16-1545_Traffic Study Amended 2017-06-15 NAPIERALA
CONSULTING 1 1 0 FAYETTE STREET
PROFESSION-U..UNGINI;I:R.P.C. MANEius, NEw YORK 13104
SITE DESIGN ENGINEERING
TRAFFIC IMPACT STUDY AMENDMENT
for
b
220 Corinth Road at Big Bay Road
Town of Queensbury
Warren County,New York
June 15, 2017
The Town of Queensbury has requested a traffic impact analysis from Napierala Consulting for the
proposed Fastrac Cafe on 220 Corinth Road. A Traffic Impact Study was re-submitted to the Town on
May 8, 2017. The Town's reviewing engineer, The Chazen Companies,responded with a technical letter
dated May 26, 2017 requesting that the traffic study included the capacity analysis for the proposed
Private Road southbound left-turn lane.
As stated in the Traffic Impact Study dated May 8, 2017, the proposed Build 2020 Conditions with
Fastrac were compared to the Build 2020 Conditions with a Bank during the morning and evening peak
hours. CHA completed a report titled Exit 18 Rezone Study which analyzed the proposed land use of a
bank with drive-thru on the proposed Fastrac site. This study instead summarizes the land use of a
convenience market with gasoline fueling pumps and compares the impacts to the road from that of the
proposed bank with drive-thru. The full Fastrac Traffic Impact Study provides a detailed explanation,
supporting calculations and figures for the Build 2020 Conditions with Fastrac. The following offers a
summary of those impacts and suggested mitigation to improve the proposed Build conditions.
The Chazen Companies requested that the Private Road be widened to accommodate a southbound left-
turn lane at the Corinth Road/Big Bay Road/Private Road signalized intersection. The plans were
modified to show an 80-foot long, 10-foot wide exclusive left-turn lane added to the approach. The Build
2020 Conditions analysis was updated to show the level of service and delay to the signalized intersection
as a result of this additional lane. The resulting proposed project 2020 Build with Convenience Market
w/Gas Pumps traffic analysis at the signalized intersection is presented in Table A-1 and Table A-2 for
the AM and PM peak hours,respectively. The detailed analysis sheets are attached.
Fastrac Corinth Road Queensbury
Traffic Impact Study-Amended
Table A-1 Build Capacity Analysis -Fastrac,AM Peak Hour
50th 95th
Intersection/Approach LOS Delay(s) VIC Ratio Percentile Percentile
Queue Queue
) )
Signalized Intersection
Corinth Road/Big Bay Road/Private Drive D 38.0 >1.00 - -
Corinth EB left B 14.5 0.17 18 51
Corinth EB thm/right E 65.1 >1.00 -390 #707
Corinth WB left C 24.3 0.66 69 #176
Corinth WB thm/right B 17.4 0.58 178 #328
Big Bay NB left/thru/right B 11.3 0.55 18 73
Private SB left D 53.0 0.74 42 93
Private SB thm/right A 1 0.2 1 0.06 1 0 1 0
#=95th percentile volume exceeds capacity;queue may be longer. Queue shown is maximum after 2 cycles
-=Volume exceeds capacity;queue is theoretically infinite. Queue shown is maximum after 2 cycles.
Gray shaded cells indicate a decrease in LOS from Bank with Drive-thru conditions.
Table A-2 Build Capacity Analysis-Fastrac,PM Peak Hour
50th 95th
Intersection/Approach LOS Delay(s) VIC Ratio Percentile Percentile
Queue Queue
t t
Signal dIntersection
Corinth Road/Big Bay Road/Private Drive D 40.1 >1.00 - -
Corinth EB left B 18.9 0.20 19 43
Corinth EB thm/right D 43.7 0.93 293 #511
Corinth WB left C 24.9 0.64 63 #114
Corinth WB thm/right D 38.2 0.90 298 #525
Big Bay NB left/thru/right C 21.6 0.74 93 #236
Private SB left F >80.0 >1.00 -115 #244
Private SB thm/right A 1 0.3 1 0.11 1 0 1 0
#=95th percentile volume exceeds capacity;queue may be longer. Queue shown is maximum after 2 cycles
-=Volume exceeds capacity;queue is theoretically infinite. Queue shown is maximum after 2 cycles.
