2017.10.26 Appendix F - Traffic Impact Study Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
900 KING STREET
_______________________________________________________________________________
APPENDIX A
FIGURES
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
SITE LOCATION
NOTE: LINE DIAGRAM NOT TO SCALE
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2017 EXISTING TRAFFIC VOLUMES
WEEKDAY PEAK AM HGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2017 EXISTING TRAFFIC VOLUMES
WEEKDAY PEAK PM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2025 PROJECTED TRAFFIC VOLUMES
WEEKDAY PEAK AM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2025 PROJECTED TRAFFIC VOLUMES
WEEKDAY PEAK PM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
OTHER DEVELOPMENT TRAFFIC VOLUMES
WEEKDAY PEAK AM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
OTHER DEVELOPMENT TRAFFIC VOLUMES
WEEKDAY PEAK PM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
RE-OCCUPANCY OF OFFICE BUILDING
WEEKDAY PEAK AM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
RE-OCCUPANCY OF OFFICE BUILDING
WEEKDAY PEAK PM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2025 NO-BUILD TRAFFIC VOLUMES
WEEKDAY PEAK AM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2025 NO-BUILD TRAFFIC VOLUMES
WEEKDAY PEAK PM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
ARRIVAL/DEPARTURE DISTRIBUTION
00 - ARRIVAL
[00] - DEPARTURE
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
SITE GENERATED TRAFFIC VOLUMES
WEEKDAY PEAK AM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
900 KING STREET
RYE BROOK, NEW YORK
SITE GENERATED TRAFFIC VOLUMES
WEEKDAY PEAK PM HIGHWAY HOUR
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
YEAR 2025 BUILD TRAFFIC VOLUMES
WEEKDAY PEAK AM HIGHWAY HOUR
900 KING STREET
RYE BROOK, NEW YORK
New Jersey New York Pennsylvania Virginia
Customer Loyalty through Client Satisfaction
NOTE: LINE DIAGRAM NOT TO SCALE
900 KING STREET
RYE BROOK, NEW YORK
YEAR 2025 BUILD TRAFFIC VOLUMES
WEEKDAY PEAK PM HIGHWAY HOUR
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
900 KING STREET
_______________________________________________________________________________
APPENDIX B
LEVEL OF SERVICE SUMMARY TABLE
QUEUE SUMMARY TABLE
LO
C
A
T
I
O
N
L
O
S
D
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A
Y
V
/
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1
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(
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1
2
0
A
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2
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6
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6
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MC
1
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A
OCTOBER 2, 2017
LO
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YEAR 2025 BUILD
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6
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OCTOBER 2, 2017
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
900 KING STREET
_______________________________________________________________________________
APPENDIX C
LEVEL OF SERVICE STANDARDS
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
LEVEL OF SERVICE STANDARDS
LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS
Level of Service (LOS) can be characterized for the entire intersection, each intersection approach,
and each lane group. Control delay alone is used to characterize LOS for the entire intersection or
an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a
lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a
measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the
degree to which a phase’s capacity is utilized by a lane group.
LOS A describes operations with a control delay of 10 s/veh or less and a volume-to-capacity ratio
no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and
either progression is exceptionally favorable or the cycle length is very short. If it is due to
favorable progression, most vehicles arrive during the green indication and travel through the
intersection without stopping.
LOS B describes operations with control delay between 10 and 20 s/veh and a volume-to-capacity
ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low
and either progression is highly favorable or the cycle length is short. More vehicles stop than
with LOS A.
LOS C describes operations with control delay between 20 and 35 s/veh and a volume-to-capacity
ratio no greater than 1.0. This level is typically assigned when progression is favorable or the
cycle length is moderate.
LOS D describes operations with control delay between 35 and 55 s/veh and a volume-to-capacity
ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high
and either progression is ineffective or the cycle length is long.
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
LOS E describes operations with control delay between 55 and 80 s/veh and a volume-to-capacity
ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is
high, progression is unfavorable, and the cycle length is long.
LOS F describes operations with control delay exceeding 80 s/veh or a volume-to-capacity ratio
greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high,
progression is very poor, and the cycle length is long.
A lane group can incur a delay less than 80 s/veh when the volume-to-capacity ratio exceeds 1.0.
This condition typically occurs when the cycle length is short, the signal progression is favorable,
or both. As a result, both the delay and volume-to-capacity ratio are considered when lane group
LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and
represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure
from a delay perspective).
The Level of Service Criteria for signalized intersections are given in Exhibit 18-4 from the 2010
Highway Capacity Manual published by the Transportation Research Board.
Exhibit 18-4
LOS by Volume-to-Capacity Ratio
Control Delay (s/veh) v/c ≤1.0 v/c >1.0
≤10 A F
>10-20 B F
>20-35 C F
>35-55 D F
>55-80 E F
>80 F F
For approach-based and intersection wide assessments, LOS is defined solely by control delay.
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
LEVEL OF SERVICE CRITERIA
FOR TWO-WAY STOP-CONTROLLED (TWSC) UNSIGNALIZED INTERSECTIONS
Level of Service (LOS) for a two-way stop-controlled (TWSC) intersection is determined by the
computed or measured control delay. For motor vehicles, LOS is determined for each minor-street
movement (or shared movement) as well as major-street left turns. LOS is not defined for the
intersection as a whole or for major-street approaches.
The Level of Service Criteria for TWSC unsignalized intersections are given in Exhibit 19-1 from
the 2010 Highway Capacity Manual published by the Transportation Research Board.
Exhibit 19-1
LOS by Volume-to-Capacity Ratio
Control Delay (s/veh) v/c ≤1.0 v/c >1.0
0-10 A F
>10-15 B F
>15-25 C F
>25-35 D F
>35-50 E F
>50 F F
The LOS criteria apply to each lane on a given approach and to each approach on the minor street.
LOS is not calculated for major-street approaches or for the intersection as a whole.
As Exhibit 19-1 notes, LOS F is assigned to the movement if the volume-to-capacity ratio for the
movement exceeds 1.0, regardless of the control delay.
The Level of Service Criteria for unsignalized intersections are somewhat different from the
criteria for signalized intersections.
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
LEVEL OF SERVICE CRITERIA
FOR ALL-WAY STOP-CONTROLLED (AWSC) UNSIGNALIZED INTERSECTIONS
The Levels of Service (LOS) for all-way stop-controlled (AWSC) intersections are given in
Exhibit 20-2. As the exhibit notes, LOS F is assigned if the volume-to-capacity (v/c) ratio of a
lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and
intersection levels, LOS is based solely on control delay.
The Level of Service Criteria for AWSC unsignalized intersections are given in Exhibit 20-2 from
the 2010 Highway Capacity Manual published by the Transportation Research Board.
Exhibit 20-2
LOS by Volume-to-Capacity Ratio
Control Delay (s/veh) v/c ≤1.0 v/c >1.0
0-10 A F
>10-15 B F
>15-25 C F
>25-35 D F
>35-50 E F
>50 F F
For approaches and intersection wide assessment, LOS is defined solely by control delay.
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
900 KING STREET
_______________________________________________________________________________
APPENDIX D
SYNCHRO ANALYSIS
YEAR 2017 EXISTING CONDITIONS
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER Ø3
Lane Configurations
Traffic Volume (vph) 157 661 479 106 132 112
Future Volume (vph) 157 661 479 106 132 112
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 12 11 13 11 12
Storage Length (ft) 75 200 250 0
Storage Lanes 1 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.97 0.97
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1662 1810 1749 1589 1662 1538
Flt Permitted 0.373 0.950
Satd. Flow (perm) 650 1810 1749 1542 1617 1538
Right Turn on Red Yes No
Satd. Flow (RTOR) 118
Link Speed (mph) 35 35 30
Link Distance (ft) 2134 1202 3360
Travel Time (s) 41.6 23.4 76.4
Confl. Peds. (#/hr) 10 10 10 10
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%) 5% 5% 5% 5% 5% 5%
Adj. Flow (vph) 174 734 532 118 147 124
Shared Lane Traffic (%)
Lane Group Flow (vph) 174 734 532 118 147 124
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 11 11 11
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 18 66 166 166 18 18
Trailing Detector (ft) -8 60 160 160 -8 -8
Detector 1 Position(ft) -8 60 160 160 -8 -8
Detector 1 Size(ft) 14 6 6 6 14 14
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 12 12 12
Detector 2 Size(ft) 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER Ø3
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA pm+ov Prot pt+ov
Protected Phases 1 2 2 4 4 4 1 3
Permitted Phases 2 2
Detector Phase 1 2 2 4 4 4 1
Switch Phase
Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0
Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0
Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0
Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26%
Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0
Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0
Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2
Recall Mode None Min Min None None None
Walk Time (s)7.0
Flash Dont Walk (s)16.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 46.4 36.1 36.1 46.1 10.0 19.2
Actuated g/C Ratio 0.71 0.55 0.55 0.70 0.15 0.29
v/c Ratio 0.30 0.73 0.55 0.10 0.58 0.27
Control Delay 4.3 17.9 12.9 0.7 35.6 19.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 4.3 17.9 12.9 0.7 35.6 19.1
LOS A B B A D B
Approach Delay 15.3 10.7 28.1
Approach LOS B B C
Queue Length 50th (ft) 14 191 118 0 55 38
Queue Length 95th (ft) 37 #457 250 8 110 75
Internal Link Dist (ft) 2054 1122 3280
Turn Bay Length (ft) 75 200 250
Base Capacity (vph) 650 999 966 1265 407 528
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.73 0.55 0.09 0.36 0.23
Intersection Summary
Area Type: Other
Cycle Length: 102
Actuated Cycle Length: 65.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 52.9% ICU Level of Service A
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 3
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A)
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 255 550 0 0 810
Future Volume (vph) 0 255 550 0 0 810
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
Satd. Flow (prot) 0 1611 1792 0 0 1810
Flt Permitted
Satd. Flow (perm) 0 1611 1792 0 0 1810
Link Speed (mph) 30 35 35
Link Distance (ft) 445 204 1269
Travel Time (s) 10.1 4.0 24.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 2% 6% 0% 0% 5%
Adj. Flow (vph) 0 266 573 0 0 844
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 266 573 0 0 844
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 51.4% ICU Level of Service A
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 5
Intersection
Int Delay, s/veh 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 255 550 0 0 810
Future Vol, veh/h 0 255 550 0 0 810
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 96 96 96 96 96 96
Heavy Vehicles, % 0 2 6 0 0 5
Mvmt Flow 0 266 573 0 0 844
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 573 0 - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 519 - 0 0 -
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, %- -
Mov Cap-1 Maneuver - 519 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 19 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTWBLn1 SBT
Capacity (veh/h) - 519 -
HCM Lane V/C Ratio - 0.512 -
HCM Control Delay (s) - 19 -
HCM Lane LOS - C -
HCM 95th %tile Q(veh) - 2.9 -
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 6
Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 30 0 245 0 0 0 0 605 205 280 520 155
Future Volume (vph) 30 0 245 0 0 0 0 605 205 280 520 155
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12
Storage Length (ft) 0 100 0 0 0 0 0 0
Storage Lanes 0 1 0 0 0 0 1 0
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 1.00 1.00
Frt 0.850 0.966 0.966
Flt Protected 0.950 0.950
Satd. Flow (prot) 1570 0 1568 0 0 0 0 1962 0 1752 1735 0
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1570 0 1568 0 0 0 0 1962 0 1752 1735 0
Link Speed (mph) 35 35 35 35
Link Distance (ft) 779 189 204 275
Travel Time (s) 15.2 3.7 4.0 5.4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5%
Adj. Flow (vph) 32 0 261 0 0 0 0 644 218 298 553 165
Shared Lane Traffic (%)
Lane Group Flow (vph) 32 0 261 0 0 0 0 862 0 298 718 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 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 73.2% ICU Level of Service D
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 7
Intersection
Int Delay, s/veh 7.1
Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Vol, veh/h 30 0 245 0 0 0 0 605 205 280 520 155
Future Vol, veh/h 30 0 245 0 0 0 0 605 205 280 520 155
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 - - Free - - None
Storage Length - - 100 - - - - - - 0 - -
Veh in Median Storage, # - 0 - - - - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 15 0 3 0 0 0 0 6 6 3 6 5
Mvmt Flow 32 0 261 0 0 0 0 644 218 298 553 165
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1875 - 644 - 0 - 644 0 0
Stage 1 644 - - - - - - - -
Stage 2 1231 - - - - - - - -
Critical Hdwy 6.55 - 6.23 - - - 4.13 - -
Critical Hdwy Stg 1 5.55 - - - - - - - -
Critical Hdwy Stg 2 5.55 - - - - - - - -
Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - -
Pot Cap-1 Maneuver 73 0 471 0 - 0 936 - -
Stage 1 499 0 - 0 - 0 - - -
Stage 2 259 0 - 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 50 0 471 - - - 936 - -
Mov Cap-2 Maneuver 50 0 - - - - - - -
Stage 1 499 0 - - - - - - -
Stage 2 177 0 - - - - - - -
Approach NB SE NW
HCM Control Delay, s 36.9 0 3.1
HCM LOS E
Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET
Capacity (veh/h) 50 471 936 - - -
HCM Lane V/C Ratio 0.638 0.553 0.318 - - -
HCM Control Delay (s) 160.9 21.7 10.6 - - -
HCM Lane LOS F C B - - -
HCM 95th %tile Q(veh) 2.5 3.3 1.4 - - -
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 8
Lane Group NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Volume (vph) 775 250 270 580 5 180
Future Volume (vph) 775 250 270 580 5 180
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 0.967 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot) 1766 0 1770 1810 1542 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1766 0 1770 1810 1542 0
Link Speed (mph) 35 35 30
Link Distance (ft) 167 275 240
Travel Time (s) 3.3 5.4 5.5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 1% 2% 5% 0% 7%
Adj. Flow (vph) 807 260 281 604 5 188
Shared Lane Traffic (%)
Lane Group Flow (vph) 1067 0 281 604 193 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 1.00 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 92.4% ICU Level of Service F
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 9
Intersection
Int Delay, s/veh 6.7
Movement NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Vol, veh/h 775 250 270 580 5 180
Future Vol, veh/h 775 250 270 580 5 180
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 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 5 1 2 5 0 7
Mvmt Flow 807 260 281 604 5 188
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1068 0 2105 938
Stage 1 - - - - 938 -
Stage 2 - - - - 1167 -
Critical Hdwy - - 4.12 - 6.4 6.27
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.218 - 3.5 3.363
Pot Cap-1 Maneuver - - 653 - 57 314
Stage 1 - - - - 384 -
Stage 2 - - - - 299 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 653 - 32 314
Mov Cap-2 Maneuver - - - - 32 -
Stage 1 - - - - 384 -
Stage 2 - - - - 170 -
Approach NB SB SW
HCM Control Delay, s 0 4.6 53.1
HCM LOS F
Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1
Capacity (veh/h) - - 653 - 254
HCM Lane V/C Ratio - - 0.431 - 0.759
HCM Control Delay (s) - - 14.6 - 53.1
HCM Lane LOS - - B - F
HCM 95th %tile Q(veh) - - 2.2 - 5.5
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 10
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 0 985 565 20 40 245
Future Volume (vph) 0 985 565 20 40 245
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 0.995 0.884
Flt Protected 0.993
Satd. Flow (prot) 0 1810 1787 0 1647 0
Flt Permitted 0.993
Satd. Flow (perm) 0 1810 1787 0 1647 0
Link Speed (mph) 35 35 30
Link Distance (ft) 1012 167 333
Travel Time (s) 19.7 3.3 7.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 5% 6% 0% 3% 1%
Adj. Flow (vph) 0 1071 614 22 43 266
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1071 636 0 309 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 75.9% ICU Level of Service D
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 11
Intersection
Int Delay, s/veh 12.6
Movement NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 0 985 565 20 40 245
Future Vol, veh/h 0 985 565 20 40 245
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, % 0 5 6 0 3 1
Mvmt Flow 0 1071 614 22 43 266
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 636 0 - 0 1696 625
Stage 1 - - - - 625 -
Stage 2 - - - - 1071 -
Critical Hdwy 4.1 - - - 6.43 6.21
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.2 - - - 3.527 3.309
Pot Cap-1 Maneuver 957 - - - 101 487
Stage 1 - - - - 532 -
Stage 2 - - - - 328 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 957 - - - 101 487
Mov Cap-2 Maneuver - - - - 101 -
Stage 1 - - - - 532 -
Stage 2 - - - - 328 -
Approach NB SB NE
HCM Control Delay, s 0 0 82.1
HCM LOS F
Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR
Capacity (veh/h) 317 957 - - -
HCM Lane V/C Ratio 0.977 - - - -
HCM Control Delay (s) 82.1 0 - - -
HCM Lane LOS F A - - -
HCM 95th %tile Q(veh) 10.3 0 - - -
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 12
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 29 911 776 39 72 49
Future Volume (vph) 29 911 776 39 72 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1641 1810 1810 1615 1787 1553
Flt Permitted 0.240 0.950
Satd. Flow (perm) 415 1810 1810 1615 1787 1553
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 9 53
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Growth Factor 93% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 10% 5% 5% 0% 1% 4%
Adj. Flow (vph) 29 980 834 42 77 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 29 980 834 42 77 53
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMEX Synchro 9 Report
Page 13
Lane Group NBL NBT SBT SBR NEL NER
Protected Phases 5 2 6 3
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 16.0 72.0 56.0 25.0 25.0
Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8%
Maximum Green (s) 10.0 66.0 50.0 20.0 20.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 79.3 80.5 73.8 97.0 8.7 8.7
Actuated g/C Ratio 0.82 0.83 0.76 1.00 0.09 0.09
v/c Ratio 0.07 0.65 0.61 0.03 0.48 0.28
Control Delay 2.9 7.1 10.6 0.0 51.3 15.3
Queue Delay 0.0 1.1 0.0 0.0 0.0 0.0
Total Delay 2.9 8.2 10.6 0.0 51.3 15.3
LOS A A B A D B
Approach Delay 8.1 10.1 36.6
Approach LOS A B D
Queue Length 50th (ft) 3 204 264 0 46 0
Queue Length 95th (ft) 10 396 462 0 89 34
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 465 1502 1376 1615 368 362
Starvation Cap Reductn 0 282 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.80 0.61 0.03 0.21 0.15
Intersection Summary
Area Type: Other
Cycle Length: 97
Actuated Cycle Length: 97
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 10.8 Intersection LOS: B
Intersection Capacity Utilization 61.3% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 14
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 940 625 200
Future Volume (vph) 0 0 0 940 625 200
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 0.967
Flt Protected
Satd. Flow (prot) 0 0 0 1810 1745 0
Flt Permitted
Satd. Flow (perm) 0 0 0 1810 1745 0
Link Speed (mph) 30 35 35
Link Distance (ft) 154 263 340
Travel Time (s) 3.5 5.1 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 0% 0% 5% 6% 3%
Adj. Flow (vph) 0 0 0 1022 679 217
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1022 896 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 170 10 60 40 10 320 170 450 5 65 520 40
Future Volume (vph) 170 10 60 40 10 320 170 450 5 65 520 40
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.871 0.850 0.998 0.989
Flt Protected 0.950 0.961 0.950 0.950
Satd. Flow (prot) 1719 1586 0 0 1715 1482 1671 1824 0 1805 1812 0
Flt Permitted 0.950 0.961 0.263 0.467
Satd. Flow (perm) 1719 1586 0 0 1715 1482 463 1824 0 887 1812 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 63 333 2
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13%
Adj. Flow (vph) 177 10 63 42 10 333 177 469 5 68 542 42
Shared Lane Traffic (%)
Lane Group Flow (vph) 177 73 0 0 52 333 177 474 0 68 584 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0
Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7%
Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 20.1 20.1 10.4 10.4 100.4 89.7 84.0 77.1
Actuated g/C Ratio 0.14 0.14 0.07 0.07 0.68 0.61 0.57 0.52
v/c Ratio 0.76 0.27 0.43 0.80 0.39 0.43 0.12 0.62
Control Delay 81.1 17.6 74.8 21.4 12.9 20.2 11.6 30.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 81.1 17.6 74.8 21.4 12.9 20.2 11.6 30.8
LOS F B E C B C B C
Approach Delay 62.5 28.6 18.2 28.8
Approach LOS E C B C
Queue Length 50th (ft) 167 9 50 0 55 234 20 365
Queue Length 95th (ft) 240 54 90 100 124 449 54 666
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 696 680 231 488 455 1105 583 944
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.11 0.23 0.68 0.39 0.43 0.12 0.62
Intersection Summary
Area Type: Other
Cycle Length: 148
Actuated Cycle Length: 148
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 29.6 Intersection LOS: C
Intersection Capacity Utilization 69.5% ICU Level of Service C
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 17
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 18
Lane Group SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 4 0 0 117 38 30
Future Volume (vph) 4 0 0 117 38 30
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 0.940
Flt Protected 0.950
Satd. Flow (prot) 1805 0 0 1863 1738 0
Flt Permitted 0.950
Satd. Flow (perm) 1805 0 0 1863 1738 0
Link Speed (mph) 30 30 30
Link Distance (ft) 271 418 608
Travel Time (s) 6.2 9.5 13.8
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles (%) 0% 0% 0% 2% 5% 0%
Adj. Flow (vph) 5 0 0 146 48 38
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 146 86 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 1.00 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 16.2% ICU Level of Service A
Analysis Period (min) 15
YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_AMEX Synchro 9 Report
Page 19
Intersection
Int Delay, s/veh 0.2
Movement SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Vol, veh/h 4 0 0 117 38 30
Future Vol, veh/h 4 0 0 117 38 30
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 80 80 80 80 80 80
Heavy Vehicles, % 0 0 0 2 5 0
Mvmt Flow 5 0 0 146 48 38
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 212 66 85 0 - 0
Stage 1 66 - - - - -
Stage 2 146 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 781 1003 1524 - - -
Stage 1 962 - - - - -
Stage 2 886 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 781 1003 1524 - - -
Mov Cap-2 Maneuver 781 - - - - -
Stage 1 962 - - - - -
Stage 2 886 - - - - -
Approach SE NE SW
HCM Control Delay, s 9.6 0 0
HCM LOS A
Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR
Capacity (veh/h) 1524 - 781 - -
HCM Lane V/C Ratio - - 0.006 - -
HCM Control Delay (s) 0 - 9.6 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER Ø3
Lane Configurations
Traffic Volume (vph) 159 477 760 143 120 190
Future Volume (vph) 159 477 760 143 120 190
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 12 11 13 11 12
Storage Length (ft) 75 200 250 0
Storage Lanes 1 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.97 0.97
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1662 1810 1749 1589 1662 1538
Flt Permitted 0.133 0.950
Satd. Flow (perm) 232 1810 1749 1542 1619 1538
Right Turn on Red Yes No
Satd. Flow (RTOR) 122
Link Speed (mph) 35 35 30
Link Distance (ft) 2134 1202 3360
Travel Time (s) 41.6 23.4 76.4
Confl. Peds. (#/hr) 10 10 10 10
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%) 5% 5% 5% 5% 5% 5%
Adj. Flow (vph) 177 530 844 159 133 211
Shared Lane Traffic (%)
Lane Group Flow (vph) 177 530 844 159 133 211
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 11 11 11
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 18 66 166 166 18 18
Trailing Detector (ft) -8 60 160 160 -8 -8
Detector 1 Position(ft) -8 60 160 160 -8 -8
Detector 1 Size(ft) 14 6 6 6 14 14
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 12 12 12
Detector 2 Size(ft) 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER Ø3
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA pm+ov Prot pt+ov
Protected Phases 1 2 2 4 4 4 1 3
Permitted Phases 2 2
Detector Phase 1 2 2 4 4 4 1
Switch Phase
Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0
Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0
Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0
Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26%
Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0
Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0
Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2
Recall Mode None Min Min None None None
Walk Time (s)7.0
Flash Dont Walk (s)16.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 47.2 36.1 36.1 47.1 11.0 21.0
Actuated g/C Ratio 0.70 0.54 0.54 0.70 0.16 0.31
v/c Ratio 0.53 0.54 0.90 0.14 0.49 0.44
Control Delay 12.0 13.9 30.6 1.1 32.4 21.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.0 13.9 30.6 1.1 32.4 21.2
LOS B B C A C C
Approach Delay 13.4 25.9 25.5
Approach LOS B C C
Queue Length 50th (ft) 16 126 273 2 50 68
Queue Length 95th (ft) 67 266 #623 14 103 121
Internal Link Dist (ft) 2054 1122 3280
Turn Bay Length (ft) 75 200 250
Base Capacity (vph) 402 973 940 1236 397 524
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.44 0.54 0.90 0.13 0.34 0.40
Intersection Summary
Area Type: Other
Cycle Length: 102
Actuated Cycle Length: 67.2
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 21.6 Intersection LOS: C
Intersection Capacity Utilization 67.1% ICU Level of Service C
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 3
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A)
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 130 535 0 0 910
Future Volume (vph) 0 130 535 0 0 910
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
Satd. Flow (prot) 0 1644 1863 0 0 1881
Flt Permitted
Satd. Flow (perm) 0 1644 1863 0 0 1881
Link Speed (mph) 30 35 35
Link Distance (ft) 445 204 1269
Travel Time (s) 10.1 4.0 24.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 0% 2% 0% 0% 1%
Adj. Flow (vph) 0 135 557 0 0 948
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 135 557 0 0 948
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 51.2% ICU Level of Service A
Analysis Period (min) 15
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 5
Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 130 535 0 0 910
Future Vol, veh/h 0 130 535 0 0 910
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 96 96 96 96 96 96
Heavy Vehicles, % 0 0 2 0 0 1
Mvmt Flow 0 135 557 0 0 948
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 557 0 - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.2 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.3 - - - -
Pot Cap-1 Maneuver 0 534 - 0 0 -
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, %- -
Mov Cap-1 Maneuver - 534 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 14 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTWBLn1 SBT
Capacity (veh/h) - 534 -
HCM Lane V/C Ratio - 0.254 -
HCM Control Delay (s) - 14 -
HCM Lane LOS - B -
HCM 95th %tile Q(veh) - 1 -
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 6
Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 30 0 265 0 0 0 0 700 210 155 505 160
Future Volume (vph) 30 0 265 0 0 0 0 700 210 155 505 160
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12
Storage Length (ft) 0 100 0 0 0 0 0 0
Storage Lanes 0 1 0 0 0 0 1 0
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 1.00 1.00
Frt 0.850 0.969 0.964
Flt Protected 0.950 0.950
Satd. Flow (prot) 1805 0 1599 0 0 0 0 2046 0 1787 1804 0
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1805 0 1599 0 0 0 0 2046 0 1787 1804 0
Link Speed (mph) 35 35 35 35
Link Distance (ft) 779 189 204 275
Travel Time (s) 15.2 3.7 4.0 5.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0%
Adj. Flow (vph) 31 0 270 0 0 0 0 714 214 158 515 163
Shared Lane Traffic (%)
Lane Group Flow (vph) 31 0 270 0 0 0 0 928 0 158 678 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 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 72.7% ICU Level of Service C
Analysis Period (min) 15
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 7
Intersection
Int Delay, s/veh 5.7
Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Vol, veh/h 30 0 265 0 0 0 0 700 210 155 505 160
Future Vol, veh/h 30 0 265 0 0 0 0 700 210 155 505 160
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 - - Free - - None
Storage Length - - 100 - - - - - - 0 - -
Veh in Median Storage, # - 0 - - - - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 0 0 1 0 0 0 0 2 2 1 2 0
Mvmt Flow 31 0 270 0 0 0 0 714 214 158 515 163
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1627 - 714 - 0 - 714 0 0
Stage 1 714 - - - - - - - -
Stage 2 913 - - - - - - - -
Critical Hdwy 6.4 - 6.21 - - - 4.11 - -
Critical Hdwy Stg 1 5.4 - - - - - - - -
Critical Hdwy Stg 2 5.4 - - - - - - - -
Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - -
Pot Cap-1 Maneuver 114 0 433 0 - 0 891 - -
Stage 1 489 0 - 0 - 0 - - -
Stage 2 395 0 - 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 94 0 433 - - - 891 - -
Mov Cap-2 Maneuver 94 0 - - - - - - -
Stage 1 489 0 - - - - - - -
Stage 2 325 0 - - - - - - -
Approach NB SE NW
HCM Control Delay, s 29.7 0 1.9
HCM LOS D
Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET
Capacity (veh/h) 94 433 891 - - -
HCM Lane V/C Ratio 0.326 0.624 0.178 - - -
HCM Control Delay (s) 60.8 26.2 9.9 - - -
HCM Lane LOS F D A - - -
HCM 95th %tile Q(veh) 1.3 4.1 0.6 - - -
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 8
Lane Group NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Volume (vph) 740 190 370 595 5 80
Future Volume (vph) 740 190 370 595 5 80
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 0.972 0.873
Flt Protected 0.950 0.997
Satd. Flow (prot) 1829 0 1787 1863 1654 0
Flt Permitted 0.950 0.997
Satd. Flow (perm) 1829 0 1787 1863 1654 0
Link Speed (mph) 35 35 30
Link Distance (ft) 167 275 240
Travel Time (s) 3.3 5.4 5.5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 1% 1% 1% 2% 0% 0%
Adj. Flow (vph) 771 198 385 620 5 83
Shared Lane Traffic (%)
Lane Group Flow (vph) 969 0 385 620 88 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 1.00 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 86.2% ICU Level of Service E
Analysis Period (min) 15
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 9
Intersection
Int Delay, s/veh 4.7
Movement NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Vol, veh/h 740 190 370 595 5 80
Future Vol, veh/h 740 190 370 595 5 80
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 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 1 1 1 2 0 0
Mvmt Flow 771 198 385 620 5 83
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 969 0 2261 870
Stage 1 - - - - 870 -
Stage 2 - - - - 1391 -
Critical Hdwy - - 4.11 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.209 - 3.5 3.3
Pot Cap-1 Maneuver - - 715 - 46 354
Stage 1 - - - - 413 -
Stage 2 - - - - 233 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 715 - 21 354
Mov Cap-2 Maneuver - - - - 21 -
Stage 1 - - - - 413 -
Stage 2 - - - - 108 -
Approach NB SB SW
HCM Control Delay, s 0 6 41.8
HCM LOS E
Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1
Capacity (veh/h) - - 715 - 183
HCM Lane V/C Ratio - - 0.539 - 0.484
HCM Control Delay (s) - - 15.8 - 41.8
HCM Lane LOS - - C - E
HCM 95th %tile Q(veh) - - 3.3 - 2.3
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 10
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 5 895 560 40 35 270
Future Volume (vph) 5 895 560 40 35 270
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 0.991 0.881
Flt Protected 0.994
Satd. Flow (prot) 0 1881 1865 0 1664 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1881 1865 0 1664 0
Link Speed (mph) 35 35 30
Link Distance (ft) 1012 167 333
Travel Time (s) 19.7 3.3 7.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%) 0% 1% 1% 0% 0% 0%
Adj. Flow (vph) 5 942 589 42 37 284
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 947 631 0 321 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 76.4% ICU Level of Service D
Analysis Period (min) 15
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 11
Intersection
Int Delay, s/veh 9.2
Movement NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 5 895 560 40 35 270
Future Vol, veh/h 5 895 560 40 35 270
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 95 95 95 95 95 95
Heavy Vehicles, % 0 1 1 0 0 0
Mvmt Flow 5 942 589 42 37 284
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 632 0 - 0 1564 611
Stage 1 - - - - 611 -
Stage 2 - - - - 953 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 960 - - - 124 497
Stage 1 - - - - 546 -
Stage 2 - - - - 378 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 960 - - - 123 497
Mov Cap-2 Maneuver - - - - 123 -
Stage 1 - - - - 546 -
Stage 2 - - - - 374 -
Approach NB SB NE
HCM Control Delay, s 0 0 54.4
HCM LOS F
Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR
Capacity (veh/h) 368 960 - - -
HCM Lane V/C Ratio 0.872 0.005 - - -
HCM Control Delay (s) 54.4 8.8 0 - -
HCM Lane LOS F A A - -
HCM 95th %tile Q(veh) 8.4 0 - - -
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 12
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 34 861 753 58 41 37
Future Volume (vph) 34 861 753 58 41 37
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1805 1881 1881 1583 1770 1615
Flt Permitted 0.292 0.950
Satd. Flow (perm) 555 1881 1881 1583 1770 1615
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 11 39
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 1% 1% 2% 2% 0%
Adj. Flow (vph) 35 897 784 60 43 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 35 897 784 60 43 39
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
Protected Phases 5 2 6 3
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_PMEX Synchro 9 Report
Page 13
Lane Group NBL NBT SBT SBR NEL NER
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 20.0 85.0 65.0 35.0 35.0
Total Split (%) 16.7% 70.8% 54.2% 29.2% 29.2%
Maximum Green (s) 14.0 79.0 59.0 30.0 30.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 103.4 104.6 97.9 120.0 7.6 7.6
Actuated g/C Ratio 0.86 0.87 0.82 1.00 0.06 0.06
v/c Ratio 0.07 0.55 0.51 0.04 0.39 0.28
Control Delay 2.0 4.1 6.8 0.1 63.3 21.1
Queue Delay 0.0 1.1 0.0 0.0 0.0 0.0
Total Delay 2.0 5.3 6.8 0.1 63.3 21.1
LOS A A A A E C
Approach Delay 5.2 6.3 43.2
Approach LOS A A D
Queue Length 50th (ft) 3 148 218 0 33 0
Queue Length 95th (ft) 9 256 347 0 70 35
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 624 1640 1535 1583 442 433
Starvation Cap Reductn 0 475 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.77 0.51 0.04 0.10 0.09
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 7.4 Intersection LOS: A
Intersection Capacity Utilization 58.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 14
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 895 720 70
Future Volume (vph) 0 0 0 895 720 70
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988
Flt Protected
Satd. Flow (prot) 0 0 0 1881 1860 0
Flt Permitted
Satd. Flow (perm) 0 0 0 1881 1860 0
Link Speed (mph) 30 35 35
Link Distance (ft) 154 263 340
Travel Time (s) 3.5 5.1 6.6
Confl. Peds. (#/hr)10
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 0% 1% 1% 0%
Adj. Flow (vph) 0 0 0 913 735 71
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 913 806 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 50.4% ICU Level of Service A
Analysis Period (min) 15
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 40 5 35 95 10 370 40 485 75 120 595 5
Future Volume (vph) 40 5 35 95 10 370 40 485 75 120 595 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.869 0.850 0.980 0.999
Flt Protected 0.950 0.957 0.950 0.950
Satd. Flow (prot) 1805 1651 0 0 1802 1583 1805 1844 0 1770 1879 0
Flt Permitted 0.950 0.957 0.335 0.292
Satd. Flow (perm) 1805 1651 0 0 1802 1583 636 1844 0 544 1879 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 35 374 7
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0%
Adj. Flow (vph) 40 5 35 96 10 374 40 490 76 121 601 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 40 40 0 0 106 374 40 566 0 121 606 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0
Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0%
Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 6.9 6.9 11.1 11.1 58.8 53.3 65.4 59.9
Actuated g/C Ratio 0.07 0.07 0.11 0.11 0.59 0.53 0.65 0.60
v/c Ratio 0.32 0.27 0.53 0.74 0.09 0.57 0.27 0.54
Control Delay 50.6 21.8 50.7 13.6 8.9 21.6 9.3 18.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.6 21.8 50.7 13.6 8.9 21.6 9.3 18.0
LOS D C D B A C A B
Approach Delay 36.2 21.8 20.8 16.5
Approach LOS D C C B
Queue Length 50th (ft) 25 3 65 0 8 229 25 244
Queue Length 95th (ft) 57 35 111 83 25 #460 62 452
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 541 519 264 551 501 986 474 1124
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.08 0.40 0.68 0.08 0.57 0.26 0.54
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 20.1 Intersection LOS: C
Intersection Capacity Utilization 71.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 17
Queue shown is maximum after two cycles.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 18
Lane Group SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 15 0 0 63 86 6
Future Volume (vph) 15 0 0 63 86 6
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 0.991
Flt Protected 0.950
Satd. Flow (prot) 1805 0 0 1900 1883 0
Flt Permitted 0.950
Satd. Flow (perm) 1805 0 0 1900 1883 0
Link Speed (mph) 30 30 30
Link Distance (ft) 271 418 608
Travel Time (s) 6.2 9.5 13.8
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 18 0 0 75 102 7
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 0 0 75 109 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 1.00 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 14.9% ICU Level of Service A
Analysis Period (min) 15
2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_PMEX Synchro 9 Report
Page 19
Intersection
Int Delay, s/veh 0.8
Movement SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Vol, veh/h 15 0 0 63 86 6
Future Vol, veh/h 15 0 0 63 86 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 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 18 0 0 75 102 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 181 106 110 0 - 0
Stage 1 106 - - - - -
Stage 2 75 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 813 954 1493 - - -
Stage 1 923 - - - - -
Stage 2 953 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 813 954 1493 - - -
Mov Cap-2 Maneuver 813 - - - - -
Stage 1 923 - - - - -
Stage 2 953 - - - - -
Approach SE NE SW
HCM Control Delay, s 9.5 0 0
HCM LOS A
Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR
Capacity (veh/h) 1493 - 813 - -
HCM Lane V/C Ratio - - 0.022 - -
HCM Control Delay (s) 0 - 9.5 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
YEAR 2025 NO-BUILD CONDITIONS
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER Ø3
Lane Configurations
Traffic Volume (vph) 233 723 577 155 148 170
Future Volume (vph) 233 723 577 155 148 170
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 12 11 13 11 12
Storage Length (ft) 75 200 250 0
Storage Lanes 1 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.97 0.97
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1662 1810 1749 1589 1662 1538
Flt Permitted 0.262 0.950
Satd. Flow (perm) 457 1810 1749 1542 1620 1538
Right Turn on Red Yes No
Satd. Flow (RTOR) 172
Link Speed (mph) 35 35 30
Link Distance (ft) 2134 1202 3360
Travel Time (s) 41.6 23.4 76.4
Confl. Peds. (#/hr) 10 10 10 10
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%) 5% 5% 5% 5% 5% 5%
Adj. Flow (vph) 259 803 641 172 164 189
Shared Lane Traffic (%)
Lane Group Flow (vph) 259 803 641 172 164 189
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 11 11 11
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 18 66 166 166 18 18
Trailing Detector (ft) -8 60 160 160 -8 -8
Detector 1 Position(ft) -8 60 160 160 -8 -8
Detector 1 Size(ft) 14 6 6 6 14 14
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 12 12 12
Detector 2 Size(ft) 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER Ø3
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA pm+ov Prot pt+ov
Protected Phases 1 2 2 4 4 4 1 3
Permitted Phases 2 2
Detector Phase 1 2 2 4 4 4 1
Switch Phase
Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0
Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0
Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0
Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26%
Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0
Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0
Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2
Recall Mode None Min Min None None None
Walk Time (s)7.0
Flash Dont Walk (s)16.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7
Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34
v/c Ratio 0.50 0.86 0.71 0.16 0.65 0.36
Control Delay 6.7 27.2 19.0 0.8 40.1 19.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 6.7 27.2 19.0 0.8 40.1 19.5
LOS A C B A D B
Approach Delay 22.2 15.2 29.1
Approach LOS C B C
Queue Length 50th (ft) 24 273 192 0 67 60
Queue Length 95th (ft) 58 #559 358 11 124 109
Internal Link Dist (ft) 2054 1122 3280
Turn Bay Length (ft) 75 200 250
Base Capacity (vph) 518 935 903 1205 381 500
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.86 0.71 0.14 0.43 0.38
Intersection Summary
Area Type: Other
Cycle Length: 102
Actuated Cycle Length: 69.7
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 20.7 Intersection LOS: C
