 96 122
7 7 7 7 7 7 7 7

0.26 0.103 0.34 0.358 0.054 0.204 0.155 0.22

6.716 6.288 5.78 5.384 6.605 6.096 5.83 6.491
Yes Yes Yes Yes Yes Yes Yes Yes
534 570 622 668 542 588 614 553

4.466 4.028 3.52 3.123 4.352 3.844 3.578 4.242

0.26 0.104 0.341 0.358 0.054 0.204 0.156 0.221

11.8 9.8 11.5 11.1 9.7 10.4 9.7 11.1

B A B B A B A B
1 0.3 1.5 1.6 0.2 0.8 0.5 0.8
1380
HCM 2010 AWSC
20: Linwood St & Ferguson Ave
PM Future+Project with Mitigationï¿½
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

10.9 B

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 54 292 123 0 27 166 33 0 65 47 16 0 18 64 30
0 54 292 123 0 27 166 33 0 65 47 16 0 18 64 30

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 59 317 134 0 29 180 36 0 71 51 17 0 20 70 33
0 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
3 3 1 1

SB NB EB WB
1 1 3 3

NB SB WB EB
1 1 3 3

11.1 10 11.8 11.1

0.26 0.103 0.34 0.358 0.054 0.204 0.155 0.22

6.716 6.288 5.78 5.384 6.605 6.096 5.83 6.491
Yes Yes Yes Yes Yes Yes Yes Yes
534 570 622 668 542 588 614 553

4.466 4.028 3.52 3.123 4.352 3.844 3.578 4.242

0.26 0.104 0.341 0.358 0.054 0.204 0.156 0.221

11.8 9.8 11.5 11.1 9.7 10.4 9.7 11.1

B A B B A B A B
1 0.3 1.5 1.6 0.2 0.8 0.5 0.8
1381
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:20
12 11 10
30 63 18
1 54 33 6
2 285 162 5
3 123 27 4
65 45 16
7 8 9
Major Total:684
Minor High Volume:126
Linwood St
(Major Street)
(Major Street)
Ferguson Ave
(Minor Street)
Linwood St
1382
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:20
12 11 10
30 64 18
1 54 33 6
2 292 166 5
3 123 27 4
65 47 16
7 8 9
Major Total:695
Minor High Volume:128
Linwood St
(Major Street)
(Major Street)
Ferguson Ave
(Minor Street)
Linwood St
1383
HCM 2010 AWSC
20: Linwood St & Ferguson Ave
AM Future
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

17.2 C

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 25 196 106 0 53 292 54 0 145 51 89 0 56 118 56
0 25 196 106 0 53 292 54 0 145 51 89 0 56 118 56

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 27 213 115 0 58 317 59 0 158 55 97 0 61 128 61
0 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
3 3 1 1

SB NB EB WB
1 1 3 3

NB SB WB EB
1 1 3 3

13.9 14.7 23.4 18.8

B B C C
NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1
51% 100% 0% 0% 100% 0% 0% 24%
18% 0% 100% 38% 0% 100% 64% 51%
31% 0% 0% 62% 0% 0% 36% 24%
Stop Stop Stop Stop Stop Stop Stop Stop
285 25 131 171 53 195 151 230
145 25 0 0 53 0 0 56
51 0 131 65 0 195 97 118
89 0 0 106 0 0 54 56
310 27 142 186 58 212 164 250
7 7 7 7 7 7 7 7

0.65 0.062 0.302 0.373 0.129 0.442 0.331 0.53

7.549 8.185 7.665 7.215 8.033 7.514 7.254 7.635
Yes Yes Yes Yes Yes Yes Yes Yes
477 436 467 495 445 478 493 470

5.321 5.966 5.446 4.995 5.81 5.291 5.031 5.413

0.65 0.062 0.304 0.376 0.13 0.444 0.333 0.532

23.4 11.5 13.8 14.3 12 16.2 13.6 18.8

C B B B B C B C

4.6 0.2 1.3 1.7 0.4 2.2 1.4 3
1384
HCM 2010 AWSC
20: Linwood St & Ferguson Ave
AM Future+Project
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

17.5 C

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 25 198 106 0 53 298 54 0 145 52 89 0 56 120 56
0 25 198 106 0 53 298 54 0 145 52 89 0 56 120 56

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 27 215 115 0 58 324 59 0 158 57 97 0 61 130 61
0 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
3 3 1 1

SB NB EB WB
1 1 3 3

NB SB WB EB
1 1 3 3
14 14.9 23.8 19.1

B B C C
NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1
51% 100% 0% 0% 100% 0% 0% 24%
18% 0% 100% 38% 0% 100% 65% 52%
31% 0% 0% 62% 0% 0% 35% 24%
Stop Stop Stop Stop Stop Stop Stop Stop
286 25 132 172 53 199 153 232
145 25 0 0 53 0 0 56
52 0 132 66 0 199 99 120
89 0 0 106 0 0 54 56
311 27 143 187 58 216 167 252
7 7 7 7 7 7 7 7

0.656 0.062 0.307 0.377 0.129 0.453 0.338 0.538

7.593 8.227 7.707 7.258 8.067 7.547 7.291 7.678
Yes Yes Yes Yes Yes Yes Yes Yes
476 433 465 494 442 475 492 469

5.367 6.013 5.492 5.043 5.848 5.329 5.072 5.457

0.653 0.062 0.308 0.379 0.131 0.455 0.339 0.537

23.8 11.6 13.9 14.4 12.1 16.5 13.8 19.1

C B B B B C B C

4.7 0.2 1.3 1.7 0.4 2.3 1.5 3.1
1385
HCM 2010 AWSC
20: Linwood St & Ferguson Ave
AM Future+Project with Mitigationï¿½
2025
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

17.5 C

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 25 198 106 0 53 298 54 0 145 52 89 0 56 120 56
0 25 198 106 0 53 298 54 0 145 52 89 0 56 120 56

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 27 215 115 0 58 324 59 0 158 57 97 0 61 130 61
0 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
3 3 1 1

SB NB EB WB
1 1 3 3

NB SB WB EB
1 1 3 3
14 14.9 23.8 19.1

0.656 0.062 0.307 0.377 0.129 0.453 0.338 0.538

7.593 8.227 7.707 7.258 8.067 7.547 7.291 7.678
Yes Yes Yes Yes Yes Yes Yes Yes
476 433 465 494 442 475 492 469

5.367 6.013 5.492 5.043 5.848 5.329 5.072 5.457

0.653 0.062 0.308 0.379 0.131 0.455 0.339 0.537

23.8 11.6 13.9 14.4 12.1 16.5 13.8 19.1

C B B B B C B C

4.7 0.2 1.3 1.7 0.4 2.3 1.5 3.1
1386
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:20
12 11 10
56 118 56
1 25 54 6
2 196 292 5
3 106 53 4
145 51 89
7 8 9
Major Total:726
Minor High Volume:285
Linwood St
(Major Street)
(Major Street)
Ferguson Ave
(Minor Street)
Linwood St
1387
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project
Intersection #:20
12 11 10
56 120 56
1 25 54 6
2 198 298 5
3 106 53 4
145 52 89
7 8 9
Major Total:734
Minor High Volume:286
Linwood St
(Major Street)
(Major Street)
Ferguson Ave
(Minor Street)
Linwood St
1388
Traffic Study 646-02
Intersection 21
Demaree St & Ferguson Ave
1389
HCM 2010 Signalized Intersection Summary
21: Demaree St & Ferguson Ave
PM Future
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
64 178 58 112 105 32 72 801 225 35 656 39
64 178 58 112 105 32 72 801 225 35 656 39
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 70 193 63 122 114 35 78 871 245 38 713 42
1 2 0 1 1 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
105 300 95 136 247 188 673 1715 482 64 876 52

0.06 0.11 0.10 0.08 0.13 0.13 0.41 0.63 0.62 0.01 0.09 0.08 1634 2646 839 1634 1863 1420 1634 2720 764 1634 3397 200 70 127 129 122 114 35 78 566 550 38 371 384
1634 1770 1715 1634 1863 1420 1634 1770 1714 1634 1770 1827

5.0 8.2 8.7 8.9 6.8 2.6 3.5 20.9 21.1 2.8 24.7 24.8

1.00 0.49 1.00 1.00 1.00 0.45 1.00 0.11
105 201 194 136 247 188 673 1116 1081 64 457 471

0.67 0.63 0.66 0.90 0.46 0.19 0.12 0.51 0.51 0.59 0.81 0.81 177 360 349 136 332 253 673 1116 1081 72 749 774

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80

54.9 50.8 51.3 54.5 48.1 46.3 21.8 12.0 12.3 58.3 52.0 52.1

7.1 3.3 3.8 47.4 1.3 0.5 0.1 1.7 1.7 8.0 12.1 11.8

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.5 4.2 4.3 5.8 3.6 1.1 1.6 10.6 10.5 1.4 13.7 14.1

62.0 54.1 55.1101.8 49.4 46.8 21.9 13.7 14.0 66.2 64.1 63.9

E D E F D D C B B E E E
326 271 1194 793

56.2 72.7 14.4 64.1

E E B E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.7 79.7 14.0 17.6 53.4 35.0 11.7 19.9

5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3

4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1

4.8 23.1 10.9 10.7 5.5 26.8 7.0 8.8

0.0 5.7 0.0 0.7 4.2 2.9 0.1 0.7

41.0 D
1390
HCM 2010 Signalized Intersection Summary
21: Demaree St & Ferguson Ave
PM Future+Project
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
71 178 58 112 105 37 72 814 225 38 662 43
71 178 58 112 105 37 72 814 225 38 662 43
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 77 193 63 122 114 40 78 885 245 41 720 47
1 2 0 1 1 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
113 300 95 136 238 181 667 1715 474 68 883 58

0.07 0.11 0.10 0.08 0.13 0.13 0.41 0.63 0.62 0.01 0.09 0.08 1634 2646 839 1634 1863 1419 1634 2731 755 1634 3373 220 77 127 129 122 114 40 78 573 557 41 378 389
1634 1770 1715 1634 1863 1419 1634 1770 1716 1634 1770 1824

5.5 8.2 8.7 8.9 6.8 3.0 3.6 21.4 21.6 3.0 25.2 25.2

1.00 0.49 1.00 1.00 1.00 0.44 1.00 0.12
113 201 194 136 238 181 667 1111 1078 68 463 478

0.68 0.63 0.66 0.90 0.48 0.22 0.12 0.52 0.52 0.60 0.81 0.82 177 360 349 136 332 253 667 1111 1078 72 749 772

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80

54.6 50.8 51.3 54.5 48.6 47.0 22.1 12.3 12.5 58.2 52.0 52.0

7.0 3.3 3.8 47.4 1.5 0.6 0.1 1.7 1.8 9.6 11.9 11.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.7 4.2 4.3 5.8 3.6 1.2 1.6 10.9 10.6 1.5 13.9 14.3

61.6 54.1 55.1101.8 50.1 47.6 22.2 14.0 14.3 67.8 63.8 63.6

E D E F D D C B B E E E
333 276 1208 808

56.2 72.6 14.6 63.9

E E B E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.0 79.4 14.0 17.6 53.0 35.4 12.3 19.3

5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3

4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1

5.0 23.6 10.9 10.7 5.6 27.2 7.5 8.8

0.0 5.8 0.0 0.7 4.2 2.9 0.1 0.7

41.2 D
1391
HCM 2010 Signalized Intersection Summary
21: Demaree St & Ferguson Ave
PM Future+Project with Mitigationï¿½
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
71 178 58 112 105 37 72 814 225 38 662 43
71 178 58 112 105 37 72 814 225 38 662 43
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 77 193 63 122 114 40 78 885 245 41 720 47
1 2 0 1 1 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
113 300 95 136 238 181 667 1715 474 68 883 58

5.5 8.2 8.7 8.9 6.8 3.0 3.6 21.4 21.6 3.0 25.2 25.2

1.00 0.49 1.00 1.00 1.00 0.44 1.00 0.12
113 201 194 136 238 181 667 1111 1078 68 463 478

0.68 0.63 0.66 0.90 0.48 0.22 0.12 0.52 0.52 0.60 0.81 0.82 177 360 349 136 332 253 667 1111 1078 72 749 772

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80

54.6 50.8 51.3 54.5 48.6 47.0 22.1 12.3 12.5 58.2 52.0 52.0

7.0 3.3 3.8 47.4 1.5 0.6 0.1 1.7 1.8 9.6 11.9 11.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.7 4.2 4.3 5.8 3.6 1.2 1.6 10.9 10.6 1.5 13.9 14.3

61.6 54.1 55.1101.8 50.1 47.6 22.2 14.0 14.3 67.8 63.8 63.6

E D E F D D C B B E E E
333 276 1208 808

56.2 72.6 14.6 63.9

E E B E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.0 79.4 14.0 17.6 53.0 35.4 12.3 19.3

5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3

4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1

5.0 23.6 10.9 10.7 5.6 27.2 7.5 8.8

0.0 5.8 0.0 0.7 4.2 2.9 0.1 0.7

41.2 D
1392
HCM 2010 Signalized Intersection Summary
21: Demaree St & Ferguson Ave
AM Future
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
41 96 96 174 180 37 73 507 131 38 650 55
41 96 96 174 180 37 73 507 131 38 650 55
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 0.98 1.00 0.98 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 45 104 104 189 196 40 79 551 142 41 707 60
1 2 0 1 1 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
74 195 174 136 277 211 116 1755 451 68 1989 169

0.05 0.11 0.10 0.08 0.15 0.15 0.07 0.63 0.62 0.01 0.20 0.20 1634 1770 1583 1634 1863 1422 1634 2780 714 1634 3303 280 45 104 104 189 196 40 79 350 343 41 379 388
1634 1770 1583 1634 1863 1422 1634 1770 1724 1634 1770 1813

3.2 6.7 7.5 10.0 12.0 3.0 5.7 10.9 11.1 3.0 22.1 22.2

1.00 1.00 1.00 1.00 1.00 0.41 1.00 0.15
74 195 174 136 277 211 116 1117 1088 68 1066 1092

0.61 0.53 0.60 1.39 0.71 0.19 0.68 0.31 0.32 0.60 0.36 0.36 177 360 322 136 332 254 256 1117 1088 72 1066 1092

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75

56.3 50.5 51.5 55.0 48.6 44.8 54.4 10.2 10.3 58.2 28.0 28.0

8.0 2.3 3.2213.3 5.4 0.4 6.8 0.7 0.8 9.1 0.7 0.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.6 3.4 3.5 12.6 6.6 1.2 2.8 5.5 5.5 1.5 11.1 11.4

64.2 52.7 54.7268.3 54.1 45.2 61.2 10.9 11.1 67.3 28.7 28.7

E D D F D D E B B E C C
253 425 772 808

55.6 148.5 16.1 30.7

E F B C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.0 79.8 14.0 17.2 12.5 76.3 9.4 21.8

5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3

4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1

5.0 13.1 12.0 9.5 7.7 24.2 5.2 14.0

0.0 6.8 0.0 1.4 0.1 6.3 0.0 0.9

50.7 D
1393
HCM 2010 Signalized Intersection Summary
21: Demaree St & Ferguson Ave
AM Future+Project
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
43 96 96 174 180 38 73 511 131 43 659 61
43 96 96 174 180 38 73 511 131 43 659 61
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 47 104 104 189 196 41 79 555 142 47 716 66
1 2 0 1 1 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
76 185 165 136 263 200 116 1768 451 72 1992 184

0.05 0.10 0.09 0.08 0.14 0.14 0.07 0.63 0.62 0.01 0.20 0.20 1634 1770 1583 1634 1863 1421 1634 2785 710 1634 3277 302 47 104 104 189 196 41 79 352 345 47 386 396
1634 1770 1583 1634 1863 1421 1634 1770 1725 1634 1770 1809

3.4 6.7 7.6 10.0 12.1 3.1 5.7 10.9 11.1 3.4 22.6 22.6

1.00 1.00 1.00 1.00 1.00 0.41 1.00 0.17
76 185 165 136 263 200 116 1123 1095 72 1076 1100

0.62 0.56 0.63 1.39 0.75 0.20 0.68 0.31 0.32 0.65 0.36 0.36 177 360 322 136 332 253 256 1123 1095 72 1076 1100

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 0.73 0.73

56.2 51.1 52.2 55.0 49.5 45.6 54.4 10.0 10.1 58.2 27.8 27.9

7.9 2.7 3.9213.3 6.8 0.5 6.8 0.7 0.8 14.1 0.7 0.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.7 3.4 3.5 12.6 6.8 1.2 2.8 5.5 5.5 1.8 11.3 11.6

64.0 53.8 56.1268.3 56.2 46.1 61.2 10.7 10.9 72.3 28.5 28.5

E D E F E D E B B E C C
255 426 776 829

56.6 149.4 15.9 31.0

E F B C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.3 80.2 14.0 16.5 12.5 77.0 9.6 20.9

5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3

4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1

5.4 13.1 12.0 9.6 7.7 24.6 5.4 14.1

0.0 7.0 0.0 0.6 0.1 6.4 0.0 0.8

50.8 D
1394
HCM 2010 Signalized Intersection Summary
21: Demaree St & Ferguson Ave
AM Future+Project with Mitigationï¿½
2025
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
646-02
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
43 96 96 174 180 38 73 511 131 43 659 61
43 96 96 174 180 38 73 511 131 43 659 61
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 47 104 104 189 196 41 79 555 142 47 716 66
1 2 0 1 1 1 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
76 185 165 136 263 200 673 1768 451 72 876 81

0.05 0.10 0.09 0.08 0.14 0.14 0.41 0.63 0.62 0.01 0.09 0.08 1634 1770 1583 1634 1863 1421 1634 2785 710 1634 3277 302 47 104 104 189 196 41 79 352 345 47 386 396
1634 1770 1583 1634 1863 1421 1634 1770 1725 1634 1770 1809

3.4 6.7 7.6 10.0 12.1 3.1 3.6 10.9 11.1 3.4 25.7 25.8

1.00 1.00 1.00 1.00 1.00 0.41 1.00 0.17
76 185 165 136 263 200 673 1123 1095 72 473 484

0.62 0.56 0.63 1.39 0.75 0.20 0.12 0.31 0.32 0.65 0.82 0.82 177 360 322 136 332 253 673 1123 1095 72 749 766

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 0.73 0.73

56.2 51.1 52.2 55.0 49.5 45.6 21.8 10.0 10.1 58.2 51.8 51.9

7.9 2.7 3.9213.3 6.8 0.5 0.1 0.7 0.8 14.1 10.9 10.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.7 3.4 3.5 12.6 6.8 1.2 1.6 5.5 5.5 1.8 14.1 14.4

64.0 53.8 56.1268.3 56.2 46.1 21.9 10.7 10.9 72.3 62.7 62.6

E D E F E D C B B E E E
255 426 776 829

56.6 149.4 11.9 63.2

E F B E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.3 80.2 14.0 16.5 53.4 36.1 9.6 20.9

5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3

4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1

5.4 13.1 12.0 9.6 5.6 27.8 5.4 14.1

0.0 3.2 0.0 0.6 2.5 3.0 0.0 0.8

61.1 E
1395
Lanes, Volumes, Timings AM 2031+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 61 29 75 105 37 43
Future Volume (vph) 61 29 75 105 37 43
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.927
Flt Protected 0.980 0.978
Satd. Flow (prot) 1781 0 0 1825 1555 0
Flt Permitted 0.980 0.978
Satd. Flow (perm) 1781 0 0 1825 1555 0
Link Speed (mph) 55 55 45
Link Distance (ft) 1617 5265 2625
Travel Time (s) 20.0 65.3 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 66 32 82 114 40 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 98 0 0 196 87 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.1% ICU Level of Service A Analysis Period (min) 15
1396
HCM 2010 TWSC AM 2031+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 61 29 75 105 37 43
Future Vol, veh/h 61 29 75 105 37 43
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 66 32 82 114 40 47
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 98 0 359 82
Stage 1 - - - - 82 -
Stage 2 - - - - 277 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1495 - 640 978
Stage 1 - - - - 941 -
Stage 2 - - - - 770 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1495 - 602 978
Mov Cap-2 Maneuver - - - - 602 -
Stage 1 - - - - 941 -
Stage 2 - - - - 725 -
Approach EB WB NB
HCM Control Delay, s 0 3.1 10.4

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 759 - - 1495 -
HCM Lane V/C Ratio 0.115 - - 0.055 -
HCM Control Delay (s) 10.4 - - 7.5 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.4 - - 0.2 -
1397
Lanes, Volumes, Timings AM 2031+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 39 51 81 315 208 87
Future Volume (vph) 39 51 81 315 208 87
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.923 0.960
Flt Protected 0.979 0.990
Satd. Flow (prot) 1550 0 0 1844 1788 0
Flt Permitted 0.979 0.990
Satd. Flow (perm) 1550 0 0 1844 1788 0
Link Speed (mph) 55 45 45
Link Distance (ft) 5265 1260 5250
Travel Time (s) 65.3 19.1 79.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 42 55 88 342 226 95
Shared Lane Traffic (%)
Lane Group Flow (vph) 97 0 0 430 321 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
1398
HCM 2010 TWSC AM 2031+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.5
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 39 51 81 315 208 87
Future Vol, veh/h 39 51 81 315 208 87
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 42 55 88 342 226 95
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 791 273 321 0 - 0
Stage 1 273 - - - - -
Stage 2 518 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 358 766 1239 - - -
Stage 1 773 - - - - -
Stage 2 598 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 326 766 1239 - - -
Mov Cap-2 Maneuver 326 - - - - -
Stage 1 773 - - - - -
Stage 2 545 - - - - -
Approach EB NB SB
HCM Control Delay, s 14.3 1.7 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1239 - 483 - -
HCM Lane V/C Ratio 0.071 - 0.203 - -
HCM Control Delay (s) 8.1 0 14.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.8 - -
1399
Lanes, Volumes, Timings AM 2031+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 1 0 0 2
Future Volume (vph) 0 0 1 0 0 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1863 0 0 1770 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 1863 0 0 1770 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 703 2658 404
Travel Time (s) 8.7 33.0 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 1 0 0 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1 2 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
1400
HCM 2010 TWSC AM 2031+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 0 0 1 0 0 2
Future Vol, veh/h 0 0 1 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 1 0 0 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 0 0 2 0
Stage 1 - - - - 0 -
Stage 2 - - - - 2 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - - - 1021 -
Stage 1 - - - - - -
Stage 2 - - - - 1021 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - 1021 -
Mov Cap-2 Maneuver - - - - 1021 -
Stage 1 - - - - - -
Stage 2 - - - - 1021 -
Approach EB WB NB
HCM Control Delay, s 0

HCM LOS -
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - - - -
HCM Lane LOS - - - - -
HCM 95th %tile Q(veh) - - - - -
1401
Lanes, Volumes, Timings AM 2031+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 36 20 3 1 1
Future Volume (vph) 2 36 20 3 1 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.872 0.932
Flt Protected 0.998 0.958
Satd. Flow (prot) 1621 0 0 1785 1736 0
Flt Permitted 0.998 0.958
Satd. Flow (perm) 1621 0 0 1785 1736 0
Link Speed (mph) 55 45 45
Link Distance (ft) 657 433 280
Travel Time (s) 8.1 6.6 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 2 39 22 3 1 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 41 0 0 25 2 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.9% ICU Level of Service A Analysis Period (min) 15
1402
HCM 2010 TWSC AM 2031+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 2 36 20 3 1 1
Future Vol, veh/h 2 36 20 3 1 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 39 22 3 1 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 49 2 2 0 - 0
Stage 1 2 - - - - -
Stage 2 47 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 960 1082 1620 - - -
Stage 1 1021 - - - - -
Stage 2 975 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 947 1082 1620 - - -
Mov Cap-2 Maneuver 947 - - - - -
Stage 1 1021 - - - - -
Stage 2 961 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.5 6.3 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1620 - 1074 - -
HCM Lane V/C Ratio 0.013 - 0.038 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
1403
Lanes, Volumes, Timings AM 2031+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 50 67 362 39 41 306
Future Volume (vph) 50 67 362 39 41 306
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 200 200 350 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.994
Satd. Flow (prot) 1630 1458 1863 1458 0 1852
Flt Permitted 0.950 0.994
Satd. Flow (perm) 1630 1458 1863 1458 0 1852
Link Speed (mph) 55 45 45
Link Distance (ft) 2907 663 433
Travel Time (s) 36.0 10.0 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 54 73 393 42 45 333
Shared Lane Traffic (%)
Lane Group Flow (vph) 54 73 393 42 0 378
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15
1404
HCM 2010 TWSC AM 2031+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 50 67 362 39 41 306
Future Vol, veh/h 50 67 362 39 41 306
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 - - 350 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 54 73 393 42 45 333
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 815 393 0 0 393 0
Stage 1 393 - - - - -
Stage 2 422 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 347 656 - - 1166 -
Stage 1 682 - - - - -
Stage 2 662 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 331 656 - - 1166 -
Mov Cap-2 Maneuver 331 - - - - -
Stage 1 682 - - - - -
Stage 2 631 - - - - -
Approach WB NB SB
HCM Control Delay, s 14.1 0 1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 331 656 1166 -
HCM Lane V/C Ratio - - 0.164 0.111 0.038 -
HCM Control Delay (s) - - 18 11.2 8.2 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.6 0.4 0.1 -
1405
Lanes, Volumes, Timings AM 2031+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 67 13 1 54 26 3
Future Volume (vph) 67 13 1 54 26 3
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Storage Length (ft) 0 125 235 235
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.978 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1822 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1822 0 1630 1863 1630 1458
Link Speed (mph) 55 55 55
Link Distance (ft) 2907 2297 1612
Travel Time (s) 36.0 28.5 20.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 73 14 1 59 28 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 87 0 1 59 28 3
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.3% ICU Level of Service A Analysis Period (min) 15
1406
HCM 2010 TWSC AM 2031+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.7
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 67 13 1 54 26 3
Future Vol, veh/h 67 13 1 54 26 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 235 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 73 14 1 59 28 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 87 0 141 80
Stage 1 - - - - 80 -
Stage 2 - - - - 61 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1509 - 852 980
Stage 1 - - - - 943 -
Stage 2 - - - - 962 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1509 - 851 980
Mov Cap-2 Maneuver - - - - 851 -
Stage 1 - - - - 943 -
Stage 2 - - - - 961 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.3

HCM LOS A
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 851 980 - - 1509 -
HCM Lane V/C Ratio 0.033 0.003 - - 0.001 -
HCM Control Delay (s) 9.4 8.7 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.1 0 - - 0 -
1407
Lanes, Volumes, Timings AM 2031+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 65 53 0 0 0
Future Volume (vph) 0 65 53 0 0 0
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1484 0 0 1770 1863 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 0 1770 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2297 627 473
Travel Time (s) 28.5 7.8 5.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 71 58 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 71 0 0 58 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 24 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.4% ICU Level of Service A Analysis Period (min) 15
1408
HCM 2010 TWSC AM 2031+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 65 53 0 0 0
Future Vol, veh/h 0 65 53 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 71 58 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 71 0 186 0
Stage 1 - - - - 115 -
Stage 2 - - - - 71 -
Critical Hdwy 4.12 - - - 6.52 6.22
Critical Hdwy Stg 1 - - - - 5.52 -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.218 - - - 4.018 3.318
Pot Cap-1 Maneuver - - - - 708 -
Stage 1 - - - - 800 -
Stage 2 - - - - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 0 -
Mov Cap-2 Maneuver - - - - 0 -
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Approach EB NB SB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBL EBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 - 0
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - - - -
1409
Lanes, Volumes, Timings AM 2031+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 78 0 9 1 128 46 6 156 0
Future Volume (vph) 0 0 0 78 0 9 1 128 46 6 156 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.986 0.964
Flt Protected 0.957 0.998
Satd. Flow (prot) 0 1863 0 0 1758 0 0 1796 0 0 1859 0
Flt Permitted 0.957 0.998
Satd. Flow (perm) 0 1863 0 0 1758 0 0 1796 0 0 1859 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 341 2586 2647 2625
Travel Time (s) 4.2 32.1 40.1 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 85 0 10 1 139 50 7 170 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 95 0 0 190 0 0 177 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
1410
HCM 2010 AWSC AM 2031+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 0 0 0 0 78 0 9 0 1 128 46
Future Vol, veh/h 0 0 0 0 0 78 0 9 0 1 128 46
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 85 0 10 0 1 139 50
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 0 8.6 8.4

HCM LOS - A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 1% 0% 90% 4%
Vol Thru, % 73% 100% 0% 96%
Vol Right, % 26% 0% 10% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 175 0 87 162
LT Vol 1 0 78 6
Through Vol 128 0 0 156
RT Vol 46 0 9 0
Lane Flow Rate 190 0 95 176
Geometry Grp 1 1 1 1
Degree of Util (X) 0.222 0 0.127 0.214
Departure Headway (Hd) 4.204 4.865 4.85 4.375
Convergence, Y/N Yes Yes Yes Yes
Cap 856 0 740 822
Service Time 2.217 2.892 2.871 2.389
HCM Lane V/C Ratio 0.222 0 0.128 0.214
HCM Control Delay 8.4 7.9 8.6 8.6
HCM Lane LOS A N A A
HCM 95th-tile Q 0.8 0 0.4 0.8
1411
HCM 2010 AWSC AM 2031+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 6 156 0
Future Vol, veh/h 0 6 156 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 7 170 0
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 8.6

HCM LOS A
Lane
1412
Lanes, Volumes, Timings AM 2031+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 37 0 0 65 46 0 0 0 82 0 22
Future Volume (vph) 12 37 0 0 65 46 0 0 0 82 0 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.944 0.971
Flt Protected 0.988 0.962
Satd. Flow (prot) 0 1840 0 0 1758 0 0 1863 0 0 1740 0
Flt Permitted 0.988 0.962
Satd. Flow (perm) 0 1840 0 0 1758 0 0 1863 0 0 1740 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2586 388 731 574
Travel Time (s) 32.1 4.8 9.1 7.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 40 0 0 71 50 0 0 0 89 0 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 53 0 0 121 0 0 0 0 0 113 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.8% ICU Level of Service A Analysis Period (min) 15
1413
HCM 2010 TWSC AM 2031+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 12 37 0 0 65 46 0 0 0 82 0 22
Future Vol, veh/h 12 37 0 0 65 46 0 0 0 82 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 13 40 0 0 71 50 0 0 0 89 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 250 190 12 210 202 0 24 0 0 0 0 0
Stage 1 190 190 - 0 0 - - - - - - -
Stage 2 60 0 - 210 202 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 703 705 1069 747 694 - 1591 - - - - - Stage 1 812 743 - - - - - - - - - -
Stage 2 951 - - 792 734 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - 705 1069 714 694 - 1591 - - - - -
Mov Cap-2 Maneuver - 705 - 714 694 - - - - - - -
Stage 1 812 743 - - - - - - - - - -
Stage 2 951 - - 749 734 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0

HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1591 - - - - - - -
HCM Lane V/C Ratio - - - - - - - -
HCM Control Delay (s) 0 - - - - - - -
HCM Lane LOS A - - - - - - -
HCM 95th %tile Q(veh) 0 - - - - - - -
1414
Lanes, Volumes, Timings AM 2031+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 5 119 76 22 38 10
Future Volume (vph) 5 119 76 22 38 10
Ideal Flow (vphpl) 1750 1900 1900 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.970 0.971
Flt Protected 0.998 0.962
Satd. Flow (prot) 0 1859 1807 0 1603 0
Flt Permitted 0.998 0.962
Satd. Flow (perm) 0 1859 1807 0 1603 0
Link Speed (mph) 55 55 55
Link Distance (ft) 640 493 546
Travel Time (s) 7.9 6.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 129 83 24 41 11
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 134 107 0 52 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.00 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.3% ICU Level of Service A Analysis Period (min) 15
1415
HCM 2010 TWSC AM 2031+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 5 119 76 22 38 10
Future Vol, veh/h 5 119 76 22 38 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 129 83 24 41 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 107 0 - 0 235 95
Stage 1 - - - - 95 -
Stage 2 - - - - 140 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1484 - - - 753 962
Stage 1 - - - - 929 -
Stage 2 - - - - 887 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1484 - - - 750 962
Mov Cap-2 Maneuver - - - - 750 -
Stage 1 - - - - 929 -
Stage 2 - - - - 883 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1484 - - - 786
HCM Lane V/C Ratio 0.004 - - - 0.066
HCM Control Delay (s) 7.4 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
1416
Lanes, Volumes, Timings AM 2031+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 7 143 81 7 12 13
Future Volume (vph) 7 143 81 7 12 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.989 0.930
Flt Protected 0.998 0.976
Satd. Flow (prot) 0 1859 1842 0 1691 0
Flt Permitted 0.998 0.976
Satd. Flow (perm) 0 1859 1842 0 1691 0
Link Speed (mph) 55 55 55
Link Distance (ft) 493 1158 326
Travel Time (s) 6.1 14.4 4.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 8 155 88 8 13 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 163 96 0 27 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15
1417
HCM 2010 TWSC AM 2031+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 7 143 81 7 12 13
Future Vol, veh/h 7 143 81 7 12 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 155 88 8 13 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 96 0 - 0 263 92
Stage 1 - - - - 92 -
Stage 2 - - - - 171 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1498 - - - 726 965
Stage 1 - - - - 932 -
Stage 2 - - - - 859 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1498 - - - 722 965
Mov Cap-2 Maneuver - - - - 722 -
Stage 1 - - - - 932 -
Stage 2 - - - - 854 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.5

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1498 - - - 831
HCM Lane V/C Ratio 0.005 - - - 0.033
HCM Control Delay (s) 7.4 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
1418
Lanes, Volumes, Timings AM 2031+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 112 90 382 264 4
Future Volume (vph) 0 112 90 382 264 4
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Storage Length (ft) 0 0 175 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.950
Satd. Flow (prot) 1484 0 1630 3539 1859 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 1630 3539 1859 0
Link Speed (mph) 55 45 45
Link Distance (ft) 1158 791 663
Travel Time (s) 14.4 12.0 10.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 122 98 415 287 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 122 0 98 415 291 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15
1419
HCM 2010 TWSC AM 2031+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 112 90 382 264 4
Future Vol, veh/h 0 112 90 382 264 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 122 98 415 287 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 692 289 291 0 - 0
Stage 1 289 - - - - -
Stage 2 403 - - - - -
Critical Hdwy 6.63 6.23 4.12 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.218 - - -
Pot Cap-1 Maneuver 394 749 1271 - - -
Stage 1 759 - - - - -
Stage 2 644 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 364 749 1271 - - -
Mov Cap-2 Maneuver 364 - - - - -
Stage 1 759 - - - - -
Stage 2 594 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.7 1.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1271 - 749 - -
HCM Lane V/C Ratio 0.077 - 0.163 - -
HCM Control Delay (s) 8.1 - 10.7 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 0.6 - -
1420
Lanes, Volumes, Timings AM 2031+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 137 37 525 92 12 510
Future Volume (vph) 137 37 525 92 12 510
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor
Frt 0.850 0.978
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3461 0 1630 3539
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 3461 0 1630 3539
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 149 40 571 100 13 554
Shared Lane Traffic (%)
Lane Group Flow (vph) 149 40 671 0 13 554
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15
1421
HCM 2010 TWSC AM 2031+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 137 37 525 92 12 510
Future Vol, veh/h 137 37 525 92 12 510
Conflicting Peds, #/hr 5 5 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 105 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 149 40 571 100 13 554
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 929 340 0 0 676 0
Stage 1 626 - - - - -
Stage 2 303 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 266 656 - - 911 -
Stage 1 495 - - - - -
Stage 2 723 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 261 653 - - 911 -
Mov Cap-2 Maneuver 261 - - - - -
Stage 1 493 - - - - -
Stage 2 713 - - - - -
Approach WB NB SB
HCM Control Delay, s 30.3 0 0.2

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 261 653 911 -
HCM Lane V/C Ratio - - 0.571 0.062 0.014 -
HCM Control Delay (s) - - 35.6 10.9 9 -
HCM Lane LOS - - E B A -
HCM 95th %tile Q(veh) - - 3.2 0.2 0 -
1422
Lanes, Volumes, Timings AM 2031+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 30 16 9 38 2 15 33 26 3 48 33
Future Volume (vph) 1 30 16 9 38 2 15 33 26 3 48 33
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. 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 Ped Bike Factor
Frt 0.955 0.995 0.953 0.947
Flt Protected 0.999 0.991 0.990 0.998
Satd. Flow (prot) 0 1777 0 0 1837 0 0 1757 0 0 1760 0
Flt Permitted 0.999 0.991 0.990 0.998
Satd. Flow (perm) 0 1777 0 0 1837 0 0 1757 0 0 1760 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 858 508 1674 1612
Travel Time (s) 10.6 6.3 20.8 20.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 33 17 10 41 2 16 36 28 3 52 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 51 0 0 53 0 0 80 0 0 91 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
Intersection Capacity Utilization 25.9% ICU Level of Service A Analysis Period (min) 15
1423
Lanes, Volumes, Timings AM 2031+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 0 22 5 596 34 24 494 0
Future Volume (vph) 0 0 0 23 0 22 5 596 34 24 494 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.934 0.992
Flt Protected 0.975 0.998
Satd. Flow (prot) 0 1863 0 0 1696 0 0 3511 0 0 3532 0
Flt Permitted 0.975 0.998
Satd. Flow (perm) 0 1863 0 0 1696 0 0 3511 0 0 3532 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 25 0 24 5 648 37 26 537 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 49 0 0 690 0 0 563 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.4% ICU Level of Service A Analysis Period (min) 15
1424
HCM 2010 TWSC AM 2031+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 23 0 22 5 596 34 24 494 0
Future Vol, veh/h 0 0 0 23 0 22 5 596 34 24 494 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 25 0 24 5 648 37 26 537 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 924 1285 268 998 1266 342 537 0 0 685 0 0 Stage 1 589 589 - 677 677 - - - - - - -
Stage 2 335 696 - 321 589 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 224 163 730 198 168 654 1027 - - 904 - - Stage 1 461 494 - 409 450 - - - - - - -
Stage 2 653 441 - 665 494 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 208 155 730 191 160 654 1027 - - 904 - - Mov Cap-2 Maneuver 208 155 - 191 160 - - - - - - -
Stage 1 457 474 - 406 446 - - - - - - -
Stage 2 624 437 - 638 474 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 19.8 0.1 0.6

HCM LOS A C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1027 - - - 292 904 - -
HCM Lane V/C Ratio 0.005 - - - 0.168 0.029 - -
HCM Control Delay (s) 8.5 0 - 0 19.8 9.1 0.2 -
HCM Lane LOS A A - A C A A -
HCM 95th %tile Q(veh) 0 - - - 0.6 0.1 - -
1425
Lanes, Volumes, Timings AM 2031+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 102 250 37 183 436 108 38 209 134 77 278 103 Future Volume (vph) 102 250 37 183 436 108 38 209 134 77 278 103 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 305 305 305 305 305 305 300 155
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 0.97 0.97 0.97
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 3539 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1431 1630 1863 1414 1630 1863 1411 1630 3539 1411 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 172 182 182
Link Speed (mph) 55 50 45 45
Link Distance (ft) 2597 2655 816 2647
Travel Time (s) 32.2 36.2 12.4 40.1
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 111 272 40 199 474 117 41 227 146 84 302 112 Shared Lane Traffic (%)
Lane Group Flow (vph) 111 272 40 199 474 117 41 227 146 84 302 112 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
1426
Lanes, Volumes, Timings AM 2031+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 38.4 38.4 9.7 38.4 38.4 9.3 35.6 35.6 9.3 35.6 35.6 Total Split (s) 10.0 50.0 50.0 23.0 63.0 63.0 9.3 37.0 37.0 10.0 37.7 37.7 Total Split (%) 8.3% 41.7% 41.7% 19.2% 52.5% 52.5% 7.8% 30.8% 30.8% 8.3% 31.4% 31.4% Maximum Green (s) 4.0 44.0 44.0 17.3 57.3 57.3 4.0 31.7 31.7 4.7 32.4 32.4 Yellow Time (s) 5.0 5.0 5.0 4.7 4.7 4.7 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Min C-Min None C-Min C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.4 25.4 25.7 25.7 23.3 23.3 23.3 23.3 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5
Act Effct Green (s) 12.2 25.5 25.5 27.5 40.8 40.8 9.0 37.7 37.7 13.3 44.3 44.3 Actuated g/C Ratio 0.10 0.21 0.21 0.23 0.34 0.34 0.08 0.31 0.31 0.11 0.37 0.37 v/c Ratio 0.67 0.69 0.09 0.53 0.75 0.20 0.34 0.39 0.26 0.47 0.23 0.18 Control Delay 73.9 52.1 0.4 39.6 35.1 1.3 60.5 35.4 3.2 59.9 28.7 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.9 52.1 0.4 39.6 35.1 1.3 60.5 35.4 3.2 59.9 28.7 0.8

LOS E D A D D A E D A E C A
Approach Delay 52.9 31.2 26.5 27.7
Approach LOS D C C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 95
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 33.8 Intersection LOS: C
Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 16: Akers St & Riggen Ave
1427
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 250 37 183 436 108 38 209 134 77 278 103 Future Volume (veh/h) 102 250 37 183 436 108 38 209 134 77 278 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj (A_pbT) 1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 Adj Flow Rate, veh/h 111 272 40 199 474 117 41 227 146 84 302 112 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn InfluenYesce Yes Yes Yes
Cap, veh/h 82 366 280 248 556 422 68 317 239 569 1687 677 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.05 0.20 0.20 0.15 0.30 0.30 0.04 0.17 0.17 0.35 0.48 0.48 Ln Grp Delay, s/veh 279.0 48.4 27.3 65.0 43.9 4.7 68.7 60.0 57.3 27.0 18.2 18.4 Ln Grp LOS F D C E D A E E E C B B
Approach Vol, veh/h 423 790 414 498
Approach Delay, s/veh 106.9 43.4 59.9 19.7
Approach LOS F D E B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 5 6 7 8
Case No 3.0 2.0 3.0 2.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 24.4 45.8 27.6 22.2 9.0 61.2 10.0 39.8 Change Period (Y+Rc), s 5.3 5.3 6.0 5.7 5.3 5.3 6.0 5.7 Max Green (Gmax), s 31.7 4.7 44.0 17.3 4.0 32.4 4.0 57.3 Max Allow Headway (MAH), s 4.3 4.2 4.0 4.1 4.2 4.2 4.1 4.1 Max Q Clear (g_c+l1), s 15.8 6.2 18.5 16.1 5.0 7.9 8.0 30.7 Green Ext Time (g_e), s 1.3 0.0 1.0 0.5 0.0 2.0 0.0 3.1 Prob of Phs Call (p_c) 1.00 0.94 1.00 1.00 0.75 1.00 0.98 1.00 Prob of Max Out (p_x) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1634 1634 1634 1634
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1863 1863 3539 1863
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1402 1427 1419 1414
Left Lane Group Data
Assigned Mvmt 0 1 0 3 5 0 7 0
Lane Assignment (Prot) (Prot) (Prot) (Prot)
1428
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lanes in Grp 0 1 0 1 1 0 1 0
Grp Vol (v), veh/h 0 84 0 199 41 0 111 0
Grp Sat Flow (s), veh/h/ln 0 1634 0 1634 1634 0 1634 0
Q Serve Time (g_s), s 0.0 4.2 0.0 14.1 3.0 0.0 6.0 0.0
Cycle Q Clear Time (g_c), s 0.0 4.2 0.0 14.1 3.0 0.0 6.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 569 0 248 68 0 82 0
V/C Ratio (X) 0.00 0.15 0.00 0.80 0.60 0.00 1.36 0.00
Avail Cap (c_a), veh/h 0 569 0 259 72 0 82 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 26.9 0.0 49.1 56.5 0.0 57.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 15.8 12.1 0.0 222.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 27.0 0.0 65.0 68.7 0.0 279.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.9 0.0 6.4 1.3 0.0 2.7 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 1.1 0.2 0.0 5.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.9 0.0 7.4 1.6 0.0 7.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.16 0.00 0.62 0.13 0.00 0.64 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 7.3 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 4 0 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 0 2 0 1
Grp Vol (v), veh/h 227 0 272 0 0 302 0 474
Grp Sat Flow (s), veh/h/ln 1863 0 1863 0 0 1770 0 1863
Q Serve Time (g_s), s 13.8 0.0 16.5 0.0 0.0 5.9 0.0 28.7 Cycle Q Clear Time (g_c), s 13.8 0.0 16.5 0.0 0.0 5.9 0.0 28.7 Lane Grp Cap (c), veh/h 317 0 366 0 0 1687 0 556
V/C Ratio (X) 0.72 0.00 0.74 0.00 0.00 0.18 0.00 0.85
Avail Cap (c_a), veh/h 512 0 714 0 0 1687 0 916
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 47.0 0.0 45.4 0.0 0.0 18.0 0.0 39.6 Incr Delay (d2), s/veh 13.0 0.0 3.0 0.0 0.0 0.2 0.0 4.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 60.0 0.0 48.4 0.0 0.0 18.2 0.0 43.9 1st-Term Q (Q1), veh/ln 7.1 0.0 8.5 0.0 0.0 2.9 0.0 14.7 1429
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 1.1 0.0 0.3 0.0 0.0 0.1 0.0 0.7 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 8.3 0.0 8.8 0.0 0.0 2.9 0.0 15.4 %ile Storage Ratio (RQ%) 0.27 0.00 0.09 0.00 0.00 0.03 0.00 0.15 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 14 0 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 0 1 0 1
Grp Vol (v), veh/h 146 0 40 0 0 112 0 117
Grp Sat Flow (s), veh/h/ln 1402 0 1427 0 0 1419 0 1414
Q Serve Time (g_s), s 11.6 0.0 2.3 0.0 0.0 5.4 0.0 2.8
Cycle Q Clear Time (g_c), s 11.6 0.0 2.3 0.0 0.0 5.4 0.0 2.8 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 239 0 280 0 0 677 0 422
V/C Ratio (X) 0.61 0.00 0.14 0.00 0.00 0.17 0.00 0.28
Avail Cap (c_a), veh/h 386 0 547 0 0 677 0 695
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 46.1 0.0 27.1 0.0 0.0 17.8 0.0 4.4 Incr Delay (d2), s/veh 11.2 0.0 0.2 0.0 0.0 0.5 0.0 0.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 57.3 0.0 27.3 0.0 0.0 18.4 0.0 4.7 1st-Term Q (Q1), veh/ln 4.5 0.0 0.9 0.0 0.0 2.1 0.0 1.1 2nd-Term Q (Q2), veh/ln 0.7 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 5.2 0.0 0.9 0.0 0.0 2.2 0.0 1.1 %ile Storage Ratio (RQ%) 0.44 0.00 0.08 0.00 0.00 0.36 0.00 0.09 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 53.7
HCM 2010 LOS D
1430
Lanes, Volumes, Timings AM 2031+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 499 24 41 935 32 45
Future Volume (vph) 499 24 41 935 32 45
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.994 0.921
Flt Protected 0.998 0.980
Satd. Flow (prot) 1852 0 0 1859 1549 0
Flt Permitted 0.998 0.980
Satd. Flow (perm) 1852 0 0 1859 1549 0
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 542 26 45 1016 35 49
Shared Lane Traffic (%)
Lane Group Flow (vph) 568 0 0 1061 84 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15
1431
HCM 2010 TWSC AM 2031+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 499 24 41 935 32 45
Future Vol, veh/h 499 24 41 935 32 45
Conflicting Peds, #/hr 0 0 0 0 5 5
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 542 26 45 1016 35 49
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 573 0 1665 560
Stage 1 - - - - 560 -
Stage 2 - - - - 1105 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1000 - 106 528
Stage 1 - - - - 572 -
Stage 2 - - - - 317 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1000 - 95 526
Mov Cap-2 Maneuver - - - - 95 -
Stage 1 - - - - 570 -
Stage 2 - - - - 284 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 40.6

HCM LOS E
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 182 - - 1000 -
HCM Lane V/C Ratio 0.46 - - 0.045 -
HCM Control Delay (s) 40.6 - - 8.8 0
HCM Lane LOS E - - A A
HCM 95th %tile Q(veh) 2.2 - - 0.1 -
1432
Lanes, Volumes, Timings AM 2031+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 142 345 123 230 427 94 85 423 136 67 586 226 Future Volume (vph) 142 345 123 230 427 94 85 423 136 67 586 226 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 280 155 155 155 255 0 210 0
Storage Lanes 1 1 2 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.99 0.98 1.00 1.00 1.00 0.99 Frt 0.850 0.850 0.963 0.958
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3539 1458 3162 3539 1458 1630 3393 0 1630 3361 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1623 3539 1427 3136 3539 1427 1626 3393 0 1626 3361 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 221 36 53
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2640 2884 2701 1173
Travel Time (s) 36.0 39.3 40.9 17.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 154 375 134 250 464 102 92 460 148 73 637 246 Shared Lane Traffic (%)
Lane Group Flow (vph) 154 375 134 250 464 102 92 608 0 73 883 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 5 3 8 8 1 5 2 1 6
Switch Phase
1433
Lanes, Volumes, Timings AM 2031+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.7 27.0 27.0 9.7 28.4 28.4 9.3 38.4 9.3 38.4 Total Split (s) 27.8 40.2 40.2 19.0 31.4 31.4 12.4 38.4 22.4 48.4 Total Split (%) 23.2% 33.5% 33.5% 15.8% 26.2% 26.2% 10.3% 32.0% 18.7% 40.3% Maximum Green (s) 22.1 34.5 34.5 13.3 25.7 25.7 7.1 33.1 17.1 43.1 Yellow Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.7 -1.7 -1.7 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max C-Max None Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 14.3 14.3 15.7 15.7 26.1 26.1
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Act Effct Green (s) 18.1 42.7 42.7 15.3 39.8 39.8 8.4 27.4 18.7 37.7 Actuated g/C Ratio 0.15 0.36 0.36 0.13 0.33 0.33 0.07 0.23 0.16 0.31 v/c Ratio 0.63 0.30 0.22 0.62 0.40 0.16 0.81 0.76 0.29 0.81 Control Delay 64.6 18.9 2.0 56.7 34.2 0.6 83.2 29.5 48.2 41.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 64.6 18.9 2.0 56.7 34.2 0.6 83.2 29.5 48.2 41.6

LOS E B A E C A F C D D
Approach Delay 26.1 36.9 36.6 42.1
Approach LOS C D D D
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 36.1 Intersection LOS: D
Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 18: Demaree St & Riggen Ave
1434
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 345 123 230 427 94 85 423 136 67 586 226 Future Volume (veh/h) 142 345 123 230 427 94 85 423 136 67 586 226 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj (A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 154 375 134 250 464 102 92 460 148 73 637 246 Adj No. of Lanes 1 2 1 2 2 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn InfluenYesce Yes Yes Yes
Cap, veh/h 202 1378 558 345 1325 537 114 583 186 239 738 285 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.12 0.39 0.39 0.11 0.37 0.37 0.07 0.22 0.21 0.15 0.30 0.29 Ln Grp Delay, s/veh 56.7 25.5 25.7 57.3 27.8 10.3 82.7 49.0 50.1 46.5 49.5 50.5 Ln Grp LOS E C C E C B F D D D D D
Approach Vol, veh/h 663 816 700 956
Approach Delay, s/veh 32.8 34.6 53.9 49.7
Approach LOS C C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 3 4 5 6 7 8
Case No 4.0 2.0 2.0 3.0 2.0 4.0 2.0 3.0
Phs Duration (G+Y+Rc), s 30.7 21.6 17.1 50.7 12.4 39.8 18.9 48.9 Change Period (Y+Rc), s 5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7 Max Green (Gmax), s 33.1 17.1 13.3 34.5 7.1 43.1 22.1 25.7 Max Allow Headway (MAH), s 4.2 4.2 4.1 4.1 4.2 4.2 4.1 4.1 Max Q Clear (g_c+l1), s 22.1 6.8 11.2 10.7 8.7 31.3 12.9 13.3 Green Ext Time (g_e), s 1.9 3.0 0.2 4.7 0.0 3.2 0.3 3.8 Prob of Phs Call (p_c) 1.00 0.91 1.00 1.00 0.95 1.00 0.99 1.00 Prob of Max Out (p_x) 0.11 0.30 1.00 0.00 1.00 0.23 0.02 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1634 3170 1634 1634
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 2626 3539 2473 3539
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 838 1434 955 1433
Left Lane Group Data
Assigned Mvmt 0 1 3 0 5 0 7 0
Lane Assignment (Prot) (Prot) (Prot) (Prot)
1435
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lanes in Grp 0 1 2 0 1 0 1 0
Grp Vol (v), veh/h 0 73 250 0 92 0 154 0
Grp Sat Flow (s), veh/h/ln 0 1634 1585 0 1634 0 1634 0
Q Serve Time (g_s), s 0.0 4.8 9.2 0.0 6.7 0.0 10.9 0.0
Cycle Q Clear Time (g_c), s 0.0 4.8 9.2 0.0 6.7 0.0 10.9 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 239 345 0 114 0 202 0
V/C Ratio (X) 0.00 0.31 0.72 0.00 0.80 0.00 0.76 0.00
Avail Cap (c_a), veh/h 0 251 396 0 114 0 324 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.81 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 45.8 51.7 0.0 55.0 0.0 50.9 0.0 Incr Delay (d2), s/veh 0.0 0.7 5.5 0.0 27.7 0.0 5.8 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 46.5 57.3 0.0 82.7 0.0 56.7 0.0 1st-Term Q (Q1), veh/ln 0.0 2.2 4.0 0.0 3.0 0.0 5.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 0.9 0.0 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.2 4.3 0.0 3.9 0.0 5.3 0.0 %ile Storage Ratio (RQ%) 0.00 0.27 0.70 0.00 0.39 0.00 0.48 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 0 2 0 1 0 2
Grp Vol (v), veh/h 309 0 0 375 0 456 0 464
Grp Sat Flow (s), veh/h/ln 1770 0 0 1770 0 1770 0 1770
Q Serve Time (g_s), s 19.7 0.0 0.0 8.7 0.0 29.2 0.0 11.3 Cycle Q Clear Time (g_c), s 19.7 0.0 0.0 8.7 0.0 29.2 0.0 11.3 Lane Grp Cap (c), veh/h 393 0 0 1378 0 528 0 1325
V/C Ratio (X) 0.79 0.00 0.00 0.27 0.00 0.86 0.00 0.35
Avail Cap (c_a), veh/h 507 0 0 1378 0 655 0 1325
Upstream Filter (I) 0.81 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 44.0 0.0 0.0 25.0 0.0 39.8 0.0 27.0 Incr Delay (d2), s/veh 5.0 0.0 0.0 0.5 0.0 9.7 0.0 0.7
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 49.0 0.0 0.0 25.5 0.0 49.5 0.0 27.8 1st-Term Q (Q1), veh/ln 9.6 0.0 0.0 4.2 0.0 14.3 0.0 5.5 1436
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.5 0.0 0.0 0.1 0.0 1.4 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 10.2 0.0 0.0 4.3 0.0 15.7 0.0 5.7 %ile Storage Ratio (RQ%) 0.10 0.00 0.00 0.04 0.00 0.37 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 0 14 0 16 0 18
Lane Assignment T+R R T+R R
Lanes in Grp 1 0 0 1 0 1 0 1
Grp Vol (v), veh/h 299 0 0 134 0 427 0 102
Grp Sat Flow (s), veh/h/ln 1694 0 0 1434 0 1658 0 1433
Q Serve Time (g_s), s 20.1 0.0 0.0 7.6 0.0 29.3 0.0 3.5 Cycle Q Clear Time (g_c), s 20.1 0.0 0.0 7.6 0.0 29.3 0.0 3.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.49 0.00 0.00 1.00 0.00 0.58 0.00 1.00 Lane Grp Cap (c), veh/h 376 0 0 558 0 495 0 537
V/C Ratio (X) 0.80 0.00 0.00 0.24 0.00 0.86 0.00 0.19
Avail Cap (c_a), veh/h 486 0 0 558 0 614 0 537
Upstream Filter (I) 0.81 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 44.4 0.0 0.0 24.7 0.0 40.2 0.0 9.5 Incr Delay (d2), s/veh 5.7 0.0 0.0 1.0 0.0 10.3 0.0 0.8 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 50.1 0.0 0.0 25.7 0.0 50.5 0.0 10.3 1st-Term Q (Q1), veh/ln 9.4 0.0 0.0 3.0 0.0 13.4 0.0 1.4 2nd-Term Q (Q2), veh/ln 0.6 0.0 0.0 0.2 0.0 1.4 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 10.0 0.0 0.0 3.1 0.0 14.9 0.0 1.5 %ile Storage Ratio (RQ%) 0.10 0.00 0.00 0.52 0.00 0.35 0.00 0.25 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 43.1
HCM 2010 LOS D
Notes
User approved changes to right turn type.
1437
Lanes, Volumes, Timings AM 2031+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 26 357 53 39 418 20 91 27 64 41 59 45 Future Volume (vph) 26 357 53 39 418 20 91 27 64 41 59 45 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor
Frt 0.980 0.993 0.894 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3468 0 1630 3514 0 1630 3164 0 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3468 0 1630 3514 0 1630 3164 0 1630 1863 1458 Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 28 388 58 42 454 22 99 29 70 45 64 49
Shared Lane Traffic (%)
Lane Group Flow (vph) 28 446 0 42 476 0 99 99 0 45 64 49 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15
1438
HCM 2010 AWSC AM 2031+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 15.1
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 26 357 53 0 39 418 20 0 91 27 64
Future Vol, veh/h 0 26 357 53 0 39 418 20 0 91 27 64
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 28 388 58 0 42 454 22 0 99 29 70
Number of Lanes 0 1 2 0 0 1 2 0 0 1 2 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 3
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 3 3 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 3 3 3
HCM Control Delay 15.5 16.8 12.6

HCM LOS C C B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 12% 0% 100% 69% 0% 100% 87% 0% 100% Vol Right, % 0% 0% 88% 0% 0% 31% 0% 0% 13% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 91 18 73 26 238 172 39 279 159 41 59 LT Vol 91 0 0 26 0 0 39 0 0 41 0
Through Vol 0 18 9 0 238 119 0 279 139 0 59
RT Vol 0 0 64 0 0 53 0 0 20 0 0
Lane Flow Rate 99 20 79 28 259 187 42 303 173 45 64
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.232 0.043 0.162 0.06 0.515 0.361 0.089 0.595 0.336 0.106 0.144 Departure Headway (Hd) 8.451 7.951 7.337 7.67 7.17 6.954 7.575 7.075 6.987 8.574 8.074 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 425 451 489 467 504 518 474 512 514 418 444
Service Time 6.196 5.696 5.082 5.408 4.908 4.693 5.313 4.813 4.726 6.32 5.82 HCM Lane V/C Ratio 0.233 0.044 0.162 0.06 0.514 0.361 0.089 0.592 0.337 0.108 0.144 HCM Control Delay 13.7 11.1 11.5 10.9 17.3 13.6 11.1 19.7 13.2 12.3 12.2 HCM Lane LOS B B B B C B B C B B B
HCM 95th-tile Q 0.9 0.1 0.6 0.2 2.9 1.6 0.3 3.8 1.5 0.4 0.5 1439
HCM 2010 AWSC AM 2031+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 41 59 45
Future Vol, veh/h 0 41 59 45
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 45 64 49
Number of Lanes 0 1 1 1
Approach SB
Opposing Approach NB
Opposing Lanes 3
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 11.8

HCM LOS B
Lane SBLn3
1440
Lanes, Volumes, Timings AM 2031+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 239 126 63 357 65 173 61 106 67 144 67 Future Volume (vph) 30 239 126 63 357 65 173 61 106 67 144 67 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 150 0 150 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.948 0.977 0.958 0.967
Flt Protected 0.950 0.950 0.975 0.988
Satd. Flow (prot) 1630 3355 0 1630 3458 0 0 1740 0 0 1780 0 Flt Permitted 0.950 0.950 0.975 0.988
Satd. Flow (perm) 1630 3355 0 1630 3458 0 0 1740 0 0 1780 0 Link Speed (mph) 55 45 55 55
Link Distance (ft) 259 2655 897 1333
Travel Time (s) 3.2 40.2 11.1 16.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 260 137 68 388 71 188 66 115 73 157 73 Shared Lane Traffic (%)
Lane Group Flow (vph) 33 397 0 68 459 0 0 369 0 0 303 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15
1441
HCM 2010 AWSC AM 2031+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 29.5
Intersection LOS D
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 30 239 126 0 63 357 65 0 173 61 106 Future Vol, veh/h 0 30 239 126 0 63 357 65 0 173 61 106 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 33 260 137 0 68 388 71 0 188 66 115
Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 3
HCM Control Delay 18.9 21.3 50.6

