Roseville City Council
October 7, 2026

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fidelity Wy -- Blue Oaks Blvd QC JOB #: 16723552 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
932 0
932 0 0
2960 0 0 2041
2032 0.97 2028
2289 257 13 2127
0 0 95
270 95
Peak-Hour: 4:55 PM -- 5:55 PM
Peak 15-Min: 4:55 PM -- 5:10 PM

2.4 0

2.4 0 0

1.6 0 0 1.2

1.2 1.2

1.4 2.3 0 1.3
0 0 3.2

2.2 3.2
0 0 0
0 0 0 0
0 0
1 0
3 0
0 0 2
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fidelity Wy
(Northbound)
Fidelity Wy
(Southbound)
Blue Oaks Blvd
(Eastbound)
Blue Oaks Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 10 0 0 0 90 0 0 94 32 0 0 168 0 0 394
4:05 PM 0 0 8 0 0 0 76 0 0 103 54 0 0 181 0 0 422
4:10 PM 0 0 3 0 0 0 76 0 0 89 45 0 0 152 0 0 365
4:15 PM 0 0 3 0 0 0 92 0 0 85 26 0 0 178 0 0 384
4:20 PM 0 0 10 0 0 0 103 0 0 80 36 0 1 144 0 0 374
4:25 PM 0 0 6 0 0 0 80 0 0 109 32 0 1 179 0 0 407
4:30 PM 0 0 5 0 0 0 62 0 0 74 49 0 0 135 0 0 325
4:35 PM 0 0 4 0 0 0 67 0 0 83 40 0 0 137 0 0 331
4:40 PM 0 0 4 0 0 0 92 0 0 98 42 0 2 151 0 0 389
4:45 PM 0 0 5 0 0 0 114 0 0 140 31 0 3 132 0 0 425
4:50 PM 0 0 5 0 0 0 84 0 0 161 47 0 0 140 0 0 437
4:55 PM 0 0 5 0 0 0 78 0 0 177 39 0 0 177 0 0 476 4729
5:00 PM 0 0 6 0 0 0 87 0 0 178 39 0 0 157 0 0 467 4802
5:05 PM 0 0 14 0 0 0 77 0 0 157 23 0 1 166 0 0 438 4818 5:10 PM 0 0 14 0 0 0 73 0 0 187 17 0 3 155 0 0 449 4902 5:15 PM 0 0 4 0 0 0 81 0 0 176 17 0 1 183 0 0 462 4980
5:20 PM 0 0 5 0 0 0 65 0 0 175 30 0 1 172 0 0 448 5054
5:25 PM 0 0 5 0 0 0 68 0 0 152 12 0 0 182 0 0 419 5066
5:30 PM 0 0 13 0 0 0 60 0 0 134 17 0 1 191 0 0 416 5157 5:35 PM 0 0 14 0 0 0 75 0 0 186 8 0 2 153 0 0 438 5264
5:40 PM 0 0 6 0 0 0 65 0 0 195 20 0 1 173 0 0 460 5335
5:45 PM 0 0 6 0 0 0 85 0 0 157 21 0 1 173 0 0 443 5353
5:50 PM 0 0 3 0 0 0 118 0 0 158 14 0 2 146 0 0 441 5357 5:55 PM 0 0 4 0 0 0 91 0 0 170 17 0 0 121 0 0 403 5284
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 100 0 0 0 968 0 0 2048 404 0 4 2000 0 0 5524 Heavy Trucks 0 0 8 0 0 32 0 36 20 0 36 0 132
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 4 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Santucci Blvd -- Pleasant Grove Blvd QC JOB #: 16723553 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
0 0
0 0 0
0 0 0 6
0 0.45 0
0 0 6 5
0 0 3
4 3
Peak-Hour: 7:00 AM -- 8:00 AM
Peak 15-Min: 7:05 AM -- 7:20 AM
0 0
0 0 0
0 0 0 33.3
0 0
0 0 33.3 40
0 0 66.7
50 66.7
0 0 0
2 0 0 0
0 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Santucci Blvd
(Northbound)
Santucci Blvd
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
7:05 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2
7:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
7:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2
7:20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2
7:35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:40 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9
8:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9
8:05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7
8:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
8:20 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5
8:25 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
8:35 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
8:40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:50 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 3
8:55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 4 0 0 0 0 0 0 0 0 0 8 0 0 8 20
Heavy Trucks 0 0 0 0 0 0 0 0 0 4 0 0 4
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Santucci Blvd -- Pleasant Grove Blvd QC JOB #: 16723554 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
0 0
0 0 0
0 0 0 7
0 0.63 0
0 0 7 7
0 0 3
3 3
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 4:15 PM -- 4:30 PM
0 0
0 0 0
0 0 0 0
0 0
0 0 0 14.3
0 0 33.3
0 33.3
0 0 0
0 0 0 0
0 0
0 0
0 0
0 0 2
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Santucci Blvd
(Northbound)
Santucci Blvd
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:05 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 2 4
4:20 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:25 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:35 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
4:40 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:50 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 3
4:55 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8
5:05 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9
5:10 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 10
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6
5:20 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6
5:25 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6
5:35 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5
5:40 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 7
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7
5:50 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5
5:55 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 6
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 4 0 0 0 0 0 0 0 0 0 4 0 0 8 16
Heavy Trucks 0 0 4 0 0 0 0 0 0 0 0 0 4
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Market St -- Pleasant Grove Blvd QC JOB #: 16723555 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
292 200
68 118 106
373 76 37 392
593 0.81 286
681 12 69 829
19 87 128
197 234
Peak-Hour: 7:15 AM -- 8:15 AM
Peak 15-Min: 7:35 AM -- 7:50 AM

1.7 1

2.9 1.7 0.9

3.5 0 2.7 3.6

1.2 3.1
1 0 5.8 1.2

10.5 1.1 1.6
3 2.1
0 0 0
7 0 0 0
0 0
0 0
5 1
14 0 11
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Market St
(Northbound)
Market St
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 2 3 2 0 9 10 4 0 0 28 0 0 2 10 1 0 71
7:05 AM 1 2 6 0 2 2 1 0 2 41 0 0 3 31 5 0 96
7:10 AM 1 3 5 0 13 2 2 0 5 27 0 1 1 14 3 0 77
7:15 AM 1 10 3 0 7 5 4 0 6 45 2 0 7 28 6 0 124
7:20 AM 1 5 9 0 10 8 2 0 9 47 0 0 2 23 3 0 119
7:25 AM 1 12 12 0 13 7 7 0 16 53 0 0 3 33 7 0 164
7:30 AM 2 9 17 0 10 10 5 0 5 52 0 0 1 17 3 2 133
7:35 AM 3 17 22 0 12 11 8 0 6 64 2 0 8 18 5 0 176
7:40 AM 5 4 16 0 10 10 2 0 10 71 1 0 8 29 2 0 168
7:45 AM 1 7 8 0 6 16 3 0 10 59 1 0 14 23 2 0 150
7:50 AM 2 4 12 0 4 15 7 0 4 40 2 0 5 23 1 0 119
7:55 AM 0 8 11 0 11 6 7 0 5 41 0 0 9 23 0 0 121 1518
8:00 AM 1 3 10 0 10 11 14 0 3 35 1 0 6 29 2 0 125 1572
8:05 AM 2 2 6 0 9 13 6 0 1 42 0 0 3 18 2 0 104 1580
8:10 AM 0 6 2 0 4 6 3 0 1 44 3 0 1 22 4 0 96 1599
8:15 AM 0 4 3 0 6 5 3 0 3 31 1 0 2 16 2 0 76 1551
8:20 AM 0 4 9 0 4 1 2 0 0 37 0 0 5 17 1 0 80 1512
8:25 AM 1 2 6 0 7 5 0 0 1 34 0 0 3 29 3 0 91 1439
8:30 AM 1 2 6 0 6 4 3 0 0 36 0 0 3 26 4 0 91 1397
8:35 AM 0 4 6 0 5 2 5 0 0 37 0 0 2 16 3 0 80 1301
8:40 AM 0 1 8 0 9 4 3 0 2 36 0 0 2 18 2 0 85 1218
8:45 AM 0 3 4 0 2 3 1 0 4 46 1 0 0 20 7 0 91 1159
8:50 AM 1 5 6 0 5 3 5 0 3 40 1 0 1 8 1 0 79 1119
8:55 AM 1 6 4 0 8 5 4 0 2 28 0 0 3 24 4 0 89 1087
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 36 112 184 0 112 148 52 0 104 776 16 0 120 280 36 0 1976 Heavy Trucks 0 0 0 0 0 0 0 0 0 4 16 0 20
Buses
Pedestrians 16 0 0 0 16
Bicycles 32 0 28 0 0 0 0 0 4 4 0 0 68
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Market St -- Pleasant Grove Blvd QC JOB #: 16723556 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
254 262
62 79 113
595 50 131 717
447 0.88 517
506 9 69 634
16 81 72
155 169
Peak-Hour: 4:55 PM -- 5:55 PM
Peak 15-Min: 5:35 PM -- 5:50 PM
0 0
0 0 0
0 0 0 0.1

0.4 0

0.4 0 1.4 0.6
0 0 2.8

0.6 1.2
0 0 0
1 0 0 0
0 0
0 1
2 2
0 0 1
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Market St
(Northbound)
Market St
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 1 6 3 0 10 3 2 0 1 43 0 0 8 28 9 0 114
4:05 PM 4 7 8 0 9 4 1 0 4 37 0 0 5 39 5 0 123
4:10 PM 1 4 3 0 7 3 5 0 5 41 1 0 6 51 8 0 135
4:15 PM 0 5 6 0 10 4 4 0 4 34 1 0 8 36 11 0 123
4:20 PM 0 8 4 0 4 4 2 0 5 31 0 0 4 30 9 0 101
4:25 PM 1 2 8 0 3 2 4 0 4 28 2 0 10 39 9 0 112
4:30 PM 1 9 9 0 8 8 5 0 4 34 2 0 6 32 16 0 134
4:35 PM 1 10 7 0 10 5 6 0 7 38 2 0 10 44 10 0 150
4:40 PM 0 10 10 0 5 9 6 0 2 24 2 0 7 44 13 1 133
4:45 PM 0 9 9 0 9 4 3 0 6 35 0 1 10 46 4 0 136
4:50 PM 0 4 7 0 5 4 4 0 3 32 0 0 6 28 7 0 100
4:55 PM 1 6 3 0 9 3 4 0 1 48 2 0 3 51 14 0 145 1506
5:00 PM 0 5 9 0 11 5 2 0 4 38 2 0 2 35 10 0 123 1515
5:05 PM 0 1 6 0 7 10 5 0 4 43 0 0 9 33 8 0 126 1518
5:10 PM 0 6 1 0 6 6 8 0 1 27 1 0 7 34 8 0 105 1488
5:15 PM 3 4 9 0 6 4 5 0 1 44 0 0 3 36 8 1 124 1489
5:20 PM 1 6 5 0 6 7 2 0 7 31 1 0 9 51 14 0 140 1528
5:25 PM 4 13 4 0 6 4 4 0 8 39 1 0 2 40 12 1 138 1554
5:30 PM 0 8 8 0 16 7 2 0 7 33 0 0 6 47 10 0 144 1564
5:35 PM 2 8 7 0 7 10 11 0 5 46 1 0 0 56 15 0 168 1582
5:40 PM 1 7 10 0 18 13 6 0 2 30 0 0 7 47 8 0 149 1598
5:45 PM 4 8 4 0 11 8 4 0 9 34 0 0 9 51 9 0 151 1613
5:50 PM 0 9 6 0 10 2 9 0 1 34 1 0 10 36 15 0 133 1646
5:55 PM 0 13 6 0 7 3 7 0 1 27 0 1 3 46 14 0 128 1629
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 28 92 84 0 144 124 84 0 64 440 4 0 64 616 128 0 1872 Heavy Trucks 0 0 8 0 0 0 0 0 0 0 0 0 8
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 4 0 0 0 0 0 0 4 0 0 8
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Woodcreek Oaks Blvd -- Pleasant Grove Blvd QC JOB #: 16723557 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1028 667
113 577 338
808 82 190 919
1139 0.89 561
1426 205 168 1690
132 397 208
945 737
Peak-Hour: 7:35 AM -- 8:35 AM
Peak 15-Min: 8:15 AM -- 8:30 AM

2.2 2.7

2.7 2.1 2.4

4.5 3.7 3.7 3.9

1.3 5

1.4 1 0.6 1.4

3.8 2 0.5

1.6 1.9
3 55 4
2 0 47 0
0 1
1 0
3 4
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Woodcreek Oaks Blvd
(Northbound)
Woodcreek Oaks Blvd
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 4 6 12 0 10 15 6 0 4 70 3 0 4 38 2 0 174
7:05 AM 4 12 7 0 16 13 11 0 1 60 4 0 3 34 5 0 170
7:10 AM 7 7 14 0 24 19 8 0 3 41 9 0 10 31 6 1 180
7:15 AM 2 7 12 0 17 13 5 0 5 108 6 0 2 27 8 0 212
7:20 AM 1 4 11 0 14 14 7 1 5 64 9 0 10 34 12 1 187
7:25 AM 5 12 9 0 7 17 5 0 16 117 11 0 6 40 14 1 260
7:30 AM 8 8 12 0 15 18 9 0 3 95 4 0 9 37 8 1 227
7:35 AM 8 19 12 0 28 41 8 0 5 116 18 0 5 41 9 1 311
7:40 AM 9 20 23 0 27 42 8 0 10 91 13 0 10 46 11 1 311
7:45 AM 6 31 31 0 36 42 13 0 5 98 20 0 8 36 9 1 336
7:50 AM 9 30 18 0 21 36 9 0 9 118 13 0 14 67 18 0 362
7:55 AM 10 27 9 0 25 31 10 0 15 98 23 0 11 51 17 0 327 3057 8:00 AM 11 29 15 0 22 40 10 0 5 114 12 0 15 54 10 2 339 3222 8:05 AM 13 31 22 0 34 52 14 0 7 103 16 0 12 43 16 0 363 3415 8:10 AM 11 25 9 0 13 53 6 0 10 97 16 0 23 37 17 0 317 3552 8:15 AM 15 47 18 0 27 63 10 0 6 69 31 0 22 53 28 0 389 3729 8:20 AM 15 58 17 0 34 90 4 0 1 79 23 1 21 38 31 0 412 3954 8:25 AM 13 46 16 0 37 52 12 0 4 92 14 1 11 45 17 0 360 4054 8:30 AM 12 34 18 0 34 35 9 0 3 64 6 0 11 50 7 0 283 4110 8:35 AM 5 21 15 0 30 23 14 0 6 124 10 0 3 37 11 0 299 4098 8:40 AM 3 7 14 0 16 18 1 0 1 126 8 0 4 52 9 0 259 4046
8:45 AM 8 8 19 0 17 15 7 0 4 88 9 0 11 44 6 2 238 3948
8:50 AM 13 19 12 0 8 11 7 0 3 69 6 1 5 44 7 0 205 3791
8:55 AM 8 12 16 0 11 14 7 0 7 91 11 3 2 49 8 0 239 3703 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 172 604 204 0 392 820 104 0 44 960 272 8 216 544 304 0 4644 Heavy Trucks 8 12 0 8 20 4 4 8 4 0 44 12 124
Buses
Pedestrians 0 0 116 12 128
Bicycles 0 0 0 0 60 0 0 0 12 0 0 0 72
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Woodcreek Oaks Blvd -- Pleasant Grove Blvd QC JOB #: 16723558 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
740 594
124 393 223
1518 106 226 1567
984 0.96 1138
1263 173 203 1383
242 276 174
767 692
Peak-Hour: 4:05 PM -- 5:05 PM
Peak 15-Min: 4:10 PM -- 4:25 PM

1.9 0.8

2.4 1.3 2.7

0.7 1.9 0.4 0.6

2.8 0.5

2.5 1.2 1 2.5

0.8 0.7 0

1.2 0.6
4 11 0
2 0 7 0
0 0
1 1
1 2
2 5 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Woodcreek Oaks Blvd
(Northbound)
Woodcreek Oaks Blvd
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 13 20 13 0 21 22 5 0 11 70 19 1 14 101 9 1 320
4:05 PM 23 21 10 0 13 28 15 0 6 75 19 1 20 96 20 0 347
4:10 PM 20 32 21 0 16 36 6 0 6 76 13 2 19 119 20 0 386
4:15 PM 25 23 18 0 17 23 11 0 13 80 14 0 19 92 25 0 360 4:20 PM 23 26 13 0 12 44 11 0 8 79 22 2 21 88 17 1 367
4:25 PM 17 23 12 0 23 40 16 0 8 94 12 2 17 84 21 0 369
4:30 PM 20 23 11 0 14 27 8 0 8 90 19 1 17 105 13 0 356
4:35 PM 14 21 14 0 23 30 8 0 9 82 15 1 16 99 12 0 344
4:40 PM 23 23 19 0 16 28 6 0 3 82 8 2 19 89 20 1 339
4:45 PM 28 28 12 0 23 33 13 0 11 73 8 0 15 80 18 0 342
4:50 PM 16 20 14 0 30 42 4 0 5 84 14 2 13 76 20 0 340
4:55 PM 14 9 14 0 15 24 15 0 9 100 15 1 13 112 17 0 358 4228 5:00 PM 19 27 16 0 21 38 11 0 6 69 14 0 12 98 23 0 354 4262 5:05 PM 17 27 9 0 15 27 17 0 7 68 16 0 18 93 22 1 337 4252 5:10 PM 11 27 6 0 24 39 8 0 4 82 9 0 15 101 23 0 349 4215 5:15 PM 23 50 9 0 19 26 14 0 8 81 23 1 11 93 20 1 379 4234 5:20 PM 26 32 12 0 18 31 8 0 9 77 15 0 18 84 17 1 348 4215 5:25 PM 11 25 10 0 23 30 11 0 12 81 8 0 14 97 14 0 336 4182 5:30 PM 12 29 16 0 15 33 12 0 9 60 5 2 18 98 25 0 334 4160 5:35 PM 26 29 18 0 14 28 14 0 10 72 15 0 12 94 24 1 357 4173 5:40 PM 21 23 21 0 19 28 16 0 7 88 17 3 16 113 14 0 386 4220 5:45 PM 16 30 22 0 10 25 11 0 12 80 7 1 25 119 17 0 375 4253 5:50 PM 18 29 19 0 6 17 9 0 8 66 8 1 20 86 19 1 307 4220 5:55 PM 23 16 15 0 18 40 9 0 11 72 12 5 12 85 20 0 338 4200 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 272 324 208 0 180 412 112 0 108 940 196 16 236 1196 248 4 4452 Heavy Trucks 4 4 0 8 12 4 0 32 4 0 12 0 80
Buses
Pedestrians 0 0 8 0 8
Bicycles 4 12 0 0 4 0 0 0 4 0 0 0 24
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Country Club Dr -- Pleasant Grove Blvd QC JOB #: 16723559 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
0 0
0 0 0
906 0 0 921
1663 0.88 831
1710 47 90 1833
75 0 166
133 241
Peak-Hour: 7:35 AM -- 8:35 AM
Peak 15-Min: 7:45 AM -- 8:00 AM
0 0
0 0 0

