Appendix “A” Concept Plan
55
Proposed Residential Development – Cresthaven Drive Page - A-1 - Traffic Impact Assessment February, 2010 Appendix “A” Concept Plan
Transcript of Appendix “A” Concept Plan
Proposed Residential Development – Cresthaven Drive Page - A-1 - Traffic Impact Assessment February, 2010
Appendix “A”
Concept Plan
Proposed Residential Development – Cresthaven Drive Page - B-1 - Traffic Impact Assessment February, 2010
Appendix “B”
Traffic Circle Design and Turning Movement Diagrams
Proposed Residential Development – Cresthaven Drive Page - C-1 - Traffic Impact Assessment February, 2010
Appendix “C”
Intersection Capacity Analysis
(Existing – 2009)
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
3: Barnstone Drive & Prince of Wales Drive AM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 45 15 5 735 245 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 45 15 5 735 245 10
Pedestrians
Lane Width (m)
Walking Speed (m/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 995 250 255
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 995 250 255
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 83 98 100
cM capacity (veh/h) 267 781 1293
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 60 740 255
Volume Left 45 5 0
Volume Right 15 0 10
cSH 319 1293 1700
Volume to Capacity 0.19 0.00 0.15
Queue Length 95th (m) 5.5 0.1 0.0
Control Delay (s) 18.9 0.1 0.0
Lane LOS C A
Approach Delay (s) 18.9 0.1 0.0
Approach LOS C
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 52.7% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
4: Barnstone Drive & Cresthaven Drive AM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 35 5 80 40 15 45
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 35 5 80 40 15 45
Direction, Lane # WB 1 NB 1 SB 1
Volume Total (vph) 40 120 60
Volume Left (vph) 35 0 15
Volume Right (vph) 5 40 0
Hadj (s) 0.13 -0.02 0.38
Departure Headway (s) 4.4 4.0 4.5
Degree Utilization, x 0.05 0.13 0.07
Capacity (veh/h) 778 871 788
Control Delay (s) 7.7 7.7 7.8
Approach Delay (s) 7.7 7.7 7.8
Approach LOS A A A
Intersection Summary
Delay 7.7
HCM Level of Service A
Intersection Capacity Utilization 24.7% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
7: Fairpark Drive & Cresthaven Drive AM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 0 0 5 5 0 5 5 80 5 10 40 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 0 0 5 5 0 5 5 80 5 10 40 0
Approach Volume (veh/h) 0 5 85 50
Crossing Volume (veh/h) 55 85 10 10
High Capacity (veh/h) 1327 1296 1374 1374
High v/c (veh/h) 0.00 0.00 0.06 0.04
Low Capacity (veh/h) 1108 1080 1151 1151
Low v/c (veh/h) 0.00 0.00 0.07 0.04
Intersection Summary
Maximum v/c High 0.06
Maximum v/c Low 0.07
Intersection Capacity Utilization 20.2% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
10: Villandry Street & Cresthaven Drive AM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 0 10 10 0 5 5 75 5 5 45 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 10 10 0 5 5 75 5 5 45 0
Pedestrians 5 5 5 5
Lane Width (m) 3.6 3.6 3.6 3.6
Walking Speed (m/s) 1.2 1.2 1.2 1.2
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 158 155 55 162 152 88 50 85
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 158 155 55 162 152 88 50 85
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.7 4.2 3.5 3.7 4.2 3.5 2.4 2.4
p0 queue free % 99 100 99 99 100 99 100 100
cM capacity (veh/h) 742 688 945 733 690 906 1421 1378
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 15 15 85 50
Volume Left 5 10 5 5
Volume Right 10 5 5 0
cSH 866 783 1421 1378
Volume to Capacity 0.02 0.02 0.00 0.00
Queue Length 95th (m) 0.4 0.5 0.1 0.1
Control Delay (s) 9.2 9.7 0.5 0.8
Lane LOS A A A A
Approach Delay (s) 9.2 9.7 0.5 0.8
Approach LOS A A
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 18.1% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
3: Barnstone Drive & Prince of Wales Drive PM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 30 15 15 250 795 35
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 30 15 15 250 795 35
Pedestrians
Lane Width (m)
Walking Speed (m/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 1092 812 830
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1092 812 830
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 87 96 98
cM capacity (veh/h) 230 374 789
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 45 265 830
Volume Left 30 15 0
Volume Right 15 0 35
cSH 264 789 1700
Volume to Capacity 0.17 0.02 0.49
Queue Length 95th (m) 4.9 0.5 0.0
Control Delay (s) 21.5 0.7 0.0
Lane LOS C A
Approach Delay (s) 21.5 0.7 0.0
Approach LOS C
Intersection Summary
Average Delay 1.0
Intersection Capacity Utilization 54.0% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
4: Barnstone Drive & Cresthaven Drive PM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Sign Control Stop Stop Stop
Volume (vph) 40 10 50 50 5 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 40 10 50 50 5 50