HCM LOS C C F
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 51% 100% 0% 0% 100% 0% 0% 24%
Vol Thru, % 18% 0% 100% 39% 0% 100% 65% 52%
Vol Right, % 31% 0% 0% 61% 0% 0% 35% 24%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 340 30 159 206 63 238 184 278
LT Vol 173 30 0 0 63 0 0 67
Through Vol 61 0 159 80 0 238 119 144
RT Vol 106 0 0 126 0 0 65 67
Lane Flow Rate 370 33 173 224 68 259 200 302
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.889 0.086 0.429 0.526 0.176 0.628 0.471 0.74 Departure Headway (Hd) 8.656 9.454 8.926 8.473 9.262 8.735 8.474 8.814 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 418 378 402 425 386 411 424 411
Service Time 6.423 7.231 6.702 6.249 7.038 6.511 6.25 6.587 HCM Lane V/C Ratio 0.885 0.087 0.43 0.527 0.176 0.63 0.472 0.735 HCM Control Delay 50.6 13.1 18.3 20.3 14 25.3 18.6 33
HCM Lane LOS F B C C B D C D
HCM 95th-tile Q 9.2 0.3 2.1 3 0.6 4.2 2.5 5.9
1442
HCM 2010 AWSC AM 2031+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 67 144 67
Future Vol, veh/h 0 67 144 67
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 73 157 73
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 33

HCM LOS D
Lane
1443
Lanes, Volumes, Timings AM 2031+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 104 104 189 195 44 102 693 181 52 781 73 Future Volume (vph) 50 104 104 189 195 44 102 693 181 52 781 73 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 210 0 300 160 200 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.96 0.99 1.00
Frt 0.925 0.850 0.969 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3274 0 1630 1863 1458 1630 3416 0 1630 3493 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3274 0 1621 1863 1401 1618 3416 0 1630 3493 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 113 165 42 10
Link Speed (mph) 45 45 45 45
Link Distance (ft) 2655 1321 2631 2701
Travel Time (s) 40.2 20.0 39.9 40.9
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 54 113 113 205 212 48 111 753 197 57 849 79 Shared Lane Traffic (%)
Lane Group Flow (vph) 54 226 0 205 212 48 111 950 0 57 928 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
1444
Lanes, Volumes, Timings AM 2031+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.3 28.4 9.3 22.5 22.5 9.3 37.0 9.3 23.3 Total Split (s) 17.0 28.4 14.0 25.4 25.4 22.8 68.3 9.3 54.8 Total Split (%) 14.2% 23.7% 11.7% 21.2% 21.2% 19.0% 56.9% 7.8% 45.7% Maximum Green (s) 11.7 23.1 8.7 20.1 20.1 17.5 63.0 4.0 49.5 Yellow Time (s) 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 16.1 0.0 0.0 24.7 0.0
Pedestrian Calls (#/hr) 5 0 0 5 0
Act Effct Green (s) 10.6 12.9 28.3 32.7 32.7 14.5 56.1 9.2 48.4 Actuated g/C Ratio 0.09 0.11 0.24 0.27 0.27 0.12 0.47 0.08 0.40 v/c Ratio 0.38 0.50 0.54 0.42 0.10 0.57 0.59 0.46 0.66
Control Delay 58.1 27.5 48.9 42.1 0.4 60.4 24.0 83.8 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.1 27.5 48.9 42.1 0.4 60.4 24.0 83.8 13.2

LOS E C D D A E C F B
Approach Delay 33.4 40.8 27.8 17.3
Approach LOS C D C B
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 108 (90%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 26.8 Intersection LOS: C
Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 21: Demaree St & Ferguson Ave
1445
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 104 104 189 195 44 102 693 181 52 781 73 Future Volume (veh/h) 50 104 104 189 195 44 102 693 181 52 781 73 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 54 113 113 205 212 48 111 753 197 57 849 79 Adj No. of Lanes 1 2 0 1 1 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn InfluenYesce Yes Yes Yes
Cap, veh/h 85 194 174 139 266 203 152 1737 454 72 1895 176 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Prop Arrive On Green 0.05 0.11 0.10 0.09 0.14 0.14 0.09 0.63 0.62 0.01 0.19 0.19 Ln Grp Delay, s/veh 63.3 53.5 55.9 302.0 60.0 46.2 59.6 12.7 12.9 88.9 32.5 32.5 Ln Grp LOS E D E F E D E B B F C C
Approach Vol, veh/h 280 465 1061 985
Approach Delay, s/veh 56.4 165.3 17.7 35.8
Approach LOS E F B D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 4 3 5 6 7 8
Case No 2.0 4.0 4.0 2.0 2.0 4.0 2.0 3.0
Phs Duration (G+Y+Rc), s 9.3 79.3 17.2 14.2 15.2 73.5 10.3 21.1 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green (Gmax), s 4.0 63.0 23.1 8.7 17.5 49.5 11.7 20.1 Max Allow Headway (MAH), s 4.2 4.1 4.3 4.2 4.2 4.1 4.2 4.2 Max Q Clear (g_c+l1), s 6.2 18.9 10.2 12.2 9.9 29.5 5.9 15.2 Green Ext Time (g_e), s 0.0 10.2 0.6 0.0 0.2 8.2 0.0 0.6 Prob of Phs Call (p_c) 0.85 1.00 1.00 1.00 0.98 1.00 0.83 1.00 Prob of Max Out (p_x) 1.00 0.06 0.00 1.00 0.05 0.33 0.15 0.75 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1634 1634 1634 1634
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 2768 1770 3274 1863
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 724 1583 305 1421
Left Lane Group Data
Assigned Mvmt 1 0 0 3 5 0 7 0
Lane Assignment (Prot) (Prot) (Prot) (Prot)
1446
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 57 0 0 205 111 0 54 0
Grp Sat Flow (s), veh/h/ln 1634 0 0 1634 1634 0 1634 0
Q Serve Time (g_s), s 4.2 0.0 0.0 10.2 7.9 0.0 3.9 0.0
Cycle Q Clear Time (g_c), s 4.2 0.0 0.0 10.2 7.9 0.0 3.9 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 72 0 0 139 152 0 85 0
V/C Ratio (X) 0.79 0.00 0.00 1.47 0.73 0.00 0.63 0.00
Avail Cap (c_a), veh/h 72 0 0 139 256 0 177 0
Upstream Filter (I) 0.64 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 58.6 0.0 0.0 54.9 53.0 0.0 55.8 0.0 Incr Delay (d2), s/veh 30.3 0.0 0.0 247.1 6.6 0.0 7.6 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 88.9 0.0 0.0 302.0 59.6 0.0 63.3 0.0 1st-Term Q (Q1), veh/ln 1.9 0.0 0.0 4.6 3.6 0.0 1.8 0.0 2nd-Term Q (Q2), veh/ln 0.6 0.0 0.0 9.6 0.3 0.0 0.2 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 0.0 14.2 3.9 0.0 1.9 0.0 %ile Storage Ratio (RQ%) 0.42 0.00 0.00 1.20 0.49 0.00 0.23 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 16.4 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 4 0 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 1 1 0 0 1 0 1
Grp Vol (v), veh/h 0 481 113 0 0 459 0 212
Grp Sat Flow (s), veh/h/ln 0 1770 1770 0 0 1770 0 1863
Q Serve Time (g_s), s 0.0 16.7 7.3 0.0 0.0 27.5 0.0 13.2 Cycle Q Clear Time (g_c), s 0.0 16.7 7.3 0.0 0.0 27.5 0.0 13.2 Lane Grp Cap (c), veh/h 0 1110 194 0 0 1024 0 266
V/C Ratio (X) 0.00 0.43 0.58 0.00 0.00 0.45 0.00 0.80
Avail Cap (c_a), veh/h 0 1110 360 0 0 1024 0 332
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.64 0.00 1.00 Uniform Delay (d1), s/veh 0.0 11.4 50.8 0.0 0.0 31.6 0.0 49.7 Incr Delay (d2), s/veh 0.0 1.2 2.7 0.0 0.0 0.9 0.0 10.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.7 53.5 0.0 0.0 32.5 0.0 60.0 1st-Term Q (Q1), veh/ln 0.0 8.2 3.6 0.0 0.0 13.5 0.0 6.8 1447
HCM 2010 Signalized Intersection Capacity Analysis AM 2031+Project 21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 0.1 0.0 0.0 0.3 0.0 0.8 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.5 3.7 0.0 0.0 13.8 0.0 7.5 %ile Storage Ratio (RQ%) 0.00 0.08 0.04 0.00 0.00 0.14 0.00 0.15 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 14 0 0 16 0 18
Lane Assignment T+R T+R T+R R
Lanes in Grp 0 1 1 0 0 1 0 1
Grp Vol (v), veh/h 0 469 113 0 0 469 0 48
Grp Sat Flow (s), veh/h/ln 0 1722 1583 0 0 1809 0 1421
Q Serve Time (g_s), s 0.0 16.9 8.2 0.0 0.0 27.5 0.0 3.6 Cycle Q Clear Time (g_c), s 0.0 16.9 8.2 0.0 0.0 27.5 0.0 3.6 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.42 1.00 0.00 0.00 0.17 0.00 1.00 Lane Grp Cap (c), veh/h 0 1081 174 0 0 1047 0 203
V/C Ratio (X) 0.00 0.43 0.65 0.00 0.00 0.45 0.00 0.24
Avail Cap (c_a), veh/h 0 1081 322 0 0 1047 0 253
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.64 0.00 1.00 Uniform Delay (d1), s/veh 0.0 11.6 51.8 0.0 0.0 31.6 0.0 45.6 Incr Delay (d2), s/veh 0.0 1.3 4.1 0.0 0.0 0.9 0.0 0.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.9 55.9 0.0 0.0 32.5 0.0 46.2 1st-Term Q (Q1), veh/ln 0.0 8.0 3.6 0.0 0.0 13.8 0.0 1.4 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.2 0.0 0.0 0.3 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.4 3.8 0.0 0.0 14.1 0.0 1.4 %ile Storage Ratio (RQ%) 0.00 0.08 0.04 0.00 0.00 0.14 0.00 0.23 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 52.5
HCM 2010 LOS D
1448
Lanes, Volumes, Timings AM 2031+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 33 2 0 19 1 0
Future Volume (vph) 33 2 0 19 1 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.865
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 1611 1611 0 0 1770
Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 1611 1611 0 0 1770
Link Speed (mph) 55 55 55
Link Distance (ft) 402 380 404
Travel Time (s) 5.0 4.7 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 36 2 0 21 1 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 36 2 21 0 0 1
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1449
HCM 2010 TWSC AM 2031+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 5.5
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 33 2 0 19 1 0
Future Vol, veh/h 33 2 0 19 1 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 2 0 21 1 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 12 10 0 0 21 0
Stage 1 10 - - - - -
Stage 2 2 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 1008 1071 - - 1595 -
Stage 1 1013 - - - - -
Stage 2 1021 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1007 1071 - - 1595 -
Mov Cap-2 Maneuver 1007 - - - - -
Stage 1 1013 - - - - -
Stage 2 1020 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.4 0 7.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1071 1595 -
HCM Lane V/C Ratio - - 0.002 0.001 -
HCM Control Delay (s) - - 8.4 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
1450
Lanes, Volumes, Timings AM 2031+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 70 2 19 40 1 33
Future Volume (vph) 70 2 19 40 1 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.909
Flt Protected 0.950 0.999
Satd. Flow (prot) 0 1611 1693 0 0 1861
Flt Permitted 0.950 0.999
Satd. Flow (perm) 0 1611 1693 0 0 1861
Link Speed (mph) 55 55 55
Link Distance (ft) 400 574 380
Travel Time (s) 5.0 7.1 4.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 76 2 21 43 1 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 76 2 64 0 0 37
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1451
HCM 2010 TWSC AM 2031+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 70 2 19 40 1 33
Future Vol, veh/h 70 2 19 40 1 33
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 76 2 21 43 1 36
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 80 42 0 0 64 0
Stage 1 42 - - - - -
Stage 2 38 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 922 1029 - - 1538 -
Stage 1 980 - - - - -
Stage 2 984 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 921 1029 - - 1538 -
Mov Cap-2 Maneuver 921 - - - - -
Stage 1 980 - - - - -
Stage 2 983 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.5 0 0.2

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1029 1538 -
HCM Lane V/C Ratio - - 0.002 0.001 -
HCM Control Delay (s) - - 8.5 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
1452
Lanes, Volumes, Timings AM 2031+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 25 94 68 16 29 43
Future Volume (vph) 25 94 68 16 29 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.975 0.865
Flt Protected 0.990 0.950
Satd. Flow (prot) 0 1844 1816 0 0 1611
Flt Permitted 0.990 0.950
Satd. Flow (perm) 0 1844 1816 0 0 1611
Link Speed (mph) 55 55 55
Link Distance (ft) 388 640 353
Travel Time (s) 4.8 7.9 4.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 27 102 74 17 32 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 129 91 0 32 47
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1453
HCM 2010 TWSC AM 2031+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 25 94 68 16 29 43
Future Vol, veh/h 25 94 68 16 29 43
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 27 102 74 17 32 47
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 91 0 - 0 240 83
Stage 1 - - - - 83 -
Stage 2 - - - - 157 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1504 - - - 748 976
Stage 1 - - - - 940 -
Stage 2 - - - - 871 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1504 - - - 734 976
Mov Cap-2 Maneuver - - - - 734 -
Stage 1 - - - - 940 -
Stage 2 - - - - 854 -
Approach EB WB SB
HCM Control Delay, s 1.6 0 8.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1504 - - - 976
HCM Lane V/C Ratio 0.018 - - - 0.048
HCM Control Delay (s) 7.4 0 - - 8.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.2
1454
Lanes, Volumes, Timings AM 2031+Project
3001: Demaree St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 45 45
Link Distance (ft) 2658 280 1260
Travel Time (s) 33.0 4.2 19.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1455
1456
Lanes, Volumes, Timings AM 2031+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 137 37 525 92 34 577
Future Volume (vph) 137 37 525 92 34 577
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor 0.99 0.98
Frt 0.850 0.978
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3461 0 1630 3539
Flt Permitted 0.950 0.391
Satd. Flow (perm) 1618 1428 3461 0 671 3539
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 40 40
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 149 40 571 100 37 627
Shared Lane Traffic (%)
Lane Group Flow (vph) 149 40 671 0 37 627
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Prot Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 8 6
Detector Phase 8 8 2 6 6
Switch Phase
1457
Lanes, Volumes, Timings AM 2031+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 31.0 31.0 59.0 59.0 59.0
Total Split (%) 34.4% 34.4% 65.6% 65.6% 65.6%
Maximum Green (s) 26.5 26.5 54.5 54.5 54.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 13.5 13.5 67.5 67.5 67.5
Actuated g/C Ratio 0.15 0.15 0.75 0.75 0.75
v/c Ratio 0.61 0.16 0.26 0.07 0.24
Control Delay 45.7 11.5 2.9 4.3 4.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.7 11.5 2.9 4.3 4.1

LOS D B A A A
Approach Delay 38.5 2.9 4.1
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 7.8 Intersection LOS: A
Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 13: Demaree St & Shannon Pkwy
1458
HCM 2010 Signalized Intersection Summary AM 2031+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 137 37 525 92 34 577
Future Volume (veh/h) 137 37 525 92 34 577
Number 3 18 2 12 1 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1716 1716 1863 1750 1716 1863
Adj Flow Rate, veh/h 149 40 571 100 37 627
Adj No. of Lanes 1 1 2 0 1 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 189 169 2363 413 631 2775
Arrive On Green 0.12 0.12 1.00 1.00 0.78 0.78
Sat Flow, veh/h 1634 1458 3106 526 703 3632
Grp Volume(v), veh/h 149 40 335 336 37 627
Grp Sat Flow(s),veh/h/ln 1634 1458 1770 1770 703 1770
Q Serve(g_s), s 8.0 2.2 0.0 0.0 1.1 4.2
Cycle Q Clear(g_c), s 8.0 2.2 0.0 0.0 1.1 4.2
Prop In Lane 1.00 1.00 0.30 1.00
Lane Grp Cap(c), veh/h 189 169 1388 1388 631 2775
V/C Ratio(X) 0.79 0.24 0.24 0.24 0.06 0.23
Avail Cap(c_a), veh/h 481 429 1388 1388 631 2775
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.98 0.98 1.00 1.00
Uniform Delay (d), s/veh 38.7 36.2 0.0 0.0 2.2 2.5
Incr Delay (d2), s/veh 7.1 0.7 0.4 0.4 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 0.9 0.2 0.2 0.2 2.1
LnGrp Delay(d),s/veh 45.8 36.9 0.4 0.4 2.4 2.7
LnGrp LOS D D A A A A
Approach Vol, veh/h 189 671 664
Approach Delay, s/veh 43.9 0.4 2.7
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 75.1 75.1 14.9
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 54.5 54.5 26.5
Max Q Clear Time (g_c+I1), s 2.0 6.2 10.0
Green Ext Time (p_c), s 6.8 6.8 0.5
Intersection Summary
HCM 2010 Ctrl Delay 6.8
HCM 2010 LOS A
1459
1460
Lanes, Volumes, Timings AM 2031+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 0 22 5 596 34 24 561 0
Future Volume (vph) 0 0 0 23 0 22 5 596 34 24 561 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.934 0.992
Flt Protected 0.975 0.998
Satd. Flow (prot) 0 1863 0 0 1696 0 0 3511 0 0 3532 0
Flt Permitted 0.839 0.952 0.913
Satd. Flow (perm) 0 1863 0 0 1460 0 0 3342 0 0 3231 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 24 13
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 25 0 24 5 648 37 26 610 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 49 0 0 690 0 0 636 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 28.0 28.0 28.0 28.0 62.0 62.0 62.0 62.0 Total Split (%) 31.1% 31.1% 31.1% 31.1% 68.9% 68.9% 68.9% 68.9% Maximum Green (s) 23.5 23.5 23.5 23.5 57.5 57.5 57.5 57.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
1461
Lanes, Volumes, Timings AM 2031+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 7.3 79.5 79.5
Actuated g/C Ratio 0.08 0.88 0.88
v/c Ratio 0.35 0.23 0.22
Control Delay 30.4 1.7 1.3
Queue Delay 0.0 0.0 0.0
Total Delay 30.4 1.7 1.3

LOS C A A
Approach Delay 30.4 1.7 1.3
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.35
Intersection Signal Delay: 2.6 Intersection LOS: A
Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 15: Demaree St & Flagstaff Ave
1462
HCM 2010 Signalized Intersection Summary AM 2031+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 23 0 22 5 596 34 24 561 0
Future Volume (veh/h) 0 0 0 23 0 22 5 596 34 24 561 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 0 0 0 25 0 24 5 648 37 26 610 0
Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 74 0 90 0 29 46 2859 162 123 2790 0
Arrive On Green 0.00 0.00 0.00 0.04 0.00 0.04 0.86 0.86 0.86 1.00 1.00 0.00 Sat Flow, veh/h 0 1863 0 761 0 730 6 3323 188 93 3327 0 Grp Volume(v), veh/h 0 0 0 49 0 0 364 0 326 331 305 0
Grp Sat Flow(s),veh/h/ln 0 1863 0 1491 0 0 1855 0 1662 1726 1610 0 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 2.9 0.0 0.0 3.0 0.0 3.1 0.0 0.0 0.0 Prop In Lane 0.00 0.00 0.51 0.49 0.01 0.11 0.08 0.00
Lane Grp Cap(c), veh/h 0 74 0 119 0 0 1637 0 1430 1528 1386 0 V/C Ratio(X) 0.00 0.00 0.00 0.41 0.00 0.00 0.22 0.00 0.23 0.22 0.22 0.00 Avail Cap(c_a), veh/h 0 486 0 450 0 0 1637 0 1430 1528 1386 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.70 0.00 0.70 0.96 0.96 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 42.9 0.0 0.0 1.1 0.0 1.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.3 0.0 0.0 0.2 0.0 0.3 0.3 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.3 0.0 0.0 1.6 0.0 1.5 0.1 0.1 0.0 LnGrp Delay(d),s/veh 0.0 0.0 0.0 45.2 0.0 0.0 1.3 0.0 1.3 0.3 0.4 0.0 LnGrp LOS D A A A A
Approach Vol, veh/h 0 49 690 636
Approach Delay, s/veh 0.0 45.2 1.3 0.3
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 81.9 8.1 81.9 8.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 23.5 57.5 23.5
Max Q Clear Time (g_c+I1), s 5.1 0.0 2.0 4.9
Green Ext Time (p_c), s 6.0 0.0 6.0 0.1
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
1463
1464
Lanes, Volumes, Timings AM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 499 24 41 935 32 45
Future Volume (vph) 499 24 41 935 32 45
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.98
Frt 0.994 0.921
Flt Protected 0.998 0.980
Satd. Flow (prot) 1852 0 0 1859 1529 0
Flt Permitted 0.961 0.980
Satd. Flow (perm) 1852 0 0 1790 1521 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 6 49
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 542 26 45 1016 35 49
Shared Lane Traffic (%)
Lane Group Flow (vph) 568 0 0 1061 84 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Number of Detectors 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50
Trailing Detector (ft) 0 0 0 0
Detector 1 Position(ft) 0 0 0 0
Detector 1 Size(ft) 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0
Turn Type NA Perm NA Prot
Protected Phases 4 8 2
Permitted Phases 8
Detector Phase 4 8 8 2
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5
Total Split (s) 67.0 67.0 67.0 23.0
1465
Lanes, Volumes, Timings AM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Total Split (%) 74.4% 74.4% 74.4% 25.6%
Maximum Green (s) 62.5 62.5 62.5 18.5
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 61.3 61.3 19.7
Actuated g/C Ratio 0.68 0.68 0.22
v/c Ratio 0.45 0.87 0.23
Control Delay 7.7 20.8 16.7
Queue Delay 0.0 0.0 0.0
Total Delay 7.7 20.8 16.7

LOS A C B
Approach Delay 7.7 20.8 16.7
Approach LOS A C B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 16.3 Intersection LOS: B
Intersection Capacity Utilization 105.0% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 17: Linwood St & Riggen Ave
1466
HCM 2010 Signalized Intersection Summary AM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 499 24 41 935 32 45
Future Volume (veh/h) 499 24 41 935 32 45
Number 4 14 3 8 5 12
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1750 1750 1863 1716 1750
Adj Flow Rate, veh/h 542 26 45 1016 35 49
Adj No. of Lanes 1 0 0 1 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 1103 53 72 1099 171 239
Arrive On Green 0.63 0.63 0.63 0.63 0.27 0.27
Sat Flow, veh/h 1763 85 48 1756 622 871
Grp Volume(v), veh/h 0 568 1061 0 85 0
Grp Sat Flow(s),veh/h/ln 0 1848 1804 0 1511 0
Q Serve(g_s), s 0.0 14.9 27.4 0.0 3.9 0.0
Cycle Q Clear(g_c), s 0.0 14.9 47.7 0.0 3.9 0.0
Prop In Lane 0.05 0.04 0.41 0.58
Lane Grp Cap(c), veh/h 0 1156 1171 0 414 0
V/C Ratio(X) 0.00 0.49 0.91 0.00 0.21 0.00
Avail Cap(c_a), veh/h 0 1283 1292 0 414 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.84 0.88 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 9.1 15.0 0.0 25.1 0.0
Incr Delay (d2), s/veh 0.0 0.3 8.0 0.0 1.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 7.7 25.9 0.0 1.8 0.0
LnGrp Delay(d),s/veh 0.0 9.4 22.9 0.0 26.2 0.0
LnGrp LOS A C C
Approach Vol, veh/h 568 1061 85
Approach Delay, s/veh 9.4 22.9 26.2
Approach LOS A C C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 29.2 60.8 60.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 62.5 62.5
Max Q Clear Time (g_c+I1), s 5.9 16.9 49.7
Green Ext Time (p_c), s 0.2 10.6 6.6
Intersection Summary
HCM 2010 Ctrl Delay 18.6
HCM 2010 LOS B
Notes
1467
HCM 2010 Signalized Intersection Summary AM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved volume balancing among the lanes for turning movement. 1468
1469
Lanes, Volumes, Timings PM 2031
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 132 24 35 38 35 62
Future Volume (vph) 132 24 35 38 35 62
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.979 0.914
Flt Protected 0.977 0.982
Satd. Flow (prot) 1824 0 0 1820 1540 0
Flt Permitted 0.977 0.982
Satd. Flow (perm) 1824 0 0 1820 1540 0
Link Speed (mph) 55 55 45
Link Distance (ft) 1617 5265 2625
Travel Time (s) 20.0 65.3 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 143 26 38 41 38 67
Shared Lane Traffic (%)
Lane Group Flow (vph) 169 0 0 79 105 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15
1470
HCM 2010 TWSC PM 2031
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.8
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 132 24 35 38 35 62
Future Vol, veh/h 132 24 35 38 35 62
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 143 26 38 41 38 67
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 170 0 274 157
Stage 1 - - - - 157 -
Stage 2 - - - - 117 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1407 - 716 889
Stage 1 - - - - 871 -
Stage 2 - - - - 908 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1407 - 696 889
Mov Cap-2 Maneuver - - - - 696 -
Stage 1 - - - - 871 -
Stage 2 - - - - 883 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 10.1

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 808 - - 1407 -
HCM Lane V/C Ratio 0.13 - - 0.027 -
HCM Control Delay (s) 10.1 - - 7.6 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.4 - - 0.1 -
1471
Lanes, Volumes, Timings PM 2031
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 53 110 33 255 249 27
Future Volume (vph) 53 110 33 255 249 27
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.909 0.987
Flt Protected 0.984 0.994
Satd. Flow (prot) 1535 0 0 1852 1839 0
Flt Permitted 0.984 0.994
Satd. Flow (perm) 1535 0 0 1852 1839 0
Link Speed (mph) 55 45 45
Link Distance (ft) 5265 1260 5250
Travel Time (s) 65.3 19.1 79.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 58 120 36 277 271 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 178 0 0 313 300 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15
1472
HCM 2010 TWSC PM 2031
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 53 110 33 255 249 27
Future Vol, veh/h 53 110 33 255 249 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 58 120 36 277 271 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 634 285 300 0 - 0
Stage 1 285 - - - - -
Stage 2 349 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 443 754 1261 - - -
Stage 1 763 - - - - -
Stage 2 714 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 428 754 1261 - - -
Mov Cap-2 Maneuver 428 - - - - -
Stage 1 763 - - - - -
Stage 2 690 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.4 0.9 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1261 - 604 - -
HCM Lane V/C Ratio 0.028 - 0.293 - -
HCM Control Delay (s) 7.9 0 13.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 1.2 - -
1473
Lanes, Volumes, Timings PM 2031
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 703 2658 404
Travel Time (s) 8.7 33.0 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1474
HCM 2010 TWSC PM 2031
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 0 0 0 0
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - - -
1475
Lanes, Volumes, Timings PM 2031
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 45 45
Link Distance (ft) 657 433 280
Travel Time (s) 8.1 6.6 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1476
HCM 2010 TWSC PM 2031
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 0 0 0 0 - 0
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) - - - - -
1477
Lanes, Volumes, Timings PM 2031
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 28 22 286 121 65 365
Future Volume (vph) 28 22 286 121 65 365
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 200 200 350 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.992
Satd. Flow (prot) 1630 1458 1863 1458 0 1848
Flt Permitted 0.950 0.992
Satd. Flow (perm) 1630 1458 1863 1458 0 1848
Link Speed (mph) 55 45 45
Link Distance (ft) 2907 663 433
Travel Time (s) 36.0 10.0 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 30 24 311 132 71 397
Shared Lane Traffic (%)
Lane Group Flow (vph) 30 24 311 132 0 468
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15
1478
HCM 2010 TWSC PM 2031
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 28 22 286 121 65 365
Future Vol, veh/h 28 22 286 121 65 365
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 - - 350 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 30 24 311 132 71 397
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 849 311 0 0 311 0
Stage 1 311 - - - - -
Stage 2 538 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 331 729 - - 1249 -
Stage 1 743 - - - - -
Stage 2 585 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 307 729 - - 1249 -
Mov Cap-2 Maneuver 307 - - - - -
Stage 1 743 - - - - -
Stage 2 542 - - - - -
Approach WB NB SB
HCM Control Delay, s 14.5 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 307 729 1249 -
HCM Lane V/C Ratio - - 0.099 0.033 0.057 -
HCM Control Delay (s) - - 18 10.1 8.1 0
HCM Lane LOS - - C B A A
HCM 95th %tile Q(veh) - - 0.3 0.1 0.2 -
1479
Lanes, Volumes, Timings PM 2031
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 87 14 5 53 15 10
Future Volume (vph) 87 14 5 53 15 10
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Storage Length (ft) 0 125 235 235
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.982 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1829 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1829 0 1630 1863 1630 1458
Link Speed (mph) 55 55 55
Link Distance (ft) 2907 2297 1612
Travel Time (s) 36.0 28.5 20.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 95 15 5 58 16 11
Shared Lane Traffic (%)
Lane Group Flow (vph) 110 0 5 58 16 11
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 15.4% ICU Level of Service A Analysis Period (min) 15
1480
HCM 2010 TWSC PM 2031
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.4
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 87 14 5 53 15 10
Future Vol, veh/h 87 14 5 53 15 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 235 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 95 15 5 58 16 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 110 0 170 102
Stage 1 - - - - 102 -
Stage 2 - - - - 68 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1480 - 820 953
Stage 1 - - - - 922 -
Stage 2 - - - - 955 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1480 - 817 953
Mov Cap-2 Maneuver - - - - 817 -
Stage 1 - - - - 922 -
Stage 2 - - - - 952 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 9.2