2.2 0 0 2.5

1.1 2.3

1.2 2.1 4.4 1.1

1.3 0 0.6

3.8 0.8
0 0 3
1 0 0 0
0 0
0 0
1 9
0 0 2
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Country Club Dr
(Northbound)
Country Club Dr
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 1 0 5 0 0 0 0 0 0 82 3 0 3 31 0 1 126
7:05 AM 3 0 9 0 0 0 0 0 0 81 0 0 1 41 0 0 135
7:10 AM 0 0 7 0 0 0 0 0 0 84 1 0 3 44 0 2 141
7:15 AM 0 0 12 0 0 0 0 0 0 123 1 0 5 45 0 0 186
7:20 AM 2 0 7 0 0 0 0 0 0 83 0 0 7 49 0 0 148
7:25 AM 2 0 13 0 0 0 0 0 0 135 5 0 2 53 0 4 214
7:30 AM 5 0 11 0 0 0 0 0 0 111 2 0 2 42 0 1 174
7:35 AM 2 0 10 0 0 0 0 0 0 148 6 0 4 59 0 1 230
7:40 AM 3 0 26 0 0 0 0 0 0 129 1 0 13 62 0 0 234
7:45 AM 8 0 12 0 0 0 0 0 0 156 7 0 11 65 0 0 259
7:50 AM 12 0 21 0 0 0 0 0 0 141 2 0 17 72 0 0 265
7:55 AM 11 0 15 0 0 0 0 0 0 164 6 0 5 89 0 0 290 2402
8:00 AM 8 0 11 0 0 0 0 0 0 134 3 0 5 48 0 0 209 2485
8:05 AM 4 0 13 0 0 0 0 0 0 159 2 0 2 78 0 1 259 2609
8:10 AM 10 0 15 0 0 0 0 0 0 104 2 0 11 57 0 1 200 2668
8:15 AM 2 0 8 0 0 0 0 0 0 154 6 0 4 100 0 0 274 2756
8:20 AM 8 0 13 0 0 0 0 0 0 103 8 0 6 75 0 0 213 2821
8:25 AM 4 0 11 0 0 0 0 0 0 153 4 0 4 67 0 1 244 2851
8:30 AM 3 0 11 0 0 0 0 0 0 118 0 0 4 59 0 0 195 2872
8:35 AM 2 0 10 0 0 0 0 0 0 156 1 0 3 49 0 1 222 2864
8:40 AM 4 0 9 0 0 0 0 0 0 152 2 0 5 60 0 0 232 2862
8:45 AM 1 0 11 0 0 0 0 0 0 139 1 0 2 61 0 0 215 2818
8:50 AM 3 0 14 0 0 0 0 0 0 104 2 0 9 51 0 1 184 2737
8:55 AM 2 0 14 0 0 0 0 0 0 119 1 0 2 65 0 1 204 2651
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 124 0 192 0 0 0 0 0 0 1844 60 0 132 904 0 0 3256 Heavy Trucks 0 0 4 0 0 0 0 16 4 0 28 0 52
Buses
Pedestrians 0 0 0 4 4
Bicycles 0 0 8 0 0 0 0 0 0 12 0 0 20
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Country Club Dr -- Pleasant Grove Blvd QC JOB #: 16723560 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
0 0
0 0 0
1580 0 0 1640
1378 0.94 1539
1407 29 101 1488
41 0 100
120 141
Peak-Hour: 4:05 PM -- 5:05 PM
Peak 15-Min: 4:05 PM -- 4:20 PM
0 0
0 0 0

0.3 0 0 0.2

2.3 0.2

2.3 0 1 2.2

2.4 0 0

0.8 0.7
0 0 2
1 0 0 0
0 0
2 0
0 0
0 0 1
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Country Club Dr
(Northbound)
Country Club Dr
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 2 0 11 0 0 0 0 0 0 102 1 0 13 115 0 1 245
4:05 PM 6 0 9 0 0 0 0 0 0 102 2 0 4 146 0 1 270
4:10 PM 6 0 6 0 0 0 0 0 0 113 1 0 12 141 0 0 279
4:15 PM 6 0 6 0 0 0 0 0 0 141 0 0 9 135 0 2 299
4:20 PM 5 0 10 0 0 0 0 0 0 95 2 0 11 113 0 1 237
4:25 PM 2 0 9 0 0 0 0 0 0 107 5 0 7 142 0 0 272
4:30 PM 3 0 9 0 0 0 0 0 0 108 3 0 6 124 0 1 254
4:35 PM 3 0 10 0 0 0 0 0 0 116 2 0 6 120 0 1 258
4:40 PM 0 0 8 0 0 0 0 0 0 122 3 0 9 106 0 1 249
4:45 PM 1 0 8 0 0 0 0 0 0 124 5 0 5 132 0 1 276
4:50 PM 3 0 10 0 0 0 0 0 0 115 0 0 10 117 0 0 255
4:55 PM 2 0 6 0 0 0 0 0 0 111 4 0 6 135 0 2 266 3160
5:00 PM 4 0 9 0 0 0 0 0 0 124 2 0 6 128 0 0 273 3188
5:05 PM 6 0 6 0 0 0 0 0 0 105 0 0 13 126 0 0 256 3174
5:10 PM 2 0 6 0 0 0 0 0 0 116 3 0 8 123 0 0 258 3153
5:15 PM 3 0 12 0 0 0 0 0 0 123 1 0 4 131 0 0 274 3128
5:20 PM 2 0 8 0 0 0 0 0 0 77 1 0 11 120 0 1 220 3111
5:25 PM 7 0 16 0 0 0 0 0 0 143 1 0 6 121 0 0 294 3133
5:30 PM 2 0 16 0 0 0 0 0 0 85 4 0 7 153 0 1 268 3147
5:35 PM 3 0 14 0 0 0 0 0 0 93 0 0 7 147 0 1 265 3154
5:40 PM 4 0 10 0 0 0 0 0 0 111 2 0 14 131 0 2 274 3179
5:45 PM 2 0 5 0 0 0 0 0 0 114 0 0 8 127 0 0 256 3159
5:50 PM 0 0 11 0 0 0 0 0 0 110 2 0 12 133 0 1 269 3173
5:55 PM 3 0 6 0 0 0 0 0 0 98 1 0 6 128 0 0 242 3149
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 72 0 84 0 0 0 0 0 0 1424 12 0 100 1688 0 12 3392 Heavy Trucks 0 0 0 0 0 0 0 48 0 0 8 0 56
Buses
Pedestrians 4 0 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Foothill Blvd -- Pleasant Grove Blvd QC JOB #: 16723561 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
918 861
88 519 311
867 208 134 1134
1484 0.91 625
1830 138 375 2486
161 524 691
1044 1376
Peak-Hour: 7:35 AM -- 8:35 AM
Peak 15-Min: 7:45 AM -- 8:00 AM

3.3 4.4

3.4 4.4 1.3

4.7 1.4 5.2 5

1.5 4.6

1.6 3.6 5.6 1.9

5.6 5.3 2.9

4.7 4.1
0 5 0
0 3 2 0
0 0
2 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Foothill Blvd
(Northbound)
Foothill Blvd
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 6 27 30 0 12 23 1 0 3 44 10 0 25 32 9 0 222
7:05 AM 5 24 35 1 9 33 2 0 9 100 7 0 7 30 6 0 268
7:10 AM 6 17 44 1 10 22 7 0 8 98 13 0 26 46 5 0 303
7:15 AM 13 56 37 1 12 37 3 0 9 94 11 1 25 37 4 0 340
7:20 AM 12 28 68 2 22 23 7 0 9 101 6 1 23 47 6 1 356
7:25 AM 10 35 38 3 16 50 3 1 14 100 6 1 15 37 6 0 335
7:30 AM 7 27 67 0 12 31 9 0 12 90 5 1 44 46 7 0 358
7:35 AM 11 40 73 0 26 48 1 0 21 130 8 0 23 29 5 0 415
7:40 AM 8 40 66 0 10 36 8 1 17 126 15 0 33 68 17 0 445
7:45 AM 6 40 63 1 34 52 9 1 33 124 5 0 27 48 8 1 452
7:50 AM 16 60 62 3 18 37 9 0 13 125 13 0 46 65 17 0 484 7:55 AM 17 66 55 1 31 54 4 0 21 138 15 0 35 62 13 0 512 4490 8:00 AM 5 44 49 0 20 34 7 0 15 126 10 1 28 54 11 0 404 4672 8:05 AM 20 47 50 1 40 53 9 0 24 128 10 0 30 41 10 0 463 4867 8:10 AM 9 39 59 1 29 55 17 0 14 126 7 0 33 63 8 0 460 5024 8:15 AM 16 40 53 1 33 55 9 0 14 124 12 1 31 47 8 0 444 5128 8:20 AM 11 37 63 3 24 23 5 0 10 93 15 5 29 63 14 0 395 5167 8:25 AM 9 37 41 2 25 45 5 1 10 124 15 0 21 38 9 0 382 5214 8:30 AM 18 34 57 2 18 27 5 0 8 120 13 1 36 47 14 2 402 5258 8:35 AM 14 37 52 3 16 41 2 0 12 114 12 2 15 38 11 1 370 5213 8:40 AM 8 23 49 3 9 27 12 0 8 133 15 1 31 54 11 0 384 5152 8:45 AM 8 30 47 4 25 52 5 0 17 132 11 2 22 41 11 0 407 5107 8:50 AM 9 35 42 2 10 25 8 0 8 109 11 1 30 60 9 1 360 4983 8:55 AM 14 30 49 3 29 43 3 0 16 94 7 0 8 41 13 0 350 4821 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 156 664 720 20 332 572 88 4 268 1548 132 0 432 700 152 4 5792 Heavy Trucks 4 20 8 4 16 4 4 24 0 24 36 4 148
Buses
Pedestrians 0 0 8 0 8
Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Foothill Blvd -- Pleasant Grove Blvd QC JOB #: 16723562 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1455 791
153 882 420
1630 150 180 2171
1242 0.96 1232
1516 124 759 2254
283 488 590
1828 1361
Peak-Hour: 4:25 PM -- 5:25 PM
Peak 15-Min: 4:40 PM -- 4:55 PM

1.1 4.6
2 1.2 0.5

0.7 5.3 3.3 1.1

1.6 0.6
2 1.6 1.3 1.2

0.4 4.5 1

1.3 2.1
0 5 0
5 1 2 0
1 0
4 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Foothill Blvd
(Northbound)
Foothill Blvd
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 13 23 31 6 12 48 10 0 7 104 11 0 66 118 12 0 461 4:05 PM 26 45 50 5 21 73 9 0 18 84 12 4 46 94 19 0 506
4:10 PM 17 32 41 2 17 62 17 0 3 82 16 1 70 141 20 1 522 4:15 PM 20 39 43 5 37 64 17 0 9 116 13 3 57 88 18 0 529 4:20 PM 16 24 37 4 30 55 18 0 7 108 6 1 85 130 15 0 536 4:25 PM 22 39 47 4 54 79 12 0 12 88 11 4 51 89 15 0 527 4:30 PM 16 19 36 4 32 56 17 0 7 112 15 3 75 115 13 0 520 4:35 PM 20 51 46 7 54 75 9 0 7 102 8 0 52 85 10 0 526
4:40 PM 13 30 51 7 36 59 8 0 3 120 11 3 77 132 9 0 559
4:45 PM 13 32 67 4 44 70 13 0 18 119 10 2 57 92 18 0 559 4:50 PM 22 60 52 4 40 94 10 0 14 102 12 3 53 95 12 1 574 4:55 PM 20 42 50 4 35 55 6 0 13 99 8 0 62 103 15 1 513 6332 5:00 PM 17 34 47 10 28 77 17 1 10 98 11 0 57 106 8 0 521 6392 5:05 PM 18 55 48 7 19 80 20 0 12 107 11 4 61 104 21 1 568 6454 5:10 PM 16 41 43 8 27 86 12 0 10 96 13 3 68 99 17 0 539 6471 5:15 PM 21 42 48 5 28 79 15 0 4 106 6 3 65 106 16 0 544 6486 5:20 PM 19 43 55 2 22 72 14 0 12 93 8 3 78 106 26 0 553 6503 5:25 PM 19 43 42 5 22 48 11 0 12 99 5 1 73 122 15 0 517 6493 5:30 PM 18 40 42 2 15 40 7 0 11 100 6 5 71 119 18 2 496 6469 5:35 PM 17 45 38 9 20 48 13 0 8 93 17 3 74 124 18 0 527 6470 5:40 PM 18 43 44 2 13 62 14 0 7 109 9 1 68 122 24 1 537 6448 5:45 PM 12 27 43 3 24 52 7 0 14 109 10 3 70 113 20 0 507 6396 5:50 PM 26 43 36 4 16 32 12 0 16 90 7 2 69 116 20 2 491 6313 5:55 PM 29 34 46 6 13 39 9 0 15 78 11 2 48 103 23 0 456 6256 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 192 488 680 60 480 892 124 0 140 1364 132 32 748 1276 156 4 6768 Heavy Trucks 0 28 4 4 0 4 4 24 4 4 8 0 84
Buses
Pedestrians 4 0 4 0 8
Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Hallissy Dr/Gold Coast Dr -- Pleasant Grove Blvd QC JOB #: 16723563 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
223 122
64 17 142
1006 14 85 996
2001 0.86 890
2025 10 21 2187
52 23 44
48 119
Peak-Hour: 7:40 AM -- 8:40 AM
Peak 15-Min: 7:40 AM -- 7:55 AM

0.4 0.8
0 0 0.7

1.5 0 1.2 1.6
2 1.6
2 0 4.8 2

1.9 0 2.3

2.1 1.7
0 0 0
2 0 0 0
2 0
0 0
4 0
1 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Hallissy Dr/Gold Coast Dr
(Northbound)
Hallissy Dr/Gold Coast Dr
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 1 0 5 0 4 0 0 0 0 85 0 0 0 53 0 0 148
7:05 AM 1 0 4 0 6 0 0 0 0 91 1 0 0 51 2 0 156
7:10 AM 2 0 5 0 3 1 0 0 0 111 1 0 0 43 2 0 168
7:15 AM 4 1 2 0 5 0 0 0 1 106 1 0 1 66 4 0 191
7:20 AM 2 0 3 0 5 0 0 0 1 141 1 0 0 46 4 0 203
7:25 AM 4 1 2 0 10 1 3 0 2 117 0 0 0 69 11 0 220
7:30 AM 10 2 4 0 12 0 3 0 4 153 2 0 2 55 9 0 256
7:35 AM 3 6 6 0 12 1 5 0 1 109 2 0 2 65 12 0 224
7:40 AM 7 4 8 0 11 1 6 0 2 192 0 0 2 71 21 0 325
7:45 AM 8 8 4 0 22 5 16 0 1 119 1 0 1 96 15 0 296
7:50 AM 9 2 10 0 13 1 11 0 4 204 1 0 1 85 10 0 351
7:55 AM 6 3 3 0 25 8 9 0 2 157 2 0 0 63 10 0 288 2826
8:00 AM 2 2 5 0 21 1 9 0 1 185 1 0 2 78 6 0 313 2991
8:05 AM 6 1 2 0 15 0 6 0 1 142 1 0 2 66 7 0 249 3084
8:10 AM 3 1 3 0 10 0 1 0 0 187 1 0 2 86 4 0 298 3214
8:15 AM 2 0 3 0 4 0 2 0 1 139 1 0 2 73 2 0 229 3252
8:20 AM 2 0 2 0 3 0 0 0 1 191 0 0 2 61 1 0 263 3312
8:25 AM 3 0 1 0 4 0 2 0 1 138 1 0 5 81 7 0 243 3335
8:30 AM 1 0 1 0 5 0 0 0 0 205 1 0 2 64 1 0 280 3359
8:35 AM 3 2 2 0 9 1 2 0 0 142 0 0 0 66 1 0 228 3363
8:40 AM 1 0 2 0 2 0 1 0 0 203 1 1 2 67 4 0 284 3322
8:45 AM 2 0 1 0 3 0 0 0 0 163 1 0 1 93 3 0 267 3293
8:50 AM 0 1 0 0 1 0 0 0 3 182 1 0 0 59 3 0 250 3192
8:55 AM 3 1 3 0 3 0 3 0 0 108 0 0 1 83 3 0 208 3112
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 96 56 88 0 184 28 132 0 28 2060 8 0 16 1008 184 0 3888 Heavy Trucks 4 0 4 0 0 0 0 40 0 0 12 4 64
Buses
Pedestrians 0 0 0 0 0
Bicycles 4 0 0 0 0 0 8 0 0 0 0 0 12
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Hallissy Dr/Gold Coast Dr -- Pleasant Grove Blvd QC JOB #: 16723564 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
80 99
20 3 57
2128 13 80 2186
2026 0.97 2069
2059 20 37 2127
38 7 44
60 89
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 4:15 PM -- 4:30 PM
0 0
0 0 0