Direction, Lane # WB 1 NB 1 SB 1
Volume Total (vph) 50 100 55
Volume Left (vph) 40 0 5
Volume Right (vph) 10 50 0
Hadj (s) 0.07 -0.15 0.39
Departure Headway (s) 4.3 3.9 4.5
Degree Utilization, x 0.06 0.11 0.07
Capacity (veh/h) 804 893 785
Control Delay (s) 7.6 7.4 7.8
Approach Delay (s) 7.6 7.4 7.8
Approach LOS A A A
Intersection Summary
Delay 7.6
HCM Level of Service A
Intersection Capacity Utilization 26.6% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
7: Fairpark Drive & Cresthaven Drive PM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 5 10 0 10 5 50 0 15 55 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 5 10 0 10 5 50 0 15 55 5
Approach Volume (veh/h) 5 10 55 70
Crossing Volume (veh/h) 80 60 20 15
High Capacity (veh/h) 1301 1321 1363 1369
High v/c (veh/h) 0.00 0.01 0.04 0.05
Low Capacity (veh/h) 1085 1104 1142 1147
Low v/c (veh/h) 0.00 0.01 0.05 0.06
Intersection Summary
Maximum v/c High 0.05
Maximum v/c Low 0.06
Intersection Capacity Utilization 19.7% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Existing _ 2009
10: Villandry Street & Cresthaven Drive PM Peak Hour
24/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 0 0 5 0 5 10 45 5 15 45 10
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 0 5 0 5 10 45 5 15 45 10
Pedestrians 5 5 5 5
Lane Width (m) 3.6 3.6 3.6 3.6
Walking Speed (m/s) 1.2 1.2 1.2 1.2
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 162 160 60 158 162 58 60 55
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 162 160 60 158 162 58 60 55
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.7 4.2 3.5 3.7 4.2 3.5 2.4 2.4
p0 queue free % 99 100 100 99 100 99 99 99
cM capacity (veh/h) 743 686 954 752 684 957 1441 1448
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 5 10 60 70
Volume Left 5 5 10 15
Volume Right 0 5 5 10
cSH 743 843 1441 1448
Volume to Capacity 0.01 0.01 0.01 0.01
Queue Length 95th (m) 0.2 0.3 0.2 0.3
Control Delay (s) 9.9 9.3 1.3 1.7
Lane LOS A A A A
Approach Delay (s) 9.9 9.3 1.3 1.7
Approach LOS A A
Intersection Summary
Average Delay 2.3
Intersection Capacity Utilization 18.4% ICU Level of Service A
Analysis Period (min) 60
Proposed Residential Development – Cresthaven Drive Page - D-1 - Traffic Impact Assessment February, 2010
Appendix “D”
Collision Statistics
Collision Main Detail Summary (On TRAC Reporting System) From: 2005-01-01 To: 2007-12-31
Cresthaven Dr, Fairpark Dr to Skyview PrivFormer Municipality: Nepean Traffic Control: No control Number of Collisions: 1
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
1 22/10/2006 Su 22:00 Rain Dark Single Vehicle P.D. Only V1 E Wet Going Ahead Automobile, station Unattended vehicle 0
Cresthaven Dr & Grovehurst DrFormer Municipality: Nepean Traffic Control: Stop sign Number of Collisions: 1
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
2 17/05/2005 Tu 19:10 Clear Daylight Angle P.D. only V1 E Dry Turning left Automobile, station Other motor vehicle 0
V2 N Dry Slowing or stop passenger van Other motor vehicle 0
Cresthaven Dr, Grovemont Dr to Cresthaven DrFormer Municipality: Nepean Traffic Control: No control Number of Collisions: 2
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
3 10/02/2007 Sat 16:49 Clear Dusk Single Vehicle P.D. only V1 W Dry Going ahead Truck - closed Unattended vehicle 0
4 03/03/2007 Sat 19:52 Clear Dark Single vehicle P.D. only V1 U Dry Unknown Unknown Unattended vehicle 0
Barnstone Dr, Cresthaven Dr to Proposed Marcay StFormer Municipality: Nepean Traffic Control: No control Number of Collisions: 1
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
1 17/11/2007 Sat 16:09 Clear Dusk Turning move P.D. only V1 E Dry Making U-Turn Automobile, station Other motor vehicle 0
V2 E Dry Going ahead passenger van Other motor vehicle 0
Barnstone Dr & Prince of Wales DrFormer Municipality: Nepean Traffic Control: Stop Sign Number of Collisions: 2
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
2 20/06/2005 Mo 11:50 Clear Daylight Rear end Non-fatal V1 N Dry Going ahead Automobile, station Other motor vehicle 0
V2 N Dry Turning left Automobile, station Other motor vehicle
3 04/04/2007 We 07:20 Clear Daylight Angle non-fatal V1 N Wet Going ahead Automobile, station Other motor vehicle 0
V2 E Wet Stopped Automobile, station Other motor vehicle
Barnstone Dr, Prince of Wales Dr to Proposed Marcay StFormer Municipality: Nepean Traffic Control: No control Number of Collisions: 1
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
4 24/08/2007 Fri 11:45 Clear Daylight Turning move P.D. only V1 S Wet Going ahead Automobile, station Other motor vehicle 0
V2 S Wet Turning left Automobile, station Other motor vehicle
Barnstone Dr & Proposed Marcay StFormer Municipality: Nepean Traffic Control: Stop Sign Number of Collisions: 1
COLLISION ID DATE DAY TIME ENV LIGHT IMPACT TYPE CLASS DIR SURFACE COND'N VEHICLE MANOEUVRE VEHICLE TYPE FIRST EVENT NO. PED
5 21/12/2005 We 07:40 Clear Dawn Angle P.D. only V1 S Loose snow Turning left Passenger Van Other motor vehicle 0