Gray shaded cells indicate a decrease in LOS from Bank with Drive-thru conditions.
As shown in Table A-1 and Table A-2, the Corinth Road/Big Bay Road/Private Road intersection will
operate at a level of service D or better during both the morning and evening peak hours. During both
peak hours, all intersection approaches operate at a LOS D or better with the exception of the Corinth
Road eastbound thru/right-turn lane during the morning peak hour and the Private Road southbound left-
turn lane during the evening peak hour which both operate at a LOS E and LOS F, respectively. A LOS
D is generally considered acceptable by NYSDOT in this type of environment.
To mitigate the increase in delay as a result of the new southbound left-turn lane, signal timing
adjustments are recommended. The traffic signal cycle length should increase to 90 seconds and the
phase splits optimized to improve the overall intersection delay. The resulting proposed project 2020
Page 12
ip
Fastrac Corinth Road Queensbury
Traffic Impact Study-Amended
Build with Mitigation traffic analysis at the study area intersections are presented in Table A-3 and Table
A-4 for the AM and PM peak hours,respectively. The detailed analysis sheets are attached.
Table A-3 Build Capacity Analysis-with Mitigation,AM Peak Hour
50th 95th
Intersection/Approach LOS Delay(s) VIC Ratio Percentile Percentile
Queue Queue
t) t)
Signalized Intersection
Corinth Road/Big Bay Road/Private Drive 32.4 0.98 - -
Corinth EB left B 12.3 0.16 16 46
Corinth EB thm/right 47.3 0.98 297 #660
Corinth WB left C 32.1 0.75 59 #192
Corinth WB thm/right C 20.2 0.64 155 #369
Big Bay NB left/thm/right B 11.3 0.56 18 72
Private SB left D 53.3 0.75 40 90
Private SB thru/right A 0.2 1 0.07 1 0 1 0
#=95th percentile volume exceeds capacity;queue may be longer. Queue shown is maximum after 2 cycles
Gra �shaded cells indicate a decrease in LOS from Bank with Drive-thru conditions.
IG7HLyF shaded cell indicates an improved LOS from the previous condition.
Table A-4 Build Capacity Analysis-with Mitigation,PM Peak Hour
50th 95th
Intersection/Approach LOS Delay(s) VIC Ratio Percentile Percentile
Queue Queue
t) t)
Signal dIntersection
Corinth Road/Big Bay Road/Private Drive D 40.8 0.94 - -
Corinth EB left C 24.0 0.21 24 52
Corinth EB thm/right D 50.1 0.94 369 #615
Corinth WB left C 29.9 0.66 78 142
Corinth WB thm/right D 41.6 0.90 369 #618
Big Bay NB left/thm/right C 22.4 0.72 120 #238
Private SB left 75.2 0.93 115 #257
Private SB thm/right A 0.3 1 0.10 1 0 1 0
#=95th percentile volume exceeds capacity;queue may be longer. Queue shown is maximum after 2 cycles
�
lGra shaded cells indicate a decrease in LOS from Bank with Drive-thru conditions.
a shaded cell indicates an improved LOS from the previous condition.
As shown in Table A-3 and Table A-4, the Corinth Road/Big Bay Road/Private Road intersection will
operate at a level of service D or better during both the morning and evening peak hours with the
exception of the Private Road southbound left-turn lane during the evening peak hour. The signal
modifications generally help improve the intersection approaches.
A comparison of the Level of Service and delay created as a result of the projects during the 2020 Build
Conditions as well as the proposed mitigation is summarized in Table A-5 and Table A-6 for the AM and
PM peak hours, respectively. The gray shaded cells in the tables indicate a decrease in LOS from the
prior condition and the black shaded cells indicate an improved LOS.