Intersection Capacity Utilization 63.1% ICU Level of Service B
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 3
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A)
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 295 639 0 0 973
Future Volume (vph) 0 295 639 0 0 973
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
Satd. Flow (prot) 0 1611 1792 0 0 1810
Flt Permitted
Satd. Flow (perm) 0 1611 1792 0 0 1810
Link Speed (mph) 30 35 35
Link Distance (ft) 445 204 1269
Travel Time (s) 10.1 4.0 24.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 2% 6% 0% 0% 5%
Adj. Flow (vph) 0 307 666 0 0 1014
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 307 666 0 0 1014
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 58.6% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 5
Intersection
Int Delay, s/veh 4.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 295 639 0 0 973
Future Vol, veh/h 0 295 639 0 0 973
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 96 96 96 96 96 96
Heavy Vehicles, % 0 2 6 0 0 5
Mvmt Flow 0 307 666 0 0 1014
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 666 0 - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 459 - 0 0 -
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, %- -
Mov Cap-1 Maneuver - 459 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 27.3 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTWBLn1 SBT
Capacity (veh/h) - 459 -
HCM Lane V/C Ratio - 0.669 -
HCM Control Delay (s) - 27.3 -
HCM Lane LOS - D -
HCM 95th %tile Q(veh) - 4.8 -
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 6
Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 32 0 337 0 0 0 0 735 238 308 607 164
Future Volume (vph) 32 0 337 0 0 0 0 735 238 308 607 164
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12
Storage Length (ft) 0 100 0 0 0 0 0 0
Storage Lanes 0 1 0 0 0 0 1 0
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 1.00 1.00
Frt 0.850 0.967 0.968
Flt Protected 0.950 0.950
Satd. Flow (prot) 1570 0 1568 0 0 0 0 1964 0 1752 1739 0
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1570 0 1568 0 0 0 0 1964 0 1752 1739 0
Link Speed (mph) 35 35 35 35
Link Distance (ft) 779 189 204 275
Travel Time (s) 15.2 3.7 4.0 5.4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5%
Adj. Flow (vph) 34 0 359 0 0 0 0 782 253 328 646 174
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 0 359 0 0 0 0 1035 0 328 820 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 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 83.6% ICU Level of Service E
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 7
Intersection
Int Delay, s/veh 17.4
Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Vol, veh/h 32 0 337 0 0 0 0 735 238 308 607 164
Future Vol, veh/h 32 0 337 0 0 0 0 735 238 308 607 164
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 - - Free - - None
Storage Length - - 100 - - - - - - 0 - -
Veh in Median Storage, # - 0 - - - - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 15 0 3 0 0 0 0 6 6 3 6 5
Mvmt Flow 34 0 359 0 0 0 0 782 253 328 646 174
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2170 - 782 - 0 - 782 0 0
Stage 1 782 - - - - - - - -
Stage 2 1388 - - - - - - - -
Critical Hdwy 6.55 - 6.23 - - - 4.13 - -
Critical Hdwy Stg 1 5.55 - - - - - - - -
Critical Hdwy Stg 2 5.55 - - - - - - - -
Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - -
Pot Cap-1 Maneuver 47 0 393 0 - 0 831 - -
Stage 1 429 0 - 0 - 0 - - -
Stage 2 217 0 - 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver ~ 28 0 393 - - - 831 - -
Mov Cap-2 Maneuver ~ 28 0 - - - - - - -
Stage 1 429 0 - - - - - - -
Stage 2 131 0 - - - - - - -
Approach NB SE NW
HCM Control Delay, s 92.9 0 3.5
HCM LOS F
Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET
Capacity (veh/h) 28 393 831 - - -
HCM Lane V/C Ratio 1.216 0.912 0.394 - - -
HCM Control Delay (s) $ 451.8 58.8 12.1 - - -
HCM Lane LOS F F B - - -
HCM 95th %tile Q(veh) 4 9.6 1.9 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 8
Lane Group NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Volume (vph) 863 276 307 765 5 216
Future Volume (vph) 863 276 307 765 5 216
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 0.967 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot) 1766 0 1770 1810 1542 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1766 0 1770 1810 1542 0
Link Speed (mph) 35 35 30
Link Distance (ft) 167 275 240
Travel Time (s) 3.3 5.4 5.5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 1% 2% 5% 0% 7%
Adj. Flow (vph) 899 288 320 797 5 225
Shared Lane Traffic (%)
Lane Group Flow (vph) 1187 0 320 797 230 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 1.00 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 102.9% ICU Level of Service G
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 9
Intersection
Int Delay, s/veh 17.6
Movement NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Vol, veh/h 863 276 307 765 5 216
Future Vol, veh/h 863 276 307 765 5 216
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 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 5 1 2 5 0 7
Mvmt Flow 899 288 320 797 5 225
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1186 0 2479 1043
Stage 1 - - - - 1043 -
Stage 2 - - - - 1436 -
Critical Hdwy - - 4.12 - 6.4 6.27
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.218 - 3.5 3.363
Pot Cap-1 Maneuver - - 589 - 33 272
Stage 1 - - - - 342 -
Stage 2 - - - - 221 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 589 - 15 272
Mov Cap-2 Maneuver - - - - 15 -
Stage 1 - - - - 342 -
Stage 2 - - - - 101 -
Approach NB SB SW
HCM Control Delay, s 0 5.2 168.7
HCM LOS F
Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1
Capacity (veh/h) - - 589 - 196
HCM Lane V/C Ratio - - 0.543 - 1.175
HCM Control Delay (s) - - 18.1 - 168.7
HCM Lane LOS - - C - F
HCM 95th %tile Q(veh) - - 3.2 - 11.7
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 10
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 0 1096 749 21 42 337
Future Volume (vph) 0 1096 749 21 42 337
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 0.996 0.880
Flt Protected 0.994
Satd. Flow (prot) 0 1810 1788 0 1642 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1810 1788 0 1642 0
Link Speed (mph) 35 35 30
Link Distance (ft) 1012 167 333
Travel Time (s) 19.7 3.3 7.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 5% 6% 0% 3% 1%
Adj. Flow (vph) 0 1191 814 23 46 366
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1191 837 0 412 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 87.5% ICU Level of Service E
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 11
Intersection
Int Delay, s/veh 61.7
Movement NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 0 1096 749 21 42 337
Future Vol, veh/h 0 1096 749 21 42 337
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, % 0 5 6 0 3 1
Mvmt Flow 0 1191 814 23 46 366
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 837 0 - 0 2017 826
Stage 1 - - - - 826 -
Stage 2 - - - - 1191 -
Critical Hdwy 4.1 - - - 6.43 6.21
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.2 - - - 3.527 3.309
Pot Cap-1 Maneuver 806 - - - 64 373
Stage 1 - - - - 428 -
Stage 2 - - - - 287 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 806 - - - 64 373
Mov Cap-2 Maneuver - - - - 64 -
Stage 1 - - - - 428 -
Stage 2 - - - - 287 -
Approach NB SB NE
HCM Control Delay, s 0 0 $ 365.4
HCM LOS F
Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR
Capacity (veh/h) 243 806 - - -
HCM Lane V/C Ratio 1.695 - - - -
HCM Control Delay (s) $ 365.4 0 - - -
HCM Lane LOS F A - - -
HCM 95th %tile Q(veh) 26.9 0 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 12
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 83 989 843 249 105 59
Future Volume (vph) 83 989 843 249 105 59
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1641 1810 1810 1615 1787 1553
Flt Permitted 0.173 0.950
Satd. Flow (perm) 299 1810 1810 1615 1787 1553
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 55 63
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Growth Factor 93% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 10% 5% 5% 0% 1% 4%
Adj. Flow (vph) 83 1063 906 268 113 63
Shared Lane Traffic (%)
Lane Group Flow (vph) 83 1063 906 268 113 63
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 13
Lane Group NBL NBT SBT SBR NEL NER
Protected Phases 5 2 6 3
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 16.0 72.0 56.0 25.0 25.0
Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8%
Maximum Green (s) 10.0 66.0 50.0 20.0 20.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 75.4 75.4 65.5 97.0 10.6 10.6
Actuated g/C Ratio 0.78 0.78 0.68 1.00 0.11 0.11
v/c Ratio 0.26 0.76 0.74 0.17 0.58 0.28
Control Delay 5.1 11.1 17.5 0.2 52.4 13.2
Queue Delay 0.0 2.9 0.0 0.0 0.0 0.0
Total Delay 5.1 14.0 17.5 0.2 52.4 13.2
LOS A B B A D B
Approach Delay 13.4 13.5 38.3
Approach LOS B B D
Queue Length 50th (ft) 10 280 344 0 67 0
Queue Length 95th (ft) 24 563 #725 0 118 36
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 370 1407 1221 1615 368 370
Starvation Cap Reductn 0 235 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.22 0.91 0.74 0.17 0.31 0.17
Intersection Summary
Area Type: Other
Cycle Length: 97
Actuated Cycle Length: 97
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 15.2 Intersection LOS: B
Intersection Capacity Utilization 68.6% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMNB Synchro 9 Report
Page 14
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 15
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 1072 690 212
Future Volume (vph) 0 0 0 1072 690 212
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 0.968
Flt Protected
Satd. Flow (prot) 0 0 0 1810 1747 0
Flt Permitted
Satd. Flow (perm) 0 0 0 1810 1747 0
Link Speed (mph) 30 35 35
Link Distance (ft) 154 263 340
Travel Time (s) 3.5 5.1 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 0% 0% 5% 6% 3%
Adj. Flow (vph) 0 0 0 1165 750 230
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1165 980 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 180 11 64 42 11 339 180 553 5 69 579 42
Future Volume (vph) 180 11 64 42 11 339 180 553 5 69 579 42
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.871 0.850 0.999 0.990
Flt Protected 0.950 0.962 0.950 0.950
Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1826 0 1805 1814 0
Flt Permitted 0.950 0.962 0.198 0.379
Satd. Flow (perm) 1719 1587 0 0 1718 1482 348 1826 0 720 1814 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 67 353 2
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13%
Adj. Flow (vph) 188 11 67 44 11 353 188 576 5 72 603 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 188 78 0 0 55 353 188 581 0 72 647 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0
Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7%
Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 21.2 21.2 10.7 10.7 99.1 86.0 80.5 73.4
Actuated g/C Ratio 0.14 0.14 0.07 0.07 0.67 0.58 0.54 0.50
v/c Ratio 0.77 0.27 0.44 0.81 0.46 0.55 0.16 0.72
Control Delay 80.3 17.1 74.8 21.2 14.8 24.4 12.8 36.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 80.3 17.1 74.8 21.2 14.8 24.4 12.8 36.3
LOS F B E C B C B D
Approach Delay 61.8 28.4 22.1 33.9
Approach LOS E C C C
Queue Length 50th (ft) 177 9 52 0 61 319 22 444
Queue Length 95th (ft) 250 56 93 103 136 609 58 #870
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 696 683 234 506 409 1060 480 900
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.11 0.24 0.70 0.46 0.55 0.15 0.72
Intersection Summary
Area Type: Other
Cycle Length: 148
Actuated Cycle Length: 148
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 32.1 Intersection LOS: C
Intersection Capacity Utilization 74.5% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 18
Queue shown is maximum after two cycles.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 19
Lane Group SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 40 0 0 124 40 292
Future Volume (vph) 40 0 0 124 40 292
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 0.881
Flt Protected 0.950
Satd. Flow (prot) 1805 0 0 1863 1664 0
Flt Permitted 0.950
Satd. Flow (perm) 1805 0 0 1863 1664 0
Link Speed (mph) 30 30 30
Link Distance (ft) 271 418 608
Travel Time (s) 6.2 9.5 13.8
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles (%) 0% 0% 0% 2% 5% 0%
Adj. Flow (vph) 50 0 0 155 50 365
Shared Lane Traffic (%)
Lane Group Flow (vph) 50 0 0 155 415 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 1.00 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 30.1% ICU Level of Service A
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_AMNB Synchro 9 Report
Page 20
Intersection
Int Delay, s/veh 0.9
Movement SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Vol, veh/h 40 0 0 124 40 292
Future Vol, veh/h 40 0 0 124 40 292
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 80 80 80 80 80 80
Heavy Vehicles, % 0 0 0 2 5 0
Mvmt Flow 50 0 0 155 50 365
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 388 233 415 0 - 0
Stage 1 233 - - - - -
Stage 2 155 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 619 811 1155 - - -
Stage 1 810 - - - - -
Stage 2 878 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 619 811 1155 - - -
Mov Cap-2 Maneuver 619 - - - - -
Stage 1 810 - - - - -
Stage 2 878 - - - - -
Approach SE NE SW
HCM Control Delay, s 11.3 0 0
HCM LOS B
Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR
Capacity (veh/h) 1155 - 619 - -
HCM Lane V/C Ratio - - 0.081 - -
HCM Control Delay (s) 0 - 11.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER Ø3
Lane Configurations
Traffic Volume (vph) 224 577 842 165 143 231
Future Volume (vph) 224 577 842 165 143 231
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 12 11 13 11 12
Storage Length (ft) 75 200 250 0
Storage Lanes 1 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.97 0.98
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1662 1810 1749 1589 1662 1538
Flt Permitted 0.111 0.950
Satd. Flow (perm) 194 1810 1749 1542 1621 1538
Right Turn on Red Yes No
Satd. Flow (RTOR) 127
Link Speed (mph) 35 35 30
Link Distance (ft) 2134 1202 3360
Travel Time (s) 41.6 23.4 76.4
Confl. Peds. (#/hr) 10 10 10 10
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%) 5% 5% 5% 5% 5% 5%
Adj. Flow (vph) 249 641 936 183 159 257
Shared Lane Traffic (%)
Lane Group Flow (vph) 249 641 936 183 159 257
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 11 11 11