V2 W Loose snow Turning right Automobile, station Other motor vehicle
Proposed Residential Development – Cresthaven Drive Page - E-1 - Traffic Impact Assessment February, 2010
Appendix “E”
Site Generated Traffic Volumes
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (0)
2
0 (0)
0 (0)
0 (0)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (0)
1
0 (0)
0 (0)
0 (0)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (0)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
4
0 (0)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (0)
0 (0)
0 (0)
25 (30)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
10 (30)
7
10 (30)
25 (30)
10 (30)
25 (30)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
15 (35)
0 (0)
5 (5)
0 (0)
0 (0)
5 (
5)
0 (
0)
30
(2
5)
0 (
0)
0 (
0)
0 (
0)
0 (0)
6
5 (5)
5 (5)
15 (35)
30 (25)
35
(3
0)
20
(4
0)
0 (
0)
0 (
0)
0 (0)
0 (0)
0 (0)
5 (5)
0 (0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
5 (5)
5
5 (5)
5 (5)
5 (5)
5 (5)
0 (
0)
0 (
0)
0 (
0)
0 (
0)
Exhibit E-1: Site Generated Traffic (180 Units)
Format: Morning Peak Hour (Afternoon Peak Hour)
Assumes: w/ Strandherd Extension and
Bridge, w/ Barnstone RI/RO
0 (0)
0 (0)
0 (0)
0 (0)
40 (30)
0 (
0)
0 (
0)
0 (
0)
20
(4
0)
0 (
0)
0 (
0)
0 (0)
3
20 (40)
40 (30)
0 (0)
0 (0)
0 (
0)
0 (
0)
40
(3
0)
20
(4
0)
Proposed Residential Development – Cresthaven Drive Page - F-1 - Traffic Impact Assessment February, 2010
Appendix “F”
Forecast Intersection Capacity Analysis
(2012 and 2017 Horizon Years)
Proposed Residential Development – Cresthaven Drive Page – F1-1 - Traffic Impact Assessment February, 2010
Appendix “F-1”
2012 Intersection Capacity Analysis
HCM Signalized Intersection Capacity Analysis Forecast 2012
13: Cresthaven Drive & Strandherd Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.98
Flpb, ped/bikes 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1652 1765 1473 1654 1596 3252 3353 1455 1676 3353 1473
Flt Permitted 0.72 1.00 1.00 0.66 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1254 1765 1473 1157 1596 3252 3353 1455 1676 3353 1473
Volume (vph) 5 115 135 95 25 30 10 475 55 15 510 5
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 5 115 135 95 25 30 10 475 55 15 510 5
RTOR Reduction (vph) 0 0 0 0 24 0 0 0 0 0 0 0
Lane Group Flow (vph) 5 115 135 95 31 0 10 475 55 15 510 5
Confl. Peds. (#/hr) 20 20 20 20 20 20
Turn Type Perm Free Perm Prot Free Prot Free
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free
Actuated Green, G (s) 13.1 13.1 80.5 13.1 13.1 1.0 46.8 80.5 1.3 47.1 80.5
Effective Green, g (s) 15.6 15.6 80.5 15.6 15.6 3.4 49.2 80.5 3.7 49.5 80.5
Actuated g/C Ratio 0.19 0.19 1.00 0.19 0.19 0.04 0.61 1.00 0.05 0.61 1.00
Clearance Time (s) 6.5 6.5 6.5 6.5 6.4 6.4 6.4 6.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 243 342 1473 224 309 137 2049 1455 77 2062 1473
v/s Ratio Prot 0.07 0.02 0.00 0.14 c0.01 c0.15
v/s Ratio Perm 0.00 c0.09 c0.08 0.04 0.00
v/c Ratio 0.02 0.34 0.09 0.42 0.10 0.07 0.23 0.04 0.19 0.25 0.00
Uniform Delay, d1 26.3 28.0 0.0 28.5 26.7 37.0 7.1 0.0 37.0 7.0 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.6 0.1 1.3 0.1 0.2 0.3 0.0 1.2 0.3 0.0
Delay (s) 26.3 28.6 0.1 29.8 26.8 37.3 7.4 0.0 38.2 7.3 0.0
Level of Service C C A C C D A A D A A
Approach Delay (s) 13.5 28.7 7.2 8.1
Approach LOS B C A A
Intersection Summary
HCM Average Control Delay 10.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 80.5 Sum of lost time (s) 8.0
Intersection Capacity Utilization 41.3% ICU Level of Service A
Analysis Period (min) 60
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Forecast 2012
16: Strandherd Drive & Crestway Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3252 3353 1452 3252 3239 3252 1765 1456 1676 1765 1456
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3252 3353 1452 3252 3239 3252 1765 1456 1676 1765 1456
Volume (vph) 275 420 315 195 260 60 80 30 50 60 130 435
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 275 420 315 195 260 60 80 30 50 60 130 435
RTOR Reduction (vph) 0 0 193 0 18 0 0 0 39 0 0 336
Lane Group Flow (vph) 275 420 122 195 302 0 80 30 11 60 130 99
Confl. Peds. (#/hr) 20 20 20 20
Turn Type Prot Perm Prot Prot Perm Prot Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 9.4 30.9 30.9 8.2 29.7 4.1 17.0 17.0 4.2 17.1 17.1
Effective Green, g (s) 11.8 33.3 33.3 10.6 32.1 6.6 19.5 19.5 6.7 19.6 19.6
Actuated g/C Ratio 0.14 0.39 0.39 0.12 0.37 0.08 0.23 0.23 0.08 0.23 0.23
Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.5 6.5 6.5 6.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 446 1297 562 400 1208 249 400 330 130 402 331
v/s Ratio Prot c0.08 c0.13 0.06 0.09 0.02 0.02 c0.04 c0.07
v/s Ratio Perm 0.08 0.01 0.07
v/c Ratio 0.62 0.32 0.22 0.49 0.25 0.32 0.07 0.03 0.46 0.32 0.30
Uniform Delay, d1 35.0 18.5 17.7 35.2 18.7 37.6 26.2 26.0 38.0 27.7 27.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.6 0.7 0.9 0.9 0.5 0.8 0.1 0.0 2.6 0.5 0.5
Delay (s) 37.6 19.2 18.6 36.2 19.2 38.4 26.3 26.0 40.6 28.2 28.1