HCM LOS A
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 817 953 - - 1480 -
HCM Lane V/C Ratio 0.02 0.011 - - 0.004 -
HCM Control Delay (s) 9.5 8.8 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.1 0 - - 0 -
1481
Lanes, Volumes, Timings PM 2031
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 90 58 0 0 0
Future Volume (vph) 0 90 58 0 0 0
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1484 0 0 1770 1863 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 0 1770 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2297 627 473
Travel Time (s) 28.5 7.8 5.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 98 63 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 98 0 0 63 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 24 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.2% ICU Level of Service A Analysis Period (min) 15
1482
HCM 2010 TWSC PM 2031
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 90 58 0 0 0
Future Vol, veh/h 0 90 58 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 98 63 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 98 0 224 0
Stage 1 - - - - 126 -
Stage 2 - - - - 98 -
Critical Hdwy 4.12 - - - 6.52 6.22
Critical Hdwy Stg 1 - - - - 5.52 -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.218 - - - 4.018 3.318
Pot Cap-1 Maneuver - - - - 675 -
Stage 1 - - - - 792 -
Stage 2 - - - - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 0 -
Mov Cap-2 Maneuver - - - - 0 -
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Approach EB NB SB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBL EBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 - 0
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - - - -
1483
Lanes, Volumes, Timings PM 2031
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0 0 117 0 0 87 0
Future Volume (vph) 0 0 0 0 0 0 0 117 0 0 87 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt
Flt Protected
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Flt Permitted
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 341 2586 2647 2625
Travel Time (s) 4.2 32.1 40.1 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 0 0 0 127 0 0 95 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0 0 127 0 0 95 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 9.5% ICU Level of Service A Analysis Period (min) 15
1484
HCM 2010 AWSC PM 2031
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 117 0
Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 117 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0 0 0 0 0 127 0
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 0 0 7.7

HCM LOS - - A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 0% 0%
Vol Thru, % 100% 100% 100% 100%
Vol Right, % 0% 0% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 117 0 0 87
LT Vol 0 0 0 0
Through Vol 117 0 0 87
RT Vol 0 0 0 0
Lane Flow Rate 127 0 0 95
Geometry Grp 1 1 1 1
Degree of Util (X) 0.141 0 0 0.106
Departure Headway (Hd) 4.004 4.312 4.312 4.028
Convergence, Y/N Yes Yes Yes Yes
Cap 897 0 0 890
Service Time 2.022 2.406 2.406 2.051
HCM Lane V/C Ratio 0.142 0 0 0.107
HCM Control Delay 7.7 7.4 7.4 7.5
HCM Lane LOS A N N A
HCM 95th-tile Q 0.5 0 0 0.4
1485
HCM 2010 AWSC PM 2031
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 0 87 0
Future Vol, veh/h 0 0 87 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 0 95 0
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 7.5

HCM LOS A
Lane
1486
Lanes, Volumes, Timings PM 2031
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt
Flt Protected
Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Flt Permitted
Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2586 388 731 574
Travel Time (s) 32.1 4.8 9.1 7.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1487
HCM 2010 TWSC PM 2031
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 0 0 0 0 0 0 0 0 0 0 0 0
Stage 1 0 0 - 0 0 - - - - - - -
Stage 2 0 0 - 0 0 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 0

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) - - - - - - - -
HCM Lane V/C Ratio - - - - - - - -
HCM Control Delay (s) 0 - - 0 0 0 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) - - - - - - - -
1488
Lanes, Volumes, Timings PM 2031
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 1 1 5 9 0
Future Volume (vph) 0 1 1 5 9 0
Ideal Flow (vphpl) 1750 1900 1900 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.887
Flt Protected 0.950
Satd. Flow (prot) 0 1863 1652 0 1630 0
Flt Permitted 0.950
Satd. Flow (perm) 0 1863 1652 0 1630 0
Link Speed (mph) 55 55 55
Link Distance (ft) 640 493 546
Travel Time (s) 7.9 6.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 1 1 5 10 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1 6 0 10 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.00 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
1489
HCM 2010 TWSC PM 2031
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 0 1 1 5 9 0
Future Vol, veh/h 0 1 1 5 9 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1 1 5 10 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 7 0 - 0 5 4
Stage 1 - - - - 4 -
Stage 2 - - - - 1 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1614 - - - 1017 1080
Stage 1 - - - - 1019 -
Stage 2 - - - - 1022 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1614 - - - 1017 1080
Mov Cap-2 Maneuver - - - - 1017 -
Stage 1 - - - - 1019 -
Stage 2 - - - - 1022 -
Approach EB WB SB
HCM Control Delay, s 0 0 8.6

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1614 - - - 1017
HCM Lane V/C Ratio - - - - 0.01
HCM Control Delay (s) 0 - - - 8.6
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
1490
Lanes, Volumes, Timings PM 2031
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 0 1863 1863 0 1863 0
Flt Permitted
Satd. Flow (perm) 0 1863 1863 0 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 493 1158 326
Travel Time (s) 6.1 14.4 4.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1491
HCM 2010 TWSC PM 2031
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 - 0 0 0
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) - - - - -
1492
Lanes, Volumes, Timings PM 2031
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 24 45 364 365 6
Future Volume (vph) 0 24 45 364 365 6
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Storage Length (ft) 0 0 175 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.950
Satd. Flow (prot) 1484 0 1630 3539 1859 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 1630 3539 1859 0
Link Speed (mph) 55 45 45
Link Distance (ft) 1158 791 663
Travel Time (s) 14.4 12.0 10.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 26 49 396 397 7
Shared Lane Traffic (%)
Lane Group Flow (vph) 26 0 49 396 404 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15
1493
HCM 2010 TWSC PM 2031
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 24 45 364 365 6
Future Vol, veh/h 0 24 45 364 365 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 26 49 396 397 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 696 400 403 0 - 0
Stage 1 400 - - - - -
Stage 2 296 - - - - -
Critical Hdwy 6.63 6.23 4.12 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.218 - - -
Pot Cap-1 Maneuver 391 649 1156 - - -
Stage 1 676 - - - - -
Stage 2 729 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 374 649 1156 - - -
Mov Cap-2 Maneuver 374 - - - - -
Stage 1 676 - - - - -
Stage 2 698 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.8 0.9 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1156 - 649 - -
HCM Lane V/C Ratio 0.042 - 0.04 - -
HCM Control Delay (s) 8.3 - 10.8 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
1494
Lanes, Volumes, Timings PM 2031
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 103 6 525 223 19 493
Future Volume (vph) 103 6 525 223 19 493
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor
Frt 0.850 0.955
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3380 0 1630 3539
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 3380 0 1630 3539
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 112 7 571 242 21 536
Shared Lane Traffic (%)
Lane Group Flow (vph) 112 7 813 0 21 536
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15
1495
HCM 2010 TWSC PM 2031
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 103 6 525 223 19 493
Future Vol, veh/h 103 6 525 223 19 493
Conflicting Peds, #/hr 5 5 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 105 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 112 7 571 242 21 536
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1006 412 0 0 818 0
Stage 1 697 - - - - -
Stage 2 309 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 238 589 - - 806 -
Stage 1 455 - - - - -
Stage 2 718 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 231 587 - - 806 -
Mov Cap-2 Maneuver 231 - - - - -
Stage 1 453 - - - - -
Stage 2 699 - - - - -
Approach WB NB SB
HCM Control Delay, s 33.1 0 0.4

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 231 587 806 -
HCM Lane V/C Ratio - - 0.485 0.011 0.026 -
HCM Control Delay (s) - - 34.4 11.2 9.6 -
HCM Lane LOS - - D B A -
HCM 95th %tile Q(veh) - - 2.4 0 0.1 -
1496
Lanes, Volumes, Timings PM 2031
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 6 70 27 18 64 10 14 77 82 7 35 23
Future Volume (vph) 6 70 27 18 64 10 14 77 82 7 35 23
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. 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 Ped Bike Factor
Frt 0.965 0.985 0.936 0.952
Flt Protected 0.997 0.990 0.996 0.994
Satd. Flow (prot) 0 1792 0 0 1816 0 0 1737 0 0 1763 0
Flt Permitted 0.997 0.990 0.996 0.994
Satd. Flow (perm) 0 1792 0 0 1816 0 0 1737 0 0 1763 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 858 508 1674 1612
Travel Time (s) 10.6 6.3 20.8 20.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 7 76 29 20 70 11 15 84 89 8 38 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 112 0 0 101 0 0 188 0 0 71 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15
1497
HCM 2010 Roundabout PM 2031
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 4.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 112 101 188 71
Demand Flow Rate, veh/h 115 102 192 73
Vehicles Circulating, veh/h 67 108 93 106
Vehicles Exiting, veh/h 111 177 89 104
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 5 5 5 5
Ped Cap Adj 0.999 0.999 0.999 0.999
Approach Delay, s/veh 4.5 4.5 5.3 4.3
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 115 102 192 73
Cap Entry Lane, veh/h 1057 1014 1030 1016
Entry HV Adj Factor 0.978 0.986 0.981 0.976
Flow Entry, veh/h 112 101 188 71
Cap Entry, veh/h 1033 1000 1009 991
V/C Ratio 0.109 0.101 0.187 0.072
Control Delay, s/veh 4.5 4.5 5.3 4.3

LOS A A A A
95th %tile Queue, veh 0 0 1 0
1498
Lanes, Volumes, Timings PM 2031
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 44 0 27 4 563 34 47 530 0
Future Volume (vph) 0 0 0 44 0 27 4 563 34 47 530 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.949 0.992
Flt Protected 0.970 0.996
Satd. Flow (prot) 0 1863 0 0 1715 0 0 3511 0 0 3525 0
Flt Permitted 0.970 0.996
Satd. Flow (perm) 0 1863 0 0 1715 0 0 3511 0 0 3525 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 48 0 29 4 612 37 51 576 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 77 0 0 653 0 0 627 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15
1499
HCM 2010 TWSC PM 2031
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 44 0 27 4 563 34 47 530 0
Future Vol, veh/h 0 0 0 44 0 27 4 563 34 47 530 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 48 0 29 4 612 37 51 576 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 993 1336 288 1029 1317 324 576 0 0 649 0 0 Stage 1 678 678 - 639 639 - - - - - - -
Stage 2 315 658 - 390 678 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 200 152 709 188 156 672 993 - - 933 - - Stage 1 408 450 - 431 469 - - - - - - -
Stage 2 671 459 - 606 450 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 179 139 709 176 143 672 993 - - 933 - - Mov Cap-2 Maneuver 179 139 - 176 143 - - - - - - -
Stage 1 406 414 - 428 466 - - - - - - -
Stage 2 638 456 - 558 414 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 26.3 0.1 1

HCM LOS A D
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 993 - - - 245 933 - -
HCM Lane V/C Ratio 0.004 - - - 0.315 0.055 - -
HCM Control Delay (s) 8.6 0 - 0 26.3 9.1 0.3 -
HCM Lane LOS A A - A D A A -
HCM 95th %tile Q(veh) 0 - - - 1.3 0.2 - -
1500
Lanes, Volumes, Timings PM 2031
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 540 78 183 315 25 43 99 215 33 68 20 Future Volume (vph) 16 540 78 183 315 25 43 99 215 33 68 20 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 305 305 305 305 305 305 300 155
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 0.97 0.97 0.97
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 3539 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1431 1630 1863 1414 1630 1863 1411 1630 3539 1411 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 172 234 182
Link Speed (mph) 55 50 45 45
Link Distance (ft) 2597 2655 816 2647
Travel Time (s) 32.2 36.2 12.4 40.1
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 587 85 199 342 27 47 108 234 36 74 22 Shared Lane Traffic (%)
Lane Group Flow (vph) 17 587 85 199 342 27 47 108 234 36 74 22 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
1501
Lanes, Volumes, Timings PM 2031
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 38.4 38.4 9.7 38.4 38.4 9.3 35.6 35.6 9.3 35.6 35.6 Total Split (s) 10.0 50.0 50.0 23.0 63.0 63.0 9.3 37.0 37.0 10.0 37.7 37.7 Total Split (%) 8.3% 41.7% 41.7% 19.2% 52.5% 52.5% 7.8% 30.8% 30.8% 8.3% 31.4% 31.4% Maximum Green (s) 4.0 44.0 44.0 17.3 57.3 57.3 4.0 31.7 31.7 4.7 32.4 32.4 Yellow Time (s) 5.0 5.0 5.0 4.7 4.7 4.7 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Min C-Min None C-Min C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.4 25.4 25.7 25.7 23.3 23.3 23.3 23.3 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5
Act Effct Green (s) 7.9 43.4 43.4 20.1 62.7 62.7 8.3 36.7 36.7 8.4 34.5 34.5 Actuated g/C Ratio 0.07 0.36 0.36 0.17 0.52 0.52 0.07 0.31 0.31 0.07 0.29 0.29 v/c Ratio 0.16 0.87 0.14 0.73 0.35 0.03 0.42 0.19 0.39 0.32 0.07 0.04 Control Delay 56.9 50.3 0.4 55.3 16.1 0.1 65.6 36.4 6.9 60.5 35.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.9 50.3 0.4 55.3 16.1 0.1 65.6 36.4 6.9 60.5 35.3 0.1

LOS E D A E B A E D A E D A
Approach Delay 44.3 29.1 22.2 36.3
Approach LOS D C C D
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 95
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 34.0 Intersection LOS: C
Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 16: Akers St & Riggen Ave
1502
HCM 2010 Signalized Intersection Summary PM 2031
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 540 78 183 315 25 43 99 215 33 68 20 Future Volume (veh/h) 16 540 78 183 315 25 43 99 215 33 68 20 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 Adj Flow Rate, veh/h 17 587 85 199 342 27 47 108 234 36 74 22 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 51 645 496 247 868 661 72 382 289 268 1151 460 Arrive On Green 0.03 0.35 0.35 0.15 0.47 0.47 0.04 0.21 0.21 0.16 0.33 0.33 Sat Flow, veh/h 1634 1863 1433 1634 1863 1419 1634 1863 1407 1634 3539 1415 Grp Volume(v), veh/h 17 587 85 199 342 27 47 108 234 36 74 22 Grp Sat Flow(s),veh/h/ln 1634 1863 1433 1634 1863 1419 1634 1863 1407 1634 1770 1415 Q Serve(g_s), s 1.2 36.1 3.9 14.1 14.4 0.6 3.4 5.9 19.0 2.3 1.7 1.3 Cycle Q Clear(g_c), s 1.2 36.1 3.9 14.1 14.4 0.6 3.4 5.9 19.0 2.3 1.7 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 51 645 496 247 868 661 72 382 289 268 1151 460 V/C Ratio(X) 0.33 0.91 0.17 0.81 0.39 0.04 0.65 0.28 0.81 0.13 0.06 0.05 Avail Cap(c_a), veh/h 82 714 549 259 916 698 72 512 387 268 1151 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.9 37.4 16.6 49.3 20.9 4.6 56.4 40.2 45.5 42.9 27.9 27.7 Incr Delay (d2), s/veh 3.8 14.9 0.2 16.4 0.3 0.0 18.8 1.8 21.3 0.2 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 21.3 1.5 7.5 7.5 0.3 1.9 3.2 9.1 1.0 0.9 0.5 LnGrp Delay(d),s/veh 60.7 52.3 16.7 65.6 21.2 4.6 75.3 42.1 66.8 43.1 28.0 27.9 LnGrp LOS E D B E C A E D E D C C
Approach Vol, veh/h 689 568 389 132
Approach Delay, s/veh 48.1 36.0 60.9 32.1
Approach LOS D D E C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.7 28.6 22.1 45.6 9.3 43.0 7.7 59.9 Change Period (Y+Rc), s 5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7 Max Green Setting (Gmax), s4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3 Max Q Clear Time (g_c+I1)4.3 , s 21.0 16.1 38.1 5.4 3.7 3.2 16.4 Green Ext Time (p_c), s 0.0 1.0 0.3 1.5 0.0 0.5 0.0 2.1 Intersection Summary
HCM 2010 Ctrl Delay 45.9
HCM 2010 LOS D
1503
Lanes, Volumes, Timings PM 2031
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 803 44 46 699 20 48
Future Volume (vph) 803 44 46 699 20 48
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.993 0.905
Flt Protected 0.997 0.985
Satd. Flow (prot) 1850 0 0 1857 1529 0
Flt Permitted 0.997 0.985
Satd. Flow (perm) 1850 0 0 1857 1529 0
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 873 48 50 760 22 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 921 0 0 810 74 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period (min) 15
1504
HCM 2010 TWSC PM 2031
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.9
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 803 44 46 699 20 48
Future Vol, veh/h 803 44 46 699 20 48
Conflicting Peds, #/hr 0 0 0 0 5 5
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 873 48 50 760 22 52
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 926 0 1762 902
Stage 1 - - - - 902 -
Stage 2 - - - - 860 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 738 - 93 336
Stage 1 - - - - 396 -
Stage 2 - - - - 414 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 738 - 82 335
Mov Cap-2 Maneuver - - - - 82 -
Stage 1 - - - - 394 -
Stage 2 - - - - 366 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 39.5

HCM LOS E
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 176 - - 738 -
HCM Lane V/C Ratio 0.42 - - 0.068 -
HCM Control Delay (s) 39.5 - - 10.2 0
HCM Lane LOS E - - B A
HCM 95th %tile Q(veh) 1.9 - - 0.2 -
1505
Lanes, Volumes, Timings PM 2031
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 192 537 131 385 365 25 92 546 226 88 518 136 Future Volume (vph) 192 537 131 385 365 25 92 546 226 88 518 136 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 280 155 155 155 255 0 210 0
Storage Lanes 1 1 2 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.99 0.98 1.00 0.99 1.00 0.99 Frt 0.850 0.850 0.956 0.969
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3539 1458 3162 3539 1458 1630 3365 0 1630 3407 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1622 3539 1427 3142 3539 1427 1624 3365 0 1627 3407 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 221 53 31
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2640 2884 2701 1173
Travel Time (s) 36.0 39.3 40.9 17.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 584 142 418 397 27 100 593 246 96 563 148 Shared Lane Traffic (%)
Lane Group Flow (vph) 209 584 142 418 397 27 100 839 0 96 711 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 5 3 8 8 1 5 2 1 6
Switch Phase
1506
Lanes, Volumes, Timings PM 2031
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.7 27.0 27.0 9.7 28.4 28.4 9.3 38.4 9.3 38.4 Total Split (s) 27.8 40.2 40.2 19.0 31.4 31.4 12.4 38.4 22.4 48.4 Total Split (%) 23.2% 33.5% 33.5% 15.8% 26.2% 26.2% 10.3% 32.0% 18.7% 40.3% Maximum Green (s) 22.1 34.5 34.5 13.3 25.7 25.7 7.1 33.1 17.1 43.1 Yellow Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.7 -1.7 -1.7 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max C-Max None Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 14.3 14.3 15.7 15.7 26.1 26.1
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Act Effct Green (s) 21.0 37.2 37.2 20.4 36.5 36.5 8.4 32.8 13.6 38.0 Actuated g/C Ratio 0.18 0.31 0.31 0.17 0.30 0.30 0.07 0.27 0.11 0.32 v/c Ratio 0.73 0.53 0.25 0.78 0.37 0.05 0.88 0.88 0.52 0.65 Control Delay 61.3 24.2 2.7 59.6 36.1 0.2 109.0 38.0 59.4 35.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.3 24.2 2.7 59.6 36.1 0.2 109.0 38.0 59.4 35.9

LOS E C A E D A F D E D
Approach Delay 29.2 46.6 45.6 38.7
Approach LOS C D D D
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 39.9 Intersection LOS: D
Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 18: Demaree St & Riggen Ave
1507
HCM 2010 Signalized Intersection Summary PM 2031
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 192 537 131 385 365 25 92 546 226 88 518 136 Future Volume (veh/h) 192 537 131 385 365 25 92 546 226 88 518 136 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 209 584 142 418 397 27 100 593 246 96 563 148 Adj No. of Lanes 1 2 1 2 2 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 256 1294 524 396 1181 478 114 674 279 161 844 221 Arrive On Green 0.16 0.37 0.37 0.13 0.33 0.33 0.02 0.09 0.09 0.10 0.31 0.30 Sat Flow, veh/h 1634 3539 1433 3170 3539 1432 1634 2427 1005 1634 2756 722 Grp Volume(v), veh/h 209 584 142 418 397 27 100 432 407 96 361 350 Grp Sat Flow(s),veh/h/ln 1634 1770 1433 1585 1770 1432 1634 1770 1662 1634 1770 1708 Q Serve(g_s), s 14.8 15.0 8.4 15.0 10.1 1.1 7.3 29.0 29.0 6.8 21.3 21.5 Cycle Q Clear(g_c), s 14.8 15.0 8.4 15.0 10.1 1.1 7.3 29.0 29.0 6.8 21.3 21.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.60 1.00 0.42
Lane Grp Cap(c), veh/h 256 1294 524 396 1181 478 114 492 462 161 542 523 V/C Ratio(X) 0.82 0.45 0.27 1.05 0.34 0.06 0.87 0.88 0.88 0.60 0.67 0.67 Avail Cap(c_a), veh/h 324 1294 524 396 1181 478 114 507 477 251 655 632 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 28.9 26.8 52.5 30.0 13.7 58.1 52.5 52.7 51.8 36.3 36.6 Incr Delay (d2), s/veh 12.0 1.1 1.3 60.4 0.8 0.2 31.8 9.8 10.5 3.5 1.9 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 7.6 3.5 9.9 5.0 0.5 4.3 15.5 14.7 3.2 10.7 10.4 LnGrp Delay(d),s/veh 60.9 30.1 28.1 112.9 30.8 13.9 89.9 62.3 63.1 55.4 38.2 38.7 LnGrp LOS E C C F C B F E E E D D
Approach Vol, veh/h 935 842 939 807
Approach Delay, s/veh 36.7 71.0 65.6 40.4
Approach LOS D E E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.8 37.3 19.0 47.9 12.4 40.7 22.8 44.0 Change Period (Y+Rc), s 5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7 Max Green Setting (Gmax)17.1 , s 33.1 13.3 34.5 7.1 43.1 22.1 25.7 Max Q Clear Time (g_c+I1)8.8 , s 31.0 17.0 17.0 9.3 23.5 16.8 12.1 Green Ext Time (p_c), s 2.2 0.8 0.0 4.7 0.0 3.1 0.3 4.3 Intersection Summary
HCM 2010 Ctrl Delay 53.4
HCM 2010 LOS D
Notes
1508
HCM 2010 Signalized Intersection Summary PM 2031
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved changes to right turn type.
1509
Lanes, Volumes, Timings PM 2031
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 609 107 97 466 58 65 68 82 36 78 45 Future Volume (vph) 51 609 107 97 466 58 65 68 82 36 78 45 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor
Frt 0.978 0.983 0.918 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3461 0 1630 3479 0 1630 3249 0 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3461 0 1630 3479 0 1630 3249 0 1630 1863 1458 Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 55 662 116 105 507 63 71 74 89 39 85 49 Shared Lane Traffic (%)
Lane Group Flow (vph) 55 778 0 105 570 0 71 163 0 39 85 49 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15
1510
HCM 2010 AWSC PM 2031
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 35.3
Intersection LOS E
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 51 609 107 0 97 466 58 0 65 68 82
Future Vol, veh/h 0 51 609 107 0 97 466 58 0 65 68 82
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 55 662 116 0 105 507 63 0 71 74 89
Number of Lanes 0 1 2 0 0 1 2 0 0 1 2 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 3
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 3 3 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 3 3 3
HCM Control Delay 51 28 15.4

HCM LOS F D C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 22% 0% 100% 65% 0% 100% 73% 0% 100% Vol Right, % 0% 0% 78% 0% 0% 35% 0% 0% 27% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 45 105 51 406 310 97 311 213 36 78 LT Vol 65 0 0 51 0 0 97 0 0 36 0
Through Vol 0 45 23 0 406 203 0 311 155 0 78
RT Vol 0 0 82 0 0 107 0 0 58 0 0
Lane Flow Rate 71 49 114 55 441 337 105 338 232 39 85
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.202 0.134 0.293 0.134 1 0.737 0.263 0.796 0.534 0.114 0.236 Departure Headway (Hd) 10.313 9.813 9.264 8.713 8.213 8.013 8.983 8.483 8.293 10.515 10.015 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 349 366 388 412 441 455 400 425 434 342 359
Service Time 8.036 7.551 7.019 6.455 5.955 5.713 6.747 6.255 6.067 8.235 7.751 HCM Lane V/C Ratio 0.203 0.134 0.294 0.133 1 0.741 0.263 0.795 0.535 0.114 0.237 HCM Control Delay 15.6 14.1 15.8 12.8 71.9 30 14.9 37.3 20.3 14.6 15.8 HCM Lane LOS C B C B F D B E C B C
HCM 95th-tile Q 0.7 0.5 1.2 0.5 12.8 6 1 7.1 3.1 0.4 0.9 1511
HCM 2010 AWSC PM 2031
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 36 78 45
Future Vol, veh/h 0 36 78 45
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 39 85 49
Number of Lanes 0 1 1 1
Approach SB
Opposing Approach NB
Opposing Lanes 3
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 14.8

HCM LOS B
Lane SBLn3
1512
Lanes, Volumes, Timings PM 2031
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 65 340 146 32 194 39 78 54 19 22 75 36 Future Volume (vph) 65 340 146 32 194 39 78 54 19 22 75 36 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 150 0 150 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.975 0.983 0.964
Flt Protected 0.950 0.950 0.975 0.992
Satd. Flow (prot) 1630 3380 0 1630 3451 0 0 1785 0 0 1781 0 Flt Permitted 0.950 0.950 0.975 0.992
Satd. Flow (perm) 1630 3380 0 1630 3451 0 0 1785 0 0 1781 0 Link Speed (mph) 55 45 55 55
Link Distance (ft) 259 2655 897 1333
Travel Time (s) 3.2 40.2 11.1 16.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 71 370 159 35 211 42 85 59 21 24 82 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 71 529 0 35 253 0 0 165 0 0 145 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15
1513
HCM 2010 AWSC PM 2031
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 65 340 146 0 32 194 39 0 78 54 19
Future Vol, veh/h 0 65 340 146 0 32 194 39 0 78 54 19
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 71 370 159 0 35 211 42 0 85 59 21
Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 3
HCM Control Delay 12.8 11 13.3

HCM LOS B B B
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 52% 100% 0% 0% 100% 0% 0% 17%
Vol Thru, % 36% 0% 100% 44% 0% 100% 62% 56%
Vol Right, % 13% 0% 0% 56% 0% 0% 38% 27%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 151 65 227 259 32 129 104 133
LT Vol 78 65 0 0 32 0 0 22
Through Vol 54 0 227 113 0 129 65 75
RT Vol 19 0 0 146 0 0 39 36
Lane Flow Rate 164 71 246 282 35 141 113 145
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.325 0.13 0.418 0.447 0.068 0.254 0.195 0.278 Departure Headway (Hd) 7.13 6.616 6.106 5.705 7.011 6.5 6.231 6.915 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 502 540 586 629 509 550 572 516
Service Time 4.91 4.381 3.871 3.47 4.788 4.277 4.008 4.696 HCM Lane V/C Ratio 0.327 0.131 0.42 0.448 0.069 0.256 0.198 0.281 HCM Control Delay 13.3 10.4 13.2 13 10.3 11.5 10.5 12.4 HCM Lane LOS B B B B B B B B
HCM 95th-tile Q 1.4 0.4 2.1 2.3 0.2 1 0.7 1.1
1514
HCM 2010 AWSC PM 2031
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 22 75 36
Future Vol, veh/h 0 22 75 36
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 24 82 39
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 12.4

HCM LOS B
Lane
1515
Lanes, Volumes, Timings PM 2031
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 70 193 63 122 114 34 100 1081 313 41 771 46 Future Volume (vph) 70 193 63 122 114 34 100 1081 313 41 771 46 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 210 0 300 160 200 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.96 0.99 1.00
Frt 0.963 0.850 0.966 0.992
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3408 0 1630 1863 1458 1630 3405 0 1630 3511 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3408 0 1621 1863 1401 1618 3405 0 1630 3511 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 33 165 48 6
Link Speed (mph) 45 45 45 45
Link Distance (ft) 2655 1321 2631 2701
Travel Time (s) 40.2 20.0 39.9 40.9
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 76 210 68 133 124 37 109 1175 340 45 838 50 Shared Lane Traffic (%)
Lane Group Flow (vph) 76 278 0 133 124 37 109 1515 0 45 888 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
1516
Lanes, Volumes, Timings PM 2031
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.3 28.4 9.3 22.5 22.5 9.3 37.0 9.3 23.3 Total Split (s) 17.0 28.4 14.0 25.4 25.4 22.8 68.3 9.3 54.8 Total Split (%) 14.2% 23.7% 11.7% 21.2% 21.2% 19.0% 56.9% 7.8% 45.7% Maximum Green (s) 11.7 23.1 8.7 20.1 20.1 17.5 63.0 4.0 49.5 Yellow Time (s) 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 16.1 0.0 0.0 24.7 0.0
Pedestrian Calls (#/hr) 5 0 0 5 0
Act Effct Green (s) 11.3 16.3 16.0 23.4 23.4 24.5 67.0 6.9 47.1 Actuated g/C Ratio 0.09 0.14 0.13 0.20 0.20 0.20 0.56 0.06 0.39 v/c Ratio 0.50 0.57 0.61 0.34 0.09 0.33 0.79 0.48 0.64
Control Delay 62.6 46.4 62.6 45.9 0.4 42.9 25.0 71.7 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.6 46.4 62.6 45.9 0.4 42.9 25.0 71.7 25.2