0.5 0 0 0.5

1.2 0.5

1.2 0 2.7 1.2
0 0 0

1.7 0
0 1 2
1 0 0 0
0 0
0 1
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Hallissy Dr/Gold Coast Dr
(Northbound)
Hallissy Dr/Gold Coast Dr
(Southbound)
Pleasant Grove Blvd
(Eastbound)
Pleasant Grove Blvd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 3 0 1 0 5 1 2 0 1 113 2 0 1 178 4 0 311
4:05 PM 2 0 6 0 2 0 3 0 2 193 4 0 2 136 3 0 353
4:10 PM 3 1 3 0 6 0 1 1 1 169 1 0 2 162 6 0 356
4:15 PM 7 0 4 0 6 1 2 0 2 139 2 1 2 171 6 0 343
4:20 PM 2 1 3 0 3 0 0 0 0 172 2 0 5 214 8 0 410
4:25 PM 5 0 2 0 5 0 0 0 0 171 2 0 2 196 5 0 388
4:30 PM 1 0 6 0 4 0 0 0 0 194 2 0 2 125 3 0 337
4:35 PM 6 0 3 0 8 0 3 0 1 173 0 0 8 164 7 0 373
4:40 PM 3 1 4 0 4 0 1 0 0 191 0 0 0 149 8 0 361
4:45 PM 5 1 5 0 9 1 3 0 1 146 2 0 2 176 7 0 358
4:50 PM 2 0 4 0 3 1 2 0 3 167 2 0 3 162 10 0 359
4:55 PM 1 3 2 0 4 0 5 0 1 181 3 0 4 164 10 0 378 4327
5:00 PM 2 1 3 0 3 0 0 0 1 170 0 0 3 165 3 0 351 4367
5:05 PM 3 0 4 0 1 0 3 0 1 171 3 0 4 189 6 0 385 4399
5:10 PM 1 0 4 0 7 0 1 0 2 151 2 0 2 194 7 0 371 4414
5:15 PM 10 1 2 0 9 1 1 0 0 141 0 0 3 155 10 0 333 4404
5:20 PM 2 0 3 0 4 0 1 0 0 201 0 0 4 181 11 0 407 4401
5:25 PM 8 0 6 0 7 0 4 0 1 141 1 1 1 157 6 0 333 4346
5:30 PM 2 1 6 0 4 0 1 0 2 127 1 0 1 133 8 0 286 4295
5:35 PM 8 0 10 0 5 0 1 0 0 162 1 0 3 173 9 0 372 4294
5:40 PM 3 0 2 0 3 1 2 0 1 143 0 0 2 181 9 0 347 4280
5:45 PM 2 2 4 0 11 0 2 0 2 123 2 0 0 128 7 0 283 4205
5:50 PM 3 1 7 0 5 3 1 0 2 152 1 1 3 174 9 0 362 4208
5:55 PM 0 1 4 0 9 1 5 0 1 160 0 1 3 176 16 0 377 4207
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 56 4 36 0 56 4 8 0 8 1928 24 4 36 2324 76 0 4564 Heavy Trucks 0 0 0 0 0 0 0 32 0 4 8 0 44
Buses
Pedestrians 0 0 4 8 12
Bicycles 0 0 0 0 0 0 0 0 0 0 4 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- Roseville Pkwy QC JOB #: 16723565 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1150 1621
88 575 487
359 167 353 1027
782 0.95 246
988 39 428 2264
32 1090 1007
1050 2129
Peak-Hour: 7:40 AM -- 8:40 AM
Peak 15-Min: 7:40 AM -- 7:55 AM
3 2.2

2.3 4 1.8

2.5 3 1.7 1.9

2.6 2.4

2.5 0 1.9 1.9

3.1 2.2 1.5
3 1.9
4 6 8
5 0 0 0
1 0
0 1
0 0
0 5 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
Roseville Pkwy
(Eastbound)
Roseville Pkwy
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 48 45 1 26 35 2 0 13 28 0 1 15 8 17 0 239
7:05 AM 0 45 46 1 26 34 5 0 4 23 0 0 17 11 15 0 227
7:10 AM 1 55 57 1 28 37 1 1 8 53 0 0 18 11 18 0 289
7:15 AM 0 67 45 0 39 41 5 0 4 23 0 0 19 9 13 0 265
7:20 AM 0 56 67 1 24 24 4 1 10 58 3 1 30 15 16 0 310
7:25 AM 0 69 65 1 47 51 1 0 7 45 3 0 26 18 25 1 359
7:30 AM 4 83 55 1 42 34 4 0 6 66 5 0 24 19 22 2 367
7:35 AM 3 69 74 1 43 41 14 1 17 73 8 3 39 14 25 0 425
7:40 AM 1 75 76 1 27 56 8 1 21 74 12 1 40 26 34 3 456
7:45 AM 1 78 78 2 55 75 9 2 14 50 9 0 53 14 27 0 467
7:50 AM 1 115 72 2 26 37 7 0 24 83 2 0 38 28 34 0 469
7:55 AM 1 93 92 1 34 29 7 2 23 48 1 2 35 27 30 0 425 4298 8:00 AM 4 116 92 0 45 52 8 3 15 61 1 0 35 17 31 0 480 4539 8:05 AM 0 67 103 1 39 42 4 1 13 52 5 0 32 19 35 0 413 4725 8:10 AM 3 97 98 1 40 50 7 0 12 88 1 1 34 18 26 0 476 4912 8:15 AM 1 82 77 0 55 52 6 0 4 53 4 0 36 23 31 0 424 5071 8:20 AM 5 89 89 0 33 37 9 2 8 85 1 0 39 21 23 0 441 5202 8:25 AM 2 100 60 1 35 62 8 1 8 55 1 0 22 14 25 0 394 5237 8:30 AM 0 84 86 1 31 35 5 1 12 84 2 0 26 21 34 0 422 5292 8:35 AM 2 94 84 1 52 48 10 2 9 49 0 0 35 18 23 0 427 5294 8:40 AM 2 87 86 0 35 44 4 0 13 59 2 3 38 23 36 1 433 5271 8:45 AM 1 90 82 1 55 66 10 2 3 47 0 0 25 14 30 0 426 5230 8:50 AM 4 98 75 2 26 46 11 1 19 74 2 3 28 16 35 1 441 5202 8:55 AM 1 85 48 0 58 60 6 1 11 28 0 0 29 9 29 0 365 5142 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 12 1072 904 20 432 672 96 12 236 828 92 4 524 272 380 12 5568 Heavy Trucks 0 32 4 4 28 0 16 8 0 12 12 12 128
Buses
Pedestrians 4 8 4 8 24
Bicycles 0 4 0 0 0 0 0 0 0 0 4 0 8
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- Roseville Pkwy QC JOB #: 16723566 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1996 2202
175 1277 544
727 274 765 2179
537 0.97 502
834 23 912 1904
46 1164 842
2228 2052
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 4:15 PM -- 4:30 PM

0.8 1

2.3 0.9 0.2

1.8 0 0.3 0.6

1.9 0.4

1.2 0 1.1 0.7

15.2 1.6 0.4

0.9 1.4
2 3 0
0 0 3 1
0 1
0 0
0 1
0 1 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
Roseville Pkwy
(Eastbound)
Roseville Pkwy
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 2 78 62 1 34 89 18 3 26 53 1 1 61 45 51 0 525
4:05 PM 2 98 56 1 48 109 17 0 14 47 4 0 71 35 63 0 565
4:10 PM 2 97 65 3 36 75 26 0 31 65 8 0 80 46 70 0 604
4:15 PM 2 91 65 0 64 160 13 3 19 46 3 0 67 36 70 1 640
4:20 PM 3 96 52 1 30 87 13 4 33 59 0 0 99 45 63 0 585
4:25 PM 2 102 73 1 49 131 14 2 21 36 1 2 73 44 45 0 596 4:30 PM 3 107 93 2 36 52 9 2 28 55 1 3 86 46 59 0 582
4:35 PM 0 91 60 3 53 118 8 4 17 30 2 4 68 43 62 1 564
4:40 PM 1 105 78 5 29 73 19 0 35 55 3 0 86 45 58 1 593
4:45 PM 2 116 85 2 33 131 12 1 18 52 3 1 50 22 58 1 587 4:50 PM 3 94 62 2 42 126 19 0 7 33 3 2 81 38 67 0 579
4:55 PM 3 100 69 0 33 74 12 2 16 37 1 3 70 53 63 0 536 6956 5:00 PM 2 91 64 3 44 99 19 2 21 48 3 3 57 40 74 1 571 7002 5:05 PM 1 85 76 0 49 118 17 1 17 39 1 4 81 41 74 0 604 7041 5:10 PM 3 86 65 2 58 108 20 3 17 47 2 3 89 49 72 0 624 7061 5:15 PM 1 90 68 0 52 108 12 3 14 34 3 2 86 70 68 0 611 7032 5:20 PM 2 86 80 1 49 97 14 2 18 67 0 2 64 55 67 0 604 7051 5:25 PM 6 81 68 0 55 90 9 1 23 41 3 0 88 59 66 0 590 7045 5:30 PM 1 81 55 4 59 110 21 3 11 43 3 2 58 38 61 0 550 7013 5:35 PM 2 73 67 2 48 100 11 4 16 38 1 1 90 52 57 0 562 7011 5:40 PM 0 82 69 3 58 117 14 1 13 36 3 5 59 33 47 1 541 6959 5:45 PM 2 74 64 0 44 82 24 4 16 42 2 3 72 43 70 0 542 6914 5:50 PM 0 83 79 0 53 110 10 3 10 29 2 1 92 44 70 0 586 6921 5:55 PM 1 81 52 1 52 99 16 3 13 31 2 1 83 44 45 0 524 6909 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 28 1156 760 8 572 1512 160 36 292 564 16 8 956 500 712 4 7284 Heavy Trucks 12 20 0 4 8 4 0 12 0 4 4 0 68
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 4 4 0 0 0 0 4 0 4 16
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- Highland Pointe Dr QC JOB #: 16723567 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1246 1405
151 927 168
415 214 19 57
18 0.89 7
381 149 31 214
265 1143 57
1115 1465
Peak-Hour: 8:00 AM -- 9:00 AM
Peak 15-Min: 8:35 AM -- 8:50 AM

2.6 2

1.3 3.2 0

1.2 3.3 0 1.8
0 0

2.9 2.7 3.2 0.5

1.1 1.8 1.8

3.1 1.7
0 2 0
3 0 0 0
0 0
0 0
0 0
0 1 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
Highland Pointe Dr
(Eastbound)
Highland Pointe Dr
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 6 82 3 0 1 40 5 0 17 0 14 0 0 0 2 0 170
7:05 AM 10 39 1 1 3 52 4 1 12 2 6 0 2 0 0 0 133
7:10 AM 9 73 2 0 3 57 6 2 18 1 16 0 4 0 1 0 192
7:15 AM 5 67 5 0 5 65 6 2 14 1 5 0 2 0 3 0 180
7:20 AM 9 79 2 0 1 47 8 0 13 0 9 0 3 1 1 0 173
7:25 AM 17 68 1 0 4 72 2 1 12 0 10 0 1 0 1 0 189
7:30 AM 15 85 1 1 7 61 6 0 17 1 8 0 1 0 0 0 203
7:35 AM 4 104 2 0 8 94 7 1 10 1 3 0 2 0 2 0 238
7:40 AM 16 99 2 2 6 67 4 1 17 2 5 0 5 1 0 0 227
7:45 AM 8 116 8 1 9 110 14 1 6 0 6 0 2 0 1 0 282
7:50 AM 30 134 5 1 13 66 3 0 16 2 5 0 1 0 2 0 278
7:55 AM 12 118 12 2 11 75 10 0 17 0 9 0 1 0 1 0 268 2533 8:00 AM 19 124 4 0 19 75 16 1 13 1 8 0 1 0 1 0 282 2645 8:05 AM 14 87 7 1 11 76 9 3 6 3 11 0 3 0 2 0 233 2745
8:10 AM 24 82 5 0 6 74 13 3 22 1 5 0 4 0 3 0 242 2795
8:15 AM 19 81 6 0 11 90 13 3 19 1 9 0 2 1 0 0 255 2870
8:20 AM 20 100 6 2 9 56 8 1 19 3 15 0 5 0 2 0 246 2943
8:25 AM 14 88 7 0 15 70 19 3 10 0 18 0 2 1 1 0 248 3002 8:30 AM 9 79 3 0 11 61 7 1 20 1 11 0 2 2 1 0 208 3007
8:35 AM 34 120 3 2 12 96 18 4 17 0 11 0 1 0 2 0 320 3089 8:40 AM 16 78 2 0 14 70 21 1 20 2 19 0 4 0 2 0 249 3111 8:45 AM 33 111 5 2 12 96 14 2 26 3 10 0 2 0 0 0 316 3145 8:50 AM 18 100 4 1 13 82 3 4 29 2 10 0 4 1 4 0 275 3142 8:55 AM 37 93 5 0 6 81 10 3 13 1 22 0 1 2 1 0 275 3149
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 332 1236 40 16 152 1048 212 28 252 20 160 0 28 0 16 0 3540 Heavy Trucks 8 28 0 0 36 4 4 0 0 4 0 0 84
Buses
Pedestrians 4 0 4 0 8
Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- Highland Pointe Dr QC JOB #: 16723568 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1796 2255
201 1495 100
591 408 118 232
10 0.95 14
777 359 100 83
381 1688 14
1959 2083
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 4:15 PM -- 4:30 PM

1.2 1.3

2.5 0.9 2

1.5 1.2 1.7 2.2
0 14.3

0.9 0.6 1 3.6

0.5 1.3 7.1

0.9 1.2
0 1 0
1 1 4 0
0 1
1 0
1 0
0 2 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
Highland Pointe Dr
(Eastbound)
Highland Pointe Dr
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 33 131 2 1 7 124 12 6 42 1 26 0 9 1 7 0 402
4:05 PM 38 118 3 2 2 161 14 1 40 1 25 0 11 1 18 0 435
4:10 PM 25 114 5 1 9 107 13 1 48 1 42 0 11 1 9 0 387
4:15 PM 40 164 4 0 2 128 15 1 27 0 45 0 6 2 11 0 445
4:20 PM 31 122 1 0 5 148 12 3 45 0 30 0 6 1 8 0 412
4:25 PM 36 180 1 2 4 129 20 2 30 1 19 0 6 1 5 0 436
4:30 PM 25 103 0 0 5 100 14 8 34 0 20 0 9 0 11 0 329
4:35 PM 40 154 0 1 3 121 17 4 39 0 30 0 7 0 6 0 422
4:40 PM 33 117 0 0 6 103 21 4 45 0 32 0 7 0 8 0 376
4:45 PM 27 132 1 1 7 115 12 3 29 0 27 0 6 2 6 0 368
4:50 PM 37 147 2 0 4 142 18 2 24 1 30 0 6 1 8 0 422
4:55 PM 25 142 0 1 4 129 22 2 36 2 24 0 10 1 10 0 408 4842 5:00 PM 35 142 1 0 7 113 14 4 35 2 32 0 6 2 16 0 409 4849 5:05 PM 24 148 2 0 9 139 18 4 30 1 31 0 18 3 15 0 442 4856 5:10 PM 23 137 2 0 3 128 18 4 34 3 39 0 13 1 14 0 419 4888 5:15 PM 33 124 0 4 3 138 19 1 39 1 23 0 11 2 12 0 410 4853 5:20 PM 34 115 3 2 6 125 11 4 37 0 28 0 5 0 9 0 379 4820 5:25 PM 39 119 1 1 9 128 20 3 40 0 23 0 10 2 3 0 398 4782 5:30 PM 30 119 1 2 4 134 12 4 46 2 32 0 8 2 12 0 408 4861 5:35 PM 35 94 0 2 1 130 15 2 36 4 27 0 6 0 8 0 360 4799 5:40 PM 32 99 2 1 5 111 20 8 33 1 32 0 5 1 6 0 356 4779 5:45 PM 33 120 2 1 4 141 18 3 41 0 26 0 8 4 7 0 408 4819 5:50 PM 30 117 3 1 7 128 16 5 47 2 37 0 2 0 2 0 397 4794 5:55 PM 32 83 0 0 9 134 17 3 34 0 34 0 6 4 4 0 360 4746 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 428 1864 24 8 44 1620 188 24 408 4 376 0 72 16 96 0 5172 Heavy Trucks 8 32 0 4 12 0 8 0 4 0 4 0 72
Buses
Pedestrians 4 0 4 0 8
Bicycles 0 8 0 0 8 4 0 0 4 0 0 0 24
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- SR 65 SB Ramps QC JOB #: 16723569 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1589 1075
524 1065 0
524 86 0 0
37 0.89 0
469 346 0 460
0 989 423
1411 1412
Peak-Hour: 7:55 AM -- 8:55 AM
Peak 15-Min: 8:35 AM -- 8:50 AM