Level of Service D B B D B D C C D C C
Approach Delay (s) 24.0 25.6 32.2 29.3
Approach LOS C C C C
Intersection Summary
HCM Average Control Delay 26.4 HCM Level of Service C
HCM Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 86.1 Sum of lost time (s) 8.0
Intersection Capacity Utilization 65.4% ICU Level of Service C
Analysis Period (min) 60
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
3: Barnstone Drive & Prince of Wales Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 0 105 0 1120 380 15
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 0 105 0 1120 380 15
Pedestrians
Lane Width (m)
Walking Speed (m/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 940 190 395
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 940 190 395
tC, single (s) 6.9 7.0 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 87 100
cM capacity (veh/h) 257 810 1139
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 105 560 560 190 190 15
Volume Left 0 0 0 0 0 0
Volume Right 105 0 0 0 0 15
cSH 810 1700 1700 1700 1700 1700
Volume to Capacity 0.13 0.33 0.33 0.11 0.11 0.01
Queue Length 95th (m) 3.6 0.0 0.0 0.0 0.0 0.0
Control Delay (s) 10.1 0.0 0.0 0.0 0.0 0.0
Lane LOS B
Approach Delay (s) 10.1 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 34.3% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
4: Barnstone Drive & Cresthaven Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 40 55 0 10 20 100 70 20 55 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 40 55 0 10 20 100 70 20 55 0
Approach Volume (veh/h) 5 55 120 75
Crossing Volume (veh/h) 130 125 25 75
High Capacity (veh/h) 1251 1256 1358 1306
High v/c (veh/h) 0.00 0.04 0.09 0.06
Low Capacity (veh/h) 1040 1044 1137 1090
Low v/c (veh/h) 0.00 0.05 0.11 0.07
Intersection Summary
Maximum v/c High 0.09
Maximum v/c Low 0.11
Intersection Capacity Utilization 31.9% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
7: Fairpark Drive & Cresthaven Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 0 0 5 5 0 5 5 105 5 15 55 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 0 0 5 5 0 5 5 105 5 15 55 0
Approach Volume (veh/h) 0 5 110 70
Crossing Volume (veh/h) 75 110 15 10
High Capacity (veh/h) 1306 1271 1369 1374
High v/c (veh/h) 0.00 0.00 0.08 0.05
Low Capacity (veh/h) 1090 1058 1147 1151
Low v/c (veh/h) 0.00 0.00 0.10 0.06
Intersection Summary
Maximum v/c High 0.08
Maximum v/c Low 0.10
Intersection Capacity Utilization 23.1% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
10: Villandry Street & Cresthaven Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 0 10 10 0 5 5 100 5 5 60 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 10 10 0 5 5 100 5 5 60 0
Pedestrians 5 5 5 5
Lane Width (m) 3.6 3.6 3.6 3.6
Walking Speed (m/s) 1.2 1.2 1.2 1.2
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 198 195 70 202 192 112 65 110
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 198 195 70 202 192 112 65 110
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.7 4.2 3.5 3.7 4.2 3.5 2.4 2.4
p0 queue free % 99 100 99 99 100 99 100 100
cM capacity (veh/h) 698 653 927 689 655 877 1402 1348
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 15 15 110 65
Volume Left 5 10 5 5
Volume Right 10 5 5 0
cSH 835 742 1402 1348
Volume to Capacity 0.02 0.02 0.00 0.00
Queue Length 95th (m) 0.4 0.5 0.1 0.1
Control Delay (s) 9.4 10.0 0.4 0.6
Lane LOS A A A A
Approach Delay (s) 9.4 10.0 0.4 0.6
Approach LOS A A
Intersection Summary
Average Delay 1.8
Intersection Capacity Utilization 19.4% ICU Level of Service A
Analysis Period (min) 60
HCM Signalized Intersection Capacity Analysis Forecast 2012
13: Cresthaven Drive & Strandherd Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.98
Flpb, ped/bikes 0.99 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1652 1765 1473 1649 1708 3252 3353 1455 1676 3353 1473
Flt Permitted 0.66 1.00 1.00 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1151 1765 1473 1263 1708 3252 3353 1455 1676 3353 1473
Volume (vph) 5 45 20 35 90 20 130 510 160 35 475 5
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 5 45 20 35 90 20 130 510 160 35 475 5
RTOR Reduction (vph) 0 0 0 0 9 0 0 0 0 0 0 0
Lane Group Flow (vph) 5 45 20 35 101 0 130 510 160 35 475 5
Confl. Peds. (#/hr) 20 20 20 20 20 20
Turn Type Perm Free Perm Prot Free Prot Free
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free
Actuated Green, G (s) 15.5 15.5 89.1 15.5 15.5 7.4 51.1 89.1 3.2 46.9 89.1
Effective Green, g (s) 18.0 18.0 89.1 18.0 18.0 9.8 53.5 89.1 5.6 49.3 89.1
Actuated g/C Ratio 0.20 0.20 1.00 0.20 0.20 0.11 0.60 1.00 0.06 0.55 1.00
Clearance Time (s) 6.5 6.5 6.5 6.5 6.4 6.4 6.4 6.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 233 357 1473 255 345 358 2013 1455 105 1855 1473
v/s Ratio Prot 0.03 c0.06 c0.04 c0.15 0.02 0.14
v/s Ratio Perm 0.00 0.01 0.03 0.11 0.00
v/c Ratio 0.02 0.13 0.01 0.14 0.29 0.36 0.25 0.11 0.33 0.26 0.00