Page 13
Fastrac Corinth Road Queensbury
Traffic Impact Study-Amended
Table A-5 Build Capacity Analysis Comparison,AM Peak Hour
Build 2020 Build 2020 Build 2020
Intersection/Approach With Bank With Fastrac With Miti ation
LOS I Dela s LOS Dela s LOS Dela s
Si alized Intersection
Corinth Road/Big Bay Road/Private Drive C 29.9 D 38.0 32.4
Corinth EB left B 12.3 B 14.5B 12.3
Corinth EB thru/right D 44.5 E 65.1 9' 47.3
Corinth WB left C 23.0 C 24.3 C 32.1
Corinth WB thm/right B 16.8 B 17.4 C 20.2
Big Bay NB left/thm/right B 13.5 B 11.3 B 11.3
Private SB left D 53.0 D 53.3
Private SB thm/right D 44.4 A 0.2 A 0.2
Gra �shaded cell indicates a decrease in LOS from the previous condition.
IG7HL shaded cell indicates an improved LOS from the previous condition.
Table A-6 Build Capacity Analysis Comparison,PM Peak Hour
Build 2020 Build 2020 Build 2020
Intersection/Approach With Bank With Fastrac With Mit i ation
LOS Dela s LOS Dela s LOS Dela (s
Si alized Intersection
Corinth Road/Big Bay Road/Private Drive D 46.7 D 40.1 D 40.8
Corinth EB left B 17.4 B 18.9 C 24.0
Corinth EB thm/right D 47.2 D 43.7 D 50.1
Corinth WB left C 25.0 C 24.9 C 29.9
Corinth WB thm/right C 35.0 D 38.2 D 41.6
Big Bay NB left/thm/right C 24.4 C 21.6 C 22.4
Private SB left F >80.0 75.2
Private SB thru/rit F >80.0 A 0.3 A 0.3
6shaded cell indicates a decrease in LOS from the previous condition.
,shaded cell indicates an improved LOS from the previous condition.
As shown in Table A-5 and Table A-6, the Corinth Road/Big Bay Road/Private Road intersection will
continue to operate at the same level of service from the Build with Bank condition to the Build with
Mitigation condition during the morning and evening peak hours. During the evening peak hour, the
southbound left turn lane has an anticipated average queue of 115 feet or 6 vehicles. The proposed
turning lane is approximately 80 feet long due to stormwater constraints and existing conditions along
Private Road. The average left-turn queue length is longer than the space provided in the turning lane
which is acceptable because the southbound thru/right-turn lane acts as a defacto right-turn lane with
right-turn-on-red allowed. If the queue spills out of the left-turn lane during 50% of the signal cycles,the
right-turning movement will not be affected. Overall, the addition of a southbound left-turn lane has no
adverse impact on the intersection delay if the signal timings are slightly adjusted.
Page 14
. Fastrac Corinth Road Queensbury
Traffic Impact Study-Amended
ATTACHMENTS
Synchro Analysis
Page 15
Builld 2020 Conditions with Fastrac AM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--, --I,. -,* f" I i
Lane Group EBL EBT EBR WBI WNBL NBT NBR SBL SBT SBR
Lane Configurations 1� T. 4 T.