2.6 1.9

1.7 3 0

1.7 2.3 0 0

2.7 0

1.9 1.7 0 2
0 1.8 1.9

2.7 1.8
0 1 0
0 0 1 0
0 0
0 0
0 0
0 5 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
SR 65 SB Ramps
(Eastbound)
SR 65 SB Ramps
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 46 52 0 0 29 15 0 4 1 20 0 0 0 0 0 167
7:05 AM 0 28 33 0 0 48 40 0 3 4 12 0 0 0 0 0 168
7:10 AM 0 43 36 0 0 53 29 0 7 4 27 0 0 0 0 0 199
7:15 AM 0 57 48 0 0 57 36 0 5 3 20 0 0 0 0 0 226
7:20 AM 0 46 32 0 0 38 24 0 6 6 24 0 0 0 0 0 176
7:25 AM 0 50 47 0 0 56 41 0 3 3 29 0 0 0 0 0 229
7:30 AM 0 52 38 0 0 61 38 0 6 6 26 0 0 0 0 0 227
7:35 AM 0 58 51 0 0 85 47 0 5 2 28 0 0 0 0 0 276
7:40 AM 0 60 46 0 0 82 34 0 4 2 18 0 0 0 0 0 246
7:45 AM 0 88 51 0 0 107 46 0 4 1 22 0 0 0 0 0 319
7:50 AM 0 102 29 0 0 72 46 0 11 7 21 0 0 0 0 0 288
7:55 AM 0 103 33 0 0 89 36 0 3 2 24 0 0 0 0 0 290 2811
8:00 AM 0 86 36 0 0 85 34 0 12 3 31 0 0 0 0 0 287 2931
8:05 AM 0 71 10 0 0 83 47 0 5 5 29 0 0 0 0 0 250 3013
8:10 AM 0 68 27 0 0 74 44 0 5 8 23 0 0 0 0 0 249 3063
8:15 AM 0 78 37 0 0 103 49 0 7 2 21 0 0 0 0 0 297 3134
8:20 AM 0 60 34 0 0 66 48 0 5 2 27 0 0 0 0 0 242 3200
8:25 AM 0 96 42 0 0 90 51 0 10 4 28 0 0 0 0 0 321 3292
8:30 AM 0 75 32 0 0 76 39 0 7 5 28 0 0 0 0 0 262 3327
8:35 AM 0 106 41 0 0 110 52 0 4 2 41 0 0 0 0 0 356 3407 8:40 AM 0 59 43 0 0 100 41 0 8 2 31 0 0 0 0 0 284 3445
8:45 AM 0 96 50 0 0 103 52 0 7 0 32 0 0 0 0 0 340 3466
8:50 AM 0 91 38 0 0 86 31 0 13 2 31 0 0 0 0 0 292 3470
8:55 AM 0 95 31 0 0 75 31 0 12 0 22 0 0 0 0 0 266 3446
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 1044 536 0 0 1252 580 0 76 16 416 0 0 0 0 0 3920 Heavy Trucks 0 20 8 0 44 16 0 4 8 0 0 0 100
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- SR 65 SB Ramps QC JOB #: 16723570 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1996 2015
306 1690 0
306 152 0 0
6 0.96 0
448 290 0 460
0 1863 454
1980 2317
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 4:15 PM -- 4:30 PM
1 0.7
1 0.9 0
1 2 0 0
0 0

1.3 1 0 2
0 0.6 2
1 0.9
0 0 0
0 0 3 0
0 0
0 0
0 0
0 4 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
SR 65 SB Ramps
(Eastbound)
SR 65 SB Ramps
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 137 33 0 0 132 22 0 29 2 26 0 0 0 0 0 381
4:05 PM 0 149 48 0 0 138 24 1 16 1 29 0 0 0 0 0 406
4:10 PM 0 133 35 0 0 140 26 0 24 4 24 0 0 0 0 0 386
4:15 PM 0 146 44 0 0 163 37 0 11 2 28 0 0 0 0 0 431
4:20 PM 0 173 22 0 0 127 11 0 20 2 24 0 0 0 0 0 379
4:25 PM 0 196 36 0 0 122 27 0 14 1 29 0 0 0 0 0 425
4:30 PM 0 124 29 0 0 129 28 0 18 0 25 0 0 0 0 0 353
4:35 PM 0 165 49 0 0 133 26 0 11 0 26 0 0 0 0 0 410
4:40 PM 0 141 38 0 0 143 15 0 6 0 19 0 0 0 0 0 362
4:45 PM 0 151 27 0 0 152 37 0 17 0 15 0 0 0 0 0 399
4:50 PM 0 165 32 0 0 129 24 0 10 0 26 0 0 0 0 0 386
4:55 PM 0 156 38 0 0 151 26 0 8 0 22 0 0 0 0 0 401 4719 5:00 PM 0 139 51 0 0 137 25 0 17 0 23 0 0 0 0 0 392 4730 5:05 PM 0 151 54 0 0 162 32 0 11 0 21 0 0 0 0 0 431 4755 5:10 PM 0 156 34 0 0 142 18 0 9 1 32 0 0 0 0 0 392 4761 5:15 PM 0 152 39 0 0 150 35 0 17 0 22 0 0 0 0 0 415 4745 5:20 PM 0 133 32 0 0 129 20 0 21 3 28 0 0 0 0 0 366 4732 5:25 PM 0 143 31 0 0 156 34 0 10 1 29 0 0 0 0 0 404 4711 5:30 PM 0 127 31 0 0 106 15 0 23 2 48 0 0 0 0 0 352 4710 5:35 PM 0 150 22 0 0 156 28 0 6 0 25 0 0 0 0 0 387 4687 5:40 PM 0 120 28 0 0 119 22 0 12 1 41 0 0 0 0 0 343 4668 5:45 PM 0 142 32 0 0 150 36 0 9 2 39 0 0 0 0 0 410 4679 5:50 PM 0 146 25 0 0 114 25 0 11 0 49 0 0 0 0 0 370 4663 5:55 PM 0 101 24 0 0 153 23 0 7 1 24 0 0 0 0 0 333 4595 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 2060 408 0 0 1648 300 0 180 20 324 0 0 0 0 0 4940 Heavy Trucks 0 16 16 0 8 4 0 0 8 0 0 0 52
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 8 0 0 4 0 0 0 0 0 0 0 12
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- SR 65 NB Ramps QC JOB #: 16723571 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1381 1196
0 1280 101
0 0 297 593
0 0.93 0
0 0 296 289
0 899 188
1576 1087
Peak-Hour: 7:55 AM -- 8:55 AM
Peak 15-Min: 8:25 AM -- 8:40 AM

1.9 2.8
0 1.6 5
0 0 5.4 4.6
0 0
0 0 3.7 3.8
0 1.9 3.2
2 2.1
0 2 0
0 0 1 0
0 0
0 0
0 0
0 3 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
SR 65 NB Ramps
(Eastbound)
SR 65 NB Ramps
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 33 15 0 5 47 0 0 0 0 0 0 10 0 15 0 125
7:05 AM 0 24 8 0 1 70 0 0 0 0 0 0 11 0 13 0 127
7:10 AM 0 28 13 0 4 58 0 0 0 0 0 0 19 0 14 0 136
7:15 AM 0 48 24 0 3 79 0 0 0 0 0 0 11 0 18 0 183
7:20 AM 0 34 10 0 8 49 0 0 0 0 0 0 15 0 18 0 134
7:25 AM 0 47 12 0 10 82 0 0 0 0 0 0 12 0 16 0 179
7:30 AM 0 43 13 0 10 84 0 0 0 0 0 0 16 0 26 0 192
7:35 AM 0 52 11 0 9 107 0 0 0 0 0 0 19 0 20 0 218
7:40 AM 0 46 18 0 12 88 0 0 0 0 0 0 29 0 23 0 216
7:45 AM 0 80 15 0 5 126 0 0 0 0 0 0 18 0 21 0 265
7:50 AM 0 80 19 0 12 94 0 0 0 0 0 0 23 0 23 0 251
7:55 AM 0 89 19 0 5 106 0 0 0 0 0 0 21 0 12 0 252 2278
8:00 AM 0 79 15 0 12 88 0 0 0 0 0 0 31 0 17 0 242 2395
8:05 AM 0 64 18 0 2 122 0 0 0 0 0 0 15 0 23 0 244 2512
8:10 AM 0 57 15 0 11 94 0 0 0 0 0 0 20 0 24 0 221 2597
8:15 AM 0 80 17 0 5 128 0 0 0 0 0 0 13 0 19 0 262 2676
8:20 AM 0 51 11 0 14 98 0 0 0 0 0 0 32 0 20 0 226 2768
8:25 AM 0 88 19 0 12 104 0 0 0 0 0 0 13 0 35 0 271 2860 8:30 AM 0 61 9 0 15 107 0 0 0 0 0 0 28 0 32 0 252 2920
8:35 AM 0 100 23 0 4 118 0 0 0 0 0 0 25 0 34 0 304 3006 8:40 AM 0 53 11 0 7 108 0 0 0 0 0 0 44 0 24 0 247 3037
8:45 AM 0 78 16 0 11 121 0 0 0 0 0 0 21 0 26 0 273 3045 8:50 AM 0 99 15 0 3 86 0 0 0 0 0 0 33 0 31 0 267 3061
8:55 AM 0 98 15 0 11 76 0 0 0 0 0 0 25 0 26 0 251 3060
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 996 204 0 124 1316 0 0 0 0 0 0 264 0 404 0 3308 Heavy Trucks 0 8 12 4 12 0 0 0 0 8 0 24 68
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Pleasant Grove Blvd -- SR 65 NB Ramps QC JOB #: 16723572 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
1787 1912
0 1599 188
0 0 342 723
0 0.97 0
0 0 381 634
0 1570 446
1980 2016
Peak-Hour: 4:10 PM -- 5:10 PM
Peak 15-Min: 4:15 PM -- 4:30 PM

0.8 1.1
0 0.8 0.5
0 0 0.6 1.2
0 0
0 0 1.8 0.9
0 1.2 1.1
1 1.2
0 0 0
0 0 4 0
0 0
0 0
0 0
0 4 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Pleasant Grove Blvd
(Northbound)
Pleasant Grove Blvd
(Southbound)
SR 65 NB Ramps
(Eastbound)
SR 65 NB Ramps
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 112 33 0 11 123 0 0 0 0 0 0 37 0 44 0 360
4:05 PM 0 134 45 0 7 134 0 0 0 0 0 0 20 0 23 0 363
4:10 PM 0 118 33 0 23 142 0 0 0 0 0 0 45 0 31 0 392
4:15 PM 0 128 38 0 14 155 0 0 0 0 0 0 27 0 27 0 389
4:20 PM 0 121 47 0 16 106 0 0 0 0 0 0 40 0 28 0 358
4:25 PM 0 189 52 0 13 119 0 0 0 0 0 0 25 0 16 0 414
4:30 PM 0 82 31 0 17 125 0 0 0 0 0 0 37 0 34 0 326
4:35 PM 0 156 46 0 9 129 0 0 0 0 0 0 30 0 31 0 401
4:40 PM 0 107 42 0 19 122 0 0 0 0 0 0 39 0 25 0 354
4:45 PM 0 144 30 0 18 150 0 0 0 0 0 0 25 0 31 0 398
4:50 PM 0 129 31 0 21 119 0 0 0 0 0 0 45 0 34 0 379
4:55 PM 0 154 27 0 14 135 0 0 0 0 0 0 21 0 26 0 377 4511 5:00 PM 0 96 32 0 14 132 0 0 0 0 0 0 25 0 38 0 337 4488 5:05 PM 0 146 37 0 10 165 0 0 0 0 0 0 22 0 21 0 401 4526 5:10 PM 0 88 44 0 15 130 0 0 0 0 0 0 41 0 26 0 344 4478 5:15 PM 0 166 41 0 16 156 0 0 0 0 0 0 18 0 23 1 421 4510 5:20 PM 0 118 35 0 12 135 0 0 0 0 0 0 32 0 33 0 365 4517 5:25 PM 0 126 32 0 15 144 0 0 0 0 0 0 30 0 25 0 372 4475 5:30 PM 0 91 32 0 18 106 0 0 0 0 0 0 24 0 35 0 306 4455 5:35 PM 0 150 36 0 9 150 0 0 0 0 0 0 24 0 21 0 390 4444 5:40 PM 0 84 32 0 13 112 0 0 0 0 0 0 39 0 32 0 312 4402 5:45 PM 0 132 39 0 14 148 0 0 0 0 0 0 26 0 16 0 375 4379 5:50 PM 0 89 30 0 21 113 0 0 0 0 0 0 32 0 29 0 314 4314 5:55 PM 0 120 32 0 13 136 0 0 0 0 0 0 28 0 32 0 361 4298 Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 1752 548 0 172 1520 0 0 0 0 0 0 368 0 284 0 4644 Heavy Trucks 0 16 4 4 4 0 0 0 0 8 0 4 40
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 8 0 0 4 0 0 0 0 0 0 0 12
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Market St/Stargazer Dr -- Baseline Rd QC JOB #: 16723573 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
248 141
120 36 92
800 67 51 722
570 0.88 660
670 33 11 669
20 23 7
80 50
Peak-Hour: 7:20 AM -- 8:20 AM
Peak 15-Min: 7:35 AM -- 7:50 AM

4.4 7.8

3.3 5.6 5.4

6.9 6 5.9 6.6

8.8 6.5

9.4 27.3 18.2 8.5
40 17.4 28.6

16.3 28
0 1 3
4 0 0 0
0 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Market St/Stargazer Dr
(Northbound)
Market St/Stargazer Dr
(Southbound)
Baseline Rd
(Eastbound)
Baseline Rd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 2 4 0 0 9 1 12 0 7 32 3 0 0 64 3 0 137
7:05 AM 2 4 0 0 6 3 9 0 10 30 6 0 2 67 2 0 141
7:10 AM 2 1 0 1 2 2 8 0 7 33 5 0 2 72 4 0 139
7:15 AM 2 2 1 0 3 4 7 0 7 22 4 0 1 40 4 0 97
7:20 AM 0 4 1 0 5 6 11 0 7 49 6 0 3 45 2 0 139
7:25 AM 2 1 0 0 5 1 10 0 8 43 3 0 0 50 2 0 125
7:30 AM 3 1 2 0 9 5 14 0 7 34 3 0 0 43 5 0 126
7:35 AM 1 2 0 0 11 1 10 0 7 70 7 0 4 60 5 0 178
7:40 AM 2 2 0 0 15 3 17 0 9 47 4 0 0 55 4 0 158
7:45 AM 2 0 0 0 6 2 6 0 3 53 2 0 0 65 3 0 142
7:50 AM 2 3 0 0 10 3 7 0 4 46 3 0 0 62 3 0 143
7:55 AM 4 0 2 0 9 0 4 0 6 45 1 0 0 62 7 0 140 1665
8:00 AM 0 5 0 0 7 6 7 0 1 31 1 0 2 61 3 0 124 1652
8:05 AM 2 1 0 0 3 0 14 0 6 65 3 0 1 54 5 0 154 1665
8:10 AM 0 2 0 0 4 5 8 0 6 41 0 0 1 45 2 0 114 1640
8:15 AM 2 2 2 0 8 4 12 0 3 46 0 0 0 58 10 0 147 1690
8:20 AM 0 4 0 0 8 1 5 0 4 53 0 0 0 46 7 0 128 1679
8:25 AM 0 4 2 0 7 4 4 0 5 48 2 0 0 36 4 0 116 1670
8:30 AM 3 0 1 0 1 3 6 0 0 41 3 0 0 36 5 0 99 1643
8:35 AM 1 0 1 0 10 0 6 0 5 37 0 0 0 41 4 0 105 1570
8:40 AM 2 3 1 0 11 2 4 0 2 40 1 0 2 58 4 0 130 1542
8:45 AM 0 4 0 0 5 3 8 0 4 55 2 0 1 35 7 0 124 1524
8:50 AM 1 1 0 0 3 4 4 0 3 48 4 0 1 53 8 0 130 1511
8:55 AM 2 3 2 0 7 1 5 0 6 27 1 0 1 32 3 0 90 1461
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 20 16 0 0 128 24 132 0 76 680 52 0 16 720 48 0 1912 Heavy Trucks 4 0 0 4 0 8 8 52 12 4 24 0 116
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Market St/Stargazer Dr -- Baseline Rd QC JOB #: 16723574 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
165 202
65 29 71
768 86 92 774
868 0.94 676
975 21 6 947
27 24 8
56 59
Peak-Hour: 4:25 PM -- 5:25 PM
Peak 15-Min: 4:45 PM -- 5:00 PM

4.8 2

12.3 0 0

7.8 2.3 0 5.8
3 6.7

3.1 9.5 0 2.9

25.9 8.3 12.5

3.6 16.9
0 0 0
0 0 0 0
0 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Market St/Stargazer Dr
(Northbound)
Market St/Stargazer Dr
(Southbound)
Baseline Rd
(Eastbound)
Baseline Rd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4 2 2 0 3 2 4 0 9 58 1 0 3 35 7 0 130
4:05 PM 1 1 1 0 6 5 5 0 5 75 2 0 1 56 7 0 165
4:10 PM 4 3 0 0 3 0 6 0 10 73 1 0 0 51 4 0 155
4:15 PM 3 0 2 0 2 3 2 0 8 69 1 0 0 47 7 0 144
4:20 PM 4 5 0 0 6 1 2 0 3 80 3 0 1 71 8 0 184
4:25 PM 1 2 2 0 4 1 3 0 6 48 2 0 2 58 10 0 139
4:30 PM 0 1 1 0 6 4 3 0 8 72 3 0 0 61 7 0 166
4:35 PM 2 4 2 0 4 2 5 0 10 73 2 0 0 56 5 0 165
4:40 PM 5 4 0 0 9 1 3 0 8 67 3 0 0 53 6 0 159
4:45 PM 2 2 0 0 3 1 10 0 6 78 1 0 0 47 7 0 157
4:50 PM 2 1 0 0 4 2 3 0 3 83 0 0 1 78 14 0 191
4:55 PM 4 2 1 0 8 2 1 0 7 86 1 0 0 55 8 0 175 1930
5:00 PM 2 2 0 0 6 4 11 0 4 66 2 0 1 52 7 0 157 1957
5:05 PM 0 1 2 0 4 4 11 0 9 68 0 0 0 61 6 0 166 1958
5:10 PM 6 3 0 0 7 1 5 0 9 74 4 0 0 44 5 0 158 1961
5:15 PM 2 1 0 0 7 1 8 0 8 73 2 0 1 46 5 0 154 1971
5:20 PM 1 1 0 0 9 6 2 0 8 80 1 0 1 65 12 0 186 1973
5:25 PM 3 2 1 0 2 1 3 0 8 53 1 0 0 36 6 0 116 1950
5:30 PM 2 1 0 0 6 2 4 0 8 47 2 0 1 65 11 0 149 1933
5:35 PM 3 3 2 0 3 0 3 0 7 68 3 0 2 59 10 0 163 1931
5:40 PM 1 3 0 0 9 1 4 0 9 76 5 0 2 58 7 0 175 1947
5:45 PM 1 2 2 0 2 3 4 0 8 84 0 0 0 41 5 0 152 1942
5:50 PM 0 2 1 0 10 2 7 0 12 67 0 0 0 52 17 0 170 1921
5:55 PM 1 2 1 0 6 5 2 0 8 60 0 0 1 37 9 0 132 1878
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 32 20 4 0 60 20 56 0 64 988 8 0 4 720 116 0 2092 Heavy Trucks 12 0 0 0 0 4 0 36 0 0 64 0 116
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Woodcreek Oaks Blvd/Cook Riolo Rd -- Baseline Rd QC JOB #: 16723575 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
376 333
59 119 198
595 43 142 687
677 0.97 500
743 23 45 930
36 147 56
187 239
Peak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 8:15 AM -- 8:30 AM