Uniform Delay, d1 28.5 29.1 0.0 29.2 30.2 36.8 8.4 0.0 40.0 10.4 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.2 0.0 0.2 0.5 0.6 0.3 0.2 1.9 0.3 0.0
Delay (s) 28.5 29.3 0.0 29.4 30.6 37.4 8.7 0.2 41.8 10.7 0.0
Level of Service C C A C C D A A D B A
Approach Delay (s) 20.9 30.3 11.6 12.7
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 14.2 HCM Level of Service B
HCM Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 89.1 Sum of lost time (s) 8.0
Intersection Capacity Utilization 47.0% ICU Level of Service A
Analysis Period (min) 60
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Forecast 2012
16: Strandherd Drive & Crestway Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3252 3353 1445 3252 3276 3252 1765 1450 1676 1765 1450
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3252 3353 1445 3252 3276 3252 1765 1450 1676 1765 1450
Volume (vph) 460 295 80 50 425 60 275 110 160 60 35 525
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 460 295 80 50 425 60 275 110 160 60 35 525
RTOR Reduction (vph) 0 0 45 0 8 0 0 0 115 0 0 291
Lane Group Flow (vph) 460 295 35 50 477 0 275 110 45 60 35 234
Confl. Peds. (#/hr) 20 20 20 20
Turn Type Prot Perm Prot Prot Perm Prot Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 17.6 43.7 43.7 2.7 28.8 11.5 27.5 27.5 5.8 21.8 21.8
Effective Green, g (s) 20.0 46.1 46.1 5.1 31.2 14.0 30.0 30.0 8.3 24.3 24.3
Actuated g/C Ratio 0.19 0.44 0.44 0.05 0.30 0.13 0.28 0.28 0.08 0.23 0.23
Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.5 6.5 6.5 6.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 616 1465 631 157 969 432 502 412 132 407 334
v/s Ratio Prot c0.14 0.09 0.02 c0.15 c0.08 0.06 0.04 0.02
v/s Ratio Perm 0.02 0.03 c0.16
v/c Ratio 0.75 0.20 0.06 0.32 0.49 0.64 0.22 0.11 0.45 0.09 0.70
Uniform Delay, d1 40.4 18.3 17.1 48.5 30.6 43.3 28.8 27.9 46.4 31.9 37.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 0.3 0.2 1.2 1.8 3.1 0.2 0.1 2.5 0.1 6.7
Delay (s) 45.4 18.6 17.3 49.7 32.4 46.4 29.0 28.0 48.9 32.0 44.0
Level of Service D B B D C D C C D C D
Approach Delay (s) 33.3 34.0 37.5 43.8
Approach LOS C C D D
Intersection Summary
HCM Average Control Delay 36.9 HCM Level of Service D
HCM Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 105.5 Sum of lost time (s) 16.0
Intersection Capacity Utilization 75.4% ICU Level of Service D
Analysis Period (min) 60
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
3: Barnstone Drive & Prince of Wales Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 0 90 0 390 1100 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 0 90 0 390 1100 50
Pedestrians
Lane Width (m)
Walking Speed (m/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 1295 550 1150
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1295 550 1150
tC, single (s) 6.9 7.0 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 81 100
cM capacity (veh/h) 150 471 586
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 90 195 195 550 550 50
Volume Left 0 0 0 0 0 0
Volume Right 90 0 0 0 0 50
cSH 471 1700 1700 1700 1700 1700
Volume to Capacity 0.19 0.11 0.11 0.32 0.32 0.03
Queue Length 95th (m) 5.6 0.0 0.0 0.0 0.0 0.0
Control Delay (s) 14.4 0.0 0.0 0.0 0.0 0.0
Lane LOS B
Approach Delay (s) 14.4 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 42.6% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
4: Barnstone Drive & Cresthaven Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 30 55 0 10 40 60 130 10 60 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 30 55 0 10 40 60 130 10 60 5
Approach Volume (veh/h) 5 55 100 70
Crossing Volume (veh/h) 125 105 15 95
High Capacity (veh/h) 1256 1276 1369 1286
High v/c (veh/h) 0.00 0.04 0.07 0.05
Low Capacity (veh/h) 1044 1062 1147 1071
Low v/c (veh/h) 0.00 0.05 0.09 0.07
Intersection Summary
Maximum v/c High 0.07
Maximum v/c Low 0.09
Intersection Capacity Utilization 39.7% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
7: Fairpark Drive & Cresthaven Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 5 10 0 15 5 70 0 15 75 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 5 10 0 15 5 70 0 15 75 5
Approach Volume (veh/h) 5 10 75 90
Crossing Volume (veh/h) 100 80 20 15
High Capacity (veh/h) 1281 1301 1363 1369
High v/c (veh/h) 0.00 0.01 0.06 0.07
Low Capacity (veh/h) 1067 1085 1142 1147
Low v/c (veh/h) 0.00 0.01 0.07 0.08
Intersection Summary
Maximum v/c High 0.07
Maximum v/c Low 0.08
Intersection Capacity Utilization 21.2% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2012
10: Villandry Street & Cresthaven Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 0 0 5 0 5 10 60 10 20 65 15
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 0 5 0 5 10 60 10 20 65 15
Pedestrians 5 5 5 5
Lane Width (m) 3.6 3.6 3.6 3.6
Walking Speed (m/s) 1.2 1.2 1.2 1.2
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 212 212 82 208 215 75 85 75
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 212 212 82 208 215 75 85 75
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.7 4.2 3.5 3.7 4.2 3.5 2.4 2.4
p0 queue free % 99 100 100 99 100 99 99 99