LOS E D E D A D C E C
Approach Delay 49.9 47.7 26.2 27.5
Approach LOS D D C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 108 (90%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 95
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 31.2 Intersection LOS: C
Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 21: Demaree St & Ferguson Ave
1517
HCM 2010 Signalized Intersection Summary PM 2031
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 193 63 122 114 34 100 1081 313 41 771 46 Future Volume (veh/h) 70 193 63 122 114 34 100 1081 313 41 771 46 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 76 210 68 133 124 37 109 1175 340 45 838 50 Adj No. of Lanes 1 2 0 1 1 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 112 316 100 136 250 191 598 1680 478 72 1012 60 Arrive On Green 0.07 0.12 0.11 0.08 0.13 0.13 0.37 0.62 0.61 0.01 0.10 0.09 Sat Flow, veh/h 1634 2650 835 1634 1863 1420 1634 2711 772 1634 3394 202 Grp Volume(v), veh/h 76 138 140 133 124 37 109 760 755 45 437 451 Grp Sat Flow(s),veh/h/ln 1634 1770 1715 1634 1863 1420 1634 1770 1713 1634 1770 1827 Q Serve(g_s), s 5.5 9.0 9.4 9.7 7.4 2.8 5.4 34.4 36.2 3.3 29.1 29.1 Cycle Q Clear(g_c), s 5.5 9.0 9.4 9.7 7.4 2.8 5.4 34.4 36.2 3.3 29.1 29.1 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.45 1.00 0.11
Lane Grp Cap(c), veh/h 112 211 205 136 250 191 598 1097 1061 72 527 545 V/C Ratio(X) 0.68 0.65 0.68 0.98 0.50 0.19 0.18 0.69 0.71 0.62 0.83 0.83 Avail Cap(c_a), veh/h 177 360 349 136 332 253 598 1097 1061 72 749 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.72 0.72 0.72 Uniform Delay (d), s/veh 54.6 50.5 51.0 54.9 48.2 46.2 25.8 15.2 15.8 58.1 51.1 51.1 Incr Delay (d2), s/veh 7.0 3.4 4.0 69.8 1.5 0.5 0.1 3.6 4.0 11.4 10.4 10.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 4.6 4.7 7.0 3.9 1.1 2.5 17.8 18.2 1.7 15.8 16.3 LnGrp Delay(d),s/veh 61.6 53.9 54.9 124.7 49.7 46.7 26.0 18.8 19.8 69.5 61.5 61.2 LnGrp LOS E D D F D D C B B E E E
Approach Vol, veh/h 354 294 1624 933
Approach Delay, s/veh 56.0 83.2 19.8 61.8
Approach LOS E F B E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 78.4 14.0 18.3 47.9 39.8 12.2 20.1 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1 Max Q Clear Time (g_c+I1)5.3 , s 38.2 11.7 11.4 7.4 31.1 7.5 9.4 Green Ext Time (p_c), s 0.0 8.5 0.0 0.7 5.4 3.4 0.1 0.8 Intersection Summary
HCM 2010 Ctrl Delay 41.8
HCM 2010 LOS D
1518
Lanes, Volumes, Timings PM 2031
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 0 1863 1863 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1863 1863 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 402 380 404
Travel Time (s) 5.0 4.7 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1519
HCM 2010 TWSC PM 2031
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 0 0 0 0 0 0
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - - -
1520
Lanes, Volumes, Timings PM 2031
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 0 1863 1863 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1863 1863 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 400 574 380
Travel Time (s) 5.0 7.1 4.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1521
HCM 2010 TWSC PM 2031
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 0 0 0 0 0 0
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - - -
1522
Lanes, Volumes, Timings PM 2031
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 0 1863 1863 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1863 1863 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 388 640 353
Travel Time (s) 4.8 7.9 4.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1523
HCM 2010 TWSC PM 2031
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh -
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 - 0 0 0
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) - - - - -
1524
Lanes, Volumes, Timings PM 2031
3001: Demaree St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 45 45
Link Distance (ft) 2658 280 1260
Travel Time (s) 33.0 4.2 19.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1525
1526
Lanes, Volumes, Timings PM 2031+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 103 35 738 223 43 665
Future Volume (vph) 103 35 738 223 43 665
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor 0.99 0.98
Frt 0.850 0.965
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3415 0 1630 3539
Flt Permitted 0.950 0.259
Satd. Flow (perm) 1618 1428 3415 0 444 3539
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 38 80
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 112 38 802 242 47 723
Shared Lane Traffic (%)
Lane Group Flow (vph) 112 38 1044 0 47 723
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Prot Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 8 6
Detector Phase 8 8 2 6 6
Switch Phase
1527
Lanes, Volumes, Timings PM 2031+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 31.0 31.0 59.0 59.0 59.0
Total Split (%) 34.4% 34.4% 65.6% 65.6% 65.6%
Maximum Green (s) 26.5 26.5 54.5 54.5 54.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 11.5 11.5 72.7 72.7 72.7
Actuated g/C Ratio 0.13 0.13 0.81 0.81 0.81
v/c Ratio 0.54 0.18 0.38 0.13 0.25
Control Delay 45.6 12.8 2.6 4.3 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.6 12.8 2.6 4.3 3.3

LOS D B A A A
Approach Delay 37.3 2.6 3.3
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 5.5 Intersection LOS: A
Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 13: Demaree St & Shannon Pkwy
1528
HCM 2010 Signalized Intersection Summary PM 2031+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 103 35 738 223 43 665
Future Volume (veh/h) 103 35 738 223 43 665
Number 3 18 2 12 1 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1716 1716 1863 1750 1716 1863
Adj Flow Rate, veh/h 112 38 802 242 47 723
Adj No. of Lanes 1 1 2 0 1 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 150 133 2167 654 481 2861
Arrive On Green 0.09 0.09 1.00 1.00 0.81 0.81
Sat Flow, veh/h 1634 1458 2774 809 496 3632
Grp Volume(v), veh/h 112 38 529 515 47 723
Grp Sat Flow(s),veh/h/ln 1634 1458 1770 1720 496 1770
Q Serve(g_s), s 6.0 2.2 0.0 0.0 1.8 4.4
Cycle Q Clear(g_c), s 6.0 2.2 0.0 0.0 1.8 4.4
Prop In Lane 1.00 1.00 0.47 1.00
Lane Grp Cap(c), veh/h 150 133 1431 1391 481 2861
V/C Ratio(X) 0.75 0.28 0.37 0.37 0.10 0.25
Avail Cap(c_a), veh/h 481 429 1431 1391 481 2861
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.96 0.96 1.00 1.00
Uniform Delay (d), s/veh 39.9 38.1 0.0 0.0 1.8 2.1
Incr Delay (d2), s/veh 7.3 1.2 0.7 0.7 0.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.0 0.9 0.3 0.3 0.3 2.2
LnGrp Delay(d),s/veh 47.2 39.3 0.7 0.7 2.2 2.3
LnGrp LOS D D A A A A
Approach Vol, veh/h 150 1044 770
Approach Delay, s/veh 45.2 0.7 2.3
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 77.3 77.3 12.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 54.5 54.5 26.5
Max Q Clear Time (g_c+I1), s 2.0 6.4 8.0
Green Ext Time (p_c), s 11.4 11.3 0.4
Intersection Summary
HCM 2010 Ctrl Delay 4.7
HCM 2010 LOS A
1529
1530
Lanes, Volumes, Timings PM 2031+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 44 0 27 4 776 34 47 702 0
Future Volume (vph) 0 0 0 44 0 27 4 776 34 47 702 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.949 0.994
Flt Protected 0.970 0.997
Satd. Flow (prot) 0 1863 0 0 1715 0 0 3518 0 0 3529 0
Flt Permitted 0.810 0.953 0.846
Satd. Flow (perm) 0 1863 0 0 1432 0 0 3353 0 0 2994 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 29 10
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 48 0 29 4 843 37 51 763 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 77 0 0 884 0 0 814 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 28.0 28.0 28.0 28.0 62.0 62.0 62.0 62.0 Total Split (%) 31.1% 31.1% 31.1% 31.1% 68.9% 68.9% 68.9% 68.9% Maximum Green (s) 23.5 23.5 23.5 23.5 57.5 57.5 57.5 57.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
1531
Lanes, Volumes, Timings PM 2031+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 8.6 75.3 75.3
Actuated g/C Ratio 0.10 0.84 0.84
v/c Ratio 0.47 0.32 0.33
Control Delay 35.0 2.7 2.2
Queue Delay 0.0 0.0 0.0
Total Delay 35.0 2.7 2.2

LOS C A A
Approach Delay 35.0 2.7 2.2
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.47
Intersection Signal Delay: 3.8 Intersection LOS: A
Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 15: Demaree St & Flagstaff Ave
1532
HCM 2010 Signalized Intersection Summary PM 2031+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 44 0 27 4 776 34 47 702 0
Future Volume (veh/h) 0 0 0 44 0 27 4 776 34 47 702 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 0 0 0 48 0 29 4 843 37 51 763 0
Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 120 0 122 2 36 43 2822 123 174 2519 0
Arrive On Green 0.00 0.00 0.00 0.06 0.00 0.06 0.84 0.84 0.84 1.00 1.00 0.00 Sat Flow, veh/h 0 1863 0 885 39 558 3 3377 148 155 3099 0 Grp Volume(v), veh/h 0 0 0 77 0 0 466 0 418 402 412 0
Grp Sat Flow(s),veh/h/ln 0 1863 0 1482 0 0 1858 0 1669 1559 1610 0 Q Serve(g_s), s 0.0 0.0 0.0 4.4 0.0 0.0 0.0 0.0 4.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.6 0.0 0.0 4.9 0.0 4.9 0.0 0.0 0.0 Prop In Lane 0.00 0.00 0.62 0.38 0.01 0.09 0.13 0.00
Lane Grp Cap(c), veh/h 0 120 0 160 0 0 1593 0 1395 1348 1346 0 V/C Ratio(X) 0.00 0.00 0.00 0.48 0.00 0.00 0.29 0.00 0.30 0.30 0.31 0.00 Avail Cap(c_a), veh/h 0 486 0 450 0 0 1593 0 1395 1348 1346 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.46 0.00 0.46 0.97 0.97 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 41.5 0.0 0.0 1.6 0.0 1.6 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.2 0.0 0.0 0.2 0.0 0.3 0.5 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 2.0 0.0 0.0 2.6 0.0 2.3 0.2 0.2 0.0 LnGrp Delay(d),s/veh 0.0 0.0 0.0 43.8 0.0 0.0 1.8 0.0 1.9 0.5 0.6 0.0 LnGrp LOS D A A A A
Approach Vol, veh/h 0 77 884 814
Approach Delay, s/veh 0.0 43.8 1.9 0.6
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 79.7 10.3 79.7 10.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 23.5 57.5 23.5
Max Q Clear Time (g_c+I1), s 6.9 0.0 2.0 6.6
Green Ext Time (p_c), s 9.0 0.0 9.0 0.2
Intersection Summary
HCM 2010 Ctrl Delay 3.1
HCM 2010 LOS A
1533
1534
Lanes, Volumes, Timings PM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 840 44 49 728 20 51
Future Volume (vph) 840 44 49 728 20 51
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.98
Frt 0.993 0.904
Flt Protected 0.997 0.986
Satd. Flow (prot) 1850 0 0 1857 1506 0
Flt Permitted 0.732 0.986
Satd. Flow (perm) 1850 0 0 1364 1500 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 7 55
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 913 48 53 791 22 55
Shared Lane Traffic (%)
Lane Group Flow (vph) 961 0 0 844 77 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Number of Detectors 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50
Trailing Detector (ft) 0 0 0 0
Detector 1 Position(ft) 0 0 0 0
Detector 1 Size(ft) 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0
Turn Type NA Perm NA Prot
Protected Phases 4 8 2
Permitted Phases 8
Detector Phase 4 8 8 2
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5
Total Split (s) 67.0 67.0 67.0 23.0
1535
Lanes, Volumes, Timings PM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Total Split (%) 74.4% 74.4% 74.4% 25.6%
Maximum Green (s) 62.5 62.5 62.5 18.5
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 60.7 60.7 20.3
Actuated g/C Ratio 0.67 0.67 0.23
v/c Ratio 0.77 0.92 0.20
Control Delay 14.7 29.2 14.1
Queue Delay 0.0 0.0 0.0
Total Delay 14.7 29.2 14.1

LOS B C B
Approach Delay 14.7 29.2 14.1
Approach LOS B C B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 21.2 Intersection LOS: C
Intersection Capacity Utilization 101.0% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 17: Linwood St & Riggen Ave
1536
HCM 2010 Signalized Intersection Summary PM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 840 44 49 728 20 51
Future Volume (veh/h) 840 44 49 728 20 51
Number 4 14 3 8 5 12
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1750 1750 1863 1716 1750
Adj Flow Rate, veh/h 913 48 53 791 22 55
Adj No. of Lanes 1 0 0 1 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 1171 62 74 873 97 244
Arrive On Green 0.67 0.67 0.67 0.67 0.23 0.23
Sat Flow, veh/h 1754 92 47 1309 419 1047
Grp Volume(v), veh/h 0 961 844 0 78 0
Grp Sat Flow(s),veh/h/ln 0 1846 1356 0 1485 0
Q Serve(g_s), s 0.0 32.5 20.6 0.0 3.8 0.0
Cycle Q Clear(g_c), s 0.0 32.5 53.1 0.0 3.8 0.0
Prop In Lane 0.05 0.06 0.28 0.71
Lane Grp Cap(c), veh/h 0 1232 947 0 346 0
V/C Ratio(X) 0.00 0.78 0.89 0.00 0.23 0.00
Avail Cap(c_a), veh/h 0 1282 992 0 346 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.61 0.83 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 10.4 13.0 0.0 28.0 0.0
Incr Delay (d2), s/veh 0.0 1.9 8.4 0.0 1.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 16.9 21.4 0.0 1.7 0.0
LnGrp Delay(d),s/veh 0.0 12.3 21.4 0.0 29.5 0.0
LnGrp LOS B C C
Approach Vol, veh/h 961 844 78
Approach Delay, s/veh 12.3 21.4 29.5
Approach LOS B C C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 25.4 64.6 64.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 62.5 62.5
Max Q Clear Time (g_c+I1), s 5.8 34.5 55.1
Green Ext Time (p_c), s 0.2 11.1 4.9
Intersection Summary
HCM 2010 Ctrl Delay 17.1
HCM 2010 LOS B
Notes
1537
HCM 2010 Signalized Intersection Summary PM 2031+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved volume balancing among the lanes for turning movement. 1538
1539
Lanes, Volumes, Timings AM 2041+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 81 38 101 141 47 58
Future Volume (vph) 81 38 101 141 47 58
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.957 0.925
Flt Protected 0.980 0.978
Satd. Flow (prot) 1783 0 0 1825 1552 0
Flt Permitted 0.980 0.978
Satd. Flow (perm) 1783 0 0 1825 1552 0
Link Speed (mph) 55 55 45
Link Distance (ft) 1617 5265 2625
Travel Time (s) 20.0 65.3 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 88 41 110 153 51 63
Shared Lane Traffic (%)
Lane Group Flow (vph) 129 0 0 263 114 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.0% ICU Level of Service A Analysis Period (min) 15
1540
HCM 2010 TWSC AM 2041+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4.2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 81 38 101 141 47 58
Future Vol, veh/h 81 38 101 141 47 58
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 88 41 110 153 51 63
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 129 0 482 109
Stage 1 - - - - 109 -
Stage 2 - - - - 373 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1457 - 543 945
Stage 1 - - - - 916 -
Stage 2 - - - - 696 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1457 - 498 945
Mov Cap-2 Maneuver - - - - 498 -
Stage 1 - - - - 916 -
Stage 2 - - - - 638 -
Approach EB WB NB
HCM Control Delay, s 0 3.2 11.4

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 674 - - 1457 -
HCM Lane V/C Ratio 0.169 - - 0.075 -
HCM Control Delay (s) 11.4 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.6 - - 0.2 -
1541
Lanes, Volumes, Timings AM 2041+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 43 56 104 409 225 94
Future Volume (vph) 43 56 104 409 225 94
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.924 0.960
Flt Protected 0.979 0.990
Satd. Flow (prot) 1552 0 0 1844 1788 0
Flt Permitted 0.979 0.990
Satd. Flow (perm) 1552 0 0 1844 1788 0
Link Speed (mph) 55 45 45
Link Distance (ft) 5265 1260 5250
Travel Time (s) 65.3 19.1 79.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 47 61 113 445 245 102
Shared Lane Traffic (%)
Lane Group Flow (vph) 108 0 0 558 347 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15
1542
HCM 2010 TWSC AM 2041+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.8
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 43 56 104 409 225 94
Future Vol, veh/h 43 56 104 409 225 94
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 47 61 113 445 245 102
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 967 296 347 0 - 0
Stage 1 296 - - - - -
Stage 2 671 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 282 743 1212 - - -
Stage 1 755 - - - - -
Stage 2 508 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 247 743 1212 - - -
Mov Cap-2 Maneuver 247 - - - - -
Stage 1 755 - - - - -
Stage 2 445 - - - - -
Approach EB NB SB
HCM Control Delay, s 17.4 1.7 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1212 - 397 - -
HCM Lane V/C Ratio 0.093 - 0.271 - -
HCM Control Delay (s) 8.3 0 17.4 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.3 - 1.1 - -
1543
Lanes, Volumes, Timings AM 2041+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 1 0 0 2
Future Volume (vph) 0 0 1 0 0 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1863 0 0 1770 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 1863 0 0 1770 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 703 2658 404
Travel Time (s) 8.7 33.0 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 1 0 0 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1 2 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
1544
HCM 2010 TWSC AM 2041+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 0 0 1 0 0 2
Future Vol, veh/h 0 0 1 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 1 0 0 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 0 0 2 0
Stage 1 - - - - 0 -
Stage 2 - - - - 2 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - - - 1021 -
Stage 1 - - - - - -
Stage 2 - - - - 1021 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - 1021 -
Mov Cap-2 Maneuver - - - - 1021 -
Stage 1 - - - - - -
Stage 2 - - - - 1021 -
Approach EB WB NB
HCM Control Delay, s 0

HCM LOS -
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - - - -
HCM Lane LOS - - - - -
HCM 95th %tile Q(veh) - - - - -
1545
Lanes, Volumes, Timings AM 2041+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 36 20 3 1 1
Future Volume (vph) 2 36 20 3 1 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.872 0.932
Flt Protected 0.998 0.958
Satd. Flow (prot) 1621 0 0 1785 1736 0
Flt Permitted 0.998 0.958
Satd. Flow (perm) 1621 0 0 1785 1736 0
Link Speed (mph) 55 45 45
Link Distance (ft) 657 433 280
Travel Time (s) 8.1 6.6 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 2 39 22 3 1 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 41 0 0 25 2 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.9% ICU Level of Service A Analysis Period (min) 15
1546
HCM 2010 TWSC AM 2041+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 2 36 20 3 1 1
Future Vol, veh/h 2 36 20 3 1 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 39 22 3 1 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 49 2 2 0 - 0
Stage 1 2 - - - - -
Stage 2 47 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 960 1082 1620 - - -
Stage 1 1021 - - - - -
Stage 2 975 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 947 1082 1620 - - -
Mov Cap-2 Maneuver 947 - - - - -
Stage 1 1021 - - - - -
Stage 2 961 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.5 6.3 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1620 - 1074 - -
HCM Lane V/C Ratio 0.013 - 0.038 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
1547
Lanes, Volumes, Timings AM 2041+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 53 71 504 55 50 389
Future Volume (vph) 53 71 504 55 50 389
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 200 200 350 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.994
Satd. Flow (prot) 1630 1458 1863 1458 0 1852
Flt Permitted 0.950 0.994
Satd. Flow (perm) 1630 1458 1863 1458 0 1852
Link Speed (mph) 55 45 45
Link Distance (ft) 2907 663 433
Travel Time (s) 36.0 10.0 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 58 77 548 60 54 423
Shared Lane Traffic (%)
Lane Group Flow (vph) 58 77 548 60 0 477
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
1548
HCM 2010 TWSC AM 2041+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.5
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 53 71 504 55 50 389
Future Vol, veh/h 53 71 504 55 50 389
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 - - 350 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 58 77 548 60 54 423
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1080 548 0 0 548 0
Stage 1 548 - - - - -
Stage 2 532 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 241 536 - - 1021 -
Stage 1 579 - - - - -
Stage 2 589 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 224 536 - - 1021 -
Mov Cap-2 Maneuver 224 - - - - -
Stage 1 579 - - - - -
Stage 2 548 - - - - -
Approach WB NB SB
HCM Control Delay, s 18.7 0 1

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 224 536 1021 -
HCM Lane V/C Ratio - - 0.257 0.144 0.053 -
HCM Control Delay (s) - - 26.5 12.8 8.7 0
HCM Lane LOS - - D B A A
HCM 95th %tile Q(veh) - - 1 0.5 0.2 -
1549
Lanes, Volumes, Timings AM 2041+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 74 14 1 57 42 6
Future Volume (vph) 74 14 1 57 42 6
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Storage Length (ft) 0 125 235 235
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.979 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1824 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1824 0 1630 1863 1630 1458
Link Speed (mph) 55 55 55
Link Distance (ft) 2907 2297 1612
Travel Time (s) 36.0 28.5 20.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 80 15 1 62 46 7
Shared Lane Traffic (%)
Lane Group Flow (vph) 95 0 1 62 46 7
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.7% ICU Level of Service A Analysis Period (min) 15
1550
HCM 2010 TWSC AM 2041+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.4
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 74 14 1 57 42 6
Future Vol, veh/h 74 14 1 57 42 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 235 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 80 15 1 62 46 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 96 0 152 88
Stage 1 - - - - 88 -
Stage 2 - - - - 64 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1498 - 840 970
Stage 1 - - - - 935 -
Stage 2 - - - - 959 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1498 - 839 970
Mov Cap-2 Maneuver - - - - 839 -
Stage 1 - - - - 935 -
Stage 2 - - - - 958 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.4

HCM LOS A
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 839 970 - - 1498 -
HCM Lane V/C Ratio 0.054 0.007 - - 0.001 -
HCM Control Delay (s) 9.5 8.7 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.2 0 - - 0 -
1551
Lanes, Volumes, Timings AM 2041+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 69 56 0 0 0
Future Volume (vph) 0 69 56 0 0 0
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1484 0 0 1770 1863 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 0 1770 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2297 627 473
Travel Time (s) 28.5 7.8 5.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 75 61 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 75 0 0 61 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 24 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.7% ICU Level of Service A Analysis Period (min) 15
1552
HCM 2010 TWSC AM 2041+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 69 56 0 0 0
Future Vol, veh/h 0 69 56 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 75 61 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 75 0 197 0
Stage 1 - - - - 122 -
Stage 2 - - - - 75 -
Critical Hdwy 4.12 - - - 6.52 6.22
Critical Hdwy Stg 1 - - - - 5.52 -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.218 - - - 4.018 3.318
Pot Cap-1 Maneuver - - - - 699 -
Stage 1 - - - - 795 -
Stage 2 - - - - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 0 -
Mov Cap-2 Maneuver - - - - 0 -
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Approach EB NB SB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBL EBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 - 0
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - - - -
1553
Lanes, Volumes, Timings AM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 78 0 9 1 172 46 6 210 0
Future Volume (vph) 0 0 0 78 0 9 1 172 46 6 210 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.986 0.972
Flt Protected 0.957 0.999
Satd. Flow (prot) 0 1863 0 0 1758 0 0 1811 0 0 1861 0
Flt Permitted 0.957 0.999
Satd. Flow (perm) 0 1863 0 0 1758 0 0 1811 0 0 1861 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 341 2586 2647 2625
Travel Time (s) 4.2 32.1 40.1 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 85 0 10 1 187 50 7 228 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 95 0 0 238 0 0 235 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15
1554
HCM 2010 AWSC AM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 0 0 0 0 78 0 9 0 1 172 46
Future Vol, veh/h 0 0 0 0 0 78 0 9 0 1 172 46
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 85 0 10 0 1 187 50
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 0 8.9 9

HCM LOS - A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 90% 3%
Vol Thru, % 79% 100% 0% 97%
Vol Right, % 21% 0% 10% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 219 0 87 216
LT Vol 1 0 78 6
Through Vol 172 0 0 210
RT Vol 46 0 9 0
Lane Flow Rate 238 0 95 235
Geometry Grp 1 1 1 1
Degree of Util (X) 0.285 0 0.134 0.289
Departure Headway (Hd) 4.307 5.115 5.084 4.434
Convergence, Y/N Yes Yes Yes Yes
Cap 836 0 705 810
Service Time 2.33 3.158 3.117 2.458
HCM Lane V/C Ratio 0.285 0 0.135 0.29
HCM Control Delay 9 8.2 8.9 9.3
HCM Lane LOS A N A A
HCM 95th-tile Q 1.2 0 0.5 1.2
1555
HCM 2010 AWSC AM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 6 210 0
Future Vol, veh/h 0 6 210 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 7 228 0
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 9.3

HCM LOS A
Lane
1556
Lanes, Volumes, Timings AM 2041+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 37 0 0 65 46 0 0 0 82 0 22
Future Volume (vph) 12 37 0 0 65 46 0 0 0 82 0 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.944 0.971
Flt Protected 0.988 0.962
Satd. Flow (prot) 0 1840 0 0 1758 0 0 1863 0 0 1740 0
Flt Permitted 0.988 0.962
Satd. Flow (perm) 0 1840 0 0 1758 0 0 1863 0 0 1740 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2586 388 731 574
Travel Time (s) 32.1 4.8 9.1 7.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 40 0 0 71 50 0 0 0 89 0 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 53 0 0 121 0 0 0 0 0 113 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.8% ICU Level of Service A Analysis Period (min) 15
1557
HCM 2010 TWSC AM 2041+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 12 37 0 0 65 46 0 0 0 82 0 22
Future Vol, veh/h 12 37 0 0 65 46 0 0 0 82 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 13 40 0 0 71 50 0 0 0 89 0 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 250 190 12 210 202 0 24 0 0 0 0 0
Stage 1 190 190 - 0 0 - - - - - - -
Stage 2 60 0 - 210 202 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 703 705 1069 747 694 - 1591 - - - - - Stage 1 812 743 - - - - - - - - - -
Stage 2 951 - - 792 734 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - 705 1069 714 694 - 1591 - - - - -
Mov Cap-2 Maneuver - 705 - 714 694 - - - - - - -
Stage 1 812 743 - - - - - - - - - -
Stage 2 951 - - 749 734 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0

HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1591 - - - - - - -
HCM Lane V/C Ratio - - - - - - - -
HCM Control Delay (s) 0 - - - - - - -
HCM Lane LOS A - - - - - - -
HCM 95th %tile Q(veh) 0 - - - - - - -
1558
Lanes, Volumes, Timings AM 2041+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 5 120 77 23 40 11
Future Volume (vph) 5 120 77 23 40 11
Ideal Flow (vphpl) 1750 1900 1900 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.969 0.971
Flt Protected 0.998 0.962
Satd. Flow (prot) 0 1859 1805 0 1603 0
Flt Permitted 0.998 0.962
Satd. Flow (perm) 0 1859 1805 0 1603 0
Link Speed (mph) 55 55 55
Link Distance (ft) 640 493 546
Travel Time (s) 7.9 6.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 5 130 84 25 43 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 135 109 0 55 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.00 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.4% ICU Level of Service A Analysis Period (min) 15
1559
HCM 2010 TWSC AM 2041+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 5 120 77 23 40 11
Future Vol, veh/h 5 120 77 23 40 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 130 84 25 43 12
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 109 0 - 0 237 96
Stage 1 - - - - 96 -
Stage 2 - - - - 141 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1481 - - - 751 960
Stage 1 - - - - 928 -
Stage 2 - - - - 886 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1481 - - - 748 960
Mov Cap-2 Maneuver - - - - 748 -
Stage 1 - - - - 928 -
Stage 2 - - - - 882 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1481 - - - 785
HCM Lane V/C Ratio 0.004 - - - 0.071
HCM Control Delay (s) 7.4 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
1560
Lanes, Volumes, Timings AM 2041+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 7 143 81 7 12 13
Future Volume (vph) 7 143 81 7 12 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.989 0.930
Flt Protected 0.998 0.976
Satd. Flow (prot) 0 1859 1842 0 1691 0
Flt Permitted 0.998 0.976
Satd. Flow (perm) 0 1859 1842 0 1691 0
Link Speed (mph) 55 55 55
Link Distance (ft) 493 1158 326
Travel Time (s) 6.1 14.4 4.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 8 155 88 8 13 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 163 96 0 27 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15
1561
HCM 2010 TWSC AM 2041+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 7 143 81 7 12 13
Future Vol, veh/h 7 143 81 7 12 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 155 88 8 13 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 96 0 - 0 263 92
Stage 1 - - - - 92 -
Stage 2 - - - - 171 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1498 - - - 726 965
Stage 1 - - - - 932 -
Stage 2 - - - - 859 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1498 - - - 722 965
Mov Cap-2 Maneuver - - - - 722 -
Stage 1 - - - - 932 -
Stage 2 - - - - 854 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.5

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1498 - - - 831
HCM Lane V/C Ratio 0.005 - - - 0.033
HCM Control Delay (s) 7.4 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
1562
Lanes, Volumes, Timings AM 2041+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 123 93 559 368 5
Future Volume (vph) 0 123 93 559 368 5
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Storage Length (ft) 0 0 175 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.950
Satd. Flow (prot) 1484 0 1630 3539 1859 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 1630 3539 1859 0
Link Speed (mph) 55 45 45
Link Distance (ft) 1158 791 663
Travel Time (s) 14.4 12.0 10.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 134 101 608 400 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 134 0 101 608 405 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15
1563
HCM 2010 TWSC AM 2041+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 123 93 559 368 5
Future Vol, veh/h 0 123 93 559 368 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 134 101 608 400 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 909 403 405 0 - 0
Stage 1 403 - - - - -
Stage 2 506 - - - - -
Critical Hdwy 6.63 6.23 4.12 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.218 - - -
Pot Cap-1 Maneuver 289 647 1154 - - -
Stage 1 674 - - - - -
Stage 2 571 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 264 647 1154 - - -
Mov Cap-2 Maneuver 264 - - - - -
Stage 1 674 - - - - -
Stage 2 521 - - - - -
Approach EB NB SB
HCM Control Delay, s 12 1.2 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1154 - 647 - -
HCM Lane V/C Ratio 0.088 - 0.207 - -
HCM Control Delay (s) 8.4 - 12 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.3 - 0.8 - -
1564
Lanes, Volumes, Timings AM 2041+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 160 41 843 158 18 714
Future Volume (vph) 160 41 843 158 18 714
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor
Frt 0.850 0.976
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3454 0 1630 3539
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 3454 0 1630 3539
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 174 45 916 172 20 776
Shared Lane Traffic (%)
Lane Group Flow (vph) 174 45 1088 0 20 776
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15
1565
HCM 2010 TWSC AM 2041+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 25.5
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 160 41 843 158 18 714
Future Vol, veh/h 160 41 843 158 18 714
Conflicting Peds, #/hr 5 5 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 105 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 174 45 916 172 20 776
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1434 549 0 0 1093 0
Stage 1 1007 - - - - -
Stage 2 427 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver ~ 125 480 - - 634 -
Stage 1 314 - - - - -
Stage 2 626 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 121 478 - - 634 -
Mov Cap-2 Maneuver ~ 121 - - - - -
Stage 1 313 - - - - -
Stage 2 606 - - - - -
Approach WB NB SB
HCM Control Delay, s 244.1 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 121 478 634 -
HCM Lane V/C Ratio - - 1.437 0.093 0.031 -
HCM Control Delay (s) - $ 303. - 2 13.3 10.9 -
HCM Lane LOS - - F B B -
HCM 95th %tile Q(veh) - - 12 0.3 0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1566
Lanes, Volumes, Timings AM 2041+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 36 19 9 41 2 28 66 50 6 80 55
Future Volume (vph) 1 36 19 9 41 2 28 66 50 6 80 55
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. 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 Ped Bike Factor
Frt 0.954 0.995 0.953 0.947
Flt Protected 0.999 0.991 0.990 0.998
Satd. Flow (prot) 0 1775 0 0 1837 0 0 1757 0 0 1760 0
Flt Permitted 0.999 0.991 0.990 0.998
Satd. Flow (perm) 0 1775 0 0 1837 0 0 1757 0 0 1760 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 858 508 1674 1612
Travel Time (s) 10.6 6.3 20.8 20.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 39 21 10 45 2 30 72 54 7 87 60
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 61 0 0 57 0 0 156 0 0 154 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15
1567
HCM 2010 Roundabout AM 2041+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 4.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 61 57 156 154
Demand Flow Rate, veh/h 62 58 159 157
Vehicles Circulating, veh/h 106 105 48 87
Vehicles Exiting, veh/h 138 102 120 76
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 5 5 5 5
Ped Cap Adj 0.999 0.999 0.999 0.999
Approach Delay, s/veh 4.1 4.1 4.7 4.9
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 62 58 159 157
Cap Entry Lane, veh/h 1016 1017 1077 1036
Entry HV Adj Factor 0.987 0.984 0.978 0.983
Flow Entry, veh/h 61 57 156 154
Cap Entry, veh/h 1003 1001 1053 1017
V/C Ratio 0.061 0.057 0.148 0.152
Control Delay, s/veh 4.1 4.1 4.7 4.9