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 18 66 166 166 18 18
Trailing Detector (ft) -8 60 160 160 -8 -8
Detector 1 Position(ft) -8 60 160 160 -8 -8
Detector 1 Size(ft) 14 6 6 6 14 14
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 12 12 12
Detector 2 Size(ft) 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER Ø3
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA pm+ov Prot pt+ov
Protected Phases 1 2 2 4 4 4 1 3
Permitted Phases 2 2
Detector Phase 1 2 2 4 4 4 1
Switch Phase
Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0
Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0
Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0
Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26%
Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0
Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0
Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2
Recall Mode None Min Min None None None
Walk Time (s)7.0
Flash Dont Walk (s)16.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 50.1 36.1 36.1 48.4 12.3 25.3
Actuated g/C Ratio 0.70 0.51 0.51 0.68 0.17 0.35
v/c Ratio 0.69 0.70 1.06 0.17 0.56 0.47
Control Delay 23.9 19.4 68.8 1.3 34.8 21.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.9 19.4 68.8 1.3 34.8 21.0
LOS C B E A C C
Approach Delay 20.6 57.7 26.3
Approach LOS C E C
Queue Length 50th (ft) 49 204 ~466 5 65 86
Queue Length 95th (ft) #159 357 #728 17 120 148
Internal Link Dist (ft) 2054 1122 3280
Turn Bay Length (ft) 75 200 250
Base Capacity (vph) 362 914 883 1170 373 522
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.69 0.70 1.06 0.16 0.43 0.49
Intersection Summary
Area Type: Other
Cycle Length: 102
Actuated Cycle Length: 71.4
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 38.7 Intersection LOS: D
Intersection Capacity Utilization 76.3% ICU Level of Service D
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 3
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A)
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 163 663 0 0 1021
Future Volume (vph) 0 163 663 0 0 1021
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
Satd. Flow (prot) 0 1644 1863 0 0 1881
Flt Permitted
Satd. Flow (perm) 0 1644 1863 0 0 1881
Link Speed (mph) 30 35 35
Link Distance (ft) 445 204 1269
Travel Time (s) 10.1 4.0 24.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 0% 2% 0% 0% 1%
Adj. Flow (vph) 0 170 691 0 0 1064
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 170 691 0 0 1064
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 57.1% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 5
Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 163 663 0 0 1021
Future Vol, veh/h 0 163 663 0 0 1021
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 96 96 96 96 96 96
Heavy Vehicles, % 0 0 2 0 0 1
Mvmt Flow 0 170 691 0 0 1064
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 691 0 - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.2 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.3 - - - -
Pot Cap-1 Maneuver 0 448 - 0 0 -
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, %- -
Mov Cap-1 Maneuver - 448 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 17.9 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTWBLn1 SBT
Capacity (veh/h) - 448 -
HCM Lane V/C Ratio - 0.379 -
HCM Control Delay (s) - 17.9 -
HCM Lane LOS - C -
HCM 95th %tile Q(veh) - 1.7 -
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 6
Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 32 0 295 0 0 0 0 782 238 235 631 169
Future Volume (vph) 32 0 295 0 0 0 0 782 238 235 631 169
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12
Storage Length (ft) 0 100 0 0 0 0 0 0
Storage Lanes 0 1 0 0 0 0 1 0
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 1.00 1.00
Frt 0.850 0.968 0.968
Flt Protected 0.950 0.950
Satd. Flow (prot) 1805 0 1599 0 0 0 0 2044 0 1787 1811 0
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1805 0 1599 0 0 0 0 2044 0 1787 1811 0
Link Speed (mph) 35 35 35 35
Link Distance (ft) 779 189 204 275
Travel Time (s) 15.2 3.7 4.0 5.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0%
Adj. Flow (vph) 33 0 301 0 0 0 0 798 243 240 644 172
Shared Lane Traffic (%)
Lane Group Flow (vph) 33 0 301 0 0 0 0 1041 0 240 816 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 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 82.0% ICU Level of Service D
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 7
Intersection
Int Delay, s/veh 9.4
Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Vol, veh/h 32 0 295 0 0 0 0 782 238 235 631 169
Future Vol, veh/h 32 0 295 0 0 0 0 782 238 235 631 169
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 - - Free - - None
Storage Length - - 100 - - - - - - 0 - -
Veh in Median Storage, # - 0 - - - - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 0 0 1 0 0 0 0 2 2 1 2 0
Mvmt Flow 33 0 301 0 0 0 0 798 243 240 644 172
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2008 - 798 - 0 - 798 0 0
Stage 1 798 - - - - - - - -
Stage 2 1210 - - - - - - - -
Critical Hdwy 6.4 - 6.21 - - - 4.11 - -
Critical Hdwy Stg 1 5.4 - - - - - - - -
Critical Hdwy Stg 2 5.4 - - - - - - - -
Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - -
Pot Cap-1 Maneuver 66 0 388 0 - 0 829 - -
Stage 1 447 0 - 0 - 0 - - -
Stage 2 285 0 - 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 47 0 388 - - - 829 - -
Mov Cap-2 Maneuver 47 0 - - - - - - -
Stage 1 447 0 - - - - - - -
Stage 2 202 0 - - - - - - -
Approach NB SE NW
HCM Control Delay, s 53.8 0 2.5
HCM LOS F
Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET
Capacity (veh/h) 47 388 829 - - -
HCM Lane V/C Ratio 0.695 0.776 0.289 - - -
HCM Control Delay (s) 182.2 39.9 11.1 - - -
HCM Lane LOS F E B - - -
HCM 95th %tile Q(veh) 2.7 6.5 1.2 - - -
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_PMNB Synchro 9 Report
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Lane Group NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Volume (vph) 926 272 408 669 5 110
Future Volume (vph) 926 272 408 669 5 110
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 0.871
Flt Protected 0.950 0.998
Satd. Flow (prot) 1823 0 1787 1863 1652 0
Flt Permitted 0.950 0.998
Satd. Flow (perm) 1823 0 1787 1863 1652 0
Link Speed (mph) 35 35 30
Link Distance (ft) 167 275 240
Travel Time (s) 3.3 5.4 5.5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 1% 1% 1% 2% 0% 0%
Adj. Flow (vph) 965 283 425 697 5 115
Shared Lane Traffic (%)
Lane Group Flow (vph) 1248 0 425 697 120 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 1.00 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 105.0% ICU Level of Service G
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 9
Intersection
Int Delay, s/veh 18.6
Movement NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Vol, veh/h 926 272 408 669 5 110
Future Vol, veh/h 926 272 408 669 5 110
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 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 1 1 1 2 0 0
Mvmt Flow 965 283 425 697 5 115
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1248 0 2653 1106
Stage 1 - - - - 1106 -
Stage 2 - - - - 1547 -
Critical Hdwy - - 4.11 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.209 - 3.5 3.3
Pot Cap-1 Maneuver - - 561 - 26 258
Stage 1 - - - - 320 -
Stage 2 - - - - 195 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 561 - 6 258
Mov Cap-2 Maneuver - - - - 6 -
Stage 1 - - - - 320 -
Stage 2 - - - - 47 -
Approach NB SB SW
HCM Control Delay, s 0 10.9 284.6
HCM LOS F
Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1
Capacity (veh/h) - - 561 - 91
HCM Lane V/C Ratio - - 0.758 - 1.316
HCM Control Delay (s) - - 28.7 - 284.6
HCM Lane LOS - - D - F
HCM 95th %tile Q(veh) - - 6.7 - 8.7
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 10
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 5 1161 632 42 37 300
Future Volume (vph) 5 1161 632 42 37 300
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 0.992 0.880
Flt Protected 0.995
Satd. Flow (prot) 0 1881 1867 0 1664 0
Flt Permitted 0.995
Satd. Flow (perm) 0 1881 1867 0 1664 0
Link Speed (mph) 35 35 30
Link Distance (ft) 1012 167 333
Travel Time (s) 19.7 3.3 7.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%) 0% 1% 1% 0% 0% 0%
Adj. Flow (vph) 5 1222 665 44 39 316
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1227 709 0 355 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 92.3% ICU Level of Service F
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 11
Intersection
Int Delay, s/veh 25.7
Movement NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 5 1161 632 42 37 300
Future Vol, veh/h 5 1161 632 42 37 300
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 95 95 95 95 95 95
Heavy Vehicles, % 0 1 1 0 0 0
Mvmt Flow 5 1222 665 44 39 316
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 709 0 - 0 1920 687
Stage 1 - - - - 687 -
Stage 2 - - - - 1233 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 899 - - - 75 450
Stage 1 - - - - 503 -
Stage 2 - - - - 278 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 899 - - - 74 450
Mov Cap-2 Maneuver - - - - 74 -
Stage 1 - - - - 503 -
Stage 2 - - - - 273 -
Approach NB SB NE
HCM Control Delay, s 0 0 166.1
HCM LOS F
Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR
Capacity (veh/h) 289 899 - - -
HCM Lane V/C Ratio 1.227 0.006 - - -
HCM Control Delay (s) 166.1 9 0 - -
HCM Lane LOS F A A - -
HCM 95th %tile Q(veh) 16.4 0 - - -
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 12
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 45 936 815 97 232 86
Future Volume (vph) 45 936 815 97 232 86
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1805 1881 1881 1583 1770 1615
Flt Permitted 0.189 0.950
Satd. Flow (perm) 359 1881 1881 1583 1770 1615
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 18 90
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 1% 1% 2% 2% 0%
Adj. Flow (vph) 47 975 849 101 242 90
Shared Lane Traffic (%)
Lane Group Flow (vph) 47 975 849 101 242 90
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
Protected Phases 5 2 6 3
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_PMNB Synchro 9 Report
Page 13
Lane Group NBL NBT SBT SBR NEL NER
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 20.0 85.0 65.0 35.0 35.0
Total Split (%) 16.7% 70.8% 54.2% 29.2% 29.2%
Maximum Green (s) 14.0 79.0 59.0 30.0 30.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 88.1 88.1 78.7 120.0 20.9 20.9
Actuated g/C Ratio 0.73 0.73 0.66 1.00 0.17 0.17
v/c Ratio 0.14 0.71 0.69 0.06 0.79 0.25
Control Delay 6.4 13.5 18.9 0.1 64.9 9.5
Queue Delay 0.0 4.8 0.0 0.0 0.0 0.0
Total Delay 6.4 18.3 18.9 0.1 64.9 9.5
LOS A B B A E A
Approach Delay 17.7 16.9 49.9
Approach LOS B B D
Queue Length 50th (ft) 9 365 401 0 181 0
Queue Length 95th (ft) 24 652 681 0 255 42
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 432 1381 1234 1583 442 471
Starvation Cap Reductn 0 332 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.93 0.69 0.06 0.55 0.19
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 22.0 Intersection LOS: C
Intersection Capacity Utilization 71.3% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 14
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 981 827 74
Future Volume (vph) 0 0 0 981 827 74
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.989
Flt Protected
Satd. Flow (prot) 0 0 0 1881 1862 0
Flt Permitted
Satd. Flow (perm) 0 0 0 1881 1862 0
Link Speed (mph) 30 35 35
Link Distance (ft) 154 263 340
Travel Time (s) 3.5 5.1 6.6
Confl. Peds. (#/hr)10
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 0% 1% 1% 0%
Adj. Flow (vph) 0 0 0 1001 844 76
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1001 920 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 55.0% ICU Level of Service A
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 42 5 37 101 11 392 42 547 79 127 694 5
Future Volume (vph) 42 5 37 101 11 392 42 547 79 127 694 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.868 0.850 0.981 0.999
Flt Protected 0.950 0.957 0.950 0.950
Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0
Flt Permitted 0.950 0.957 0.256 0.235
Satd. Flow (perm) 1805 1649 0 0 1802 1583 486 1845 0 438 1879 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 37 396 7
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0%
Adj. Flow (vph) 42 5 37 102 11 396 42 553 80 128 701 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 42 42 0 0 113 396 42 633 0 128 706 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0
Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0%
Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 7.0 7.0 11.6 11.6 57.9 52.3 64.9 59.1
Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.58 0.52 0.65 0.59
v/c Ratio 0.33 0.28 0.54 0.74 0.12 0.65 0.33 0.64
Control Delay 50.8 21.3 50.2 13.2 9.7 24.8 10.4 21.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.8 21.3 50.2 13.2 9.7 24.8 10.4 21.3
LOS D C D B A C B C
Approach Delay 36.0 21.4 23.8 19.6
Approach LOS D C C B
Queue Length 50th (ft) 26 3 70 0 9 277 27 314
Queue Length 95th (ft) 59 35 115 83 28 #607 67 #641
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 541 520 269 573 416 969 415 1111
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.08 0.42 0.69 0.10 0.65 0.31 0.64
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 22.1 Intersection LOS: C
Intersection Capacity Utilization 76.2% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 17
Queue shown is maximum after two cycles.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 18
Lane Group SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 252 0 0 67 91 51
Future Volume (vph) 252 0 0 67 91 51
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 0.951
Flt Protected 0.950
Satd. Flow (prot) 1805 0 0 1900 1807 0
Flt Permitted 0.950
Satd. Flow (perm) 1805 0 0 1900 1807 0
Link Speed (mph) 30 30 30
Link Distance (ft) 271 418 608
Travel Time (s) 6.2 9.5 13.8
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 300 0 0 80 108 61
Shared Lane Traffic (%)
Lane Group Flow (vph) 300 0 0 80 169 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 1.00 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 28.5% ICU Level of Service A
Analysis Period (min) 15
YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_PMNB Synchro 9 Report
Page 19
Intersection
Int Delay, s/veh 6.9
Movement SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Vol, veh/h 252 0 0 67 91 51
Future Vol, veh/h 252 0 0 67 91 51