cM capacity (veh/h) 686 638 927 695 636 936 1411 1423
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 5 10 80 100
Volume Left 5 5 10 20
Volume Right 0 5 10 15
cSH 686 798 1411 1423
Volume to Capacity 0.01 0.01 0.01 0.01
Queue Length 95th (m) 0.2 0.3 0.2 0.3
Control Delay (s) 10.3 9.6 1.0 1.6
Lane LOS B A A A
Approach Delay (s) 10.3 9.6 1.0 1.6
Approach LOS B A
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 20.9% ICU Level of Service A
Analysis Period (min) 60
Proposed Residential Development – Cresthaven Drive Page – F2-1 - Traffic Impact Assessment February, 2010
Appendix “F-2”
2017 Intersection Capacity Analysis
HCM Signalized Intersection Capacity Analysis Forecast 2017
13: Cresthaven Drive & Strandherd Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.98
Flpb, ped/bikes 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1653 1765 1473 1656 1597 3252 3353 1455 1676 3353 1473
Flt Permitted 0.72 1.00 1.00 0.64 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1255 1765 1473 1115 1597 3252 3353 1455 1676 3353 1473
Volume (vph) 5 130 155 105 25 30 15 545 55 15 580 5
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 5 130 155 105 25 30 15 545 55 15 580 5
RTOR Reduction (vph) 0 0 0 0 24 0 0 0 0 0 0 0
Lane Group Flow (vph) 5 130 155 105 31 0 15 545 55 15 580 5
Confl. Peds. (#/hr) 20 20 20 20 20 20
Turn Type Perm Free Perm Prot Free Prot Free
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free
Actuated Green, G (s) 12.7 12.7 76.5 12.7 12.7 1.0 43.3 76.5 1.2 43.5 76.5
Effective Green, g (s) 15.2 15.2 76.5 15.2 15.2 3.4 45.7 76.5 3.6 45.9 76.5
Actuated g/C Ratio 0.20 0.20 1.00 0.20 0.20 0.04 0.60 1.00 0.05 0.60 1.00
Clearance Time (s) 6.5 6.5 6.5 6.5 6.4 6.4 6.4 6.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 249 351 1473 222 317 145 2003 1455 79 2012 1473
v/s Ratio Prot 0.07 0.02 0.00 0.16 0.01 c0.17
v/s Ratio Perm 0.00 c0.11 c0.09 0.04 0.00
v/c Ratio 0.02 0.37 0.11 0.47 0.10 0.10 0.27 0.04 0.19 0.29 0.00
Uniform Delay, d1 24.7 26.5 0.0 27.1 25.0 35.1 7.4 0.0 35.0 7.4 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.7 0.1 1.6 0.1 0.3 0.3 0.0 1.2 0.4 0.0
Delay (s) 24.7 27.2 0.1 28.7 25.2 35.4 7.7 0.0 36.2 7.8 0.0
Level of Service C C A C C D A A D A A
Approach Delay (s) 12.7 27.5 7.7 8.4
Approach LOS B C A A
Intersection Summary
HCM Average Control Delay 10.7 HCM Level of Service B
HCM Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 4.0
Intersection Capacity Utilization 52.1% ICU Level of Service A
Analysis Period (min) 60
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Forecast 2017
16: Strandherd Drive & Crestway Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3252 3353 1451 3252 3236 3252 1765 1456 1676 1765 1456
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3252 3353 1451 3252 3236 3252 1765 1456 1676 1765 1456
Volume (vph) 310 480 360 220 295 70 90 35 55 70 150 495
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 310 480 360 220 295 70 90 35 55 70 150 495
RTOR Reduction (vph) 0 0 224 0 19 0 0 0 42 0 0 343
Lane Group Flow (vph) 310 480 136 220 346 0 90 35 13 70 150 152
Confl. Peds. (#/hr) 20 20 20 20
Turn Type Prot Perm Prot Prot Perm Prot Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 9.9 30.5 30.5 9.1 29.7 4.1 17.4 17.4 4.2 17.5 17.5
Effective Green, g (s) 12.3 32.9 32.9 11.5 32.1 6.6 19.9 19.9 6.7 20.0 20.0
Actuated g/C Ratio 0.14 0.38 0.38 0.13 0.37 0.08 0.23 0.23 0.08 0.23 0.23
Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.5 6.5 6.5 6.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 460 1268 549 430 1194 247 404 333 129 406 335
v/s Ratio Prot c0.10 c0.14 0.07 0.11 0.03 0.02 c0.04 0.08
v/s Ratio Perm 0.09 0.01 c0.10
v/c Ratio 0.67 0.38 0.25 0.51 0.29 0.36 0.09 0.04 0.54 0.37 0.45
Uniform Delay, d1 35.4 19.6 18.6 35.1 19.4 38.2 26.4 26.1 38.7 28.2 28.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.0 0.9 1.1 1.0 0.6 0.9 0.1 0.0 4.7 0.6 1.0
Delay (s) 39.4 20.5 19.6 36.2 20.0 39.1 26.5 26.1 43.3 28.8 29.8
Level of Service D C B D C D C C D C C
Approach Delay (s) 25.3 26.1 32.7 30.9
Approach LOS C C C C
Intersection Summary
HCM Average Control Delay 27.5 HCM Level of Service C
HCM Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 87.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 69.3% ICU Level of Service C
Analysis Period (min) 60
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
3: Barnstone Drive & Prince of Wales Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 0 110 0 1275 435 15
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 0 110 0 1275 435 15
Pedestrians
Lane Width (m)
Walking Speed (m/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 1072 218 450
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1072 218 450
tC, single (s) 6.9 7.0 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 86 100
cM capacity (veh/h) 210 778 1086
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 110 638 638 218 218 15
Volume Left 0 0 0 0 0 0
Volume Right 110 0 0 0 0 15