2.7 2.1

3.4 5 1
5 4.7 2.1 4.5

3.2 5.2

3.4 4.3 4.4 2.9

5.6 1.4 5.4

4.8 2.9
1 0 0
0 0 0 1
0 3
0 1
0 3
0 0 1
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Woodcreek Oaks Blvd/Cook
Riolo Rd
(Northbound)
Woodcreek Oaks Blvd/Cook
Riolo Rd
(Southbound)
Baseline Rd
(Eastbound)
Baseline Rd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 2 3 0 0 17 14 4 0 2 43 2 0 0 18 3 0 108
7:05 AM 0 3 2 0 11 6 3 0 0 38 2 0 5 37 3 0 110
7:10 AM 4 8 1 0 15 3 4 0 3 55 4 1 1 36 3 0 138
7:15 AM 3 4 3 0 16 8 4 0 1 56 1 0 1 39 6 0 142
7:20 AM 5 6 2 0 12 8 4 0 5 54 0 0 2 39 3 0 140
7:25 AM 1 2 3 0 13 6 3 0 3 77 1 0 1 35 11 0 156
7:30 AM 2 4 5 0 17 7 4 0 4 64 3 0 4 43 6 0 163
7:35 AM 2 12 7 0 15 7 3 0 2 61 2 0 3 28 7 0 149
7:40 AM 4 7 2 0 17 12 5 0 2 63 0 0 5 42 14 0 173
7:45 AM 0 8 9 0 13 11 6 0 6 58 1 0 4 38 10 0 164
7:50 AM 6 11 5 0 13 12 5 0 1 59 1 0 4 45 12 0 174
7:55 AM 2 16 8 0 19 14 4 0 4 50 2 0 4 46 7 0 176 1793
8:00 AM 6 12 4 0 14 5 4 0 6 56 3 0 7 33 19 0 169 1854
8:05 AM 6 14 3 0 15 9 5 0 3 63 1 0 3 42 16 0 180 1924
8:10 AM 0 23 3 0 14 9 5 0 5 51 0 0 2 42 15 0 169 1955
8:15 AM 2 19 5 0 19 6 3 1 4 48 2 0 5 43 15 0 172 1985
8:20 AM 4 8 2 0 24 11 6 0 1 55 5 0 2 54 12 0 184 2029
8:25 AM 2 13 3 0 17 16 9 0 5 49 3 0 2 44 9 0 172 2045
8:30 AM 5 7 1 0 21 12 6 0 3 57 2 0 3 33 5 0 155 2037
8:35 AM 3 4 2 0 25 10 6 0 3 49 2 0 2 25 7 0 138 2026
8:40 AM 2 3 5 0 17 4 1 0 3 67 4 0 3 50 2 0 161 2014
8:45 AM 3 8 2 0 8 3 5 0 3 73 7 0 0 32 8 0 152 2002
8:50 AM 5 5 4 0 9 5 5 0 6 66 6 0 1 36 12 0 160 1988
8:55 AM 2 6 2 0 10 3 5 0 5 32 0 0 2 45 6 0 118 1930
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 32 160 40 0 240 132 72 4 40 608 40 0 36 564 144 0 2112 Heavy Trucks 4 8 4 4 0 0 4 24 4 0 28 0 80
Buses
Pedestrians 0 4 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 4 4 4 12
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Woodcreek Oaks Blvd/Cook Riolo Rd -- Baseline Rd QC JOB #: 16723576 CITY/STATE: Roseville, CA DATE: Thu, Oct 24 2024
335 430
75 103 157
989 81 217 1124
734 0.95 871
842 27 36 915
42 132 25
166 199
Peak-Hour: 4:50 PM -- 5:50 PM
Peak 15-Min: 5:10 PM -- 5:25 PM

1.5 0.5

2.7 1.9 0.6

1.2 2.5 0 0.9
2 1
2 0 2.8 1.7

2.4 0 0

1.8 0.5
1 0 3
0 0 1 1
0 0
0 1
0 2
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Woodcreek Oaks Blvd/Cook
Riolo Rd
(Northbound)
Woodcreek Oaks Blvd/Cook
Riolo Rd
(Southbound)
Baseline Rd
(Eastbound)
Baseline Rd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 2 13 3 0 16 11 7 0 3 62 1 0 1 73 17 0 209
4:05 PM 5 16 1 0 13 4 5 0 2 44 1 0 2 59 20 0 172
4:10 PM 2 7 5 0 21 6 4 0 5 54 1 0 1 61 15 0 182
4:15 PM 4 8 1 0 13 12 9 0 8 43 0 0 6 80 14 0 198
4:20 PM 2 6 3 0 7 8 8 0 2 64 1 0 1 63 17 0 182
4:25 PM 3 11 2 0 14 7 7 0 6 58 2 0 3 57 9 0 179
4:30 PM 6 9 4 0 14 13 9 0 8 58 3 0 2 70 9 0 205
4:35 PM 1 12 3 0 17 8 8 0 7 61 2 0 2 80 9 0 210
4:40 PM 5 9 3 0 19 13 7 0 10 62 3 0 1 74 24 0 230
4:45 PM 4 4 4 0 17 7 10 0 4 61 1 0 3 53 15 0 183
4:50 PM 7 14 1 0 7 5 6 0 2 70 3 0 2 94 12 0 223
4:55 PM 2 13 1 0 18 3 5 0 5 56 1 0 3 54 15 0 176 2349
5:00 PM 2 9 3 0 12 15 6 0 9 56 2 1 5 53 11 0 184 2324
5:05 PM 3 7 2 0 15 7 8 0 6 62 2 0 2 72 14 0 200 2352
5:10 PM 7 7 7 0 19 8 6 0 11 66 3 0 5 56 30 0 225 2395
5:15 PM 3 14 1 0 19 7 7 0 7 53 1 0 1 64 18 0 195 2392
5:20 PM 5 12 1 0 9 8 6 1 6 72 1 0 1 91 24 0 237 2447
5:25 PM 3 7 3 0 9 10 3 0 3 61 3 0 1 91 27 0 221 2489
5:30 PM 2 12 3 0 14 8 7 0 12 52 1 0 6 57 16 0 190 2474
5:35 PM 2 12 2 0 19 17 10 0 5 58 1 0 2 83 18 0 229 2493 5:40 PM 5 16 1 0 10 10 4 0 12 57 4 0 4 63 9 0 195 2458
5:45 PM 1 9 0 0 5 5 7 0 2 71 5 0 4 93 23 0 225 2500
5:50 PM 5 11 2 0 10 10 6 0 6 37 2 0 1 56 8 0 154 2431
5:55 PM 3 8 1 0 3 4 6 0 5 62 0 0 5 70 13 0 180 2435
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 60 132 36 0 188 92 76 4 96 764 20 0 28 844 288 0 2628 Heavy Trucks 4 0 0 0 4 0 8 12 0 0 8 0 36
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Westbrook Blvd -- Brookstone Dr (North) QC JOB #: 16723577 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
457 530
190 267 0
216 251 0 0
0 0.69 0
326 75 0 0
26 279 0
342 305
Peak-Hour: 7:10 AM -- 8:10 AM
Peak 15-Min: 7:30 AM -- 7:45 AM

3.3 4.7

0.5 5.2 0

0.5 1.6 0 0
0 0

1.5 1.3 0 0
0 7.5 0

4.4 6.9
0 5 0
0 0 3 0
0 0
0 0
2 0
0 1 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Westbrook Blvd
(Northbound)
Westbrook Blvd
(Southbound)
Brookstone Dr (North)
(Eastbound)
Brookstone Dr (North)
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 26 0 0 0 11 5 0 6 0 5 0 0 0 0 0 53
7:05 AM 1 10 0 0 0 21 6 0 12 0 6 0 0 0 0 0 56
7:10 AM 2 23 0 0 0 19 6 0 15 0 8 0 0 0 0 0 73
7:15 AM 2 14 0 0 0 23 4 0 13 0 4 0 0 0 0 0 60
7:20 AM 0 20 0 0 0 33 18 0 13 0 4 0 0 0 0 0 88
7:25 AM 3 13 0 0 0 35 25 0 14 0 4 0 0 0 0 0 94
7:30 AM 8 29 0 0 0 37 27 0 30 0 11 0 0 0 0 0 142
7:35 AM 2 27 0 0 0 16 36 0 31 0 14 0 0 0 0 0 126
7:40 AM 2 38 0 0 0 6 25 0 42 0 11 0 0 0 0 0 124
7:45 AM 1 44 0 0 0 14 4 0 39 0 6 0 0 0 0 0 108
7:50 AM 0 26 0 0 0 13 9 0 32 0 5 0 0 0 0 0 85
7:55 AM 2 20 0 0 0 26 11 0 12 0 1 0 0 0 0 0 72 1081
8:00 AM 0 9 0 0 0 27 15 0 4 0 4 0 0 0 0 0 59 1087
8:05 AM 4 16 0 0 0 18 10 0 6 0 3 0 0 0 0 0 57 1088
8:10 AM 3 15 0 0 0 9 4 0 9 0 6 0 0 0 0 0 46 1061
8:15 AM 1 10 0 0 0 13 7 0 5 0 2 0 0 0 0 0 38 1039
8:20 AM 1 14 0 0 0 12 8 0 2 0 3 0 0 0 0 0 40 991
8:25 AM 2 12 0 0 0 11 2 0 5 0 3 0 0 0 0 0 35 932
8:30 AM 1 10 0 0 0 10 2 1 5 0 4 0 0 0 0 0 33 823
8:35 AM 1 12 0 0 0 16 4 0 13 0 7 0 0 0 0 0 53 750
8:40 AM 0 16 0 0 0 10 4 0 10 0 2 0 0 0 0 0 42 668
8:45 AM 1 10 0 0 0 6 4 0 6 0 3 0 0 0 0 0 30 590
8:50 AM 3 11 0 0 0 16 2 0 12 0 3 0 0 0 0 0 47 552
8:55 AM 1 23 0 0 0 9 8 0 11 0 2 0 0 0 0 0 54 534
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 48 376 0 0 0 236 352 0 412 0 144 0 0 0 0 0 1568 Heavy Trucks 0 24 0 0 12 0 4 0 0 0 0 0 40
Buses
Pedestrians 0 0 4 0 4
Bicycles 0 0 0 0 8 0 0 0 0 0 0 0 8
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Westbrook Blvd -- Brookstone Dr (North) QC JOB #: 16723578 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
300 324
132 168 0
165 118 0 0
0 0.80 0
151 33 0 0
33 206 0
201 239
Peak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:30 PM -- 5:45 PM

1.3 0

0.8 1.8 0

0.6 0 0 0
0 0
0 0 0 0
0 0 0

1.5 0
0 5 0
0 0 5 0
0 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Westbrook Blvd
(Northbound)
Westbrook Blvd
(Southbound)
Brookstone Dr (North)
(Eastbound)
Brookstone Dr (North)
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 1 12 0 0 0 29 10 0 7 0 2 0 0 0 0 0 61
4:05 PM 1 17 0 0 0 12 6 0 15 0 3 0 0 0 0 0 54
4:10 PM 1 18 0 0 0 14 8 0 8 0 2 0 0 0 0 0 51
4:15 PM 4 16 0 0 0 16 10 0 8 0 0 0 0 0 0 0 54
4:20 PM 2 17 0 0 0 14 9 0 12 0 4 0 0 0 0 0 58
4:25 PM 2 20 0 0 0 19 13 0 6 0 0 0 0 0 0 0 60
4:30 PM 1 13 0 0 0 17 12 0 13 0 4 0 0 0 0 0 60
4:35 PM 6 18 0 0 0 21 14 0 11 0 0 0 0 0 0 0 70
4:40 PM 0 18 0 0 0 14 3 0 8 0 8 0 0 0 0 0 51
4:45 PM 6 12 0 0 0 15 9 0 3 0 3 0 0 0 0 0 48
4:50 PM 6 11 0 0 0 13 14 0 2 0 4 0 0 0 0 0 50
4:55 PM 6 14 0 0 0 16 9 0 8 0 3 0 0 0 0 0 56 673
5:00 PM 1 13 0 0 0 14 8 0 10 0 5 0 0 0 0 0 51 663
5:05 PM 0 19 0 0 0 9 8 0 6 0 3 0 0 0 0 0 45 654
5:10 PM 6 11 0 0 0 14 15 0 7 0 1 0 0 0 0 0 54 657
5:15 PM 0 25 0 0 0 12 5 0 8 0 3 0 0 0 0 0 53 656
5:20 PM 4 21 0 0 0 9 16 0 12 0 2 0 0 0 0 0 64 662
5:25 PM 4 11 0 0 0 12 6 0 11 0 4 0 0 0 0 0 48 650
5:30 PM 1 23 0 0 0 16 14 0 17 0 4 0 0 0 0 0 75 665
5:35 PM 5 13 0 0 0 16 12 0 19 0 3 0 0 0 0 0 68 663
5:40 PM 6 20 0 0 0 23 16 0 5 0 2 0 0 0 0 0 72 684
5:45 PM 0 17 0 0 0 11 9 0 9 0 2 0 0 0 0 0 48 684
5:50 PM 4 13 0 0 0 19 10 0 8 0 1 0 0 0 0 0 55 689
5:55 PM 2 20 0 0 0 13 13 0 6 0 3 0 0 0 0 0 57 690
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 48 224 0 0 0 220 168 0 164 0 36 0 0 0 0 0 860 Heavy Trucks 0 0 0 0 4 0 0 0 0 0 0 0 4
Buses
Pedestrians 0 0 4 0 4
Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Westbrook Blvd -- Brookstone Dr (South) QC JOB #: 16723579 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
340 301
18 322 0
163 49 0 0
0 0.70 0
209 160 0 0
148 252 0
485 400
Peak-Hour: 7:00 AM -- 8:00 AM
Peak 15-Min: 7:30 AM -- 7:45 AM

3.8 5.6
0 4 0

1.2 0 0 0
0 0

0.5 0.6 0 0

1.4 6.7 0

2.9 4.8
0 17 0
0 3 1 0
0 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Westbrook Blvd
(Northbound)
Westbrook Blvd
(Southbound)
Brookstone Dr (South)
(Eastbound)
Brookstone Dr (South)
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 6 25 0 0 0 15 0 0 3 0 7 0 0 0 0 0 56
7:05 AM 3 11 0 1 0 25 1 0 0 0 7 0 0 0 0 0 48
7:10 AM 8 21 0 0 0 30 0 0 5 0 4 0 0 0 0 0 68
7:15 AM 13 12 0 0 0 25 0 0 3 0 10 0 0 0 0 0 63
7:20 AM 12 17 0 0 0 35 0 0 1 0 13 0 0 0 0 0 78
7:25 AM 22 19 0 0 0 44 1 0 0 0 15 0 0 0 0 0 101
7:30 AM 18 27 0 0 0 41 6 0 6 0 16 0 0 0 0 0 114
7:35 AM 23 22 0 0 0 30 2 0 7 0 19 0 0 0 0 0 103
7:40 AM 25 40 0 1 0 24 1 0 7 0 26 0 0 0 0 0 124
7:45 AM 7 32 0 0 0 15 2 0 11 0 28 0 0 0 0 0 95
7:50 AM 7 15 0 0 0 18 1 0 4 0 11 0 0 0 0 0 56
7:55 AM 1 11 0 1 0 20 4 0 2 0 4 0 0 0 0 0 43 949
8:00 AM 5 10 0 0 0 29 3 0 3 0 4 0 0 0 0 0 54 947
8:05 AM 5 12 0 0 0 15 4 0 3 0 3 0 0 0 0 0 42 941
8:10 AM 2 10 0 0 0 15 1 0 4 0 5 0 0 0 0 0 37 910
8:15 AM 7 10 0 0 0 15 0 0 2 0 4 0 0 0 0 0 38 885
8:20 AM 7 14 0 0 0 12 2 0 2 0 6 0 0 0 0 0 43 850
8:25 AM 3 14 0 1 0 20 0 0 0 0 8 0 0 0 0 0 46 795
8:30 AM 6 11 0 0 0 15 0 0 0 0 4 0 0 0 0 0 36 717
8:35 AM 4 14 0 0 0 27 0 0 1 0 6 0 0 0 0 0 52 666
8:40 AM 10 12 0 0 0 11 1 0 3 0 5 0 0 0 0 0 42 584
8:45 AM 5 7 0 0 0 9 0 0 3 0 6 0 0 0 0 0 30 519
8:50 AM 7 15 0 0 0 15 0 0 4 0 6 0 0 0 0 0 47 510
8:55 AM 8 13 0 1 0 10 1 1 6 0 4 0 0 0 0 0 44 511
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 264 356 0 4 0 380 36 0 80 0 244 0 0 0 0 0 1364 Heavy Trucks 4 20 0 0 16 0 0 0 0 0 0 0 40
Buses
Pedestrians 0 0 24 0 24
Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Westbrook Blvd -- Brookstone Dr (South) QC JOB #: 16723580 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
204 239
19 185 0
158 36 0 0
0 0.82 0
112 76 0 0
146 203 0
268 349
Peak-Hour: 4:55 PM -- 5:55 PM
Peak 15-Min: 5:30 PM -- 5:45 PM
2 0
0 2.2 0
0 0 0 0
0 0
0 0 0 0
0 0 0