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 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 300 0 0 80 108 61
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 219 139 169 0 - 0
Stage 1 139 - - - - -
Stage 2 80 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 774 915 1421 - - -
Stage 1 893 - - - - -
Stage 2 948 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 774 915 1421 - - -
Mov Cap-2 Maneuver 774 - - - - -
Stage 1 893 - - - - -
Stage 2 948 - - - - -
Approach SE NE SW
HCM Control Delay, s 12.6 0 0
HCM LOS B
Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR
Capacity (veh/h) 1421 - 774 - -
HCM Lane V/C Ratio - - 0.388 - -
HCM Control Delay (s) 0 - 12.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.8 - -
YEAR 2025 BUILD CONDITIONS
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER Ø3
Lane Configurations
Traffic Volume (vph) 233 723 550 155 148 143
Future Volume (vph) 233 723 550 155 148 143
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 12 11 13 11 12
Storage Length (ft) 75 200 250 0
Storage Lanes 1 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.97 0.97
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1662 1810 1749 1589 1662 1538
Flt Permitted 0.285 0.950
Satd. Flow (perm) 497 1810 1749 1542 1620 1538
Right Turn on Red Yes No
Satd. Flow (RTOR) 172
Link Speed (mph) 35 35 30
Link Distance (ft) 2134 1202 3360
Travel Time (s) 41.6 23.4 76.4
Confl. Peds. (#/hr) 10 10 10 10
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%) 5% 5% 5% 5% 5% 5%
Adj. Flow (vph) 259 803 611 172 164 159
Shared Lane Traffic (%)
Lane Group Flow (vph) 259 803 611 172 164 159
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 11 11 11
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 18 66 166 166 18 18
Trailing Detector (ft) -8 60 160 160 -8 -8
Detector 1 Position(ft) -8 60 160 160 -8 -8
Detector 1 Size(ft) 14 6 6 6 14 14
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 12 12 12
Detector 2 Size(ft) 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER Ø3
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA pm+ov Prot pt+ov
Protected Phases 1 2 2 4 4 4 1 3
Permitted Phases 2 2
Detector Phase 1 2 2 4 4 4 1
Switch Phase
Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0
Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0
Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0
Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26%
Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0
Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0
Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2
Recall Mode None Min Min None None None
Walk Time (s)7.0
Flash Dont Walk (s)16.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7
Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34
v/c Ratio 0.48 0.86 0.68 0.16 0.65 0.30
Control Delay 6.2 27.2 17.8 0.8 40.1 18.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 6.2 27.2 17.8 0.8 40.1 18.6
LOS A C B A D B
Approach Delay 22.1 14.1 29.5
Approach LOS C B C
Queue Length 50th (ft) 24 273 178 0 67 49
Queue Length 95th (ft) 58 #559 332 11 124 93
Internal Link Dist (ft) 2054 1122 3280
Turn Bay Length (ft) 75 200 250
Base Capacity (vph) 540 935 903 1205 381 500
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.86 0.68 0.14 0.43 0.32
Intersection Summary
Area Type: Other
Cycle Length: 102
Actuated Cycle Length: 69.7
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 20.3 Intersection LOS: C
Intersection Capacity Utilization 61.7% ICU Level of Service B
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 3
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A)
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 295 639 0 0 919
Future Volume (vph) 0 295 639 0 0 919
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
Satd. Flow (prot) 0 1611 1792 0 0 1810
Flt Permitted
Satd. Flow (perm) 0 1611 1792 0 0 1810
Link Speed (mph) 30 35 35
Link Distance (ft) 445 204 1269
Travel Time (s) 10.1 4.0 24.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 2% 6% 0% 0% 5%
Adj. Flow (vph) 0 307 666 0 0 957
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 307 666 0 0 957
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 58.6% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 5
Intersection
Int Delay, s/veh 4.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 295 639 0 0 919
Future Vol, veh/h 0 295 639 0 0 919
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 96 96 96 96 96 96
Heavy Vehicles, % 0 2 6 0 0 5
Mvmt Flow 0 307 666 0 0 957
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 666 0 - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 459 - 0 0 -
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, %- -
Mov Cap-1 Maneuver - 459 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 27.3 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTWBLn1 SBT
Capacity (veh/h) - 459 -
HCM Lane V/C Ratio - 0.669 -
HCM Control Delay (s) - 27.3 -
HCM Lane LOS - D -
HCM 95th %tile Q(veh) - 4.8 -
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 6
Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 32 0 254 0 0 0 0 681 238 304 607 164
Future Volume (vph) 32 0 254 0 0 0 0 681 238 304 607 164
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12
Storage Length (ft) 0 100 0 0 0 0 0 0
Storage Lanes 0 1 0 0 0 0 1 0
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 1.00 1.00
Frt 0.850 0.965 0.968
Flt Protected 0.950 0.950
Satd. Flow (prot) 1570 0 1568 0 0 0 0 1960 0 1752 1739 0
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1570 0 1568 0 0 0 0 1960 0 1752 1739 0
Link Speed (mph) 35 35 35 35
Link Distance (ft) 779 189 204 275
Travel Time (s) 15.2 3.7 4.0 5.4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5%
Adj. Flow (vph) 34 0 270 0 0 0 0 724 253 323 646 174
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 0 270 0 0 0 0 977 0 323 820 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 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 80.5% ICU Level of Service D
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 7
Intersection
Int Delay, s/veh 10.5
Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Vol, veh/h 32 0 254 0 0 0 0 681 238 304 607 164
Future Vol, veh/h 32 0 254 0 0 0 0 681 238 304 607 164
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 - - Free - - None
Storage Length - - 100 - - - - - - 0 - -
Veh in Median Storage, # - 0 - - - - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 15 0 3 0 0 0 0 6 6 3 6 5
Mvmt Flow 34 0 270 0 0 0 0 724 253 323 646 174
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2104 - 724 - 0 - 724 0 0
Stage 1 724 - - - - - - - -
Stage 2 1380 - - - - - - - -
Critical Hdwy 6.55 - 6.23 - - - 4.13 - -
Critical Hdwy Stg 1 5.55 - - - - - - - -
Critical Hdwy Stg 2 5.55 - - - - - - - -
Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - -
Pot Cap-1 Maneuver 52 0 424 0 - 0 874 - -
Stage 1 457 0 - 0 - 0 - - -
Stage 2 219 0 - 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver ~ 33 0 424 - - - 874 - -
Mov Cap-2 Maneuver ~ 33 0 - - - - - - -
Stage 1 457 0 - - - - - - -
Stage 2 138 0 - - - - - - -
Approach NB SE NW
HCM Control Delay, s 62.9 0 3.3
HCM LOS F
Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET
Capacity (veh/h) 33 424 874 - - -
HCM Lane V/C Ratio 1.032 0.637 0.37 - - -
HCM Control Delay (s) $ 346.3 27.2 11.5 - - -
HCM Lane LOS F D B - - -
HCM 95th %tile Q(veh) 3.6 4.3 1.7 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 8
Lane Group NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Volume (vph) 859 272 307 628 5 216
Future Volume (vph) 859 272 307 628 5 216
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 0.968 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot) 1768 0 1770 1810 1542 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1768 0 1770 1810 1542 0
Link Speed (mph) 35 35 30
Link Distance (ft) 167 275 240
Travel Time (s) 3.3 5.4 5.5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 1% 2% 5% 0% 7%
Adj. Flow (vph) 895 283 320 654 5 225
Shared Lane Traffic (%)
Lane Group Flow (vph) 1178 0 320 654 230 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 1.00 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 102.4% ICU Level of Service G
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 9
Intersection
Int Delay, s/veh 18.3
Movement NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Vol, veh/h 859 272 307 628 5 216
Future Vol, veh/h 859 272 307 628 5 216
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 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 5 1 2 5 0 7
Mvmt Flow 895 283 320 654 5 225
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1178 0 2330 1036
Stage 1 - - - - 1036 -
Stage 2 - - - - 1294 -
Critical Hdwy - - 4.12 - 7.1 6.27
Critical Hdwy Stg 1 - - - - 6.1 -
Critical Hdwy Stg 2 - - - - 6.1 -
Follow-up Hdwy - - 2.218 - 3.5 3.363
Pot Cap-1 Maneuver - - 593 - 26 275
Stage 1 - - - - 282 -
Stage 2 - - - - 202 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 593 - 15 275
Mov Cap-2 Maneuver - - - - 15 -
Stage 1 - - - - 282 -
Stage 2 - - - - 93 -
Approach NB SB SW
HCM Control Delay, s 0 5.9 164
HCM LOS F
Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1
Capacity (veh/h) - - 593 - 198
HCM Lane V/C Ratio - - 0.539 - 1.163
HCM Control Delay (s) - - 17.9 - 164
HCM Lane LOS - - C - F
HCM 95th %tile Q(veh) - - 3.2 - 11.5
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 10
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 0 1088 612 21 42 254
Future Volume (vph) 0 1088 612 21 42 254
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 0.995 0.884
Flt Protected 0.993
Satd. Flow (prot) 0 1810 1787 0 1647 0
Flt Permitted 0.993
Satd. Flow (perm) 0 1810 1787 0 1647 0
Link Speed (mph) 35 35 30
Link Distance (ft) 1012 167 333
Travel Time (s) 19.7 3.3 7.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 5% 6% 0% 3% 1%
Adj. Flow (vph) 0 1183 665 23 46 276
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1183 688 0 322 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 81.9% ICU Level of Service D
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 11
Intersection
Int Delay, s/veh 22.2
Movement NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 0 1088 612 21 42 254
Future Vol, veh/h 0 1088 612 21 42 254
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, % 0 5 6 0 3 1
Mvmt Flow 0 1183 665 23 46 276
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 688 0 - 0 1860 677
Stage 1 - - - - 677 -
Stage 2 - - - - 1183 -
Critical Hdwy 4.1 - - - 6.43 6.21
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.2 - - - 3.527 3.309
Pot Cap-1 Maneuver 916 - - - 80 455
Stage 1 - - - - 503 -
Stage 2 - - - - 289 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 916 - - - 80 455
Mov Cap-2 Maneuver - - - - 80 -
Stage 1 - - - - 503 -
Stage 2 - - - - 289 -
Approach NB SB NE
HCM Control Delay, s 0 0 151.1
HCM LOS F
Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR
Capacity (veh/h) 273 916 - - -
HCM Lane V/C Ratio 1.179 - - - -
HCM Control Delay (s) 151.1 0 - - -
HCM Lane LOS F A - - -
HCM 95th %tile Q(veh) 14.4 0 - - -
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 12
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 34 989 843 29 97 67
Future Volume (vph) 34 989 843 29 97 67
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1641 1810 1810 1615 1787 1553
Flt Permitted 0.190 0.950
Satd. Flow (perm) 328 1810 1810 1615 1787 1553
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 6 72
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Growth Factor 93% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 10% 5% 5% 0% 1% 4%
Adj. Flow (vph) 34 1063 906 31 104 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 1063 906 31 104 72
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_AMBD Synchro 9 Report
Page 13
Lane Group NBL NBT SBT SBR NEL NER
Protected Phases 5 2 6 3
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 16.0 72.0 56.0 25.0 25.0
Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8%
Maximum Green (s) 10.0 66.0 50.0 20.0 20.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 75.9 75.9 69.1 97.0 10.1 10.1
Actuated g/C Ratio 0.78 0.78 0.71 1.00 0.10 0.10
v/c Ratio 0.10 0.75 0.70 0.02 0.56 0.32
Control Delay 3.6 10.7 14.3 0.0 52.2 13.3
Queue Delay 0.0 2.8 0.0 0.0 0.0 0.0
Total Delay 3.6 13.4 14.3 0.0 52.2 13.3
LOS A B B A D B
Approach Delay 13.1 13.8 36.3
Approach LOS B B D
Queue Length 50th (ft) 4 271 329 0 62 0
Queue Length 95th (ft) 12 546 592 0 110 38
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 392 1416 1288 1615 368 377
Starvation Cap Reductn 0 239 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.90 0.70 0.02 0.28 0.19
Intersection Summary
Area Type: Other
Cycle Length: 97
Actuated Cycle Length: 97
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 15.3 Intersection LOS: B
Intersection Capacity Utilization 66.6% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 14
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 1023 698 212
Future Volume (vph) 0 0 0 1023 698 212
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
Flt Protected
Satd. Flow (prot) 0 0 0 1810 1748 0
Flt Permitted
Satd. Flow (perm) 0 0 0 1810 1748 0
Link Speed (mph) 30 35 35
Link Distance (ft) 154 263 340
Travel Time (s) 3.5 5.1 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 0% 0% 0% 5% 6% 3%
Adj. Flow (vph) 0 0 0 1112 759 230
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1112 989 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.2% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42
Future Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.871 0.850 0.999 0.990
Flt Protected 0.950 0.962 0.950 0.950
Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1826 0 1805 1814 0
Flt Permitted 0.950 0.962 0.192 0.421
Satd. Flow (perm) 1719 1587 0 0 1718 1482 338 1826 0 800 1814 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 67 353 2
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13%
Adj. Flow (vph) 188 11 67 44 11 353 188 525 5 72 611 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 188 78 0 0 55 353 188 530 0 72 655 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0
Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7%
Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 21.2 21.2 10.7 10.7 99.1 86.0 80.5 73.4
Actuated g/C Ratio 0.14 0.14 0.07 0.07 0.67 0.58 0.54 0.50
v/c Ratio 0.77 0.27 0.44 0.81 0.47 0.50 0.15 0.73
Control Delay 80.3 17.1 74.8 21.2 14.9 23.2 12.6 36.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 80.3 17.1 74.8 21.2 14.9 23.2 12.6 36.6