cSH 778 1700 1700 1700 1700 1700
Volume to Capacity 0.14 0.38 0.38 0.13 0.13 0.01
Queue Length 95th (m) 3.9 0.0 0.0 0.0 0.0 0.0
Control Delay (s) 10.4 0.0 0.0 0.0 0.0 0.0
Lane LOS B
Approach Delay (s) 10.4 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 38.6% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
4: Barnstone Drive & Cresthaven Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 40 60 0 10 20 115 75 25 65 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 40 60 0 10 20 115 75 25 65 0
Approach Volume (veh/h) 5 60 135 90
Crossing Volume (veh/h) 150 140 30 80
High Capacity (veh/h) 1232 1241 1353 1301
High v/c (veh/h) 0.00 0.05 0.10 0.07
Low Capacity (veh/h) 1022 1031 1132 1085
Low v/c (veh/h) 0.00 0.06 0.12 0.08
Intersection Summary
Maximum v/c High 0.10
Maximum v/c Low 0.12
Intersection Capacity Utilization 32.5% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
7: Fairpark Drive & Cresthaven Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 5 5 0 5 5 120 5 15 65 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 5 5 0 5 5 120 5 15 65 0
Approach Volume (veh/h) 5 5 125 80
Crossing Volume (veh/h) 85 130 20 10
High Capacity (veh/h) 1296 1251 1363 1374
High v/c (veh/h) 0.00 0.00 0.09 0.06
Low Capacity (veh/h) 1080 1040 1142 1151
Low v/c (veh/h) 0.00 0.00 0.11 0.07
Intersection Summary
Maximum v/c High 0.09
Maximum v/c Low 0.11
Intersection Capacity Utilization 22.0% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
10: Villandry Street & Cresthaven Drive AM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 0 15 10 0 10 5 110 5 5 65 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 15 10 0 10 5 110 5 5 65 0
Pedestrians 5 5 5 5
Lane Width (m) 3.6 3.6 3.6 3.6
Walking Speed (m/s) 1.2 1.2 1.2 1.2
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 218 210 75 222 208 122 70 120
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 218 210 75 222 208 122 70 120
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.7 4.2 3.5 3.7 4.2 3.5 2.4 2.4
p0 queue free % 99 100 98 98 100 99 100 100
cM capacity (veh/h) 672 640 921 664 642 865 1396 1336
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 20 20 120 70
Volume Left 5 10 5 5
Volume Right 15 10 5 0
cSH 843 751 1396 1336
Volume to Capacity 0.02 0.03 0.00 0.00
Queue Length 95th (m) 0.6 0.7 0.1 0.1
Control Delay (s) 9.4 9.9 0.3 0.6
Lane LOS A A A A
Approach Delay (s) 9.4 9.9 0.3 0.6
Approach LOS A A
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 19.9% ICU Level of Service A
Analysis Period (min) 60
HCM Signalized Intersection Capacity Analysis Forecast 2017
13: Cresthaven Drive & Strandherd Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98
Flpb, ped/bikes 0.99 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1652 1765 1473 1649 1714 3252 3353 1455 1676 3353 1473
Flt Permitted 0.62 1.00 1.00 0.72 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1085 1765 1473 1258 1714 3252 3353 1455 1676 3353 1473
Volume (vph) 5 50 20 35 105 20 150 580 165 35 545 5
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 5 50 20 35 105 20 150 580 165 35 545 5
RTOR Reduction (vph) 0 0 0 0 7 0 0 0 0 0 0 0
Lane Group Flow (vph) 5 50 20 35 118 0 150 580 165 35 545 5
Confl. Peds. (#/hr) 20 20 20 20 20 20
Turn Type Perm Free Perm Prot Free Prot Free
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 Free 8 Free Free
Actuated Green, G (s) 15.2 15.2 89.9 15.2 15.2 9.3 50.6 89.9 4.8 46.1 89.9
Effective Green, g (s) 17.7 17.7 89.9 17.7 17.7 11.7 53.0 89.9 7.2 48.5 89.9
Actuated g/C Ratio 0.20 0.20 1.00 0.20 0.20 0.13 0.59 1.00 0.08 0.54 1.00
Clearance Time (s) 6.5 6.5 6.5 6.5 6.4 6.4 6.4 6.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 214 348 1473 248 337 423 1977 1455 134 1809 1473
v/s Ratio Prot 0.03 c0.07 c0.05 c0.17 0.02 0.16
v/s Ratio Perm 0.00 0.01 0.03 0.11 0.00
v/c Ratio 0.02 0.14 0.01 0.14 0.35 0.35 0.29 0.11 0.26 0.30 0.00
Uniform Delay, d1 29.1 29.8 0.0 29.8 31.1 35.7 9.2 0.0 38.9 11.4 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.2 0.0 0.3 0.6 0.5 0.4 0.2 1.0 0.4 0.0
Delay (s) 29.2 30.0 0.0 30.1 31.8 36.2 9.5 0.2 39.9 11.8 0.0
Level of Service C C A C C D A A D B A
Approach Delay (s) 22.0 31.4 12.3 13.4
Approach LOS C C B B
Intersection Summary
HCM Average Control Delay 14.9 HCM Level of Service B
HCM Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 89.9 Sum of lost time (s) 8.0
Intersection Capacity Utilization 48.1% ICU Level of Service A
Analysis Period (min) 60
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Forecast 2017
16: Strandherd Drive & Crestway Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3252 3353 1442 3252 3274 3252 1765 1448 1676 1765 1448
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3252 3353 1442 3252 3274 3252 1765 1448 1676 1765 1448
Volume (vph) 525 335 90 55 485 70 310 130 185 70 45 595
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 525 335 90 55 485 70 310 130 185 70 45 595
RTOR Reduction (vph) 0 0 54 0 9 0 0 0 126 0 0 263