Traffic Volume(vph) 77 741 52 222 349 151 50 0 182 101 0 43
Future Volume(vph) 77 741 52 222 349 151 50 0 182 101 0 43
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width(ft) 11 12 12 11 12 12 12 12 12 11 11 11
Storage Length(ft) 60 0 247 0 0 0 80 0
Storage Lanes 1 0 1 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
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.990 0.955 0.894 0.850
Flt Protected 0.950 0.950 0.989 0.950
Satd.Flow(prot) 1646 1774 0 1678 1718 0 0 1586 0 1646 1473 0
Flt Permitted 0.464 0.161 0.923 0.424
Satd.Flow(perm) 804 1774 0 284 1718 0 0 1478 0 735 1473 0
Right Tum on Red Yes Yes Yes Yes
Satd.Flow(RTOR) 6 35 196 544
Link Speed(mph) 35 35 30 30
Link Distance(ft) 669 283 506 672
Travel Time(s) 13.0 5.5 11.5 15.3
Confl.Peds.(#/hr) 5 5 5 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles(%) 6% 6% 3% 4% 6% 2% 2% 2% 7% 6% 2% 6%
Adj.Flow(vph) 83 797 56 239 375 162 54 0 196 109 0 46
Shared Lane Traffic(%)
Lane Group Flow(vph) 83 853 0 239 537 0 0 250 0 109 46 0
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru
Leading Detector(ft) 20 100 20 100 20 100 20 100
Trailing Detector(ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex
Detector 1 Channel
Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex
Detector 2 Channel
Detector 2 Extend(s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 6 1 2 5 3 7
Permitted Phases 1 5 3 7
Detector Phase 6 1 2 5 3 3 7 7
Switch Phase
Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split(s) 15.0 25.0 15.0 20.0 26.0 26.0 26.0 26.0
Total Split(s) 15.0 34.0 15.0 34.0 26.0 26.0 26.0 26.0
Total Split(%) 20.0% 45.3% 20.0% 45.3% 34.7% 34.7% 34.7% 34.7%
Maximum Green(s) 11.0 30.0 11.0 30.0 22.0 22.0 22.0 22.0
Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None Min None Min None None None None
Walk Time(s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk(s) 14.0 14.0 14.0 14.0 14.0
Pedestrian Calls(#/hr) 5 5 5 5 5
Act Effct Green(s) 30.3 30.3 34.8 34.8 13.3 13.3 13.3
Actuated g/C Ratio 0.46 0.46 0.53 0.53 0.20 0.20 0.20
Synchro 9 Light Report
Napierala Consulting Page 1
Builld 2020 Conditions with Fastrac AM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--* --p. -,* f" I i
Lane Group EBL EB BL NBT NBR SBL SBT SBR
v/c Ratio 0.17 1.04 0.66 0.58 0.55 0.74 0.06
Control Delay 14.5 65.1 24.3 17.4 11.3 53.0 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.5 65.1 24.3 17.4 11.3 53.0 0.2
LOS B E C B B D A
Approach Delay 60.7 19.5 11.3 37.3
Approach LOS E B B D
Queue Length 50th(ft) 18 -390 69 178 18 42 0
Queue Length 95th(ft) 51 #707 #176 #328 73 93 0
Internal Link Dist(ft) 589 203 426 592
Turn Bay Length(ft) 60 247 80
Base Capacity(vph) 526 820 385 955 628 247 857
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.16 1.04 0.62 0.56 0.40 0.44 0.05
Intersection Summary
Area Type: Other
Cycle Length:75
Actuated Cycle Length:65.8
Natural Cycle:90
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:1.04
Intersection Signal Delay:38.0 Intersection LOS:D
Intersection Capacity Utilization 85.1% ICU Level of Service E
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:Big Bay Rd/Private Road&Corinth Rd(Rte 28)/Corinth Road
f"mz ..,4401 I 03
15s
05 06 07
34 s
Synchro 9 Light Report
Napierala Consulting Page 2
Build Conditions 2020 with Mitigation AM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--, --p. -,* f" I i
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 1� T. 44 Vii T.