LOS A A A A
95th %tile Queue, veh 0 0 1 1
1568
Lanes, Volumes, Timings AM 2041+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 31 0 29 7 771 45 33 700 0
Future Volume (vph) 0 0 0 31 0 29 7 771 45 33 700 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.935 0.992
Flt Protected 0.975 0.998
Satd. Flow (prot) 0 1863 0 0 1698 0 0 3511 0 0 3532 0
Flt Permitted 0.975 0.998
Satd. Flow (perm) 0 1863 0 0 1698 0 0 3511 0 0 3532 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 34 0 32 8 838 49 36 761 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 66 0 0 895 0 0 797 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15
1569
HCM 2010 TWSC AM 2041+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 31 0 29 7 771 45 33 700 0
Future Vol, veh/h 0 0 0 31 0 29 7 771 45 33 700 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 34 0 32 8 838 49 36 761 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1267 1735 380 1330 1711 443 761 0 0 887 0 0 Stage 1 833 833 - 878 878 - - - - - - -
Stage 2 434 902 - 452 833 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 126 87 618 113 90 562 847 - - 759 - - Stage 1 329 382 - 309 364 - - - - - - -
Stage 2 570 355 - 557 382 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 110 78 618 104 81 562 847 - - 759 - - Mov Cap-2 Maneuver 110 78 - 104 81 - - - - - - -
Stage 1 323 351 - 303 357 - - - - - - -
Stage 2 528 348 - 511 351 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 38.2 0.2 0.8

HCM LOS A E
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 847 - - - 172 759 - -
HCM Lane V/C Ratio 0.009 - - - 0.379 0.047 - -
HCM Control Delay (s) 9.3 0.1 - 0 38.2 10 0.4 -
HCM Lane LOS A A - A E A A -
HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 - -
1570
Lanes, Volumes, Timings AM 2041+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 116 287 43 220 526 131 44 235 153 92 320 118 Future Volume (vph) 116 287 43 220 526 131 44 235 153 92 320 118 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 305 305 305 305 305 305 300 155
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 0.97 0.97 0.97
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 3539 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1431 1630 1863 1413 1630 1863 1411 1630 3539 1411 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 121 142 182 182
Link Speed (mph) 55 50 45 45
Link Distance (ft) 2597 2655 816 2647
Travel Time (s) 32.2 36.2 12.4 40.1
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 126 312 47 239 572 142 48 255 166 100 348 128 Shared Lane Traffic (%)
Lane Group Flow (vph) 126 312 47 239 572 142 48 255 166 100 348 128 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
1571
Lanes, Volumes, Timings AM 2041+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 38.4 38.4 9.7 38.4 38.4 9.3 35.6 35.6 9.3 35.6 35.6 Total Split (s) 17.0 41.4 41.4 28.0 52.4 52.4 13.5 35.6 35.6 15.0 37.1 37.1 Total Split (%) 14.2% 34.5% 34.5% 23.3% 43.7% 43.7% 11.3% 29.7% 29.7% 12.5% 30.9% 30.9% Maximum Green (s) 11.0 35.4 35.4 22.3 46.7 46.7 8.2 30.3 30.3 9.7 31.8 31.8 Yellow Time (s) 5.0 5.0 5.0 4.7 4.7 4.7 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max C-Max None Min Min None Min Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.4 25.4 25.7 25.7 23.3 23.3 23.3 23.3 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5
Act Effct Green (s) 15.0 46.1 46.1 24.0 55.1 55.1 8.8 23.3 23.3 10.7 27.3 27.3 Actuated g/C Ratio 0.12 0.38 0.38 0.20 0.46 0.46 0.07 0.19 0.19 0.09 0.23 0.23 v/c Ratio 0.62 0.44 0.08 0.73 0.67 0.20 0.40 0.71 0.40 0.69 0.43 0.28 Control Delay 63.8 31.4 0.2 52.7 27.6 4.4 63.0 55.3 6.8 77.6 41.3 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.8 31.4 0.2 52.7 27.6 4.4 63.0 55.3 6.8 77.6 41.3 2.8

LOS E C A D C A E E A E D A
Approach Delay 36.8 30.4 38.9 39.1
Approach LOS D C D D
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 43.3 (36%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 105
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 35.3 Intersection LOS: D
Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 16: Akers St & Riggen Ave
1572
HCM 2010 Signalized Intersection Summary AM 2041+Project 16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 287 43 220 526 131 44 235 153 92 320 118 Future Volume (veh/h) 116 287 43 220 526 131 44 235 153 92 320 118 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 Adj Flow Rate, veh/h 126 312 47 239 572 142 48 255 166 100 348 128 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 174 581 446 451 896 683 77 362 273 138 820 327 Arrive On Green 0.11 0.31 0.31 0.28 0.48 0.48 0.05 0.19 0.19 0.08 0.23 0.23 Sat Flow, veh/h 1634 1863 1432 1634 1863 1420 1634 1863 1405 1634 3539 1409 Grp Volume(v), veh/h 126 312 47 239 572 142 48 255 166 100 348 128 Grp Sat Flow(s),veh/h/ln 1634 1863 1432 1634 1863 1420 1634 1863 1405 1634 1770 1409 Q Serve(g_s), s 9.0 16.6 2.2 14.9 27.6 6.9 3.5 15.3 7.1 7.2 10.1 9.2 Cycle Q Clear(g_c), s 9.0 16.6 2.2 14.9 27.6 6.9 3.5 15.3 7.1 7.2 10.1 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 174 581 446 451 896 683 77 362 273 138 820 327 V/C Ratio(X) 0.72 0.54 0.11 0.53 0.64 0.21 0.62 0.70 0.61 0.72 0.42 0.39 Avail Cap(c_a), veh/h 177 581 446 451 896 683 129 491 370 150 976 389 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.9 34.1 18.2 36.8 23.3 18.0 56.1 45.1 13.2 53.6 39.3 39.0 Incr Delay (d2), s/veh 13.4 3.5 0.5 1.2 3.5 0.7 7.9 2.9 2.2 14.6 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.2 0.9 6.9 15.0 2.8 1.7 8.2 2.9 3.8 5.0 3.7 LnGrp Delay(d),s/veh 65.3 37.7 18.6 38.0 26.8 18.6 64.0 48.0 15.4 68.2 39.6 39.7 LnGrp LOS E D B D C B E D B E D D
Approach Vol, veh/h 485 953 469 576
Approach Delay, s/veh 43.0 28.4 38.1 44.6
Approach LOS D C D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 27.3 37.1 41.4 9.7 31.8 16.8 61.7 Change Period (Y+Rc), s 5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7 Max Green Setting (Gmax), s9.7 30.3 22.3 35.4 8.2 31.8 11.0 46.7 Max Q Clear Time (g_c+I1)9.2 , s 17.3 16.9 18.6 5.5 12.1 11.0 29.6 Green Ext Time (p_c), s 0.0 3.2 2.0 1.1 0.0 3.6 0.0 3.6 Intersection Summary
HCM 2010 Ctrl Delay 36.8
HCM 2010 LOS D
1573
Lanes, Volumes, Timings AM 2041+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 602 29 65 1518 57 80
Future Volume (vph) 602 29 65 1518 57 80
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.994 0.921
Flt Protected 0.998 0.980
Satd. Flow (prot) 1852 0 0 1859 1549 0
Flt Permitted 0.998 0.980
Satd. Flow (perm) 1852 0 0 1859 1549 0
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 654 32 71 1650 62 87
Shared Lane Traffic (%)
Lane Group Flow (vph) 686 0 0 1721 149 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 136.7% ICU Level of Service H Analysis Period (min) 15
1574
HCM 2010 TWSC AM 2041+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 838.5
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 602 29 65 1518 57 80
Future Vol, veh/h 602 29 65 1518 57 80
Conflicting Peds, #/hr 0 0 0 0 5 5
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 654 32 71 1650 62 87
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 691 0 2466 675
Stage 1 - - - - 675 -
Stage 2 - - - - 1791 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 904 - ~ 33 454
Stage 1 - - - - 506 -
Stage 2 - - - - 146 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 904 - ~ 2 452
Mov Cap-2 Maneuver - - - - ~ 2 -
Stage 1 - - - - 504 -
Stage 2 - - - - ~ 8 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 $ 14383.7

HCM LOS F
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 5 - - 904 -
HCM Lane V/C Ratio 29.783 - - 0.078 -
HCM Control Delay (s) $ 14383.7 - - 9.3 0
HCM Lane LOS F - - A A
HCM 95th %tile Q(veh) 20.7 - - 0.3 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1575
Lanes, Volumes, Timings AM 2041+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 169 418 202 280 518 103 111 548 178 170 987 369 Future Volume (vph) 169 418 202 280 518 103 111 548 178 170 987 369 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 280 155 155 155 255 0 210 0
Storage Lanes 1 1 2 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.99 0.98 1.00 1.00 1.00 0.99 Frt 0.850 0.850 0.963 0.959
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3539 1458 3162 3539 1458 1630 3393 0 1630 3366 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1624 3539 1427 3138 3539 1427 1628 3393 0 1627 3366 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 221 37 51
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2640 2884 2701 1173
Travel Time (s) 36.0 39.3 40.9 17.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 184 454 220 304 563 112 121 596 193 185 1073 401 Shared Lane Traffic (%)
Lane Group Flow (vph) 184 454 220 304 563 112 121 789 0 185 1474 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 5 3 8 8 1 5 2 1 6
Switch Phase
1576
Lanes, Volumes, Timings AM 2041+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.7 27.0 27.0 9.7 28.4 28.4 9.3 38.4 9.3 38.4 Total Split (s) 27.8 40.2 40.2 19.0 31.4 31.4 12.4 38.4 22.4 48.4 Total Split (%) 23.2% 33.5% 33.5% 15.8% 26.2% 26.2% 10.3% 32.0% 18.7% 40.3% Maximum Green (s) 22.1 34.5 34.5 13.3 25.7 25.7 7.1 33.1 17.1 43.1 Yellow Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.7 -1.7 -1.7 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max C-Max None Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 14.3 14.3 15.7 15.7 26.1 26.1
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Act Effct Green (s) 19.7 36.4 36.4 14.8 31.5 31.5 8.4 32.0 20.8 44.4 Actuated g/C Ratio 0.16 0.30 0.30 0.12 0.26 0.26 0.07 0.27 0.17 0.37 v/c Ratio 0.69 0.42 0.40 0.78 0.61 0.21 1.06 0.85 0.66 1.15 Control Delay 52.3 32.4 10.4 65.5 42.9 0.9 146.6 38.5 59.5 112.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.3 32.4 10.4 65.5 42.9 0.9 146.6 38.5 59.5 112.9

LOS D C B E D A F D E F
Approach Delay 31.0 45.1 52.9 107.0
Approach LOS C D D F
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.15
Intersection Signal Delay: 67.3 Intersection LOS: E
Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 18: Demaree St & Riggen Ave
1577
HCM 2010 Signalized Intersection Summary AM 2041+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 418 202 280 518 103 111 548 178 170 987 369 Future Volume (veh/h) 169 418 202 280 518 103 111 548 178 170 987 369 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 184 454 220 304 563 112 121 596 193 185 1073 401 Adj No. of Lanes 1 2 1 2 2 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 232 1071 433 393 1007 407 114 700 226 282 931 341 Arrive On Green 0.14 0.30 0.30 0.12 0.28 0.28 0.02 0.09 0.08 0.17 0.37 0.36 Sat Flow, veh/h 1634 3539 1432 3170 3539 1431 1634 2618 846 1634 2516 922 Grp Volume(v), veh/h 184 454 220 304 563 112 121 402 387 185 748 726 Grp Sat Flow(s),veh/h/ln 1634 1770 1432 1585 1770 1431 1634 1770 1694 1634 1770 1668 Q Serve(g_s), s 13.1 12.3 15.2 11.2 16.2 4.6 8.4 26.9 27.0 12.7 44.4 44.4 Cycle Q Clear(g_c), s 13.1 12.3 15.2 11.2 16.2 4.6 8.4 26.9 27.0 12.7 44.4 44.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.55
Lane Grp Cap(c), veh/h 232 1071 433 393 1007 407 114 473 453 282 655 617 V/C Ratio(X) 0.79 0.42 0.51 0.77 0.56 0.28 1.06 0.85 0.85 0.66 1.14 1.18 Avail Cap(c_a), veh/h 324 1071 433 396 1007 407 114 507 486 282 655 617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.43 0.43 0.43 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 33.5 34.5 50.9 36.5 13.1 58.6 52.3 52.5 46.3 37.8 38.2 Incr Delay (d2), s/veh 8.7 1.2 4.2 9.1 2.2 1.7 71.5 5.8 6.2 5.4 81.7 95.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 6.2 6.5 5.4 8.2 2.0 6.1 14.0 13.5 6.1 36.5 36.7 LnGrp Delay(d),s/veh 58.5 34.7 38.7 60.1 38.8 14.7 130.4 58.2 58.7 51.7 119.5 133.4 LnGrp LOS E C D E D B F E E D F F
Approach Vol, veh/h 858 979 910 1659
Approach Delay, s/veh 40.8 42.6 68.0 118.0
Approach LOS D D E F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s24.7 36.1 18.9 40.3 12.4 48.4 21.0 38.2 Change Period (Y+Rc), s 5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7 Max Green Setting (Gmax)17.1 , s 33.1 13.3 34.5 7.1 43.1 22.1 25.7 Max Q Clear Time (g_c+I114.7 ), s 29.0 13.2 17.2 10.4 46.4 15.1 18.2 Green Ext Time (p_c), s 1.7 1.3 0.0 5.6 0.0 0.0 0.3 3.6 Intersection Summary
HCM 2010 Ctrl Delay 75.9
HCM 2010 LOS E
Notes
1578
HCM 2010 Signalized Intersection Summary AM 2041+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved changes to right turn type.
1579
Lanes, Volumes, Timings AM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 425 58 46 489 24 102 31 74 50 72 54 Future Volume (vph) 31 425 58 46 489 24 102 31 74 50 72 54 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor
Frt 0.982 0.993 0.895 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3476 0 1630 3514 0 1630 3168 0 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3476 0 1630 3514 0 1630 3168 0 1630 1863 1458 Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 462 63 50 532 26 111 34 80 54 78 59
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 525 0 50 558 0 111 114 0 54 78 59 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.5% ICU Level of Service A Analysis Period (min) 15
1580
HCM 2010 AWSC AM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 20.2
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 31 425 58 0 46 489 24 0 102 31 74
Future Vol, veh/h 0 31 425 58 0 46 489 24 0 102 31 74
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 34 462 63 0 50 532 26 0 111 34 80
Number of Lanes 0 1 2 0 0 1 2 0 0 1 2 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 3
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 3 3 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 3 3 3
HCM Control Delay 20.8 24.2 14.2

HCM LOS C C B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 12% 0% 100% 71% 0% 100% 87% 0% 100% Vol Right, % 0% 0% 88% 0% 0% 29% 0% 0% 13% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 102 21 84 31 283 200 46 326 187 50 72 LT Vol 102 0 0 31 0 0 46 0 0 50 0
Through Vol 0 21 10 0 283 142 0 326 163 0 72
RT Vol 0 0 74 0 0 58 0 0 24 0 0
Lane Flow Rate 111 22 92 34 308 217 50 354 203 54 78
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.283 0.054 0.206 0.077 0.665 0.456 0.113 0.755 0.428 0.141 0.192 Departure Headway (Hd) 9.197 8.697 8.083 8.27 7.77 7.567 8.167 7.667 7.577 9.311 8.811 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 390 411 443 432 465 475 438 471 474 384 406
Service Time 6.976 6.476 5.862 6.038 5.538 5.334 5.932 5.432 5.342 7.091 6.591 HCM Lane V/C Ratio 0.285 0.054 0.208 0.079 0.662 0.457 0.114 0.752 0.428 0.141 0.192 HCM Control Delay 15.6 12 13 11.7 24.8 16.6 12 30.6 15.9 13.6 13.7 HCM Lane LOS C B B B C C B D C B B
HCM 95th-tile Q 1.1 0.2 0.8 0.2 4.8 2.3 0.4 6.4 2.1 0.5 0.7 1581
HCM 2010 AWSC AM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 50 72 54
Future Vol, veh/h 0 50 72 54
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 54 78 59
Number of Lanes 0 1 1 1
Approach SB
Opposing Approach NB
Opposing Lanes 3
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 13.2

HCM LOS B
Lane SBLn3
1582
Lanes, Volumes, Timings AM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 40 319 170 85 477 87 233 82 143 90 193 90 Future Volume (vph) 40 319 170 85 477 87 233 82 143 90 193 90 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 150 0 150 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.948 0.977 0.958 0.967
Flt Protected 0.950 0.950 0.975 0.988
Satd. Flow (prot) 1630 3355 0 1630 3458 0 0 1740 0 0 1780 0 Flt Permitted 0.950 0.950 0.975 0.988
Satd. Flow (perm) 1630 3355 0 1630 3458 0 0 1740 0 0 1780 0 Link Speed (mph) 55 45 55 55
Link Distance (ft) 259 2655 897 1333
Travel Time (s) 3.2 40.2 11.1 16.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 43 347 185 92 518 95 253 89 155 98 210 98 Shared Lane Traffic (%)
Lane Group Flow (vph) 43 532 0 92 613 0 0 497 0 0 406 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15
1583
HCM 2010 AWSC AM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 54.5
Intersection LOS F
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 40 319 170 0 85 477 87 0 233 82 143 Future Vol, veh/h 0 40 319 170 0 85 477 87 0 233 82 143 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 43 347 185 0 92 518 95 0 253 89 155
Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 3
HCM Control Delay 31.4 42.3 78.9

HCM LOS D E F
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 51% 100% 0% 0% 100% 0% 0% 24%
Vol Thru, % 18% 0% 100% 38% 0% 100% 65% 52%
Vol Right, % 31% 0% 0% 62% 0% 0% 35% 24%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 458 40 213 276 85 318 246 373
LT Vol 233 40 0 0 85 0 0 90
Through Vol 82 0 213 106 0 318 159 193
RT Vol 143 0 0 170 0 0 87 90
Lane Flow Rate 498 43 231 300 92 346 267 405
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 1 0.123 0.621 0.771 0.257 0.914 0.689 1 Departure Headway (Hd) 9.806 10.174 9.675 9.245 10.019 9.52 9.273 9.723 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 373 353 374 390 358 380 390 377
Service Time 7.506 7.921 7.422 6.992 7.773 7.274 7.027 7.423 HCM Lane V/C Ratio 1.335 0.122 0.618 0.769 0.257 0.911 0.685 1.074 HCM Control Delay 78.9 14.3 27.1 37.1 16.2 58.6 30.3 78.6 HCM Lane LOS F B D E C F D F
HCM 95th-tile Q 11.7 0.4 4 6.4 1 9.5 5 11.8
1584
HCM 2010 AWSC AM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 90 193 90
Future Vol, veh/h 0 90 193 90
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 98 210 98
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 78.6

HCM LOS F
Lane
1585
Lanes, Volumes, Timings AM 2041+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 56 120 120 217 224 50 176 1136 313 65 1017 93 Future Volume (vph) 56 120 120 217 224 50 176 1136 313 65 1017 93 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 210 0 300 160 200 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.96 1.00 1.00
Frt 0.925 0.850 0.968 0.987
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3274 0 1630 1863 1458 1630 3412 0 1630 3493 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3274 0 1621 1863 1401 1622 3412 0 1630 3493 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 130 165 45 10
Link Speed (mph) 45 45 45 45
Link Distance (ft) 2655 1321 2631 2701
Travel Time (s) 40.2 20.0 39.9 40.9
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 61 130 130 236 243 54 191 1235 340 71 1105 101 Shared Lane Traffic (%)
Lane Group Flow (vph) 61 260 0 236 243 54 191 1575 0 71 1206 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
1586
Lanes, Volumes, Timings AM 2041+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.3 28.4 9.3 22.5 22.5 9.3 37.0 9.3 23.3 Total Split (s) 17.0 28.4 14.0 25.4 25.4 22.8 68.3 9.3 54.8 Total Split (%) 14.2% 23.7% 11.7% 21.2% 21.2% 19.0% 56.9% 7.8% 45.7% Maximum Green (s) 11.7 23.1 8.7 20.1 20.1 17.5 63.0 4.0 49.5 Yellow Time (s) 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 16.1 0.0 0.0 24.7 0.0
Pedestrian Calls (#/hr) 5 0 0 5 0
Act Effct Green (s) 10.7 13.3 23.1 27.9 27.9 19.8 62.3 5.3 47.8 Actuated g/C Ratio 0.09 0.11 0.19 0.23 0.23 0.16 0.52 0.04 0.40 v/c Ratio 0.42 0.54 0.75 0.56 0.12 0.71 0.88 1.00 0.86
Control Delay 59.9 28.1 63.4 49.1 0.5 63.3 31.4 120.4 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.9 28.1 63.4 49.1 0.5 63.3 31.4 120.4 15.0

LOS E C E D A E C F B
Approach Delay 34.1 50.5 34.8 20.9
Approach LOS C D C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 108 (90%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 32.3 Intersection LOS: C
Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 21: Demaree St & Ferguson Ave
1587
HCM 2010 Signalized Intersection Summary AM 2041+Project 21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 120 120 217 224 50 176 1136 313 65 1017 93 Future Volume (veh/h) 56 120 120 217 224 50 176 1136 313 65 1017 93 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 61 130 130 236 243 54 191 1235 340 71 1105 101 Adj No. of Lanes 1 2 0 1 1 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 94 212 190 154 292 223 451 1670 451 72 1233 113 Arrive On Green 0.06 0.12 0.11 0.09 0.16 0.16 0.28 0.61 0.60 0.04 0.38 0.37 Sat Flow, veh/h 1634 1770 1583 1634 1863 1423 1634 2746 742 1634 3280 300 Grp Volume(v), veh/h 61 130 130 236 243 54 191 787 788 71 596 610 Grp Sat Flow(s),veh/h/ln 1634 1770 1583 1634 1863 1423 1634 1770 1718 1634 1770 1810 Q Serve(g_s), s 4.4 8.4 9.5 11.3 15.2 4.0 11.5 37.7 40.0 5.2 38.0 38.1 Cycle Q Clear(g_c), s 4.4 8.4 9.5 11.3 15.2 4.0 11.5 37.7 40.0 5.2 38.0 38.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 0.17
Lane Grp Cap(c), veh/h 94 212 190 154 292 223 451 1076 1045 72 665 680 V/C Ratio(X) 0.65 0.61 0.69 1.53 0.83 0.24 0.42 0.73 0.75 0.98 0.90 0.90 Avail Cap(c_a), veh/h 177 360 322 154 332 254 451 1076 1045 72 749 766 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh 55.4 50.2 51.3 54.3 49.0 44.3 35.6 16.6 17.3 57.3 35.2 35.4 Incr Delay (d2), s/veh 7.3 2.9 4.3 267.4 14.7 0.6 0.6 4.4 5.0 27.7 2.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 4.3 4.4 16.6 9.0 1.6 5.3 19.7 20.3 2.9 18.9 19.4 LnGrp Delay(d),s/veh 62.7 53.0 55.6 321.7 63.7 44.9 36.2 21.0 22.3 85.0 37.2 37.3 LnGrp LOS E D E F E D D C C F D D
Approach Vol, veh/h 321 533 1766 1277
Approach Delay, s/veh 55.9 176.1 23.2 39.9
Approach LOS E F C D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 77.0 15.3 18.4 37.2 49.1 10.9 22.8 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s4.0 63.0 8.7 23.1 17.5 49.5 11.7 20.1 Max Q Clear Time (g_c+I1)7.2 , s 42.0 13.3 11.5 13.5 40.1 6.4 17.2 Green Ext Time (p_c), s 0.0 8.9 0.0 0.7 2.8 3.7 0.0 0.4 Intersection Summary
HCM 2010 Ctrl Delay 52.3
HCM 2010 LOS D
1588
Lanes, Volumes, Timings AM 2041+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 33 2 0 19 1 0
Future Volume (vph) 33 2 0 19 1 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.865
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 1611 1611 0 0 1770
Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 1611 1611 0 0 1770
Link Speed (mph) 55 55 55
Link Distance (ft) 402 380 404
Travel Time (s) 5.0 4.7 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 36 2 0 21 1 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 36 2 21 0 0 1
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1589
HCM 2010 TWSC AM 2041+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 5.5
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 33 2 0 19 1 0
Future Vol, veh/h 33 2 0 19 1 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 2 0 21 1 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 12 10 0 0 21 0
Stage 1 10 - - - - -
Stage 2 2 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 1008 1071 - - 1595 -
Stage 1 1013 - - - - -
Stage 2 1021 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1007 1071 - - 1595 -
Mov Cap-2 Maneuver 1007 - - - - -
Stage 1 1013 - - - - -
Stage 2 1020 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.4 0 7.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1071 1595 -
HCM Lane V/C Ratio - - 0.002 0.001 -
HCM Control Delay (s) - - 8.4 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
1590
Lanes, Volumes, Timings AM 2041+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 70 2 19 40 1 33
Future Volume (vph) 70 2 19 40 1 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.909
Flt Protected 0.950 0.999
Satd. Flow (prot) 0 1611 1693 0 0 1861
Flt Permitted 0.950 0.999
Satd. Flow (perm) 0 1611 1693 0 0 1861
Link Speed (mph) 55 55 55
Link Distance (ft) 400 574 380
Travel Time (s) 5.0 7.1 4.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 76 2 21 43 1 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 76 2 64 0 0 37
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1591
HCM 2010 TWSC AM 2041+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 70 2 19 40 1 33
Future Vol, veh/h 70 2 19 40 1 33
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 76 2 21 43 1 36
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 80 42 0 0 64 0
Stage 1 42 - - - - -
Stage 2 38 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 922 1029 - - 1538 -
Stage 1 980 - - - - -
Stage 2 984 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 921 1029 - - 1538 -
Mov Cap-2 Maneuver 921 - - - - -
Stage 1 980 - - - - -
Stage 2 983 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.5 0 0.2

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1029 1538 -
HCM Lane V/C Ratio - - 0.002 0.001 -
HCM Control Delay (s) - - 8.5 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
1592
Lanes, Volumes, Timings AM 2041+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 25 94 68 16 29 43
Future Volume (vph) 25 94 68 16 29 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.975 0.865
Flt Protected 0.990 0.950
Satd. Flow (prot) 0 1844 1816 0 0 1611
Flt Permitted 0.990 0.950
Satd. Flow (perm) 0 1844 1816 0 0 1611
Link Speed (mph) 55 55 55
Link Distance (ft) 388 640 353
Travel Time (s) 4.8 7.9 4.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 27 102 74 17 32 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 129 91 0 32 47
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1593
HCM 2010 TWSC AM 2041+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 25 94 68 16 29 43
Future Vol, veh/h 25 94 68 16 29 43
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 27 102 74 17 32 47
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 91 0 - 0 240 83
Stage 1 - - - - 83 -
Stage 2 - - - - 157 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1504 - - - 748 976
Stage 1 - - - - 940 -
Stage 2 - - - - 871 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1504 - - - 734 976
Mov Cap-2 Maneuver - - - - 734 -
Stage 1 - - - - 940 -
Stage 2 - - - - 854 -
Approach EB WB SB
HCM Control Delay, s 1.6 0 8.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1504 - - - 976
HCM Lane V/C Ratio 0.018 - - - 0.048
HCM Control Delay (s) 7.4 0 - - 8.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.2
1594
Lanes, Volumes, Timings AM 2041+Project
3001: Demaree St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 45 45
Link Distance (ft) 2658 280 1260
Travel Time (s) 33.0 4.2 19.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1595
1596
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 160 41 843 158 40 781
Future Volume (vph) 160 41 843 158 40 781
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor 0.99 0.98
Frt 0.850 0.976
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3454 0 1630 3539
Flt Permitted 0.950 0.236
Satd. Flow (perm) 1618 1428 3454 0 405 3539
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 45 43
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 174 45 916 172 43 849
Shared Lane Traffic (%)
Lane Group Flow (vph) 174 45 1088 0 43 849
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Prot Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 8 6
Detector Phase 8 8 2 6 6
Switch Phase
1597
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 31.0 31.0 59.0 59.0 59.0
Total Split (%) 34.4% 34.4% 65.6% 65.6% 65.6%
Maximum Green (s) 26.5 26.5 54.5 54.5 54.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 14.9 14.9 66.1 66.1 66.1
Actuated g/C Ratio 0.17 0.17 0.73 0.73 0.73
v/c Ratio 0.65 0.16 0.43 0.14 0.33
Control Delay 45.6 10.5 4.1 6.0 5.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.6 10.5 4.1 6.0 5.0