LOS F B E C B C B D
Approach Delay 61.8 28.4 21.0 34.2
Approach LOS E C C C
Queue Length 50th (ft) 177 9 52 0 61 279 22 453
Queue Length 95th (ft) 250 56 93 103 136 536 58 #888
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 696 683 234 506 403 1060 520 900
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.11 0.24 0.70 0.47 0.50 0.14 0.73
Intersection Summary
Area Type: Other
Cycle Length: 148
Actuated Cycle Length: 148
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 32.1 Intersection LOS: C
Intersection Capacity Utilization 74.2% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 17
Queue shown is maximum after two cycles.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 18
Lane Group SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 40 0 0 124 40 23
Future Volume (vph) 40 0 0 124 40 23
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 0.950
Flt Protected 0.950
Satd. Flow (prot) 1805 0 0 1863 1750 0
Flt Permitted 0.950
Satd. Flow (perm) 1805 0 0 1863 1750 0
Link Speed (mph) 30 30 30
Link Distance (ft) 271 418 608
Travel Time (s) 6.2 9.5 13.8
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles (%) 0% 0% 0% 2% 5% 0%
Adj. Flow (vph) 50 0 0 155 50 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 50 0 0 155 79 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 1.00 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 16.5% ICU Level of Service A
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_AMBD Synchro 9 Report
Page 19
Intersection
Int Delay, s/veh 1.8
Movement SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Vol, veh/h 40 0 0 124 40 23
Future Vol, veh/h 40 0 0 124 40 23
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 80 80 80 80 80 80
Heavy Vehicles, % 0 0 0 2 5 0
Mvmt Flow 50 0 0 155 50 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 219 64 79 0 - 0
Stage 1 64 - - - - -
Stage 2 155 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 774 1006 1532 - - -
Stage 1 964 - - - - -
Stage 2 878 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 774 1006 1532 - - -
Mov Cap-2 Maneuver 774 - - - - -
Stage 1 964 - - - - -
Stage 2 878 - - - - -
Approach SE NE SW
HCM Control Delay, s 10 0 0
HCM LOS B
Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR
Capacity (veh/h) 1532 - 774 - -
HCM Lane V/C Ratio - - 0.065 - -
HCM Control Delay (s) 0 - 10 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER Ø3
Lane Configurations
Traffic Volume (vph) 202 555 841 165 143 231
Future Volume (vph) 202 555 841 165 143 231
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 12 11 13 11 12
Storage Length (ft) 75 200 250 0
Storage Lanes 1 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.97 0.98
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1662 1810 1749 1589 1662 1538
Flt Permitted 0.111 0.950
Satd. Flow (perm) 194 1810 1749 1542 1621 1538
Right Turn on Red Yes No
Satd. Flow (RTOR) 127
Link Speed (mph) 35 35 30
Link Distance (ft) 2134 1202 3360
Travel Time (s) 41.6 23.4 76.4
Confl. Peds. (#/hr) 10 10 10 10
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%) 5% 5% 5% 5% 5% 5%
Adj. Flow (vph) 224 617 934 183 159 257
Shared Lane Traffic (%)
Lane Group Flow (vph) 224 617 934 183 159 257
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 11 11 11
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 18 66 166 166 18 18
Trailing Detector (ft) -8 60 160 160 -8 -8
Detector 1 Position(ft) -8 60 160 160 -8 -8
Detector 1 Size(ft) 14 6 6 6 14 14
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 12 12 12
Detector 2 Size(ft) 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER Ø3
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA pm+ov Prot pt+ov
Protected Phases 1 2 2 4 4 4 1 3
Permitted Phases 2 2
Detector Phase 1 2 2 4 4 4 1
Switch Phase
Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0
Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0
Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0
Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26%
Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0
Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0
Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0
Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2
Recall Mode None Min Min None None None
Walk Time (s)7.0
Flash Dont Walk (s)16.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 49.2 36.1 36.1 48.4 12.3 24.3
Actuated g/C Ratio 0.70 0.51 0.51 0.69 0.17 0.34
v/c Ratio 0.65 0.67 1.04 0.17 0.55 0.48
Control Delay 20.9 18.1 63.0 1.3 34.4 21.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 18.1 63.0 1.3 34.4 21.4
LOS C B E A C C
Approach Delay 18.8 52.9 26.3
Approach LOS B D C
Queue Length 50th (ft) 37 193 ~464 5 65 86
Queue Length 95th (ft) #129 336 #725 17 120 148
Internal Link Dist (ft) 2054 1122 3280
Turn Bay Length (ft) 75 200 250
Base Capacity (vph) 367 927 896 1185 378 529
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.61 0.67 1.04 0.15 0.42 0.49
Intersection Summary
Area Type: Other
Cycle Length: 102
Actuated Cycle Length: 70.5
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 36.2 Intersection LOS: D
Intersection Capacity Utilization 75.0% ICU Level of Service D
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 3
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A)
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 163 619 0 0 1020
Future Volume (vph) 0 163 619 0 0 1020
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
Satd. Flow (prot) 0 1644 1863 0 0 1881
Flt Permitted
Satd. Flow (perm) 0 1644 1863 0 0 1881
Link Speed (mph) 30 35 35
Link Distance (ft) 445 204 1269
Travel Time (s) 10.1 4.0 24.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 0% 2% 0% 0% 1%
Adj. Flow (vph) 0 170 645 0 0 1063
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 170 645 0 0 1063
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 57.0% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
2: KING STREET (120A) & SB OFF RAMP 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 5
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 163 619 0 0 1020
Future Vol, veh/h 0 163 619 0 0 1020
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 96 96 96 96 96 96
Heavy Vehicles, % 0 0 2 0 0 1
Mvmt Flow 0 170 645 0 0 1063
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 645 0 - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.2 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.3 - - - -
Pot Cap-1 Maneuver 0 476 - 0 0 -
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, %- -
Mov Cap-1 Maneuver - 476 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 16.7 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTWBLn1 SBT
Capacity (veh/h) - 476 -
HCM Lane V/C Ratio - 0.357 -
HCM Control Delay (s) - 16.7 -
HCM Lane LOS - C -
HCM 95th %tile Q(veh) - 1.6 -
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 6
Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 32 0 288 0 0 0 0 781 238 166 587 169
Future Volume (vph) 32 0 288 0 0 0 0 781 238 166 587 169
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12
Storage Length (ft) 0 100 0 0 0 0 0 0
Storage Lanes 0 1 0 0 0 0 1 0
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 1.00 1.00
Frt 0.850 0.968 0.967
Flt Protected 0.950 0.950
Satd. Flow (prot) 1805 0 1599 0 0 0 0 2044 0 1787 1809 0
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1805 0 1599 0 0 0 0 2044 0 1787 1809 0
Link Speed (mph) 35 35 35 35
Link Distance (ft) 779 189 204 275
Travel Time (s) 15.2 3.7 4.0 5.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0%
Adj. Flow (vph) 33 0 294 0 0 0 0 797 243 169 599 172
Shared Lane Traffic (%)
Lane Group Flow (vph) 33 0 294 0 0 0 0 1040 0 169 771 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 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 80.1% ICU Level of Service D
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 7
Intersection
Int Delay, s/veh 7.9
Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR
Lane Configurations
Traffic Vol, veh/h 32 0 288 0 0 0 0 781 238 166 587 169
Future Vol, veh/h 32 0 288 0 0 0 0 781 238 166 587 169
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 - - Free - - None
Storage Length - - 100 - - - - - - 0 - -
Veh in Median Storage, # - 0 - - - - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 0 0 1 0 0 0 0 2 2 1 2 0
Mvmt Flow 33 0 294 0 0 0 0 797 243 169 599 172
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1821 - 797 - 0 - 797 0 0
Stage 1 797 - - - - - - - -
Stage 2 1024 - - - - - - - -
Critical Hdwy 6.4 - 6.21 - - - 4.11 - -
Critical Hdwy Stg 1 5.4 - - - - - - - -
Critical Hdwy Stg 2 5.4 - - - - - - - -
Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - -
Pot Cap-1 Maneuver 86 0 388 0 - 0 829 - -
Stage 1 447 0 - 0 - 0 - - -
Stage 2 350 0 - 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 68 0 388 - - - 829 - -
Mov Cap-2 Maneuver 68 0 - - - - - - -
Stage 1 447 0 - - - - - - -
Stage 2 279 0 - - - - - - -
Approach NB SE NW
HCM Control Delay, s 44.2 0 1.9
HCM LOS E
Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET
Capacity (veh/h) 68 388 829 - - -
HCM Lane V/C Ratio 0.48 0.757 0.204 - - -
HCM Control Delay (s) 99.5 38.1 10.5 - - -
HCM Lane LOS F E B - - -
HCM 95th %tile Q(veh) 1.9 6.2 0.8 - - -
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 8
Lane Group NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Volume (vph) 813 203 408 661 5 110
Future Volume (vph) 813 203 408 661 5 110
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 0.973 0.871
Flt Protected 0.950 0.998
Satd. Flow (prot) 1830 0 1787 1863 1652 0
Flt Permitted 0.950 0.998
Satd. Flow (perm) 1830 0 1787 1863 1652 0
Link Speed (mph) 35 35 30
Link Distance (ft) 167 275 240
Travel Time (s) 3.3 5.4 5.5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 1% 1% 1% 2% 0% 0%
Adj. Flow (vph) 847 211 425 689 5 115
Shared Lane Traffic (%)
Lane Group Flow (vph) 1058 0 425 689 120 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 1.00 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 94.8% ICU Level of Service F
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 9
Intersection
Int Delay, s/veh 8.1
Movement NBT NBR SBL SBT SWL SWR
Lane Configurations
Traffic Vol, veh/h 813 203 408 661 5 110
Future Vol, veh/h 813 203 408 661 5 110
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 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 1 1 1 2 0 0
Mvmt Flow 847 211 425 689 5 115
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1058 0 2492 953
Stage 1 - - - - 953 -
Stage 2 - - - - 1539 -
Critical Hdwy - - 4.11 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.209 - 3.5 3.3
Pot Cap-1 Maneuver - - 662 - 33 317
Stage 1 - - - - 378 -
Stage 2 - - - - 197 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 662 - 12 317
Mov Cap-2 Maneuver - - - - 12 -
Stage 1 - - - - 378 -
Stage 2 - - - - 71 -
Approach NB SB SW
HCM Control Delay, s 0 7.5 85.7
HCM LOS F
Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1
Capacity (veh/h) - - 662 - 151
HCM Lane V/C Ratio - - 0.642 - 0.793
HCM Control Delay (s) - - 19.7 - 85.7
HCM Lane LOS - - C - F
HCM 95th %tile Q(veh) - - 4.7 - 5
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 10
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 5 979 624 42 37 293
Future Volume (vph) 5 979 624 42 37 293
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 0.992 0.880
Flt Protected 0.994
Satd. Flow (prot) 0 1881 1867 0 1662 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1881 1867 0 1662 0
Link Speed (mph) 35 35 30
Link Distance (ft) 1012 167 333
Travel Time (s) 19.7 3.3 7.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%) 0% 1% 1% 0% 0% 0%
Adj. Flow (vph) 5 1031 657 44 39 308
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1036 701 0 347 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 82.3% ICU Level of Service E
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 11
Intersection
Int Delay, s/veh 17.9
Movement NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 5 979 624 42 37 293
Future Vol, veh/h 5 979 624 42 37 293
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 95 95 95 95 95 95
Heavy Vehicles, % 0 1 1 0 0 0
Mvmt Flow 5 1031 657 44 39 308
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 701 0 - 0 1720 679
Stage 1 - - - - 679 -
Stage 2 - - - - 1041 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 905 - - - 100 455
Stage 1 - - - - 507 -
Stage 2 - - - - 343 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 905 - - - 99 455
Mov Cap-2 Maneuver - - - - 99 -
Stage 1 - - - - 507 -
Stage 2 - - - - 339 -
Approach NB SB NE
HCM Control Delay, s 0 0 107.3
HCM LOS F
Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR
Capacity (veh/h) 324 905 - - -
HCM Lane V/C Ratio 1.072 0.006 - - -
HCM Control Delay (s) 107.3 9 0 - -
HCM Lane LOS F A A - -
HCM 95th %tile Q(veh) 13 0 - - -
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 12
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 53 936 815 82 50 50
Future Volume (vph) 53 936 815 82 50 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1805 1881 1881 1583 1770 1615
Flt Permitted 0.257 0.950
Satd. Flow (perm) 488 1881 1881 1583 1770 1615
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 15 52
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 1% 1% 2% 2% 0%
Adj. Flow (vph) 55 975 849 85 52 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 55 975 849 85 52 52
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
Protected Phases 5 2 6 3
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)08/08/2017
17000360A_PMBD Synchro 9 Report
Page 13
Lane Group NBL NBT SBT SBR NEL NER
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 20.0 85.0 65.0 35.0 35.0
Total Split (%) 16.7% 70.8% 54.2% 29.2% 29.2%
Maximum Green (s) 14.0 79.0 59.0 30.0 30.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 102.9 104.1 95.0 120.0 8.1 8.1
Actuated g/C Ratio 0.86 0.87 0.79 1.00 0.07 0.07
v/c Ratio 0.12 0.60 0.57 0.05 0.44 0.33
Control Delay 2.3 5.0 8.7 0.1 64.1 19.7
Queue Delay 0.0 1.4 0.0 0.0 0.0 0.0
Total Delay 2.3 6.4 8.7 0.1 64.1 19.7
LOS A A A A E B
Approach Delay 6.2 7.9 41.9
Approach LOS A A D
Queue Length 50th (ft) 5 183 259 0 39 0
Queue Length 95th (ft) 13 325 424 0 79 39
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 572 1631 1489 1583 442 442
Starvation Cap Reductn 0 428 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.81 0.57 0.05 0.12 0.12
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 8.7 Intersection LOS: A