Traffic Volume(vph) 77 741 52 222 349 151 50 0 182 101 0 43
Future Volume(vph) 77 741 52 222 349 151 50 0 182 101 0 43
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width(ft) 11 12 12 11 12 12 12 12 12 11 11 11
Storage Length(ft) 60 0 247 0 0 0 80 0
Storage Lanes 1 0 1 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
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.990 0.955 0.894 0.850
Flt Protected 0.950 0.950 0.989 0.950
Satd.Flow(prot) 1646 1774 0 1678 1717 0 0 1586 0 1646 1473 0
Flt Permitted 0.464 0.176 0.922 0.428
Satd.Flow(perm) 804 1774 0 310 1717 0 0 1475 0 742 1473 0
Right Tum on Red Yes Yes Yes Yes
Satd.Flow(RTOR) 4 25 196 508
Link Speed(mph) 35 35 30 30
Link Distance(ft) 669 283 506 672
Travel Time(s) 13.0 5.5 11.5 15.3
Confl.Peds.(#/hr) 5 5 5 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles(%) 6% 6% 3% 4% 6% 2% 2% 2% 7% 6% 2% 6%
Adj.Flow(vph) 83 797 56 239 375 162 54 0 196 109 0 46
Shared Lane Traffic(%)
Lane Group Flow(vph) 83 853 0 239 537 0 0 250 0 109 46 0
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru
Leading Detector(ft) 20 100 20 100 20 100 20 100
Trailing Detector(ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex
Detector 1 Channel
Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex
Detector 2 Channel
Detector 2 Extend(s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 6 1 2 5 3 7
Permitted Phases 1 5 3 7
Detector Phase 6 1 2 5 3 3 7 7
Switch Phase
Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split(s) 15.0 25.0 15.0 20.0 26.0 26.0 26.0 26.0
Total Split(s) 16.0 35.0 12.0 31.0 43.0 43.0 43.0 43.0
Total Split(%) 17.8% 38.9% 13.3% 34.4% 47.8% 47.8% 47.8% 47.8%
Maximum Green(s) 12.0 31.0 8.0 27.0 39.0 39.0 39.0 39.0
Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None Min None Min None None None None
Walk Time(s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk(s) 14.0 14.0 14.0 14.0 14.0
Pedestrian Calls(#/hr) 5 5 5 5 5
Act Effct Green(s) 312 312 30.7 30.7 12.6 12.6 12.6
Actuated g/C Ratio 0.49 0.49 0.48 0.48 0.20 0.20 0.20
Synchro 9 Light Report
Napierala Consulting Page 1
Build Conditions 2020 with Mitigation AM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--* --p. -,* f" I i
Lane Group EBL EBT EBR WBL VyJT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.16 0.98 0.75 0.64 0.56 0.75 0.07
Control Delay 12.3 47.3 32.1 20.2 11.3 53.3 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.3 47.3 32.1 20.2 11.3 53.3 0.2
LOS B D C C B D A
Approach Delay 44.2 23.9 11.3 37.6
Approach LOS D C B D
Queue Length 50th(ft) 16 297 59 155 18 40 0
Queue Length 95th(ft) 46 #660 #192 #369 72 90 0
Internal Link Dist(ft) 589 203 426 592
Turn Bay Length(ft) 60 247 80
Base Capacity(vph) 551 867 320 837 980 455 1100
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.15 0.98 0.75 0.64 0.26 0.24 0.04
Intersection Summary
Area Type: Other
Cycle Length:90
Actuated Cycle Length:63.9
Natural Cycle:90
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.98
Intersection Signal Delay:32.4 Intersection LOS:C
Intersection Capacity Utilization 85.1% ICU Level of Service E
Analysis Period(min)15
# 95th percentile volume exceeds capacity,queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1:Big Bay Rd/Private Road&Corinth Rd(Rte 28)/Corinth Road
jIf" 2 401 t0
43 s
16 04a s
Synchro 9 Light Report
Napierala Consulting Page 2
Build Conditions 2020 with Fastrac PM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--, --p. -,* f" I 7 i
Lane Group EBL WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 1� T. 44 Vii T.