1.5 0
0 8 0
0 0 0 0
0 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Westbrook Blvd
(Northbound)
Westbrook Blvd
(Southbound)
Brookstone Dr (South)
(Eastbound)
Brookstone Dr (South)
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 6 12 0 2 0 24 3 0 3 0 6 0 0 0 0 0 56
4:05 PM 11 15 0 0 0 18 1 0 0 0 2 0 0 0 0 0 47
4:10 PM 8 16 0 0 0 11 2 0 1 0 10 0 0 0 0 0 48
4:15 PM 10 18 0 0 0 13 3 0 5 0 4 0 0 0 0 0 53
4:20 PM 4 15 0 0 0 11 2 0 1 0 3 0 0 0 0 0 36
4:25 PM 16 22 0 0 0 17 1 0 1 0 7 0 0 0 0 0 64
4:30 PM 15 19 0 0 0 18 1 0 1 0 8 0 0 0 0 0 62
4:35 PM 8 14 0 0 0 19 4 0 4 0 3 0 0 0 0 0 52
4:40 PM 9 14 0 1 0 26 2 0 3 0 6 0 0 0 0 0 61
4:45 PM 9 19 0 0 0 14 2 0 1 0 6 0 0 0 0 0 51
4:50 PM 6 13 0 0 0 18 1 0 2 0 6 0 0 0 0 0 46
4:55 PM 10 21 0 1 0 18 0 0 3 0 6 0 0 0 0 0 59 635
5:00 PM 10 8 0 0 0 22 3 0 5 0 3 0 0 0 0 0 51 630
5:05 PM 11 15 0 0 0 9 1 0 4 0 7 0 0 0 0 0 47 630
5:10 PM 5 14 0 2 0 18 0 0 1 0 4 0 0 0 0 0 44 626
5:15 PM 4 23 0 1 0 16 2 0 3 0 6 0 0 0 0 0 55 628
5:20 PM 9 20 0 0 0 11 0 0 3 0 6 0 0 0 0 0 49 641
5:25 PM 11 15 0 1 0 12 1 0 4 0 6 0 0 0 0 0 50 627
5:30 PM 20 19 0 1 0 17 2 0 4 0 8 0 0 0 0 0 71 636
5:35 PM 16 14 0 0 0 17 1 0 4 0 7 0 0 0 0 0 59 643
5:40 PM 15 20 0 0 0 20 5 0 5 0 7 0 0 0 0 0 72 654
5:45 PM 15 19 0 1 0 10 1 0 0 0 11 0 0 0 0 0 57 660
5:50 PM 13 15 0 0 0 15 3 0 0 0 5 0 0 0 0 0 51 665
5:55 PM 15 19 0 0 0 14 1 0 1 0 5 0 0 0 0 0 55 661
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 204 212 0 4 0 216 32 0 52 0 88 0 0 0 0 0 808 Heavy Trucks 0 0 0 0 4 0 0 0 0 0 0 0 4
Buses
Pedestrians 0 0 4 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Parkland Wy/Angus Rd QC JOB #: 16723581 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
243 467
7 213 23
87 17 58 177
113 0.83 48
210 80 71 190
32 392 54
364 478
Peak-Hour: 7:15 AM -- 8:15 AM
Peak 15-Min: 7:30 AM -- 7:45 AM

6.2 4.5

14.3 6.1 4.3

4.6 0 1.7 5.1

1.8 6.3

1.4 1.3 7 2.6
0 5.1 3.7

5.2 4.6
1 0 0
0 0 0 17
5 0
0 0
0 0
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Parkland Wy/Angus Rd
(Eastbound)
Parkland Wy/Angus Rd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 4 24 1 0 1 17 0 0 0 4 1 0 7 0 7 0 66
7:05 AM 1 16 3 1 0 24 0 0 1 4 1 0 4 1 4 0 60
7:10 AM 1 22 2 0 1 23 0 0 0 3 1 0 9 3 2 0 67
7:15 AM 1 27 1 0 1 26 1 0 4 4 7 0 11 1 3 0 87
7:20 AM 2 21 2 0 2 20 1 0 0 7 5 0 6 2 2 0 70
7:25 AM 8 47 5 0 2 17 1 0 1 10 5 0 5 4 7 0 112
7:30 AM 1 34 7 0 0 16 0 0 1 17 8 0 4 7 4 0 99
7:35 AM 5 38 7 0 0 18 0 0 2 23 15 0 4 5 2 0 119
7:40 AM 3 47 5 0 1 15 1 0 2 12 15 0 6 6 3 0 116
7:45 AM 3 28 5 0 2 10 1 0 0 13 9 0 8 2 7 0 88
7:50 AM 2 48 8 0 2 19 0 0 2 10 3 0 6 5 7 0 112
7:55 AM 1 19 7 0 2 20 1 0 2 7 7 0 5 4 9 0 84 1080
8:00 AM 1 38 3 0 3 15 0 0 2 5 3 0 7 3 8 0 88 1102
8:05 AM 2 18 1 0 4 20 0 0 0 3 1 0 2 5 4 0 60 1102
8:10 AM 3 27 3 0 4 17 1 0 1 2 2 0 7 4 2 0 73 1108
8:15 AM 2 22 2 0 5 16 0 0 1 1 8 0 4 1 4 0 66 1087
8:20 AM 2 23 1 0 1 18 1 0 0 3 6 0 2 3 2 0 62 1079
8:25 AM 1 24 2 0 7 24 0 0 1 5 1 0 2 2 1 0 70 1037
8:30 AM 0 28 1 0 5 25 0 0 0 2 4 0 3 2 2 0 72 1010
8:35 AM 1 22 4 0 2 18 1 0 0 1 2 0 2 0 1 0 54 945
8:40 AM 2 20 4 0 1 21 0 0 1 4 0 0 1 2 2 0 58 887
8:45 AM 1 28 3 0 2 15 0 0 0 2 4 0 1 3 0 0 59 858
8:50 AM 1 16 3 0 1 17 0 0 1 3 4 0 9 3 3 0 61 807
8:55 AM 4 18 0 0 4 13 1 0 1 4 6 0 9 2 5 0 67 790
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 36 476 76 0 4 196 4 0 20 208 152 0 56 72 36 0 1336 Heavy Trucks 0 24 0 0 8 0 0 8 4 4 4 0 52
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 44 0 0 8 0 0 0 0 0 52
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Parkland Wy/Angus Rd QC JOB #: 16723582 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
530 349
9 451 70
122 4 50 178
40 0.94 66
89 45 62 183
47 295 73
558 415
Peak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:20 PM -- 5:35 PM

2.5 2.3
0 2.4 2.9
0 0 2 0.6
0 0
0 0 0 1.1
0 2.4 0
2 1.7
0 1 1
0 0 0 2
0 0
0 0
1 1
0 0 1
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Parkland Wy/Angus Rd
(Eastbound)
Parkland Wy/Angus Rd
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 3 36 7 0 8 40 1 0 0 4 3 0 5 4 3 0 114
4:05 PM 2 21 4 0 5 30 1 0 0 4 5 0 6 6 7 0 91
4:10 PM 2 19 6 1 3 34 2 0 0 3 2 0 6 1 4 0 83
4:15 PM 4 26 7 0 4 43 3 0 1 4 5 0 4 7 3 0 111
4:20 PM 0 31 7 0 5 32 1 0 1 2 2 0 6 12 3 0 102
4:25 PM 3 28 6 0 8 41 0 0 0 2 3 0 3 4 4 0 102
4:30 PM 4 26 3 0 3 28 1 0 2 3 1 0 6 3 5 0 85
4:35 PM 0 32 5 0 5 29 1 0 0 2 2 0 5 4 5 0 90
4:40 PM 4 17 5 1 7 23 0 0 1 4 4 0 4 7 4 0 81
4:45 PM 3 29 4 0 9 45 1 0 1 4 1 0 5 9 5 0 116
4:50 PM 4 23 3 0 5 40 1 0 1 2 2 0 7 7 2 0 97
4:55 PM 4 26 10 0 5 29 0 0 0 2 4 0 5 4 3 0 92 1164
5:00 PM 4 19 7 0 8 38 1 0 0 1 3 0 6 2 5 0 94 1144
5:05 PM 2 18 5 0 2 40 1 0 0 4 5 0 7 5 8 0 97 1150
5:10 PM 4 34 6 0 7 41 1 0 0 0 3 0 4 5 4 0 109 1176
5:15 PM 3 19 6 0 8 42 1 0 1 2 2 0 5 6 5 0 100 1165
5:20 PM 1 26 8 0 10 44 1 0 1 5 3 0 4 6 3 0 112 1175
5:25 PM 4 30 2 0 6 36 1 0 0 6 7 0 4 6 5 0 107 1180
5:30 PM 6 24 8 0 2 37 1 0 0 3 4 0 10 5 4 0 104 1199
5:35 PM 4 25 5 0 5 32 0 0 0 7 5 0 3 6 5 0 97 1206
5:40 PM 8 22 9 0 3 27 0 0 0 4 6 0 2 5 1 0 87 1212
5:45 PM 4 12 4 0 5 29 2 0 0 4 1 0 7 8 2 0 78 1174
5:50 PM 4 22 8 0 9 29 0 0 1 7 4 0 3 6 4 0 97 1174
5:55 PM 4 32 4 0 3 23 0 0 0 5 6 0 3 5 4 0 89 1171
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 44 320 72 0 72 468 12 0 4 56 56 0 72 68 48 0 1292 Heavy Trucks 0 12 0 0 8 0 0 0 0 0 0 0 20
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 4 0 0 0 0 0 4 0 0 8
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- N Hayden Pkwy QC JOB #: 16723583 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
363 505
22 337 4
212 102 8 76
20 0.75 32
322 200 36 42
158 395 18
573 571
Peak-Hour: 7:15 AM -- 8:15 AM
Peak 15-Min: 7:30 AM -- 7:45 AM
5 4.6

9.1 4.7 0

0.9 1 0 0
0 0

0.6 0.5 0 0
0 5.6 0
3 3.9
10 0 3
0 1 0 7
0 1
0 1
0 0
0 0 2
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
N Hayden Pkwy
(Eastbound)
N Hayden Pkwy
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 5 25 0 0 0 23 1 0 4 0 9 0 4 0 1 0 72
7:05 AM 6 21 0 0 0 29 1 0 3 0 6 0 3 1 1 0 71
7:10 AM 6 22 0 0 0 27 9 0 3 0 6 0 1 0 0 0 74
7:15 AM 7 31 0 0 0 40 2 0 2 0 5 0 2 0 1 0 90
7:20 AM 19 27 3 0 0 21 4 0 11 1 12 0 1 4 1 0 104
7:25 AM 19 42 2 0 0 36 1 0 11 0 13 0 2 9 1 0 136
7:30 AM 10 35 3 0 0 25 1 0 11 1 24 0 3 9 0 0 122
7:35 AM 28 38 3 0 2 28 2 0 12 7 28 0 8 2 0 0 158
7:40 AM 17 51 1 0 0 34 3 0 10 5 32 0 7 5 1 0 166
7:45 AM 5 19 1 0 1 26 3 0 16 6 35 0 4 1 0 0 117
7:50 AM 9 47 1 0 0 26 1 0 10 0 21 0 5 0 0 0 120
7:55 AM 6 26 1 0 0 30 1 0 7 0 10 0 2 1 1 0 85 1315
8:00 AM 12 32 2 0 0 27 1 0 6 0 6 0 0 0 1 0 87 1330
8:05 AM 11 18 1 0 0 21 2 0 4 0 10 0 2 0 2 0 71 1330
8:10 AM 15 29 0 0 1 23 1 0 2 0 4 0 0 1 0 0 76 1332
8:15 AM 4 25 0 0 0 27 0 0 2 1 9 0 2 0 0 0 70 1312
8:20 AM 2 20 1 0 0 25 2 0 2 0 9 0 2 0 0 0 63 1271
8:25 AM 7 31 1 0 0 20 2 0 1 0 9 0 1 2 0 0 74 1209
8:30 AM 4 20 1 0 0 30 2 1 3 1 6 0 0 0 0 0 68 1155
8:35 AM 1 32 2 0 0 19 1 0 0 0 7 0 0 0 0 0 62 1059
8:40 AM 7 24 1 0 1 21 0 0 1 0 14 0 1 0 0 0 70 963
8:45 AM 5 30 0 0 0 21 0 0 3 0 11 0 3 0 0 0 73 919
8:50 AM 9 22 0 0 0 22 5 0 0 0 5 0 4 1 0 0 68 867
8:55 AM 2 21 1 0 0 20 4 0 5 0 5 0 0 1 0 0 59 841
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 220 496 28 0 8 348 24 0 132 52 336 0 72 64 4 0 1784 Heavy Trucks 0 24 0 0 8 4 0 0 4 0 0 0 40
Buses
Pedestrians 0 16 0 0 16
Bicycles 0 0 4 20 0 0 0 0 0 0 0 0 24
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- N Hayden Pkwy QC JOB #: 16723584 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
532 428
47 478 7
204 30 6 33
6 0.93 5
142 106 22 49
151 393 36
606 580
Peak-Hour: 4:35 PM -- 5:35 PM
Peak 15-Min: 5:05 PM -- 5:20 PM

1.3 1.9

2.1 1.3 0

0.5 3.3 0 0
0 0

0.7 0 0 0
0 1.8 0
1 1.2
1 1 1
2 0 2 1
0 0
0 0
1 1
0 0 1
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
N Hayden Pkwy
(Eastbound)
N Hayden Pkwy
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 7 39 3 0 0 35 5 0 2 0 8 0 1 0 1 0 101
4:05 PM 17 20 4 0 0 43 3 0 3 1 6 0 3 0 0 0 100
4:10 PM 11 37 3 0 1 40 1 0 5 0 8 0 5 1 0 0 112
4:15 PM 13 30 2 0 0 42 3 0 3 0 8 0 0 0 0 0 101
4:20 PM 13 33 0 0 1 41 3 0 1 1 13 0 1 0 0 0 107
4:25 PM 14 46 4 0 0 41 4 0 3 0 12 0 0 1 1 0 126
4:30 PM 3 24 1 0 0 33 4 0 1 0 6 0 0 0 0 0 72
4:35 PM 13 35 1 0 1 31 6 0 4 0 9 0 2 1 1 0 104
4:40 PM 15 24 2 0 0 27 3 0 3 1 7 0 2 0 1 0 85
4:45 PM 13 30 4 0 0 37 3 0 2 1 11 0 2 0 1 0 104
4:50 PM 8 36 1 0 1 46 9 0 2 0 11 1 2 1 0 0 118
4:55 PM 13 37 5 0 0 35 4 0 1 1 6 0 2 0 0 0 104 1234
5:00 PM 8 26 2 0 0 30 2 0 3 1 10 0 4 0 1 0 87 1220
5:05 PM 16 24 3 0 0 51 4 0 2 1 9 0 2 0 0 0 112 1232
5:10 PM 13 38 4 0 1 53 2 0 3 0 7 0 3 0 1 0 125 1245
5:15 PM 15 28 4 0 0 46 1 0 2 1 10 0 2 0 1 0 110 1254
5:20 PM 7 32 2 0 1 45 4 0 2 0 7 0 1 1 0 0 102 1249
5:25 PM 10 46 5 0 0 44 2 0 3 0 9 0 0 0 0 0 119 1242
5:30 PM 20 37 3 0 3 33 7 0 2 0 10 0 0 2 0 0 117 1287
5:35 PM 10 21 2 0 0 32 3 0 7 0 8 0 0 0 1 0 84 1267
5:40 PM 14 36 1 0 0 36 0 0 1 0 7 0 1 0 0 0 96 1278
5:45 PM 9 26 5 0 0 40 3 0 1 0 9 0 2 0 0 0 95 1269
5:50 PM 17 31 4 0 0 28 0 1 5 0 8 0 1 0 0 0 95 1246
5:55 PM 10 35 3 0 0 26 5 0 1 0 4 0 0 0 0 0 84 1226
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 176 360 44 0 4 600 28 0 28 8 104 0 28 0 8 0 1388 Heavy Trucks 0 8 0 0 0 0 0 0 0 0 0 0 8
Buses
Pedestrians 4 4 4 0 12
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Crawford Pkwy/Old Coach Dr QC JOB #: 16723585 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
872 675
18 844 10
117 28 7 66
8 0.74 7
303 267 52 29
95 636 15
1166 746
Peak-Hour: 7:10 AM -- 8:10 AM
Peak 15-Min: 7:35 AM -- 7:50 AM

1.9 3.3

11.1 1.8 0

4.3 0 0 0
0 0
1 1.1 0 0

3.2 3.5 0

1.5 3.4
3 0 3
0 0 0 4
0 0
0 0
1 3
0 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Crawford Pkwy/Old Coach Dr
(Eastbound)
Crawford Pkwy/Old Coach Dr
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 5 28 1 0 0 56 2 0 2 0 11 0 3 0 0 0 108
7:05 AM 5 28 0 0 0 44 3 0 1 0 16 0 5 0 0 0 102
7:10 AM 2 36 1 1 0 63 3 1 1 0 13 0 6 0 1 0 128
7:15 AM 12 53 0 0 0 55 2 0 0 0 10 0 3 1 0 0 136
7:20 AM 7 64 0 0 0 74 0 0 1 1 23 0 7 1 0 0 178
7:25 AM 8 52 1 0 1 61 2 0 3 2 25 0 4 1 3 0 163
7:30 AM 7 52 1 0 1 52 1 0 3 1 31 0 7 3 2 0 161
7:35 AM 7 75 1 1 0 107 1 1 7 1 40 0 4 1 0 0 246
7:40 AM 10 62 1 0 3 102 2 1 6 1 31 0 7 0 1 0 227
7:45 AM 6 44 3 1 1 101 1 0 3 1 35 0 3 0 0 0 199
7:50 AM 12 55 3 0 0 83 0 0 1 1 22 0 4 0 0 0 181
7:55 AM 5 48 2 0 0 55 3 1 1 0 16 0 5 0 0 0 136 1965
8:00 AM 9 50 1 0 0 50 2 0 1 0 14 0 2 0 0 0 129 1986
8:05 AM 7 45 1 0 0 41 1 0 1 0 7 0 0 0 0 0 103 1987
8:10 AM 3 43 4 0 0 34 4 0 3 0 16 0 2 0 0 0 109 1968
8:15 AM 5 45 2 0 0 50 2 0 0 0 11 0 3 0 0 0 118 1950
8:20 AM 3 28 4 0 0 41 0 0 1 0 16 0 2 0 0 0 95 1867
8:25 AM 4 44 2 0 0 43 2 0 2 0 12 0 7 0 0 0 116 1820
8:30 AM 10 46 0 0 0 53 3 0 1 0 12 0 3 0 0 0 128 1787
8:35 AM 3 27 2 0 0 39 0 0 2 0 9 0 2 0 0 0 84 1625
8:40 AM 1 37 2 0 1 49 0 0 1 0 11 0 4 0 1 0 107 1505
8:45 AM 4 45 0 0 0 49 1 0 1 0 7 0 3 0 0 0 110 1416
8:50 AM 1 38 4 0 0 47 2 0 0 0 9 0 2 1 0 0 104 1339
8:55 AM 9 37 2 0 0 44 0 0 2 0 9 0 9 0 0 0 112 1315
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 92 724 20 8 16 1240 16 8 64 12 424 0 56 4 4 0 2688 Heavy Trucks 8 16 0 0 20 0 0 0 4 0 0 0 48
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 12 0 0 0 0 0 12 0 0 24
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Crawford Pkwy/Old Coach Dr QC JOB #: 16723586 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
813 815
30 773 10
201 20 2 50
0 0.96 1
135 115 47 63
170 792 54
935 1016
Peak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:20 PM -- 5:35 PM