LOS D B A A A
Approach Delay 38.4 4.1 5.1
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 7.9 Intersection LOS: A
Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 13: Demaree St & Shannon Pkwy
1598
HCM 2010 Signalized Intersection Summary AM 2041+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 160 41 843 158 40 781
Future Volume (veh/h) 160 41 843 158 40 781
Number 3 18 2 12 1 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1716 1716 1863 1750 1716 1863
Adj Flow Rate, veh/h 174 45 916 172 43 849
Adj No. of Lanes 1 1 2 0 1 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 216 192 2285 429 445 2718
Arrive On Green 0.13 0.13 1.00 1.00 0.77 0.77
Sat Flow, veh/h 1634 1458 3068 558 476 3632
Grp Volume(v), veh/h 174 45 545 543 43 849
Grp Sat Flow(s),veh/h/ln 1634 1458 1770 1764 476 1770
Q Serve(g_s), s 9.3 2.5 0.0 0.0 2.1 6.6
Cycle Q Clear(g_c), s 9.3 2.5 0.0 0.0 2.1 6.6
Prop In Lane 1.00 1.00 0.32 1.00
Lane Grp Cap(c), veh/h 216 192 1359 1355 445 2718
V/C Ratio(X) 0.81 0.23 0.40 0.40 0.10 0.31
Avail Cap(c_a), veh/h 481 429 1359 1355 445 2718
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.96 0.96 1.00 1.00
Uniform Delay (d), s/veh 37.9 35.0 0.0 0.0 2.7 3.2
Incr Delay (d2), s/veh 7.0 0.6 0.8 0.8 0.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 1.0 0.3 0.3 0.3 3.3
LnGrp Delay(d),s/veh 44.9 35.6 0.8 0.8 3.1 3.5
LnGrp LOS D D A A A A
Approach Vol, veh/h 219 1088 892
Approach Delay, s/veh 43.0 0.8 3.5
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 73.6 73.6 16.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 54.5 54.5 26.5
Max Q Clear Time (g_c+I1), s 2.0 8.6 11.3
Green Ext Time (p_c), s 13.1 12.9 0.6
Intersection Summary
HCM 2010 Ctrl Delay 6.1
HCM 2010 LOS A
1599
1600
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 31 0 29 7 771 45 33 700 0
Future Volume (vph) 0 0 0 31 0 29 7 771 45 33 700 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.935 0.992
Flt Protected 0.975 0.998
Satd. Flow (prot) 0 1863 0 0 1698 0 0 3511 0 0 3532 0
Flt Permitted 0.838 0.949 0.883
Satd. Flow (perm) 0 1863 0 0 1460 0 0 3332 0 0 3125 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 32 13
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 34 0 32 8 838 49 36 761 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 66 0 0 895 0 0 797 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 28.0 28.0 28.0 28.0 62.0 62.0 62.0 62.0 Total Split (%) 31.1% 31.1% 31.1% 31.1% 68.9% 68.9% 68.9% 68.9% Maximum Green (s) 23.5 23.5 23.5 23.5 57.5 57.5 57.5 57.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
1601
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 7.8 76.1 76.1
Actuated g/C Ratio 0.09 0.85 0.85
v/c Ratio 0.42 0.32 0.30
Control Delay 31.3 2.4 1.7
Queue Delay 0.0 0.0 0.0
Total Delay 31.3 2.4 1.7

LOS C A A
Approach Delay 31.3 2.4 1.7
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.42
Intersection Signal Delay: 3.2 Intersection LOS: A
Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 15: Demaree St & Flagstaff Ave
1602
HCM 2010 Signalized Intersection Summary AM 2041+Project with MitigationÃ¯Â¿Â½ 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 31 0 29 7 771 45 33 700 0
Future Volume (veh/h) 0 0 0 31 0 29 7 771 45 33 700 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 0 0 0 34 0 32 8 838 49 36 761 0
Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 101 0 100 2 40 48 2799 163 131 2675 0
Arrive On Green 0.00 0.00 0.00 0.05 0.00 0.05 0.85 0.85 0.85 1.00 1.00 0.00 Sat Flow, veh/h 0 1863 0 729 45 728 8 3310 192 104 3248 0 Grp Volume(v), veh/h 0 0 0 66 0 0 472 0 423 405 392 0
Grp Sat Flow(s),veh/h/ln 0 1863 0 1501 0 0 1849 0 1661 1657 1610 0 Q Serve(g_s), s 0.0 0.0 0.0 3.7 0.0 0.0 0.0 0.0 4.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 0.0 4.7 0.0 4.8 0.0 0.0 0.0 Prop In Lane 0.00 0.00 0.52 0.48 0.02 0.12 0.09 0.00
Lane Grp Cap(c), veh/h 0 101 0 142 0 0 1604 0 1405 1445 1362 0 V/C Ratio(X) 0.00 0.00 0.00 0.46 0.00 0.00 0.29 0.00 0.30 0.28 0.29 0.00 Avail Cap(c_a), veh/h 0 486 0 450 0 0 1604 0 1405 1445 1362 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.00 0.50 0.93 0.93 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 42.1 0.0 0.0 1.4 0.0 1.4 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.4 0.0 0.0 0.2 0.0 0.3 0.5 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.7 0.0 0.0 2.5 0.0 2.2 0.2 0.2 0.0 LnGrp Delay(d),s/veh 0.0 0.0 0.0 44.4 0.0 0.0 1.7 0.0 1.7 0.5 0.5 0.0 LnGrp LOS D A A A A
Approach Vol, veh/h 0 66 895 797
Approach Delay, s/veh 0.0 44.4 1.7 0.5
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 80.6 9.4 80.6 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 23.5 57.5 23.5
Max Q Clear Time (g_c+I1), s 6.8 0.0 2.0 5.9
Green Ext Time (p_c), s 8.8 0.0 8.9 0.1
Intersection Summary
HCM 2010 Ctrl Delay 2.7
HCM 2010 LOS A
1603
1604
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 602 29 65 1518 57 80
Future Volume (vph) 602 29 65 1518 57 80
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.98 0.98
Frt 0.994 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1852 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1852 0 1630 1863 1603 1422
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 4 87
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 654 32 71 1650 62 87
Shared Lane Traffic (%)
Lane Group Flow (vph) 686 0 71 1650 62 87
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 36 36 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type NA Prot NA Prot Perm
Protected Phases 4 3 8 2
Permitted Phases 2
Detector Phase 4 3 8 2 2
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 8.5 22.5 22.5 22.5
Total Split (s) 81.8 15.7 97.5 22.5 22.5
1605
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Total Split (%) 68.2% 13.1% 81.3% 18.8% 18.8%
Maximum Green (s) 77.3 11.2 93.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode C-Max None C-Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 81.0 9.6 93.0 18.0 18.0
Actuated g/C Ratio 0.68 0.08 0.78 0.15 0.15
v/c Ratio 0.55 0.55 1.14 0.25 0.30
Control Delay 19.3 68.3 90.3 48.2 12.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 19.3 68.3 90.3 48.2 12.3

LOS B E F D B
Approach Delay 19.3 89.4 27.2
Approach LOS B F C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.14
Intersection Signal Delay: 66.9 Intersection LOS: E
Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 17: Linwood St & Riggen Ave
1606
HCM 2010 Signalized Intersection Summary AM 2041+Project with MitigationÃ¯Â¿Â½ 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 602 29 65 1518 57 80
Future Volume (veh/h) 602 29 65 1518 57 80
Number 4 14 3 8 5 12
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1750 1716 1863 1716 1716
Adj Flow Rate, veh/h 654 32 71 1650 62 87
Adj No. of Lanes 1 0 1 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1203 59 89 1444 245 219
Arrive On Green 0.46 0.46 0.05 0.77 0.15 0.15
Sat Flow, veh/h 1761 86 1634 1863 1634 1458
Grp Volume(v), veh/h 0 686 71 1650 62 87
Grp Sat Flow(s),veh/h/ln 0 1848 1634 1863 1634 1458
Q Serve(g_s), s 0.0 32.2 5.2 93.0 4.0 6.5
Cycle Q Clear(g_c), s 0.0 32.2 5.2 93.0 4.0 6.5
Prop In Lane 0.05 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1262 89 1444 245 219
V/C Ratio(X) 0.00 0.54 0.80 1.14 0.25 0.40
Avail Cap(c_a), veh/h 0 1262 153 1444 245 219
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.80 0.55 0.55 1.00 1.00
Uniform Delay (d), s/veh 0.0 19.0 56.1 13.5 45.1 46.1
Incr Delay (d2), s/veh 0.0 1.4 8.8 69.4 2.5 5.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 16.8 2.5 74.4 2.0 2.9
LnGrp Delay(d),s/veh 0.0 20.4 64.8 82.9 47.5 51.4
LnGrp LOS C E F D D
Approach Vol, veh/h 686 1721 149
Approach Delay, s/veh 20.4 82.2 49.8
Approach LOS C F D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 22.5 11.0 86.5 97.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 11.2 77.3 93.0
Max Q Clear Time (g_c+I1), s 8.5 7.2 34.2 95.0
Green Ext Time (p_c), s 0.3 0.0 29.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 63.7
HCM 2010 LOS E
1607
1608
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 425 58 46 489 24 102 31 74 50 72 54 Future Volume (vph) 31 425 58 46 489 24 102 31 74 50 72 54 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 0.99 0.99 0.99 0.98 Frt 0.982 0.993 0.895 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3461 0 1630 3509 0 1630 3122 0 1630 1863 1458 Flt Permitted 0.245 0.274 0.706 0.680
Satd. Flow (perm) 418 3461 0 468 3509 0 1203 3122 0 1159 1863 1429 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 22 7 80 59
Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 462 63 50 532 26 111 34 80 54 78 59
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 525 0 50 558 0 111 114 0 54 78 59 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6 6
Detector Phase 4 4 8 8 2 2 6 6 6
Switch Phase
1609
Lanes, Volumes, Timings AM 2041+Project with MitigationÃ¯Â¿Â½ 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 47.0 47.0 47.0 47.0 43.0 43.0 43.0 43.0 43.0 Total Split (%) 52.2% 52.2% 52.2% 52.2% 47.8% 47.8% 47.8% 47.8% 47.8% Maximum Green (s) 42.5 42.5 42.5 42.5 38.5 38.5 38.5 38.5 38.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.3 20.3 20.3 20.3 60.7 60.7 60.7 60.7 60.7 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.67 0.67 0.67 0.67 0.67 v/c Ratio 0.36 0.66 0.48 0.70 0.14 0.05 0.07 0.06 0.06
Control Delay 39.3 34.0 44.4 36.2 6.7 2.5 6.4 6.1 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.3 34.0 44.4 36.2 6.7 2.5 6.4 6.1 2.1

LOS D C D D A A A A A
Approach Delay 34.3 36.9 4.6 5.0
Approach LOS C D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 27.5 Intersection LOS: C
Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 19: Country Center St & Riggen Ave
1610
HCM 2010 Signalized Intersection Summary AM 2041+Project with MitigationÃ¯Â¿Â½ 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 425 58 46 489 24 102 31 74 50 72 54 Future Volume (veh/h) 31 425 58 46 489 24 102 31 74 50 72 54 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 Adj Flow Rate, veh/h 34 462 63 50 532 26 111 34 80 54 78 59 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 179 818 111 187 899 44 793 1129 995 804 1188 916 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 779 3118 423 803 3429 167 1147 1770 1560 1171 1863 1436 Grp Volume(v), veh/h 34 261 264 50 274 284 111 34 80 54 78 59 Grp Sat Flow(s),veh/h/ln 779 1770 1772 803 1770 1827 1147 1770 1560 1171 1863 1436 Q Serve(g_s), s 3.6 11.5 11.6 5.2 12.2 12.2 3.6 0.6 1.8 1.7 1.4 1.4 Cycle Q Clear(g_c), s 15.8 11.5 11.6 16.8 12.2 12.2 5.1 0.6 1.8 3.4 1.4 1.4 Prop In Lane 1.00 0.24 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 179 464 465 187 464 479 793 1129 995 804 1188 916 V/C Ratio(X) 0.19 0.56 0.57 0.27 0.59 0.59 0.14 0.03 0.08 0.07 0.07 0.06 Avail Cap(c_a), veh/h 342 836 837 356 836 863 793 1129 995 804 1188 916 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.54 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 28.7 28.8 36.1 29.0 29.0 7.1 6.0 6.2 6.9 6.2 6.2 Incr Delay (d2), s/veh 0.3 0.6 0.6 0.8 1.2 1.2 0.4 0.0 0.2 0.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 5.7 5.7 1.2 6.1 6.3 1.2 0.3 0.8 0.6 0.8 0.6 LnGrp Delay(d),s/veh 36.2 29.3 29.4 36.8 30.2 30.2 7.5 6.1 6.4 7.0 6.3 6.3 LnGrp LOS D C C D C C A A A A A A
Approach Vol, veh/h 559 608 225 191
Approach Delay, s/veh 29.8 30.7 6.9 6.5
Approach LOS C C A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 61.9 28.1 61.9 28.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.5 42.5 38.5 42.5
Max Q Clear Time (g_c+I1), s 7.1 17.8 5.4 18.8
Green Ext Time (p_c), s 1.7 4.8 1.7 4.8
Intersection Summary
HCM 2010 Ctrl Delay 24.1
HCM 2010 LOS C
1611
1612
Lanes, Volumes, Timings PM 2041+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 184 45 47 55 57 83
Future Volume (vph) 184 45 47 55 57 83
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.973 0.920
Flt Protected 0.978 0.980
Satd. Flow (prot) 1812 0 0 1822 1547 0
Flt Permitted 0.978 0.980
Satd. Flow (perm) 1812 0 0 1822 1547 0
Link Speed (mph) 55 55 45
Link Distance (ft) 1617 5265 2625
Travel Time (s) 20.0 65.3 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 200 49 51 60 62 90
Shared Lane Traffic (%)
Lane Group Flow (vph) 249 0 0 111 152 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15
1613
HCM 2010 TWSC PM 2041+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4.2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 184 45 47 55 57 83
Future Vol, veh/h 184 45 47 55 57 83
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 200 49 51 60 62 90
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 249 0 386 224
Stage 1 - - - - 224 -
Stage 2 - - - - 162 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1317 - 617 815
Stage 1 - - - - 813 -
Stage 2 - - - - 867 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1317 - 592 815
Mov Cap-2 Maneuver - - - - 592 -
Stage 1 - - - - 813 -
Stage 2 - - - - 832 -
Approach EB WB NB
HCM Control Delay, s 0 3.6 11.5

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 707 - - 1317 -
HCM Lane V/C Ratio 0.215 - - 0.039 -
HCM Control Delay (s) 11.5 - - 7.8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
1614
Lanes, Volumes, Timings PM 2041+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 59 129 46 331 269 29
Future Volume (vph) 59 129 46 331 269 29
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.907 0.987
Flt Protected 0.985 0.994
Satd. Flow (prot) 1533 0 0 1852 1839 0
Flt Permitted 0.985 0.994
Satd. Flow (perm) 1533 0 0 1852 1839 0
Link Speed (mph) 55 45 45
Link Distance (ft) 5265 1260 5250
Travel Time (s) 65.3 19.1 79.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 64 140 50 360 292 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 204 0 0 410 324 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15
1615
HCM 2010 TWSC PM 2041+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 59 129 46 331 269 29
Future Vol, veh/h 59 129 46 331 269 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 64 140 50 360 292 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 768 308 324 0 - 0
Stage 1 308 - - - - -
Stage 2 460 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 370 732 1236 - - -
Stage 1 745 - - - - -
Stage 2 636 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 351 732 1236 - - -
Mov Cap-2 Maneuver 351 - - - - -
Stage 1 745 - - - - -
Stage 2 604 - - - - -
Approach EB NB SB
HCM Control Delay, s 15.5 1 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1236 - 546 - -
HCM Lane V/C Ratio 0.04 - 0.374 - -
HCM Control Delay (s) 8 0 15.5 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 1.7 - -
1616
Lanes, Volumes, Timings PM 2041+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 2 0 0 2
Future Volume (vph) 0 0 2 0 0 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1863 0 0 1770 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 1863 0 0 1770 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 703 2658 404
Travel Time (s) 8.7 33.0 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 2 0 0 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 2 2 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
1617
HCM 2010 TWSC PM 2041+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 0 0 2 0 0 2
Future Vol, veh/h 0 0 2 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 2 0 0 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 0 0 4 0
Stage 1 - - - - 0 -
Stage 2 - - - - 4 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - - - 1018 -
Stage 1 - - - - - -
Stage 2 - - - - 1019 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - 1018 -
Mov Cap-2 Maneuver - - - - 1018 -
Stage 1 - - - - - -
Stage 2 - - - - 1019 -
Approach EB WB NB
HCM Control Delay, s 0

HCM LOS -
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - - - -
HCM Lane LOS - - - - -
HCM 95th %tile Q(veh) - - - - -
1618
Lanes, Volumes, Timings PM 2041+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 40 49 0 3 2
Future Volume (vph) 2 40 49 0 3 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.871 0.946
Flt Protected 0.998 0.950
Satd. Flow (prot) 1619 0 0 1770 1762 0
Flt Permitted 0.998 0.950
Satd. Flow (perm) 1619 0 0 1770 1762 0
Link Speed (mph) 55 45 45
Link Distance (ft) 657 433 280
Travel Time (s) 8.1 6.6 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 2 43 53 0 3 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 45 0 0 53 5 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 19.4% ICU Level of Service A Analysis Period (min) 15
1619
HCM 2010 TWSC PM 2041+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 2 40 49 0 3 2
Future Vol, veh/h 2 40 49 0 3 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 43 53 0 3 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 111 4 5 0 - 0
Stage 1 4 - - - - -
Stage 2 107 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 886 1080 1616 - - -
Stage 1 1019 - - - - -
Stage 2 917 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 857 1080 1616 - - -
Mov Cap-2 Maneuver 857 - - - - -
Stage 1 1019 - - - - -
Stage 2 887 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.5 7.3 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1616 - 1067 - -
HCM Lane V/C Ratio 0.033 - 0.043 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
1620
Lanes, Volumes, Timings PM 2041+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 29 35 440 170 94 509
Future Volume (vph) 29 35 440 170 94 509
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 200 200 350 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.992
Satd. Flow (prot) 1630 1458 1863 1458 0 1848
Flt Permitted 0.950 0.992
Satd. Flow (perm) 1630 1458 1863 1458 0 1848
Link Speed (mph) 55 45 45
Link Distance (ft) 2907 663 433
Travel Time (s) 36.0 10.0 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 32 38 478 185 102 553
Shared Lane Traffic (%)
Lane Group Flow (vph) 32 38 478 185 0 655
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15
1621
HCM 2010 TWSC PM 2041+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 29 35 440 170 94 509
Future Vol, veh/h 29 35 440 170 94 509
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 - - 350 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 32 38 478 185 102 553
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1236 478 0 0 478 0
Stage 1 478 - - - - -
Stage 2 758 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 195 587 - - 1084 -
Stage 1 624 - - - - -
Stage 2 463 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 168 587 - - 1084 -
Mov Cap-2 Maneuver 168 - - - - -
Stage 1 624 - - - - -
Stage 2 400 - - - - -
Approach WB NB SB
HCM Control Delay, s 20.5 0 1.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 168 587 1084 -
HCM Lane V/C Ratio - - 0.188 0.065 0.094 -
HCM Control Delay (s) - - 31.3 11.6 8.7 0
HCM Lane LOS - - D B A A
HCM 95th %tile Q(veh) - - 0.7 0.2 0.3 -
1622
Lanes, Volumes, Timings PM 2041+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 103 18 6 64 28 17
Future Volume (vph) 103 18 6 64 28 17
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Storage Length (ft) 0 125 235 235
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.980 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1825 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1825 0 1630 1863 1630 1458
Link Speed (mph) 55 55 55
Link Distance (ft) 2907 2297 1612
Travel Time (s) 36.0 28.5 20.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 112 20 7 70 30 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 132 0 7 70 30 18
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15
1623
HCM 2010 TWSC PM 2041+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 103 18 6 64 28 17
Future Vol, veh/h 103 18 6 64 28 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 235 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 112 20 7 70 30 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 132 0 205 122
Stage 1 - - - - 122 -
Stage 2 - - - - 83 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1453 - 783 929
Stage 1 - - - - 903 -
Stage 2 - - - - 940 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1453 - 779 929
Mov Cap-2 Maneuver - - - - 779 -
Stage 1 - - - - 903 -
Stage 2 - - - - 935 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 9.5

HCM LOS A
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 779 929 - - 1453 -
HCM Lane V/C Ratio 0.039 0.02 - - 0.004 -
HCM Control Delay (s) 9.8 9 - - 7.5 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 -
1624
Lanes, Volumes, Timings PM 2041+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 102 69 0 0 0
Future Volume (vph) 0 102 69 0 0 0
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1484 0 0 1770 1863 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 0 1770 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2297 627 473
Travel Time (s) 28.5 7.8 5.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 111 75 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 111 0 0 75 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 24 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.7% ICU Level of Service A Analysis Period (min) 15
1625
HCM 2010 TWSC PM 2041+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 102 69 0 0 0
Future Vol, veh/h 0 102 69 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 111 75 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 111 0 261 0
Stage 1 - - - - 150 -
Stage 2 - - - - 111 -
Critical Hdwy 4.12 - - - 6.52 6.22
Critical Hdwy Stg 1 - - - - 5.52 -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.218 - - - 4.018 3.318
Pot Cap-1 Maneuver - - - - 644 -
Stage 1 - - - - 773 -
Stage 2 - - - - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 0 -
Mov Cap-2 Maneuver - - - - 0 -
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Approach EB NB SB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBL EBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 - 0
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - - - -
1626
Lanes, Volumes, Timings PM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 86 0 10 0 157 108 12 117 0
Future Volume (vph) 0 0 0 86 0 10 0 157 108 12 117 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.986 0.945
Flt Protected 0.957 0.995
Satd. Flow (prot) 0 1863 0 0 1758 0 0 1760 0 0 1853 0
Flt Permitted 0.957 0.995
Satd. Flow (perm) 0 1863 0 0 1758 0 0 1760 0 0 1853 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 341 2586 2647 2625
Travel Time (s) 4.2 32.1 40.1 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 93 0 11 0 171 117 13 127 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 104 0 0 288 0 0 140 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15
1627
HCM 2010 AWSC PM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 0 0 0 0 86 0 10 0 0 157 108
Future Vol, veh/h 0 0 0 0 0 86 0 10 0 0 157 108
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 93 0 11 0 0 171 117
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 0 8.8 9.1

HCM LOS - A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 90% 9%
Vol Thru, % 59% 100% 0% 91%
Vol Right, % 41% 0% 10% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 265 0 96 129
LT Vol 0 0 86 12
Through Vol 157 0 0 117
RT Vol 108 0 10 0
Lane Flow Rate 288 0 104 140
Geometry Grp 1 1 1 1
Degree of Util (X) 0.329 0 0.144 0.176
Departure Headway (Hd) 4.112 5.007 4.97 4.509
Convergence, Y/N Yes Yes Yes Yes
Cap 876 0 722 796
Service Time 2.13 3.044 2.999 2.531
HCM Lane V/C Ratio 0.329 0 0.144 0.176
HCM Control Delay 9.1 8 8.8 8.5
HCM Lane LOS A N A A
HCM 95th-tile Q 1.4 0 0.5 0.6
1628
HCM 2010 AWSC PM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 12 117 0
Future Vol, veh/h 0 12 117 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 13 127 0
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 8.5

HCM LOS A
Lane
1629
Lanes, Volumes, Timings PM 2041+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 90 0 0 72 110 0 0 0 90 0 24
Future Volume (vph) 30 90 0 0 72 110 0 0 0 90 0 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. 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 Frt 0.918 0.972
Flt Protected 0.988 0.962
Satd. Flow (prot) 0 1840 0 0 1710 0 0 1863 0 0 1742 0
Flt Permitted 0.988 0.962
Satd. Flow (perm) 0 1840 0 0 1710 0 0 1863 0 0 1742 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2586 388 731 574
Travel Time (s) 32.1 4.8 9.1 7.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 98 0 0 78 120 0 0 0 98 0 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 131 0 0 198 0 0 0 0 0 124 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15
1630
HCM 2010 TWSC PM 2041+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 30 90 0 0 72 110 0 0 0 90 0 24
Future Vol, veh/h 30 90 0 0 72 110 0 0 0 90 0 24
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 98 0 0 78 120 0 0 0 98 0 26
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 308 209 13 258 222 0 26 0 0 0 0 0
Stage 1 209 209 - 0 0 - - - - - - -
Stage 2 99 0 - 258 222 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 644 688 1067 695 677 - 1588 - - - - - Stage 1 793 729 - - - - - - - - - -
Stage 2 907 - - 747 720 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - 688 1067 619 677 - 1588 - - - - -
Mov Cap-2 Maneuver - 688 - 619 677 - - - - - - -
Stage 1 793 729 - - - - - - - - - -
Stage 2 907 - - 647 720 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0

HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1588 - - - - - - -
HCM Lane V/C Ratio - - - - - - - -
HCM Control Delay (s) 0 - - - - - - -
HCM Lane LOS A - - - - - - -
HCM 95th %tile Q(veh) 0 - - - - - - -
1631
Lanes, Volumes, Timings PM 2041+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 13 141 166 52 49 10
Future Volume (vph) 13 141 166 52 49 10
Ideal Flow (vphpl) 1750 1900 1900 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.968 0.977
Flt Protected 0.996 0.960
Satd. Flow (prot) 0 1855 1803 0 1609 0
Flt Permitted 0.996 0.960
Satd. Flow (perm) 0 1855 1803 0 1609 0
Link Speed (mph) 55 55 55
Link Distance (ft) 640 493 546
Travel Time (s) 7.9 6.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 153 180 57 53 11
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 167 237 0 64 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.00 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.5% ICU Level of Service A Analysis Period (min) 15
1632
HCM 2010 TWSC PM 2041+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 13 141 166 52 49 10
Future Vol, veh/h 13 141 166 52 49 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 14 153 180 57 53 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 237 0 - 0 391 209
Stage 1 - - - - 209 -
Stage 2 - - - - 182 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1330 - - - 613 831
Stage 1 - - - - 826 -
Stage 2 - - - - 849 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1330 - - - 606 831
Mov Cap-2 Maneuver - - - - 606 -
Stage 1 - - - - 826 -
Stage 2 - - - - 839 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 11.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1330 - - - 635
HCM Lane V/C Ratio 0.011 - - - 0.101
HCM Control Delay (s) 7.7 0 - - 11.3
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
1633
Lanes, Volumes, Timings PM 2041+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 17 158 195 16 13 14
Future Volume (vph) 17 158 195 16 13 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.990 0.930
Flt Protected 0.995 0.976
Satd. Flow (prot) 0 1853 1844 0 1691 0
Flt Permitted 0.995 0.976
Satd. Flow (perm) 0 1853 1844 0 1691 0
Link Speed (mph) 55 55 55
Link Distance (ft) 493 1158 326
Travel Time (s) 6.1 14.4 4.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 172 212 17 14 15
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 190 229 0 29 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.5% ICU Level of Service A Analysis Period (min) 15
1634
HCM 2010 TWSC PM 2041+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 17 158 195 16 13 14
Future Vol, veh/h 17 158 195 16 13 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 172 212 17 14 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 229 0 - 0 430 221
Stage 1 - - - - 221 -
Stage 2 - - - - 209 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1339 - - - 582 819
Stage 1 - - - - 816 -
Stage 2 - - - - 826 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1339 - - - 573 819
Mov Cap-2 Maneuver - - - - 573 -
Stage 1 - - - - 816 -
Stage 2 - - - - 814 -
Approach EB WB SB
HCM Control Delay, s 0.8 0 10.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1339 - - - 679
HCM Lane V/C Ratio 0.014 - - - 0.043
HCM Control Delay (s) 7.7 0 - - 10.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
1635
Lanes, Volumes, Timings PM 2041+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 204 274 579 544 11
Future Volume (vph) 0 204 274 579 544 11
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Storage Length (ft) 0 0 175 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt 0.865 0.997
Flt Protected 0.950
Satd. Flow (prot) 1484 0 1630 3539 1857 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 1630 3539 1857 0
Link Speed (mph) 55 45 45
Link Distance (ft) 1158 791 663
Travel Time (s) 14.4 12.0 10.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 222 298 629 591 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 222 0 298 629 603 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15
1636
HCM 2010 TWSC PM 2041+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 204 274 579 544 11
Future Vol, veh/h 0 204 274 579 544 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 222 298 629 591 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1507 597 603 0 - 0
Stage 1 597 - - - - -
Stage 2 910 - - - - -
Critical Hdwy 6.63 6.23 4.12 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.218 - - -
Pot Cap-1 Maneuver 122 502 975 - - -
Stage 1 549 - - - - -
Stage 2 354 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 85 502 975 - - -
Mov Cap-2 Maneuver 85 - - - - -
Stage 1 549 - - - - -
Stage 2 246 - - - - -
Approach EB NB SB
HCM Control Delay, s 17.7 3.3 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 975 - 502 - -
HCM Lane V/C Ratio 0.305 - 0.442 - -
HCM Control Delay (s) 10.3 - 17.7 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 1.3 - 2.2 - -
1637
Lanes, Volumes, Timings PM 2041+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 120 36 1120 385 59 905
Future Volume (vph) 120 36 1120 385 59 905
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor
Frt 0.850 0.962
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3405 0 1630 3539
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 3405 0 1630 3539
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 130 39 1217 418 64 984
Shared Lane Traffic (%)
Lane Group Flow (vph) 130 39 1635 0 64 984
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
1638
HCM 2010 TWSC PM 2041+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 56.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 120 36 1120 385 59 905
Future Vol, veh/h 120 36 1120 385 59 905
Conflicting Peds, #/hr 5 5 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 105 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 130 39 1217 418 64 984
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2052 823 0 0 1641 0
Stage 1 1432 - - - - -
Stage 2 620 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver ~ 48 317 - - 391 -
Stage 1 186 - - - - -
Stage 2 499 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 40 316 - - 391 -
Mov Cap-2 Maneuver ~ 40 - - - - -
Stage 1 185 - - - - -
Stage 2 417 - - - - -
Approach WB NB SB
HCM Control Delay, s $ 949.5 0 1