Traffic Volume(vph) 62 587 50 191 550 88 100 0 296 202 0 75
Future Volume(vph) 62 587 50 191 550 88 100 0 296 202 0 75
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width(ft) 11 12 12 11 12 12 12 12 12 11 11 11
Storage Length(ft) 60 0 247 0 0 0 80 0
Storage Lanes 1 0 1 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
Ped Bike Factor 1.00 1.00 1.00 1.00
Frt 0.988 0.979 0.899 0.850
Flt Protected 0.950 0.950 0.987 0.950
Satd.Flow(prot) 1711 1835 0 1678 1758 0 0 1594 0 1711 1531 0
Flt Permitted 0247 0.185 0.895 0.379
Satd.Flow(perm) 445 1835 0 326 1758 0 0 1443 0 682 1531 0
Right Tum on Red Yes Yes Yes Yes
Satd.Flow(RTOR) 7 13 200 430
Link Speed(mph) 35 35 30 30
Link Distance(ft) 669 283 506 672
Travel Time(s) 13.0 5.5 11.5 15.3
Confl.Peds.(#/hr) 5 5 5 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles(%) 2% 2% 3% 4% 6% 2% 2% 2% 7% 2% 2% 2%
Adj.Flow(vph) 67 631 54 205 591 95 108 0 318 217 0 81
Shared Lane Traffic(%)
Lane Group Flow(vph) 67 685 0 205 686 0 0 426 0 217 81 0
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru
Leading Detector(ft) 20 100 20 100 20 100 20 100
Trailing Detector(ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex
Detector 1 Channel
Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex
Detector 2 Channel
Detector 2 Extend(s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 6 1 2 5 3 7
Permitted Phases 1 5 3 7
Detector Phase 6 1 2 5 3 3 7 7
Switch Phase
Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split(s) 15.0 25.0 15.0 20.0 26.0 26.0 26.0 26.0
Total Split(s) 15.0 34.0 15.0 34.0 26.0 26.0 26.0 26.0
Total Split(%) 20.0% 45.3% 20.0% 45.3% 34.7% 34.7% 34.7% 34.7%
Maximum Green(s) 11.0 30.0 11.0 30.0 22.0 22.0 22.0 22.0
Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None Min None Min None None None None
Walk Time(s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk(s) 14.0 14.0 14.0 14.0 14.0
Pedestrian Calls(#/hr) 5 5 5 5 5
Act Effct Green(s) 28.8 28.8 312 312 22.1 22.1 22.1
Actuated g/C Ratio 0.40 0.40 0.43 0.43 0.30 0.30 0.30
Synchro 9 Light Report
Napierala Consulting Page 1
Build Conditions 2020 with Fastrac PM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--* --p. -,* f" I i
Lane Group -- EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 020 0.93 0.64 0.90 0.74 1.05 0.11
Control Delay 18.9 43.7 24.9 38.2 21.6 106.6 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.9 43.7 24.9 38.2 21.6 106.6 0.3
LOS B D C D C F A
Approach Delay 41.5 35.1 21.6 77.7
Approach LOS D D C E
Queue Length 50th(ft) 19 293 63 298 93 -115 0
Queue Length 95th(ft) 43 #511 #114 #525 #236 #244 0
Internal Link Dist(ft) 589 203 426 592
Turn Bay Length(ft) 60 247 80
Base Capacity(vph) 377 765 346 764 578 207 764
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.90 0.59 0.90 0.74 1.05 0.11
Intersection Summary
Area Type: Other
Cycle Length:75
Actuated Cycle Length:72.5
Natural Cycle:90
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:1.05
Intersection Signal Delay:40.1 Intersection LOS:D
Intersection Capacity Utilization 89.6% ICU Level of Service E
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:Big Bay Rd/Private Road&Corinth Rd(Rte 28)/Corinth Road
f"mz ..,4401 I 03
15s
05 06 07
34 s
Synchro 9 Light Report
Napierala Consulting Page 2
Build Conditions 2020 with Mitigation PM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--, --p. -,* f" I 7 i
Lane Group EBL WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 1� T. 44 Vii T.