Intersection Capacity Utilization 62.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 14
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 989 791 74
Future Volume (vph) 0 0 0 989 791 74
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988
Flt Protected
Satd. Flow (prot) 0 0 0 1881 1860 0
Flt Permitted
Satd. Flow (perm) 0 0 0 1881 1860 0
Link Speed (mph) 30 35 35
Link Distance (ft) 154 263 340
Travel Time (s) 3.5 5.1 6.6
Confl. Peds. (#/hr)10
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 0% 1% 1% 0%
Adj. Flow (vph) 0 0 0 1009 807 76
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 1009 883 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 55.4% ICU Level of Service B
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 42 5 37 101 11 392 42 555 79 127 658 5
Future Volume (vph) 42 5 37 101 11 392 42 555 79 127 658 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.868 0.850 0.981 0.999
Flt Protected 0.950 0.957 0.950 0.950
Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0
Flt Permitted 0.950 0.957 0.283 0.230
Satd. Flow (perm) 1805 1649 0 0 1802 1583 538 1845 0 428 1879 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 37 396 7
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0%
Adj. Flow (vph) 42 5 37 102 11 396 42 561 80 128 665 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 42 42 0 0 113 396 42 641 0 128 670 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0
Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0%
Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 7.0 7.0 11.6 11.6 57.9 52.3 64.9 59.1
Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.58 0.52 0.65 0.59
v/c Ratio 0.33 0.28 0.54 0.74 0.11 0.66 0.33 0.60
Control Delay 50.8 21.3 50.2 13.2 9.6 25.0 10.5 20.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.8 21.3 50.2 13.2 9.6 25.0 10.5 20.4
LOS D C D B A C B C
Approach Delay 36.0 21.4 24.1 18.8
Approach LOS D C C B
Queue Length 50th (ft) 26 3 70 0 9 282 27 289
Queue Length 95th (ft) 59 35 115 83 28 #619 67 #590
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 541 520 269 573 444 969 409 1111
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.08 0.42 0.69 0.09 0.66 0.31 0.60
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 76.6% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 17
Queue shown is maximum after two cycles.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 18
Lane Group SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 34 0 0 67 91 44
Future Volume (vph) 34 0 0 67 91 44
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 0.956
Flt Protected 0.950
Satd. Flow (prot) 1805 0 0 1900 1816 0
Flt Permitted 0.950
Satd. Flow (perm) 1805 0 0 1900 1816 0
Link Speed (mph) 30 30 30
Link Distance (ft) 271 418 608
Travel Time (s) 6.2 9.5 13.8
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 40 0 0 80 108 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 40 0 0 80 160 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 1.00 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 17.5% ICU Level of Service A
Analysis Period (min) 15
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017
17000360A_PMBD Synchro 9 Report
Page 19
Intersection
Int Delay, s/veh 1.4
Movement SEL SER NEL NET SWT SWR
Lane Configurations
Traffic Vol, veh/h 34 0 0 67 91 44
Future Vol, veh/h 34 0 0 67 91 44
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 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 40 0 0 80 108 52
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 215 135 161 0 - 0
Stage 1 135 - - - - -
Stage 2 80 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 778 919 1430 - - -
Stage 1 896 - - - - -
Stage 2 948 - - - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 778 919 1430 - - -
Mov Cap-2 Maneuver 778 - - - - -
Stage 1 896 - - - - -
Stage 2 948 - - - - -
Approach SE NE SW
HCM Control Delay, s 9.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR
Capacity (veh/h) 1430 - 778 - -
HCM Lane V/C Ratio - - 0.052 - -
HCM Control Delay (s) 0 - 9.9 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
W/ TIMING CHANGES
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)10/02/2017
17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 34 989 843 29 97 67
Future Volume (vph) 34 989 843 29 97 67
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1641 1810 1810 1615 1787 1553
Flt Permitted 0.194 0.950
Satd. Flow (perm) 335 1810 1810 1615 1787 1553
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 6 72
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Growth Factor 93% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 10% 5% 5% 0% 1% 4%
Adj. Flow (vph) 34 1063 906 31 104 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 1063 906 31 104 72
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)10/02/2017
17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER
Protected Phases 5 2 6 3
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 15.0 75.0 60.0 25.0 25.0
Total Split (%) 15.0% 75.0% 60.0% 25.0% 25.0%
Maximum Green (s) 9.0 69.0 54.0 20.0 20.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 78.7 78.7 71.9 100.0 10.3 10.3
Actuated g/C Ratio 0.79 0.79 0.72 1.00 0.10 0.10
v/c Ratio 0.10 0.75 0.70 0.02 0.57 0.32
Control Delay 3.2 9.0 13.8 0.0 54.0 13.6
Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0
Total Delay 3.2 9.0 14.1 0.0 54.0 13.6
LOS A A B A D B
Approach Delay 8.8 13.6 37.5
Approach LOS A B D
Queue Length 50th (ft) 5 228 331 0 64 0
Queue Length 95th (ft) m8 331 589 0 114 39
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 381 1424 1301 1615 357 368
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 73 0 0 2
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.75 0.74 0.02 0.29 0.20
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 11 (11%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 13.1 Intersection LOS: B
Intersection Capacity Utilization 66.6% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)10/02/2017
17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report
Page 3
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017
17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42
Future Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.871 0.850 0.999 0.990
Flt Protected 0.950 0.962 0.950 0.950
Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1826 0 1805 1814 0
Flt Permitted 0.950 0.962 0.141 0.361
Satd. Flow (perm) 1719 1587 0 0 1718 1482 248 1826 0 686 1814 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 67 325 1 4
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13%
Adj. Flow (vph) 188 11 67 44 11 353 188 525 5 72 611 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 188 78 0 0 55 353 188 530 0 72 655 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017
17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report
Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 27.0 27.0 15.0 15.0 15.0 14.0 47.0 11.0 44.0
Total Split (%) 27.0% 27.0% 15.0% 15.0% 15.0% 14.0% 47.0% 11.0% 44.0%
Maximum Green (s) 22.0 22.0 9.0 9.0 9.0 8.0 41.0 5.0 38.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 15.3 15.3 8.7 8.7 57.7 49.8 48.3 43.0
Actuated g/C Ratio 0.15 0.15 0.09 0.09 0.58 0.50 0.48 0.43
v/c Ratio 0.71 0.26 0.37 0.83 0.66 0.58 0.18 0.84
Control Delay 54.8 13.2 49.4 24.5 25.8 23.6 11.2 30.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1
Total Delay 54.8 13.2 49.4 24.5 25.8 23.6 11.2 30.1
LOS D B D C C C B C
Approach Delay 42.6 27.8 24.2 28.2
Approach LOS D C C C
Queue Length 50th (ft) 115 6 34 17 51 244 12 335
Queue Length 95th (ft) 177 44 72 #152 #162 399 m29 #617
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 378 401 171 440 284 909 391 782
Starvation Cap Reductn 0 0 0 0 0 0 0 2
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.19 0.32 0.80 0.66 0.58 0.18 0.84
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 28.6 Intersection LOS: C
Intersection Capacity Utilization 74.2% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017
17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report
Page 6
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)10/02/2017
17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report
Page 1
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph) 53 936 815 82 50 50
Future Volume (vph) 53 936 815 82 50 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 100 175 0
Storage Lanes 1 1 1 1
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 0.950
Satd. Flow (prot) 1805 1881 1881 1583 1770 1615
Flt Permitted 0.236 0.950
Satd. Flow (perm) 448 1881 1881 1583 1770 1615
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 18 52
Link Speed (mph) 35 35 30
Link Distance (ft) 340 1012 608
Travel Time (s) 6.6 19.7 13.8
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%) 0% 1% 1% 2% 2% 0%
Adj. Flow (vph) 55 975 849 85 52 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 55 975 849 85 52 52
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 2 1 1 1 2 2
Detector Template
Leading Detector (ft) 83 6 6 6 83 83
Trailing Detector (ft) -5 0 0 0 -5 -5
Detector 1 Position(ft) -5 0 0 0 -5 -5
Detector 1 Size(ft) 40 6 6 6 40 40
Detector 1 Type 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
Detector 1 Queue (s) 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
Detector 2 Position(ft) 43 43 43
Detector 2 Size(ft) 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0
Turn Type pm+pt NA NA Free Prot Perm
Protected Phases 5 2 6 3
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
6: ARBOR DRIVE & KING STREET (120A)10/02/2017
17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report
Page 2
Lane Group NBL NBT SBT SBR NEL NER
Permitted Phases 2 Free 3
Detector Phase 5 2 6 3 3
Switch Phase
Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0
Minimum Split (s) 9.0 72.0 56.0 10.0 10.0
Total Split (s) 10.0 75.0 65.0 25.0 25.0
Total Split (%) 10.0% 75.0% 65.0% 25.0% 25.0%
Maximum Green (s) 4.0 69.0 59.0 20.0 20.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 2.0 2.0 2.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Recall Mode None C-Max C-Max None None
Act Effct Green (s) 83.4 84.6 75.6 100.0 7.6 7.6
Actuated g/C Ratio 0.83 0.85 0.76 1.00 0.08 0.08
v/c Ratio 0.12 0.61 0.60 0.05 0.39 0.31
Control Delay 1.8 4.6 10.1 0.1 51.8 17.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1.8 4.6 10.1 0.1 51.8 17.0
LOS A A B A D B
Approach Delay 4.5 9.2 34.4
Approach LOS A A C
Queue Length 50th (ft) 4 85 253 0 32 0
Queue Length 95th (ft) m6 261 429 0 69 36
Internal Link Dist (ft) 260 932 528
Turn Bay Length (ft) 100 100 175
Base Capacity (vph) 444 1592 1421 1583 354 364
Starvation Cap Reductn 0 28 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.62 0.60 0.05 0.15 0.14
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 11 (11%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow
Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 8.1 Intersection LOS: A
Intersection Capacity Utilization 62.6% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A)
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017
17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 42 5 37 101 11 392 42 555 79 127 658 5
Future Volume (vph) 42 5 37 101 11 392 42 555 79 127 658 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 50 80 0 250 0
Storage Lanes 1 0 0 1 1 0 1 0
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 1.00 1.00
Frt 0.868 0.850 0.981 0.999
Flt Protected 0.950 0.957 0.950 0.950
Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0
Flt Permitted 0.950 0.957 0.283 0.230
Satd. Flow (perm) 1805 1649 0 0 1802 1583 538 1845 0 428 1879 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 37 396 7
Link Speed (mph) 30 30 35 35
Link Distance (ft) 274 248 752 263
Travel Time (s) 6.2 5.6 14.6 5.1
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0%
Adj. Flow (vph) 42 5 37 102 11 396 42 561 80 128 665 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 42 42 0 0 113 396 42 641 0 128 670 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 1.00 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 2 2 1 2 1 2 1 2 1
Detector Template Left
Leading Detector (ft) 83 83 20 115 35 83 6 83 6
Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0
Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6
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
Detector 2 Position(ft) 43 43 75 43 43
Detector 2 Size(ft) 40 40 40 40 40
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA
Protected Phases 8 8 4 4 5 2 1 6
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017
17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 2 6
Detector Phase 8 8 4 4 4 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0
Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0
Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0
Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0%
Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Recall Mode None None None None None None C-Max None C-Max
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s) 12.0 12.0 12.0 12.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 7.0 7.0 11.6 11.6 57.9 52.3 64.9 59.1
Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.58 0.52 0.65 0.59
v/c Ratio 0.33 0.28 0.54 0.74 0.11 0.66 0.33 0.60
Control Delay 50.8 21.3 50.2 13.2 9.6 25.0 8.4 13.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.8 21.3 50.2 13.2 9.6 25.0 8.4 13.7
LOS D C D B A C A B
Approach Delay 36.0 21.4 24.1 12.8
Approach LOS D C C B
Queue Length 50th (ft) 26 3 70 0 9 282 21 113
Queue Length 95th (ft) 59 35 115 83 28 #619 m39 #576
Internal Link Dist (ft) 194 168 672 183
Turn Bay Length (ft)50 80 250
Base Capacity (vph) 541 520 269 573 444 969 409 1111
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.08 0.42 0.69 0.09 0.66 0.31 0.60
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 19.6 Intersection LOS: B
Intersection Capacity Utilization 76.6% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR
8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017
17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report
Page 5
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
900 KING STREET
_______________________________________________________________________________
APPENDIX E
TRAFFIC COUNT DATA
Traffic Impact Study
900 King Street
MC Project No.: 17000360A
Appendix
900 KING STREET
_______________________________________________________________________________
APPENDIX F
ACCIDENT DATA