Lane Group Flow (vph) 525 335 36 55 546 0 310 130 59 70 45 332
Confl. Peds. (#/hr) 20 20 20 20
Turn Type Prot Perm Prot Prot Perm Prot Perm
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 19.4 42.8 42.8 3.8 27.2 11.7 33.5 33.5 6.3 28.1 28.1
Effective Green, g (s) 21.8 45.2 45.2 6.2 29.6 14.2 36.0 36.0 8.8 30.6 30.6
Actuated g/C Ratio 0.19 0.40 0.40 0.06 0.26 0.13 0.32 0.32 0.08 0.27 0.27
Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.5 6.5 6.5 6.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 632 1351 581 180 864 412 566 465 131 481 395
v/s Ratio Prot c0.16 0.10 0.02 c0.17 c0.10 0.07 0.04 0.03
v/s Ratio Perm 0.03 0.04 c0.23
v/c Ratio 0.83 0.25 0.06 0.31 0.63 0.75 0.23 0.13 0.53 0.09 0.84
Uniform Delay, d1 43.4 22.2 20.5 50.9 36.5 47.3 27.9 27.0 49.7 30.4 38.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.9 0.4 0.2 1.0 3.6 8.0 0.2 0.1 4.2 0.1 17.0
Delay (s) 53.3 22.7 20.7 51.9 40.1 55.3 28.1 27.1 53.9 30.5 55.5
Level of Service D C C D D E C C D C E
Approach Delay (s) 39.4 41.1 41.3 53.8
Approach LOS D D D D
Intersection Summary
HCM Average Control Delay 43.7 HCM Level of Service D
HCM Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 112.2 Sum of lost time (s) 16.0
Intersection Capacity Utilization 81.0% ICU Level of Service D
Analysis Period (min) 60
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
3: Barnstone Drive & Prince of Wales Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 0 95 0 445 1255 55
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 0 95 0 445 1255 55
Pedestrians
Lane Width (m)
Walking Speed (m/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 1478 628 1310
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1478 628 1310
tC, single (s) 6.9 7.0 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 77 100
cM capacity (veh/h) 113 419 508
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 SB 3
Volume Total 95 222 222 628 628 55
Volume Left 0 0 0 0 0 0
Volume Right 95 0 0 0 0 55
cSH 419 1700 1700 1700 1700 1700
Volume to Capacity 0.23 0.13 0.13 0.37 0.37 0.03
Queue Length 95th (m) 7.0 0.0 0.0 0.0 0.0 0.0
Control Delay (s) 16.1 0.0 0.0 0.0 0.0 0.0
Lane LOS C
Approach Delay (s) 16.1 0.0 0.0
Approach LOS C
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 47.2% ICU Level of Service A
Analysis Period (min) 60
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
4: Barnstone Drive & Cresthaven Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 0 30 60 0 10 40 70 140 10 70 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 30 60 0 10 40 70 140 10 70 5
Approach Volume (veh/h) 5 60 110 80
Crossing Volume (veh/h) 140 115 15 100
High Capacity (veh/h) 1241 1266 1369 1281
High v/c (veh/h) 0.00 0.05 0.08 0.06
Low Capacity (veh/h) 1031 1053 1147 1067
Low v/c (veh/h) 0.00 0.06 0.10 0.08
Intersection Summary
Maximum v/c High 0.08
Maximum v/c Low 0.10
Intersection Capacity Utilization 41.4% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
7: Fairpark Drive & Cresthaven Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Right Turn Channelized Yes Yes Yes Yes
Volume (veh/h) 5 5 5 15 5 15 5 80 5 20 85 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 5 5 15 5 15 5 80 5 20 85 5
Approach Volume (veh/h) 10 20 85 105
Crossing Volume (veh/h) 120 90 30 25
High Capacity (veh/h) 1261 1291 1353 1358
High v/c (veh/h) 0.01 0.02 0.06 0.08
Low Capacity (veh/h) 1049 1076 1132 1137
Low v/c (veh/h) 0.01 0.02 0.08 0.09
Intersection Summary
Maximum v/c High 0.08
Maximum v/c Low 0.09
Intersection Capacity Utilization 23.7% ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis Forecast 2017
10: Villandry Street & Cresthaven Drive PM Peak Hour
25/02/2010 Synchro 6 Report
CastleGlenn Consultants Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 0 5 5 5 10 15 65 10 25 70 15
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 5 0 5 5 5 10 15 65 10 25 70 15
Pedestrians 5 5 5 5
Lane Width (m) 3.6 3.6 3.6 3.6
Walking Speed (m/s) 1.2 1.2 1.2 1.2
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (m)
pX, platoon unblocked
vC, conflicting volume 250 242 88 242 245 80 90 80
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 250 242 88 242 245 80 90 80
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.7 4.2 3.5 3.7 4.2 3.5 2.4 2.4
p0 queue free % 99 100 99 99 99 99 99 98
cM capacity (veh/h) 637 610 921 651 608 930 1404 1417
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 10 20 90 110
Volume Left 5 5 15 25
Volume Right 5 10 10 15
cSH 753 750 1404 1417
Volume to Capacity 0.01 0.03 0.01 0.02
Queue Length 95th (m) 0.3 0.7 0.3 0.4
Control Delay (s) 9.8 9.9 1.3 1.8
Lane LOS A A A A
Approach Delay (s) 9.8 9.9 1.3 1.8
Approach LOS A A
Intersection Summary
Average Delay 2.7
Intersection Capacity Utilization 21.2% ICU Level of Service A
Analysis Period (min) 60
Proposed Residential Development – Cresthaven Drive Page – G-1 - Traffic Impact Assessment February, 2010
Appendix “G”
Strandherd Drive Extension Detailed Design
(City of Ottawa Website)