Traffic Volume(vph) 62 587 50 191 550 88 100 0 296 202 0 75
Future Volume(vph) 62 587 50 191 550 88 100 0 296 202 0 75
Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width(ft) 11 12 12 11 12 12 12 12 12 11 11 11
Storage Length(ft) 60 0 247 0 0 0 80 0
Storage Lanes 1 0 1 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
Ped Bike Factor 1.00 1.00 1.00 1.00
Frt 0.988 0.979 0.899 0.850
Flt Protected 0.950 0.950 0.987 0.950
Satd.Flow(prot) 1711 1835 0 1678 1758 0 0 1594 0 1711 1531 0
Flt Permitted 0232 0.157 0.895 0.392
Satd.Flow(perm) 418 1835 0 277 1758 0 0 1442 0 706 1531 0
Right Tum on Red Yes Yes Yes Yes
Satd.Flow(RTOR) 6 11 177 422
Link Speed(mph) 35 35 30 30
Link Distance(ft) 669 283 506 672
Travel Time(s) 13.0 5.5 11.5 15.3
Confl.Peds.(#/hr) 5 5 5 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles(%) 2% 2% 3% 4% 6% 2% 2% 2% 7% 2% 2% 2%
Adj.Flow(vph) 67 631 54 205 591 95 108 0 318 217 0 81
Shared Lane Traffic(%)
Lane Group Flow(vph) 67 685 0 205 686 0 0 426 0 217 81 0
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru
Leading Detector(ft) 20 100 20 100 20 100 20 100
Trailing Detector(ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex
Detector 1 Channel
Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex
Detector 2 Channel
Detector 2 Extend(s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 6 1 2 5 3 7
Permitted Phases 1 5 3 7
Detector Phase 6 1 2 5 3 3 7 7
Switch Phase
Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split(s) 15.0 25.0 15.0 20.0 26.0 26.0 26.0 26.0
Total Split(s) 17.0 38.0 18.0 39.0 34.0 34.0 34.0 34.0
Total Split(%) 18.9% 42.2% 20.0% 43.3% 37.8% 37.8% 37.8% 37.8%
Maximum Green(s) 13.0 34.0 14.0 35.0 30.0 30.0 30.0 30.0
Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None Min None Min None None None None
Walk Time(s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk(s) 14.0 14.0 14.0 14.0 14.0
Pedestrian Calls(#/hr) 5 5 5 5 5
Act Effct Green(s) 33.8 33.8 372 372 28.4 28.4 28.4
Actuated g/C Ratio 0.39 0.39 0.43 0.43 0.33 0.33 0.33
Synchro 9 Light Report
Napierala Consulting Page 1
Build Conditions 2020 with Mitigation PM Peak Hour
1: Big Bay Rd/Private Road &Corinth Rd (Rte 28)/Corinth Road
--* --p. -,* f" I i
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
v/c Ratio 0.21 0.94 0.66 0.90 0.72 0.93 0.10
Control Delay 24.0 50.1 29.9 41.6 22.4 75.2 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.0 50.1 29.9 41.6 22.4 75.2 0.3
LOS C D C D C E A
Approach Delay 47.8 38.9 22.4 54.8
Approach LOS D D C D
Queue Length 50th(ft) 24 369 78 369 120 115 0
Queue Length 95th(ft) 52 #615 142 #618 238 #257 0
Internal Link Dist(ft) 589 203 426 592
Turn Bay Length(ft) 60 247 80
Base Capacity(vph) 370 732 349 766 620 247 810
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.94 0.59 0.90 0.69 0.88 0.10
Intersection Summary
Area Type: Other
Cycle Length:90
Actuated Cycle Length:86
Natural Cycle:90
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.94
Intersection Signal Delay:40.8 Intersection LOS:D
Intersection Capacity Utilization 89.6% ICU Level of Service E
Analysis Period(min)15
# 95th percentile volume exceeds capacity,queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1:Big Bay Rd/Private Road&Corinth Rd(Rte 28)/Corinth Road
�f""002 �01 �p3
34 s
�S
06 p-
17s 34s
Synchro 9 Light Report
Napierala Consulting Page 2