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 40 316 391 -
HCM Lane V/C Ratio - - 3.261 0.124 0.164 -
HCM Control Delay (s) - $ 1228.9 - 18 16 -
HCM Lane LOS - - F C C -
HCM 95th %tile Q(veh) - - 14.6 0.4 0.6 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1639
Lanes, Volumes, Timings PM 2041+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 7 97 34 20 89 11 30 150 162 11 58 39 Future Volume (vph) 7 97 34 20 89 11 30 150 162 11 58 39 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. 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 Ped Bike Factor
Frt 0.967 0.988 0.936 0.952
Flt Protected 0.997 0.992 0.996 0.995
Satd. Flow (prot) 0 1796 0 0 1826 0 0 1737 0 0 1764 0
Flt Permitted 0.997 0.992 0.996 0.995
Satd. Flow (perm) 0 1796 0 0 1826 0 0 1737 0 0 1764 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 858 508 1674 1612
Travel Time (s) 10.6 6.3 20.8 20.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 105 37 22 97 12 33 163 176 12 63 42
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 150 0 0 131 0 0 372 0 0 117 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15
1640
HCM 2010 Roundabout PM 2041+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 6.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 150 131 372 117
Demand Flow Rate, veh/h 153 133 380 119
Vehicles Circulating, veh/h 98 208 127 155
Vehicles Exiting, veh/h 176 299 124 186
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 5 5 5 5
Ped Cap Adj 0.999 0.999 0.999 0.999
Approach Delay, s/veh 5.0 5.4 7.9 4.9
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 153 133 380 119
Cap Entry Lane, veh/h 1024 918 995 968
Entry HV Adj Factor 0.980 0.985 0.978 0.981
Flow Entry, veh/h 150 131 372 117
Cap Entry, veh/h 1003 904 973 949
V/C Ratio 0.149 0.145 0.382 0.123
Control Delay, s/veh 5.0 5.4 7.9 4.9

LOS A A A A
95th %tile Queue, veh 1 1 2 0
1641
Lanes, Volumes, Timings PM 2041+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 60 0 36 5 970 45 63 884 0
Future Volume (vph) 0 0 0 60 0 36 5 970 45 63 884 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.949 0.993
Flt Protected 0.970 0.997
Satd. Flow (prot) 0 1863 0 0 1715 0 0 3514 0 0 3529 0
Flt Permitted 0.970 0.997
Satd. Flow (perm) 0 1863 0 0 1715 0 0 3514 0 0 3529 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 65 0 39 5 1054 49 68 961 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 104 0 0 1108 0 0 1029 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15
1642
HCM 2010 TWSC PM 2041+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 17.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 60 0 36 5 970 45 63 884 0
Future Vol, veh/h 0 0 0 60 0 36 5 970 45 63 884 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 65 0 39 5 1054 49 68 961 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1636 2212 480 1707 2188 552 961 0 0 1103 0 0 Stage 1 1098 1098 - 1090 1090 - - - - - - -
Stage 2 538 1114 - 617 1098 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 67 43 532 ~ 59 45 477 712 - - 629 - - Stage 1 227 287 - 230 289 - - - - - - -
Stage 2 495 282 - 444 287 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 50 32 532 ~ 48 34 477 712 - - 629 - - Mov Cap-2 Maneuver 50 32 - ~ 48 34 - - - - - - -
Stage 1 223 220 - 226 284 - - - - - - -
Stage 2 446 277 - 341 220 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 $ 363 0.1 1.9

HCM LOS A F
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 712 - - - 72 629 - -
HCM Lane V/C Ratio 0.008 - - - 1.449 0.109 - -
HCM Control Delay (s) 10.1 0.1 - 0 $ 363 11.4 1.2 -
HCM Lane LOS B A - A F B A -
HCM 95th %tile Q(veh) 0 - - - 8.6 0.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1643
Lanes, Volumes, Timings PM 2041+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 48 650 90 231 403 31 49 193 259 40 143 47 Future Volume (vph) 48 650 90 231 403 31 49 193 259 40 143 47 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 305 305 305 305 305 305 300 155
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 0.97 0.97 0.97
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 3539 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1431 1630 1863 1414 1630 1863 1411 1630 3539 1411 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 172 282 182
Link Speed (mph) 55 50 45 45
Link Distance (ft) 2597 2655 816 2647
Travel Time (s) 32.2 36.2 12.4 40.1
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 707 98 251 438 34 53 210 282 43 155 51 Shared Lane Traffic (%)
Lane Group Flow (vph) 52 707 98 251 438 34 53 210 282 43 155 51 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
1644
Lanes, Volumes, Timings PM 2041+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 38.4 38.4 9.7 38.4 38.4 9.3 35.6 35.6 9.3 35.6 35.6 Total Split (s) 10.0 50.0 50.0 23.0 63.0 63.0 9.3 37.0 37.0 10.0 37.7 37.7 Total Split (%) 8.3% 41.7% 41.7% 19.2% 52.5% 52.5% 7.8% 30.8% 30.8% 8.3% 31.4% 31.4% Maximum Green (s) 4.0 44.0 44.0 17.3 57.3 57.3 4.0 31.7 31.7 4.7 32.4 32.4 Yellow Time (s) 5.0 5.0 5.0 4.7 4.7 4.7 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Min C-Min None C-Min C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.4 25.4 25.7 25.7 23.3 23.3 23.3 23.3 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5
Act Effct Green (s) 9.3 50.9 50.9 21.0 65.0 65.0 5.8 25.4 25.4 8.8 28.6 28.6 Actuated g/C Ratio 0.08 0.42 0.42 0.18 0.54 0.54 0.05 0.21 0.21 0.07 0.24 0.24 v/c Ratio 0.41 0.89 0.14 0.88 0.43 0.04 0.68 0.53 0.54 0.36 0.18 0.11 Control Delay 63.5 47.9 0.4 81.5 23.9 0.1 96.2 48.0 8.4 61.6 37.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 47.9 0.4 81.5 23.9 0.1 96.2 48.0 8.4 61.6 37.0 0.4

LOS E D A F C A F D A E D A
Approach Delay 43.4 42.8 32.2 33.7
Approach LOS D D C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 39.6 Intersection LOS: D
Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 16: Akers St & Riggen Ave
1645
HCM 2010 Signalized Intersection Summary PM 2041+Project 16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 650 90 231 403 31 49 193 259 40 143 47 Future Volume (veh/h) 48 650 90 231 403 31 49 193 259 40 143 47 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 Adj Flow Rate, veh/h 52 707 98 251 438 34 53 210 282 43 155 51 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 82 714 550 259 916 698 72 436 330 148 994 397 Arrive On Green 0.05 0.38 0.38 0.16 0.49 0.49 0.04 0.23 0.23 0.09 0.28 0.28 Sat Flow, veh/h 1634 1863 1434 1634 1863 1420 1634 1863 1409 1634 3539 1413 Grp Volume(v), veh/h 52 707 98 251 438 34 53 210 282 43 155 51 Grp Sat Flow(s),veh/h/ln 1634 1863 1434 1634 1863 1420 1634 1863 1409 1634 1770 1413 Q Serve(g_s), s 3.7 45.3 4.2 18.3 18.8 0.9 3.8 11.7 23.0 2.9 4.0 3.2 Cycle Q Clear(g_c), s 3.7 45.3 4.2 18.3 18.8 0.9 3.8 11.7 23.0 2.9 4.0 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 82 714 550 259 916 698 72 436 330 148 994 397 V/C Ratio(X) 0.64 0.99 0.18 0.97 0.48 0.05 0.73 0.48 0.85 0.29 0.16 0.13 Avail Cap(c_a), veh/h 82 714 550 259 916 698 72 512 388 148 994 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 36.8 14.4 50.2 20.3 6.4 56.7 39.7 44.0 50.9 32.5 32.2 Incr Delay (d2), s/veh 15.2 31.1 0.2 47.5 0.4 0.0 31.8 3.8 23.5 1.1 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 29.3 1.7 11.7 9.7 0.4 2.4 6.5 11.1 1.4 2.0 1.3 LnGrp Delay(d),s/veh 71.1 67.9 14.5 97.7 20.7 6.4 88.4 43.4 67.5 52.0 32.8 32.9 LnGrp LOS E E B F C A F D E D C C
Approach Vol, veh/h 857 723 545 249
Approach Delay, s/veh 62.0 46.7 60.3 36.1
Approach LOS E D E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.9 32.1 23.0 50.0 9.3 37.7 10.0 63.0 Change Period (Y+Rc), s 5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7 Max Green Setting (Gmax), s4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3 Max Q Clear Time (g_c+I1)4.9 , s 25.0 20.3 47.3 5.8 6.0 5.7 20.8 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 0.0 1.0 0.0 2.8 Intersection Summary
HCM 2010 Ctrl Delay 54.2
HCM 2010 LOS D
1646
Lanes, Volumes, Timings PM 2041+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1011 53 78 1177 35 88
Future Volume (vph) 1011 53 78 1177 35 88
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.993 0.903
Flt Protected 0.997 0.986
Satd. Flow (prot) 1850 0 0 1857 1528 0
Flt Permitted 0.997 0.986
Satd. Flow (perm) 1850 0 0 1857 1528 0
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1099 58 85 1279 38 96
Shared Lane Traffic (%)
Lane Group Flow (vph) 1157 0 0 1364 134 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 141.7% ICU Level of Service H Analysis Period (min) 15
1647
HCM 2010 TWSC PM 2041+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 58.2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 1011 53 78 1177 35 88
Future Vol, veh/h 1011 53 78 1177 35 88
Conflicting Peds, #/hr 0 0 0 0 5 5
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1099 58 85 1279 38 96
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1162 0 2582 1133
Stage 1 - - - - 1133 -
Stage 2 - - - - 1449 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 601 - ~ 28 247
Stage 1 - - - - 307 -
Stage 2 - - - - 216 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 601 - ~ 14 246
Mov Cap-2 Maneuver - - - - ~ 14 -
Stage 1 - - - - 306 -
Stage 2 - - - - 110 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 $ 1148.4

HCM LOS F
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 43 - - 601 -
HCM Lane V/C Ratio 3.109 - - 0.141 -
HCM Control Delay (s)$ 1148.4 - - 12 0
HCM Lane LOS F - - B A
HCM 95th %tile Q(veh) 14.7 - - 0.5 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1648
Lanes, Volumes, Timings PM 2041+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 272 652 216 466 443 148 120 764 296 247 934 268 Future Volume (vph) 272 652 216 466 443 148 120 764 296 247 934 268 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 280 155 155 155 255 0 210 0
Storage Lanes 1 1 2 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.99 0.98 1.00 0.99 1.00 0.99 Frt 0.850 0.850 0.958 0.967
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3539 1458 3162 3539 1458 1630 3373 0 1630 3399 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1623 3539 1426 3145 3539 1426 1627 3373 0 1628 3399 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 172 169 49 37
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2640 2884 2701 1173
Travel Time (s) 36.0 39.3 40.9 17.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 296 709 235 507 482 161 130 830 322 268 1015 291 Shared Lane Traffic (%)
Lane Group Flow (vph) 296 709 235 507 482 161 130 1152 0 268 1306 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 5 3 8 8 1 5 2 1 6
Switch Phase
1649
Lanes, Volumes, Timings PM 2041+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.7 27.0 27.0 9.7 28.4 28.4 9.3 38.4 9.3 38.4 Total Split (s) 25.0 29.2 29.2 24.2 28.4 28.4 14.6 41.0 25.6 52.0 Total Split (%) 20.8% 24.3% 24.3% 20.2% 23.7% 23.7% 12.2% 34.2% 21.3% 43.3% Maximum Green (s) 19.3 23.5 23.5 18.5 22.7 22.7 9.3 35.7 20.3 46.7 Yellow Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.7 -1.7 -1.7 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None None None None Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 14.3 14.3 15.7 15.7 26.1 26.1
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Act Effct Green (s) 23.2 25.2 25.2 20.2 22.2 22.2 10.6 37.1 21.5 48.0 Actuated g/C Ratio 0.19 0.21 0.21 0.17 0.18 0.18 0.09 0.31 0.18 0.40 v/c Ratio 0.94 0.95 0.54 0.95 0.74 0.40 0.91 1.07 0.92 0.95 Control Delay 92.3 78.5 29.8 78.7 53.2 8.4 108.9 86.4 84.9 48.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 92.3 78.5 29.8 78.7 53.2 8.4 108.9 86.4 84.9 48.5

LOS F E C E D A F F F D
Approach Delay 72.5 58.2 88.7 54.7
Approach LOS E E F D
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 80.4 (67%), Referenced to phase 4:EBT and 7:EBL, Start of Green Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 68.0 Intersection LOS: E
Intersection Capacity Utilization 91.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 18: Demaree St & Riggen Ave
1650
HCM 2010 Signalized Intersection Summary PM 2041+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 652 216 466 443 148 120 764 296 247 934 268 Future Volume (veh/h) 272 652 216 466 443 148 120 764 296 247 934 268 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 296 709 235 507 482 161 130 830 322 268 1015 291 Adj No. of Lanes 1 2 1 2 2 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 330 743 300 534 625 252 144 765 296 294 1080 308 Arrive On Green 0.20 0.21 0.21 0.17 0.18 0.18 0.09 0.31 0.30 0.18 0.40 0.39 Sat Flow, veh/h 1634 3539 1428 3170 3539 1425 1634 2481 960 1634 2701 769 Grp Volume(v), veh/h 296 709 235 507 482 161 130 591 561 268 663 643 Grp Sat Flow(s),veh/h/ln 1634 1770 1428 1585 1770 1425 1634 1770 1672 1634 1770 1701 Q Serve(g_s), s 21.2 23.7 18.7 19.0 15.6 8.4 9.5 37.0 37.0 19.3 43.1 43.8 Cycle Q Clear(g_c), s 21.2 23.7 18.7 19.0 15.6 8.4 9.5 37.0 37.0 19.3 43.1 43.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.57 1.00 0.45
Lane Grp Cap(c), veh/h 330 743 300 534 625 252 144 546 516 294 708 680 V/C Ratio(X) 0.90 0.95 0.78 0.95 0.77 0.64 0.90 1.08 1.09 0.91 0.94 0.95 Avail Cap(c_a), veh/h 330 743 300 534 720 290 144 546 516 294 708 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 46.8 44.8 49.4 47.1 20.3 54.2 41.5 41.9 48.3 34.5 35.0 Incr Delay (d2), s/veh 25.9 23.5 18.3 26.9 4.5 3.8 7.4 41.2 43.0 30.6 19.8 22.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.9 14.0 8.9 10.3 8.0 3.6 4.6 24.3 23.2 11.2 24.9 24.7 LnGrp Delay(d),s/veh 72.6 70.3 63.1 76.3 51.6 24.1 61.6 82.7 84.8 78.9 54.4 57.2 LnGrp LOS E E E E D C E F F E D E
Approach Vol, veh/h 1240 1150 1282 1574
Approach Delay, s/veh 69.5 58.6 81.5 59.7
Approach LOS E E F E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.6 41.0 24.2 29.2 14.6 52.0 28.2 25.2 Change Period (Y+Rc), s 5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7 Max Green Setting (Gmax)20.3 , s 35.7 18.5 23.5 9.3 46.7 19.3 22.7 Max Q Clear Time (g_c+I121.3 ), s 39.0 21.0 25.7 11.5 45.8 23.2 17.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.8 0.0 1.3 Intersection Summary
HCM 2010 Ctrl Delay 67.1
HCM 2010 LOS E
Notes
1651
HCM 2010 Signalized Intersection Summary PM 2041+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved changes to right turn type.
1652
Lanes, Volumes, Timings PM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 70 785 167 114 608 68 121 79 95 44 94 63 Future Volume (vph) 70 785 167 114 608 68 121 79 95 44 94 63 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor
Frt 0.974 0.985 0.918 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3447 0 1630 3486 0 1630 3249 0 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3447 0 1630 3486 0 1630 3249 0 1630 1863 1458 Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 76 853 182 124 661 74 132 86 103 48 102 68 Shared Lane Traffic (%)
Lane Group Flow (vph) 76 1035 0 124 735 0 132 189 0 48 102 68 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15
1653
HCM 2010 AWSC PM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 56.6
Intersection LOS F
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 70 785 167 0 114 608 68 0 121 79 95 Future Vol, veh/h 0 70 785 167 0 114 608 68 0 121 79 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 76 853 182 0 124 661 74 0 132 86 103
Number of Lanes 0 1 2 0 0 1 2 0 0 1 2 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 3
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 3 3 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 3 3 3
HCM Control Delay 73.8 57.3 21.2

HCM LOS F F C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 22% 0% 100% 61% 0% 100% 75% 0% 100% Vol Right, % 0% 0% 78% 0% 0% 39% 0% 0% 25% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 121 53 121 70 523 429 114 405 271 44 94 LT Vol 121 0 0 70 0 0 114 0 0 44 0
Through Vol 0 53 26 0 523 262 0 405 203 0 94
RT Vol 0 0 95 0 0 167 0 0 68 0 0
Lane Flow Rate 132 57 132 76 569 466 124 441 294 48 102 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.435 0.182 0.399 0.214 1 1 0.356 1 0.789 0.163 0.334 Departure Headway (Hd) 11.917 11.422 10.88 10.123 9.633 9.366 10.329 9.834 9.66 12.265 11.772 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 303 314 331 354 381 387 348 370 374 292 306
Service Time 9.694 9.199 8.657 7.913 7.424 7.157 8.097 7.602 7.428 10.04 9.546 HCM Lane V/C Ratio 0.436 0.182 0.399 0.215 1.493 1.204 0.356 1.192 0.786 0.164 0.333 HCM Control Delay 23.6 16.7 20.7 15.7 78.6 77.4 18.7 79.4 40.5 17.4 20.4 HCM Lane LOS C C C C F F C F E C C
HCM 95th-tile Q 2.1 0.7 1.9 0.8 11.8 11.9 1.6 11.7 6.7 0.6 1.4 1654
HCM 2010 AWSC PM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 44 94 63
Future Vol, veh/h 0 44 94 63
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 48 102 68
Number of Lanes 0 1 1 1
Approach SB
Opposing Approach NB
Opposing Lanes 3
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 18.6

HCM LOS C
Lane SBLn3
1655
Lanes, Volumes, Timings PM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 87 470 197 43 270 52 105 75 25 29 104 49 Future Volume (vph) 87 470 197 43 270 52 105 75 25 29 104 49 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 150 0 150 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.976 0.984 0.964
Flt Protected 0.950 0.950 0.975 0.992
Satd. Flow (prot) 1630 3383 0 1630 3454 0 0 1787 0 0 1781 0 Flt Permitted 0.950 0.950 0.975 0.992
Satd. Flow (perm) 1630 3383 0 1630 3454 0 0 1787 0 0 1781 0 Link Speed (mph) 55 45 55 55
Link Distance (ft) 259 2655 897 1333
Travel Time (s) 3.2 40.2 11.1 16.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 95 511 214 47 293 57 114 82 27 32 113 53 Shared Lane Traffic (%)
Lane Group Flow (vph) 95 725 0 47 350 0 0 223 0 0 198 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15
1656
HCM 2010 AWSC PM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 20.1
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 87 470 197 0 43 270 52 0 105 75 25 Future Vol, veh/h 0 87 470 197 0 43 270 52 0 105 75 25
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 95 511 214 0 47 293 57 0 114 82 27
Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 3
HCM Control Delay 23.4 14.7 19.9

HCM LOS C B C
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 51% 100% 0% 0% 100% 0% 0% 16%
Vol Thru, % 37% 0% 100% 44% 0% 100% 63% 57%
Vol Right, % 12% 0% 0% 56% 0% 0% 37% 27%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 205 87 313 354 43 180 142 182
LT Vol 105 87 0 0 43 0 0 29
Through Vol 75 0 313 157 0 180 90 104
RT Vol 25 0 0 197 0 0 52 49
Lane Flow Rate 223 95 341 384 47 196 154 198
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.518 0.202 0.68 0.725 0.108 0.422 0.322 0.45 Departure Headway (Hd) 8.367 7.707 7.19 6.788 8.286 7.768 7.502 8.19 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 430 464 501 531 431 462 478 439
Service Time 6.136 5.471 4.954 4.551 6.057 5.538 5.272 5.96 HCM Lane V/C Ratio 0.519 0.205 0.681 0.723 0.109 0.424 0.322 0.451 HCM Control Delay 19.9 12.4 24 25.5 12.1 16.1 13.8 17.5 HCM Lane LOS C B C D B C B C
HCM 95th-tile Q 2.9 0.7 5.1 5.9 0.4 2.1 1.4 2.3
1657
HCM 2010 AWSC PM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 29 104 49
Future Vol, veh/h 0 29 104 49
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 32 113 53
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 17.5

HCM LOS C
Lane
1658
Lanes, Volumes, Timings PM 2041+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 93 221 72 140 130 50 173 1803 540 61 1027 70 Future Volume (vph) 93 221 72 140 130 50 173 1803 540 61 1027 70 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 210 0 300 160 200 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.96 1.00 1.00
Frt 0.963 0.850 0.965 0.990
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3408 0 1630 1863 1458 1630 3401 0 1630 3504 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3408 0 1622 1863 1401 1622 3401 0 1630 3504 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 34 168 50 8
Link Speed (mph) 45 45 45 45
Link Distance (ft) 2655 1321 2631 2701
Travel Time (s) 40.2 20.0 39.9 40.9
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 101 240 78 152 141 54 188 1960 587 66 1116 76 Shared Lane Traffic (%)
Lane Group Flow (vph) 101 318 0 152 141 54 188 2547 0 66 1192 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
1659
Lanes, Volumes, Timings PM 2041+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.3 28.4 9.3 22.5 22.5 9.3 37.0 9.3 23.3 Total Split (s) 17.0 28.4 14.0 25.4 25.4 19.0 66.3 9.3 56.6 Total Split (%) 14.4% 24.1% 11.9% 21.5% 21.5% 16.1% 56.2% 7.9% 48.0% Maximum Green (s) 11.7 23.1 8.7 20.1 20.1 13.7 61.0 4.0 51.3 Yellow Time (s) 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 16.1 0.0 0.0 24.7 0.0
Pedestrian Calls (#/hr) 5 0 0 5 0
Act Effct Green (s) 11.9 17.2 17.1 22.4 22.4 15.1 62.3 5.4 52.6 Actuated g/C Ratio 0.10 0.15 0.14 0.19 0.19 0.13 0.53 0.05 0.45 v/c Ratio 0.62 0.60 0.64 0.40 0.13 0.90 1.40 0.89 0.76
Control Delay 66.9 46.4 62.5 46.4 0.7 92.6 209.5 132.9 31.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.9 46.4 62.5 46.4 0.7 92.6 209.5 132.9 31.2

LOS E D E D A F F F C
Approach Delay 51.4 46.3 201.5 36.5
Approach LOS D D F D
Intersection Summary
Area Type: Other
Cycle Length: 118
Actuated Cycle Length: 118
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.40
Intersection Signal Delay: 133.4 Intersection LOS: F
Intersection Capacity Utilization 101.0% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 21: Demaree St & Ferguson Ave
1660
HCM 2010 Signalized Intersection Summary PM 2041+Project 21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 221 72 140 130 50 173 1803 540 61 1027 70 Future Volume (veh/h) 93 221 72 140 130 50 173 1803 540 61 1027 70 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 101 240 78 152 141 54 188 1960 587 66 1116 76 Adj No. of Lanes 1 2 0 1 1 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 140 346 110 138 242 184 208 1638 465 73 1754 119 Arrive On Green 0.09 0.13 0.12 0.08 0.13 0.13 0.13 0.60 0.59 0.04 0.52 0.51 Sat Flow, veh/h 1634 2645 839 1634 1863 1419 1634 2713 770 1634 3363 229 Grp Volume(v), veh/h 101 159 159 152 141 54 188 1241 1306 66 587 605 Grp Sat Flow(s),veh/h/ln 1634 1770 1715 1634 1863 1419 1634 1770 1713 1634 1770 1822 Q Serve(g_s), s 7.1 10.1 10.5 10.0 8.4 4.1 13.4 71.3 71.3 4.7 28.0 28.1 Cycle Q Clear(g_c), s 7.1 10.1 10.5 10.0 8.4 4.1 13.4 71.3 71.3 4.7 28.0 28.1 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.45 1.00 0.13
Lane Grp Cap(c), veh/h 140 232 224 138 242 184 208 1069 1034 73 923 951 V/C Ratio(X) 0.72 0.68 0.71 1.10 0.58 0.29 0.91 1.16 1.26 0.90 0.64 0.64 Avail Cap(c_a), veh/h 180 366 355 138 338 257 208 1069 1034 73 923 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 0.31 0.31 Uniform Delay (d), s/veh 52.6 49.0 49.4 54.0 48.3 46.4 50.8 23.4 23.7 56.1 20.2 20.3 Incr Delay (d2), s/veh 9.6 3.6 4.1 105.1 2.2 0.9 37.5 83.1 126.1 33.2 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 5.2 5.3 8.5 4.5 1.6 8.2 59.1 69.6 2.8 14.0 14.4 LnGrp Delay(d),s/veh 62.1 52.5 53.6 159.1 50.6 47.3 88.3 106.5 149.8 89.3 21.3 21.3 LnGrp LOS E D D F D D F F F F C C
Approach Vol, veh/h 419 347 2735 1258
Approach Delay, s/veh 55.2 97.6 125.9 24.8
Approach LOS E F F C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 75.3 14.0 19.4 19.0 65.6 14.1 19.3 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s4.0 61.0 8.7 23.1 13.7 51.3 11.7 20.1 Max Q Clear Time (g_c+I1)6.7 , s 73.3 12.0 12.5 15.4 30.1 9.1 10.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 19.3 0.1 0.9 Intersection Summary
HCM 2010 Ctrl Delay 90.9
HCM 2010 LOS F
1661
Lanes, Volumes, Timings PM 2041+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 36 2 0 44 2 0
Future Volume (vph) 36 2 0 44 2 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.865
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 1611 1611 0 0 1770
Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 1611 1611 0 0 1770
Link Speed (mph) 55 55 55
Link Distance (ft) 402 380 404
Travel Time (s) 5.0 4.7 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 39 2 0 48 2 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 39 2 48 0 0 2
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1662
HCM 2010 TWSC PM 2041+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 36 2 0 44 2 0
Future Vol, veh/h 36 2 0 44 2 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 39 2 0 48 2 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 28 24 0 0 48 0
Stage 1 24 - - - - -
Stage 2 4 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 987 1052 - - 1559 -
Stage 1 999 - - - - -
Stage 2 1019 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 986 1052 - - 1559 -
Mov Cap-2 Maneuver 986 - - - - -
Stage 1 999 - - - - -
Stage 2 1018 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.4 0 7.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1052 1559 -
HCM Lane V/C Ratio - - 0.002 0.001 -
HCM Control Delay (s) - - 8.4 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
1663
Lanes, Volumes, Timings PM 2041+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 78 2 44 96 3 36
Future Volume (vph) 78 2 44 96 3 36
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.908
Flt Protected 0.950 0.996
Satd. Flow (prot) 0 1611 1691 0 0 1855
Flt Permitted 0.950 0.996
Satd. Flow (perm) 0 1611 1691 0 0 1855
Link Speed (mph) 55 55 55
Link Distance (ft) 400 574 380
Travel Time (s) 5.0 7.1 4.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 85 2 48 104 3 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 85 2 152 0 0 42
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1664
HCM 2010 TWSC PM 2041+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 78 2 44 96 3 36
Future Vol, veh/h 78 2 44 96 3 36
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 85 2 48 104 3 39
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 146 100 0 0 152 0
Stage 1 100 - - - - -
Stage 2 46 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 846 956 - - 1429 -
Stage 1 924 - - - - -
Stage 2 976 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 844 956 - - 1429 -
Mov Cap-2 Maneuver 844 - - - - -
Stage 1 924 - - - - -
Stage 2 974 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.8 0 0.6

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 956 1429 -
HCM Lane V/C Ratio - - 0.002 0.002 -
HCM Control Delay (s) - - 8.8 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
1665
Lanes, Volumes, Timings PM 2041+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 60 120 134 40 32 48
Future Volume (vph) 60 120 134 40 32 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.969 0.865
Flt Protected 0.984 0.950
Satd. Flow (prot) 0 1833 1805 0 0 1611
Flt Permitted 0.984 0.950
Satd. Flow (perm) 0 1833 1805 0 0 1611
Link Speed (mph) 55 55 55
Link Distance (ft) 388 640 353
Travel Time (s) 4.8 7.9 4.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 65 130 146 43 35 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 195 189 0 35 52
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
1666
HCM 2010 TWSC PM 2041+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 60 120 134 40 32 48
Future Vol, veh/h 60 120 134 40 32 48
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 65 130 146 43 35 52
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 189 0 - 0 428 167
Stage 1 - - - - 167 -
Stage 2 - - - - 261 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1385 - - - 584 877
Stage 1 - - - - 863 -
Stage 2 - - - - 783 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1385 - - - 554 877
Mov Cap-2 Maneuver - - - - 554 -
Stage 1 - - - - 863 -
Stage 2 - - - - 743 -
Approach EB WB SB
HCM Control Delay, s 2.6 0 9.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1385 - - - 877
HCM Lane V/C Ratio 0.047 - - - 0.059
HCM Control Delay (s) 7.7 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.2
1667
Lanes, Volumes, Timings PM 2041+Project
3001: Demaree St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 45 45
Link Distance (ft) 2658 280 1260
Travel Time (s) 33.0 4.2 19.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
1668
Lanes, Volumes, Timings PM 2041+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 120 36 1120 385 53 905
Future Volume (vph) 120 36 1120 385 53 905
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor 0.99 0.98
Frt 0.850 0.962
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3405 0 1630 3539
Flt Permitted 0.950 0.118
Satd. Flow (perm) 1618 1428 3405 0 202 3539
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 39 96
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 130 39 1217 418 58 984
Shared Lane Traffic (%)
Lane Group Flow (vph) 130 39 1635 0 58 984
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Prot Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 8 6
Detector Phase 8 8 2 6 6
Switch Phase
1669
Lanes, Volumes, Timings PM 2041+Project with MitigationÃ¯Â¿Â½ 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 31.0 31.0 59.0 59.0 59.0
Total Split (%) 34.4% 34.4% 65.6% 65.6% 65.6%
Maximum Green (s) 26.5 26.5 54.5 54.5 54.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 12.5 12.5 68.5 68.5 68.5
Actuated g/C Ratio 0.14 0.14 0.76 0.76 0.76
v/c Ratio 0.58 0.17 0.63 0.38 0.37
Control Delay 45.7 12.3 4.7 13.4 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.7 12.3 4.7 13.4 4.4

Visalia City CouncilDecember 18, 2023

Visalia City Council
December 18, 2023