1.4 0.6
0 1.4 0

0.5 0 0 0
0 0

1.5 1.7 0 0

0.6 0.6 0

1.4 0.6
1 0 6
0 0 0 1
0 1
0 0
0 0
0 1 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Crawford Pkwy/Old Coach Dr
(Eastbound)
Crawford Pkwy/Old Coach Dr
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 10 60 3 0 0 53 3 0 1 1 18 0 3 0 0 0 152
4:05 PM 9 65 1 0 0 52 3 0 0 0 4 0 3 0 0 0 137
4:10 PM 16 75 2 0 1 75 1 0 0 0 12 0 2 0 0 0 184
4:15 PM 18 66 6 0 0 64 4 0 5 1 12 0 8 0 0 0 184
4:20 PM 13 55 6 1 0 63 5 0 1 0 12 0 2 0 0 0 158
4:25 PM 9 81 5 0 0 70 3 0 2 0 14 0 4 0 1 0 189
4:30 PM 17 46 4 0 2 37 6 0 1 0 11 0 1 1 1 0 127
4:35 PM 11 56 9 0 0 62 2 0 2 0 14 0 3 0 0 0 159
4:40 PM 7 57 4 0 0 41 0 0 2 1 18 0 5 0 0 0 135
4:45 PM 10 71 4 0 0 54 1 0 2 0 5 0 7 0 1 0 155
4:50 PM 11 62 3 0 0 85 7 1 3 0 12 0 3 0 0 0 187
4:55 PM 13 73 5 0 0 51 0 0 3 0 7 0 1 0 0 0 153 1920
5:00 PM 16 57 5 0 0 61 0 0 1 0 5 0 1 0 0 0 146 1914
5:05 PM 11 70 6 0 5 67 1 0 2 0 16 0 1 0 1 0 180 1957
5:10 PM 8 60 7 0 1 72 3 0 1 0 14 0 7 0 0 0 173 1946
5:15 PM 11 66 2 0 1 69 1 0 3 0 10 0 1 0 0 0 164 1926
5:20 PM 18 65 1 0 0 71 1 0 2 0 7 0 7 0 0 0 172 1940
5:25 PM 22 71 6 0 1 66 5 0 0 0 5 0 3 0 0 0 179 1930
5:30 PM 16 77 2 0 0 56 4 0 1 0 14 0 4 1 0 0 175 1978
5:35 PM 16 57 6 0 1 52 5 0 2 0 10 0 6 0 0 0 155 1974
5:40 PM 18 63 7 0 0 69 2 0 0 0 10 0 6 0 0 0 175 2014
5:45 PM 18 53 8 0 0 52 1 0 1 1 9 0 3 0 0 0 146 2005
5:50 PM 17 62 8 0 1 65 1 0 1 0 8 0 4 0 0 0 167 1985
5:55 PM 21 80 4 0 0 39 1 0 1 0 9 0 6 0 0 0 161 1993
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 224 852 36 0 4 772 40 0 12 0 104 0 56 4 0 0 2104 Heavy Trucks 0 12 0 0 8 0 0 0 4 0 0 0 24
Buses
Pedestrians 0 0 0 4 4
Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Hayden Pkwy QC JOB #: 16723587 CITY/STATE: Roseville, CA DATE: Wed, Oct 30 2024
990 845
144 846 0
242 160 0 0
0 0.88 0
336 176 0 0
99 685 0
1023 784
Peak-Hour: 7:20 AM -- 8:20 AM
Peak 15-Min: 7:40 AM -- 7:55 AM

3.4 3.8
0 4 0

0.4 0 0 0
0 0

0.9 1.7 0 0
1 4.7 0

3.6 4.2
0 0 0
0 0 0 0
0 0
0 0
0 0
1 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Hayden Pkwy
(Eastbound)
Hayden Pkwy
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 7 43 0 0 0 67 3 1 5 0 11 0 0 0 0 0 137
7:05 AM 7 50 0 0 0 80 6 0 2 0 10 0 0 0 0 0 155
7:10 AM 6 46 0 0 0 62 1 0 7 0 14 0 0 0 0 0 136
7:15 AM 0 46 0 0 0 59 5 0 9 0 13 0 0 0 0 0 132
7:20 AM 5 58 0 0 0 62 5 0 13 0 9 0 0 0 0 0 152
7:25 AM 1 59 0 0 0 71 10 0 11 0 12 0 0 0 0 0 164
7:30 AM 9 67 0 0 0 72 13 0 13 0 15 0 0 0 0 0 189
7:35 AM 7 52 0 0 0 76 18 0 19 0 15 0 0 0 0 0 187
7:40 AM 5 59 0 0 0 74 23 0 17 0 16 0 0 0 0 0 194
7:45 AM 13 71 0 0 0 75 13 0 21 0 18 0 0 0 0 0 211
7:50 AM 15 49 0 0 0 76 19 0 12 0 22 0 0 0 0 0 193
7:55 AM 8 57 0 0 0 77 8 0 8 0 20 0 0 0 0 0 178 2028
8:00 AM 6 57 0 0 0 63 13 0 18 0 16 0 0 0 0 0 173 2064
8:05 AM 13 53 0 1 0 71 10 0 9 0 9 0 0 0 0 0 166 2075
8:10 AM 12 61 0 0 0 57 7 0 11 0 15 0 0 0 0 0 163 2102
8:15 AM 4 42 0 0 0 72 5 0 8 0 9 0 0 0 0 0 140 2110
8:20 AM 8 51 0 0 0 64 8 0 6 0 7 0 0 0 0 0 144 2102
8:25 AM 4 52 0 0 0 54 8 0 11 0 2 0 0 0 0 0 131 2069
8:30 AM 9 47 0 0 0 73 6 0 11 0 9 0 0 0 0 0 155 2035
8:35 AM 3 60 0 0 0 54 7 0 13 0 5 0 0 0 0 0 142 1990
8:40 AM 5 69 0 0 0 53 9 0 12 0 7 0 0 0 0 0 155 1951
8:45 AM 12 75 0 0 0 65 14 0 7 0 6 0 0 0 0 0 179 1919
8:50 AM 9 57 0 0 0 44 14 0 10 0 6 0 0 0 0 0 140 1866
8:55 AM 13 64 0 0 0 50 22 0 11 0 9 0 0 0 0 0 169 1857
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 132 716 0 0 0 900 220 0 200 0 224 0 0 0 0 0 2392 Heavy Trucks 4 16 0 0 40 0 0 0 0 0 0 0 60
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Hayden Pkwy QC JOB #: 16723588 CITY/STATE: Roseville, CA DATE: Wed, Oct 30 2024
1147 1033
153 994 0
298 128 0 0
0 0.93 0
261 133 0 0
146 905 0
1128 1051
Peak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:10 PM -- 5:25 PM

3.3 0.8
0 3.8 0
0 0.8 0 0
0 0

1.1 1.5 0 0
0 0.8 0

3.5 0.7
0 1 2
0 0 1 0
0 0
0 0
0 0
1 0 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Hayden Pkwy
(Eastbound)
Hayden Pkwy
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 9 65 0 0 0 69 19 0 15 0 11 0 0 0 0 0 188
4:05 PM 13 82 0 0 0 70 18 0 10 0 11 0 0 0 0 0 204
4:10 PM 8 64 0 0 0 70 6 0 16 0 9 0 0 0 0 0 173
4:15 PM 13 85 0 0 0 88 10 0 7 0 13 0 0 0 0 0 216
4:20 PM 9 82 0 0 0 109 12 0 6 0 7 0 0 0 0 0 225
4:25 PM 9 46 0 0 0 72 15 0 7 0 8 0 0 0 0 0 157
4:30 PM 11 86 0 0 0 79 12 0 8 0 9 0 0 0 0 0 205
4:35 PM 11 61 0 0 0 95 11 0 16 0 11 0 0 0 0 0 205
4:40 PM 7 69 0 0 0 74 7 0 13 0 5 0 0 0 0 0 175
4:45 PM 7 68 0 0 0 88 7 0 11 0 8 0 0 0 0 0 189
4:50 PM 9 73 0 0 0 82 9 0 12 0 3 0 0 0 0 0 188
4:55 PM 7 73 0 0 0 63 10 0 8 0 9 0 0 0 0 0 170 2295
5:00 PM 12 83 0 0 0 82 10 0 9 0 7 0 0 0 0 0 203 2310
5:05 PM 13 69 0 1 0 99 12 0 11 0 9 0 0 0 0 0 214 2320
5:10 PM 5 60 0 0 0 87 10 0 18 0 15 0 0 0 0 0 195 2342
5:15 PM 16 84 0 0 0 91 17 0 8 0 9 0 0 0 0 0 225 2351
5:20 PM 11 84 0 0 0 106 12 0 17 0 8 0 0 0 0 0 238 2364
5:25 PM 13 69 0 0 0 77 13 0 13 0 10 0 0 0 0 0 195 2402
5:30 PM 19 69 0 0 0 71 20 0 7 0 12 0 0 0 0 0 198 2395
5:35 PM 10 97 0 0 0 52 11 0 11 0 6 0 0 0 0 0 187 2377
5:40 PM 10 71 0 0 0 110 9 0 7 0 16 0 0 0 0 0 223 2425
5:45 PM 9 63 0 0 0 84 16 0 14 0 12 0 0 0 0 0 198 2434
5:50 PM 14 81 0 0 0 79 13 0 7 0 17 0 0 0 0 0 211 2457
5:55 PM 13 75 0 0 0 56 10 0 6 0 12 0 0 0 0 0 172 2459
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 128 912 0 0 0 1136 156 0 172 0 128 0 0 0 0 0 2632 Heavy Trucks 0 8 0 0 40 0 0 0 0 0 0 0 48
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Village Green Dr/Del Webb Blvd QC JOB #: 16723589 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
1041 785
92 938 11
156 127 10 43
21 0.87 12
243 95 21 73
53 648 41
1055 742
Peak-Hour: 7:10 AM -- 8:10 AM
Peak 15-Min: 7:40 AM -- 7:55 AM

4.5 6.5

3.3 4.7 0

2.6 0 0 0
0 0

0.8 2.1 0 8.2

1.9 7.9 14.6

4.4 7.8
0 2 0
1 0 0 0
0 1
0 1
0 0
0 1 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Village Green Dr/Del Webb
Blvd
(Eastbound)
Village Green Dr/Del Webb
Blvd
(Westbound)
Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 42 2 0 1 83 5 0 5 1 11 0 2 0 1 0 153
7:05 AM 0 32 1 0 0 61 3 0 4 0 9 0 5 0 1 0 116
7:10 AM 3 39 2 0 0 77 5 0 9 2 8 0 3 1 2 0 151
7:15 AM 3 60 1 0 0 65 1 0 7 0 9 0 3 0 0 0 149
7:20 AM 6 56 1 0 0 75 7 0 10 1 8 0 2 0 0 0 166
7:25 AM 6 60 6 0 0 92 6 0 2 0 4 0 1 3 1 0 181
7:30 AM 12 45 3 0 0 55 7 0 11 1 7 0 4 1 0 0 146
7:35 AM 7 60 2 0 0 89 8 0 14 2 7 0 1 1 1 0 192
7:40 AM 1 46 2 0 1 102 14 0 13 1 9 0 1 2 0 0 192
7:45 AM 4 61 4 0 0 95 7 0 15 2 10 0 1 2 1 0 202
7:50 AM 3 62 7 1 5 84 10 0 10 3 12 0 1 0 1 0 199
7:55 AM 3 52 4 0 2 78 10 0 11 3 6 0 1 1 1 0 172 2019
8:00 AM 3 48 6 0 1 67 10 0 14 3 9 0 3 1 1 0 166 2032
8:05 AM 1 59 3 0 2 59 7 0 11 3 6 0 0 0 2 0 153 2069
8:10 AM 2 44 4 0 0 66 5 0 11 2 8 0 2 0 1 0 145 2063
8:15 AM 2 52 3 0 1 64 10 0 9 2 9 0 2 0 0 0 154 2068
8:20 AM 3 52 5 1 3 68 9 0 8 0 6 0 0 0 0 0 155 2057
8:25 AM 3 55 1 0 0 56 7 0 4 1 8 0 3 1 1 0 140 2016
8:30 AM 1 54 5 1 3 62 8 0 8 2 3 0 2 2 2 1 154 2024
8:35 AM 1 47 1 0 3 49 8 0 6 2 13 0 3 0 3 0 136 1968
8:40 AM 3 47 1 0 1 47 5 0 10 0 8 0 2 0 1 0 125 1901
8:45 AM 4 69 9 0 1 55 5 0 11 2 5 0 2 0 3 0 166 1865
8:50 AM 6 53 5 1 1 54 6 0 3 3 4 0 3 2 1 0 142 1808
8:55 AM 1 53 7 0 0 51 6 0 4 2 5 0 4 1 0 0 134 1770
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 32 676 52 4 24 1124 124 0 152 24 124 0 12 16 8 0 2372 Heavy Trucks 0 60 8 0 44 12 0 0 0 0 0 0 124
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 4 0 0 0 0 0 0 0 0 0 4 8
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Fiddyment Rd -- Village Green Dr/Del Webb Blvd QC JOB #: 16723590 CITY/STATE: Roseville, CA DATE: Wed, Oct 23 2024
1153 1072
188 948 17
289 138 20 85
29 0.94 26
246 79 39 99
79 914 53
1070 1046
Peak-Hour: 4:55 PM -- 5:55 PM
Peak 15-Min: 5:35 PM -- 5:50 PM
2 1.2
0 2.4 0

0.3 0 0 0
0 0
0 0 0 0

1.3 1.4 0

2.1 1.3
0 3 0
0 0 1 0
0 0
0 0
1 1
0 2 0
N/A

N/A N/A
N/A
N/A

N/A N/A
N/A
5-Min Count
Period
Beginning At
Fiddyment Rd
(Northbound)
Fiddyment Rd
(Southbound)
Village Green Dr/Del Webb
Blvd
(Eastbound)
Village Green Dr/Del Webb
Blvd
(Westbound)
Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 7 76 6 0 1 77 18 0 16 1 3 0 1 2 0 0 208
4:05 PM 7 60 6 2 1 80 10 0 7 3 3 0 2 3 1 1 186
4:10 PM 4 85 2 1 0 80 10 0 13 2 8 0 4 3 1 0 213
4:15 PM 5 87 3 1 1 79 7 0 10 2 2 0 3 0 2 0 202
4:20 PM 3 60 3 0 1 38 20 0 17 2 6 0 1 2 4 0 157
4:25 PM 11 75 6 0 1 93 16 0 6 2 7 0 2 4 1 0 224
4:30 PM 10 50 0 2 1 75 10 0 6 2 6 0 2 2 2 0 168
4:35 PM 6 57 4 0 1 68 15 0 11 1 3 0 2 5 1 0 174
4:40 PM 5 75 5 0 1 52 10 0 9 2 5 0 1 2 1 0 168
4:45 PM 8 61 2 0 1 78 11 0 8 3 4 0 6 1 1 0 184
4:50 PM 14 73 6 0 1 68 20 0 13 2 5 0 5 3 2 0 212
4:55 PM 5 71 2 0 2 72 17 0 12 2 6 0 5 1 3 0 198 2294
5:00 PM 5 59 4 0 2 76 16 0 11 1 4 0 0 2 1 0 181 2267
5:05 PM 7 82 6 0 1 80 15 0 13 3 7 0 3 3 3 0 223 2304
5:10 PM 4 56 4 0 1 90 15 0 12 1 8 0 5 3 3 0 202 2293
5:15 PM 15 81 7 3 1 79 19 0 9 2 8 0 3 1 2 0 230 2321
5:20 PM 8 97 8 0 2 79 8 0 7 4 4 0 2 1 0 0 220 2384
5:25 PM 3 73 3 0 2 80 15 0 12 5 7 0 4 0 1 0 205 2365
5:30 PM 4 62 3 0 2 77 12 0 11 0 5 0 6 3 2 0 187 2384
5:35 PM 5 92 5 1 0 69 15 0 21 2 11 0 5 5 1 0 232 2442
5:40 PM 5 85 6 0 3 81 20 0 14 4 2 0 1 2 1 0 224 2498
5:45 PM 8 79 1 0 0 82 19 0 9 1 6 0 4 4 1 0 214 2528
5:50 PM 6 77 4 0 1 83 17 0 7 4 11 0 1 1 2 0 214 2530
5:55 PM 8 86 3 0 1 56 13 0 9 1 2 0 1 2 2 0 184 2516
Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 72 1024 48 4 12 928 216 0 176 28 76 0 40 44 12 0 2680 Heavy Trucks 0 4 0 0 32 0 0 0 0 0 0 0 36
Buses
Pedestrians 0 0 8 0 8
Bicycles 0 0 0 0 4 0 0 0 4 0 0 0 8
Scooters
Comments:

Report generated on 11/5/2024 3:39 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Appendix D
Existing Conditions Synchro Reports

HCM 7th AWSC
1: Westbrook Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

HCM 7th Edition all-way stop-controlled intersection methodology supports maximum of three lanes.

HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 360 117 65 265 56 67 194 105 138 257 68 Future Volume (veh/h) 84 360 117 65 265 56 67 194 105 138 257 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1781 1900 1900 1693 1796 1885 1885 1885 1841 1870 1841 Adj Flow Rate, veh/h 98 419 136 76 308 65 78 226 122 160 299 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 5 8 0 0 14 7 1 1 1 4 2 4
Cap, veh/h 126 1432 472 98 1277 419 101 358 291 204 467 343 Arrive On Green 0.07 0.29 0.29 0.05 0.28 0.28 0.06 0.19 0.19 0.12 0.25 0.25 Sat Flow, veh/h 1739 4863 1605 1810 4621 1517 1795 1885 1533 1753 1870 1373 Grp Volume(v), veh/h 98 419 136 76 308 65 78 226 122 160 299 79 Grp Sat Flow(s),veh/h/ln1739 1621 1605 1810 1540 1517 1795 1885 1533 1753 1870 1373 Q Serve(g_s), s 3.2 3.9 3.8 2.4 3.0 1.9 2.5 6.4 4.1 5.1 8.3 2.7 Cycle Q Clear(g_c), s 3.2 3.9 3.8 2.4 3.0 1.9 2.5 6.4 4.1 5.1 8.3 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 126 1432 472 98 1277 419 101 358 291 204 467 343 V/C Ratio(X) 0.78 0.29 0.29 0.77 0.24 0.16 0.77 0.63 0.42 0.79 0.64 0.23 Avail Cap(c_a), veh/h 330 1432 472 344 1277 419 341 521 423 333 517 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 15.8 15.8 27.0 16.3 15.8 27.0 21.6 20.7 24.9 19.4 17.3 Incr Delay (d2), s/veh 9.8 0.1 0.3 12.0 0.4 0.8 11.8 1.8 1.0 6.6 2.3 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 1.2 1.2 1.2 0.9 0.6 1.3 2.7 1.3 2.3 3.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.2 15.9 16.1 39.0 16.7 16.6 38.7 23.4 21.6 31.5 21.7 17.6 LnGrp LOS D B B D B B D C C C C B
Approach Vol, veh/h 653 449 426 538
Approach Delay, s/veh 19.0 20.5 25.7 24.0
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.7 16.0 8.2 22.1 8.3 19.5 9.2 21.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s11.0 16.0 11.0 16.0 11.0 16.0 11.0 16.0 Max Q Clear Time (g_c+I1), s7.1 8.4 4.4 5.9 4.5 10.3 5.2 5.0 Green Ext Time (p_c), s 0.1 1.0 0.1 2.2 0.1 1.0 0.1 1.5 Intersection Summary
HCM 7th Control Delay, s/veh 22.0
HCM 7th LOS C

HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 403 66 415 260 230 62 403 371 405 562 51 Future Volume (veh/h) 61 403 66 415 260 230 62 403 371 405 562 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1604 1856 1856 1900 1678 1841 1870 1900 1856 1841 Adj Flow Rate, veh/h 69 458 14 472 295 50 70 458 113 460 639 16 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 2 20 3 3 0 15 4 2 0 3 4
Cap, veh/h 691 770 205 579 557 177 337 766 347 568 959 424 Arrive On Green 0.20 0.15 0.15 0.17 0.11 0.11 0.11 0.22 0.22 0.16 0.27 0.27 Sat Flow, veh/h 3510 5106 1359 3428 5066 1610 3100 3497 1583 3510 3526 1558 Grp Volume(v), veh/h 69 458 14 472 295 50 70 458 113 460 639 16 Grp Sat Flow(s),veh/h/ln1755 1702 1359 1714 1689 1610 1550 1749 1583 1755 1763 1558 Q Serve(g_s), s 1.3 6.5 0.5 10.4 4.3 1.4 1.6 9.2 4.7 9.9 12.6 0.6 Cycle Q Clear(g_c), s 1.3 6.5 0.5 10.4 4.3 1.4 1.6 9.2 4.7 9.9 12.6 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 691 770 205 579 557 177 337 766 347 568 959 424 V/C Ratio(X) 0.10 0.60 0.07 0.82 0.53 0.28 0.21 0.60 0.33 0.81 0.67 0.04 Avail Cap(c_a), veh/h 899 1314 350 1755 1426 453 793 1477 669 1348 1489 658 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 31.0 13.4 31.3 32.9 13.3 31.7 27.4 25.7 31.6 25.3 20.9 Incr Delay (d2), s/veh 0.0 1.3 0.2 1.1 1.2 1.3 0.1 1.5 1.1 1.1 1.6 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 2.6 0.2 4.0 1.7 0.9 0.6 3.7 1.7 3.9 5.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.7 32.2 13.6 32.4 34.0 14.6 31.9 28.9 26.7 32.6 26.8 21.0 LnGrp LOS C C B C C B C C C C C C
Approach Vol, veh/h 541 817 641 1115
Approach Delay, s/veh 30.9 31.9 28.8 29.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s18.7 23.1 18.2 18.2 14.5 27.3 21.8 14.6 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s30.0 33.0 40.0 20.1 20.0 33.0 20.0 * 22 Max Q Clear Time (g_c+I1), s11.9 11.2 12.4 8.5 3.6 14.6 3.3 6.3 Green Ext Time (p_c), s 0.8 5.6 0.8 3.2 0.1 6.4 0.1 2.3 Intersection Summary
HCM 7th Control Delay, s/veh 30.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 1464 141 46 996 131 95 38 129 288 84 50 Future Volume (veh/h) 51 1464 141 46 996 131 95 38 129 288 84 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.75 1.00 0.76 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1885 1900 1841 1870 1885 1826 1870 1885 1841 1900 Adj Flow Rate, veh/h 61 1743 168 55 1186 156 113 45 154 252 228 60 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 0 2 1 0 4 2 1 5 2 1 4 0
Cap, veh/h 131 2226 660 89 2073 635 262 267 173 371 270 71 Arrive On Green 0.07 0.44 0.44 0.10 0.83 0.83 0.15 0.15 0.15 0.21 0.21 0.21 Sat Flow, veh/h 1810 5106 1513 1810 5025 1539 1795 1826 1188 1795 1309 344 Grp Volume(v), veh/h 61 1743 168 55 1186 156 113 45 154 252 0 288 Grp Sat Flow(s),veh/h/ln1810 1702 1513 1810 1675 1539 1795 1826 1188 1795 0 1653 Q Serve(g_s), s 3.9 35.1 8.5 3.5 9.4 2.7 6.9 2.6 15.3 15.5 0.0 20.1 Cycle Q Clear(g_c), s 3.9 35.1 8.5 3.5 9.4 2.7 6.9 2.6 15.3 15.5 0.0 20.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 131 2226 660 89 2073 635 262 267 173 371 0 342 V/C Ratio(X) 0.47 0.78 0.25 0.62 0.57 0.25 0.43 0.17 0.89 0.68 0.00 0.84 Avail Cap(c_a), veh/h 241 2226 660 241 2073 635 305 310 202 376 0 346 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 0.90 0.90 0.90 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.4 29.0 21.5 53.0 7.0 6.4 46.7 44.9 50.3 43.9 0.0 45.7 Incr Delay (d2), s/veh 0.7 2.1 0.7 2.4 1.0 0.8 0.4 0.1 29.3 4.0 0.0 16.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 13.9 3.0 1.6 2.2 0.9 3.1 1.2 5.8 7.3 0.0 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.1 31.1 22.2 55.4 8.0 7.2 47.1 45.0 79.6 47.9 0.0 61.7 LnGrp LOS D C C E A A D D E D E
Approach Vol, veh/h 1972 1397 312 540
Approach Delay, s/veh 31.0 9.8 62.9 55.3
Approach LOS C A E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.1 9.9 58.3 29.7 12.7 55.5
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 20.4 16.0 39.0 25.1 16.0 39.0 Max Q Clear Time (g_c+I1), s 17.3 5.5 37.1 22.1 5.9 11.4 Green Ext Time (p_c), s 0.3 0.0 1.9 0.5 0.0 18.7
Intersection Summary
HCM 7th Control Delay, s/veh 29.5
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 1513 207 205 815 73 268 123 257 250 151 74 Future Volume (veh/h) 92 1513 207 205 815 73 268 123 257 250 151 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1870 1870 1856 1826 1678 1885 1826 1870 1870 1885 1885 Adj Flow Rate, veh/h 102 1681 230 228 906 81 298 137 286 278 168 82 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 2 2 3 5 15 1 5 2 2 1 1
Cap, veh/h 281 2647 807 285 2597 738 359 471 210 340 470 201 Arrive On Green 0.16 1.00 1.00 0.17 1.00 1.00 0.10 0.14 0.14 0.10 0.13 0.13 Sat Flow, veh/h 3483 5106 1557 3428 4985 1416 3483 3469 1547 3456 3582 1529 Grp Volume(v), veh/h 102 1681 230 228 906 81 298 137 286 278 168 82 Grp Sat Flow(s),veh/h/ln1742 1702 1557 1714 1662 1416 1742 1735 1547 1728 1791 1529 Q Serve(g_s), s 3.1 0.0 0.0 7.7 0.0 0.0 10.1 4.3 16.3 9.5 5.1 5.9 Cycle Q Clear(g_c), s 3.1 0.0 0.0 7.7 0.0 0.0 10.1 4.3 16.3 9.5 5.1 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 281 2647 807 285 2597 738 359 471 210 340 470 201 V/C Ratio(X) 0.36 0.63 0.28 0.80 0.35 0.11 0.83 0.29 1.36 0.82 0.36 0.41 Avail Cap(c_a), veh/h 464 2647 807 600 2597 738 522 471 210 605 576 246 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.65 0.65 0.95 0.95 0.95 0.81 0.81 0.81 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 0.0 0.0 49.1 0.0 0.0 52.8 46.6 51.8 53.0 47.5 47.8 Incr Delay (d2), s/veh 0.2 0.8 0.6 1.9 0.4 0.3 4.0 0.4 185.6 1.8 0.7 2.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.2 0.1 3.1 0.1 0.1 4.5 1.8 17.0 4.1 2.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.8 0.8 0.6 51.0 0.4 0.3 56.8 47.0 237.4 54.9 48.2 49.9 LnGrp LOS D A A D A A E D F D D D
Approach Vol, veh/h 2013 1215 721 528
Approach Delay, s/veh 3.1 9.8 126.6 52.0
Approach LOS A A F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.8 22.0 14.0 68.2 16.4 21.5 13.7 68.5 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s21.0 16.3 21.0 42.0 18.0 19.3 16.0 47.0 Max Q Clear Time (g_c+I1), s11.5 18.3 9.7 2.0 12.1 7.9 5.1 2.0 Green Ext Time (p_c), s 0.4 0.0 0.3 33.0 0.3 1.3 0.1 20.4 Intersection Summary
HCM 7th Control Delay, s/veh 30.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 1915 104 188 1035 33 21 11 150 51 15 18 Future Volume (veh/h) 31 1915 104 188 1035 33 21 11 150 51 15 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1841 1856 1826 1900 1900 1900 1885 1900 1900 1900 Adj Flow Rate, veh/h 33 2037 111 200 1101 35 17 19 160 54 16 19 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 Percent Heavy Veh, % 0 2 4 3 5 0 0 0 1 0 0 0
Cap, veh/h 70 2849 858 255 2958 935 209 219 184 172 75 89 Arrive On Green 0.08 1.00 1.00 0.15 1.00 1.00 0.12 0.12 0.12 0.09 0.09 0.09 Sat Flow, veh/h 1810 5106 1538 3428 4985 1576 1810 1900 1598 1810 791 940 Grp Volume(v), veh/h 33 2037 111 200 1101 35 17 19 160 54 0 35 Grp Sat Flow(s),veh/h/ln1810 1702 1538 1714 1662 1576 1810 1900 1598 1810 0 1731 Q Serve(g_s), s 2.1 0.0 0.0 6.7 0.0 0.0 1.0 1.1 11.8 3.3 0.0 2.2 Cycle Q Clear(g_c), s 2.1 0.0 0.0 6.7 0.0 0.0 1.0 1.1 11.8 3.3 0.0 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 70 2849 858 255 2958 935 209 219 184 172 0 164 V/C Ratio(X) 0.47 0.72 0.13 0.78 0.37 0.04 0.08 0.09 0.87 0.31 0.00 0.21 Avail Cap(c_a), veh/h 241 2849 858 457 2958 935 228 239 201 241 0 231 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.69 0.69 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 0.0 50.1 0.0 0.0 47.4 47.4 52.2 50.7 0.0 50.2 Incr Delay (d2), s/veh 1.2 1.1 0.2 1.9 0.3 0.1 0.1 0.1 27.5 0.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.3 0.1 2.7 0.1 0.0 0.5 0.5 6.0 1.5 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.4 1.1 0.2 52.0 0.3 0.1 47.5 47.5 79.7 51.1 0.0 50.4 LnGrp LOS E A A D A A D D E D D
Approach Vol, veh/h 2181 1336 196 89
Approach Delay, s/veh 1.9 8.1 73.7 50.8
Approach LOS A A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.7 12.9 72.9 15.4 8.7 77.2
Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 15.1 16.0 54.0 16.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 13.8 8.7 2.0 5.3 4.1 2.0
Green Ext Time (p_c), s 0.0 0.2 44.1 0.1 0.0 21.5
Intersection Summary
HCM 7th Control Delay, s/veh 8.9
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
7: Blue Oaks Blvd & New Meadow Dr 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 33 2061 0 1226 140 376 42
Future Volume (veh/h) 33 2061 0 1226 140 376 42
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1870 1826 1885 1900 1826
Adj Flow Rate, veh/h 37 2290 1362 156 418 47
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 3 2 5 1 0 5
Cap, veh/h 94 5004 3445 1104 488 215
Arrive On Green 0.11 1.00 0.69 0.69 0.14 0.14
Sat Flow, veh/h 1767 6696 5149 1598 3510 1547
Grp Volume(v), veh/h 37 2290 1362 156 418 47
Grp Sat Flow(s),veh/h/ln1767 1609 1662 1598 1755 1547
Q Serve(g_s), s 2.3 0.0 13.9 4.0 14.0 3.2
Cycle Q Clear(g_c), s 2.3 0.0 13.9 4.0 14.0 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 5004 3445 1104 488 215
V/C Ratio(X) 0.39 0.46 0.40 0.14 0.86 0.22
Avail Cap(c_a), veh/h 236 5004 3445 1104 761 335
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.68 0.68 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 51.8 0.0 7.9 6.3 50.5 45.9
Incr Delay (d2), s/veh 0.7 0.2 0.3 0.3 3.6 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.0 0.1 4.3 1.2 6.4 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.5 0.2 8.2 6.6 54.1 46.1
LnGrp LOS D A A A D D
Approach Vol, veh/h 2327 1518 465
Approach Delay, s/veh 1.0 8.0 53.3
Approach LOS A A D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 99.3 20.7 10.4 88.9
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 64.0 26.0 16.0 64.0
Max Q Clear Time (g_c+I1), s 2.0 16.0 4.3 15.9
Green Ext Time (p_c), s 51.7 0.7 0.0 25.8
Intersection Summary
HCM 7th Control Delay, s/veh 9.1
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary
8: Foothill Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 1912 202 324 1299 240 162 84 413 130 50 24 Future Volume (veh/h) 82 1912 202 324 1299 240 162 84 413 130 50 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1870 1885 1870 1841 1856 1811 1826 1781 1693 1811 1900 Adj Flow Rate, veh/h 88 2056 39 348 1397 127 174 90 0 140 54 26 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 Percent Heavy Veh, % 1 2 1 2 4 3 6 5 8 14 6 0
Cap, veh/h 275 2739 846 410 2895 895 278 275 310 327 153 Arrive On Green 0.08 0.54 0.54 0.12 0.58 0.58 0.08 0.08 0.00 0.10 0.10 0.10 Sat Flow, veh/h 3483 5106 1577 3456 5025 1553 3346 3469 1510 3127 3441 1610 Grp Volume(v), veh/h 88 2056 39 348 1397 127 174 90 0 140 54 26 Grp Sat Flow(s),veh/h/ln1742 1702 1577 1728 1675 1553 1673 1735 1510 1564 1721 1610 Q Serve(g_s), s 2.9 37.5 1.4 11.8 19.6 4.5 6.0 2.9 0.0 5.1 1.7 1.8 Cycle Q Clear(g_c), s 2.9 37.5 1.4 11.8 19.6 4.5 6.0 2.9 0.0 5.1 1.7 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 275 2739 846 410 2895 895 278 275 310 327 153 V/C Ratio(X) 0.32 0.75 0.05 0.85 0.48 0.14 0.63 0.33 0.45 0.16 0.17 Avail Cap(c_a), veh/h 464 2739 846 605 2895 895 446 434 417 450 211 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 21.6 13.2 51.8 14.9 11.7 53.2 52.2 0.0 51.0 49.9 49.9 Incr Delay (d2), s/veh 0.2 1.9 0.1 4.3 0.5 0.3 0.9 1.3 0.0 0.4 0.9 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 14.2 0.5 5.2 6.9 1.5 2.5 1.3 0.0 2.0 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.5 23.5 13.3 56.1 15.4 12.0 54.1 53.6 0.0 51.4 50.8 51.8 LnGrp LOS D C B E B B D D D D D
Approach Vol, veh/h 2183 1872 264 220
Approach Delay, s/veh 24.5 22.7 53.9 51.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.9 15.5 18.2 70.4 14.0 17.4 13.5 75.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s16.0 15.0 21.0 48.0 16.0 * 16 16.0 53.0 Max Q Clear Time (g_c+I1), s7.1 4.9 13.8 39.5 8.0 3.8 4.9 21.6 Green Ext Time (p_c), s 0.1 0.4 0.4 8.2 0.2 0.5 0.1 24.8 Intersection Summary
HCM 7th Control Delay, s/veh 26.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
8: Foothill Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
9: Fidelity Wy & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

HCM 7th Edition methodology does not support current ring-barrier structure.

HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2017 356 306 638 141 238 0 475 95 478 374 Future Volume (veh/h) 0 2017 356 306 638 141 238 0 475 95 478 374 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1856 1870 1841 1870 1885 1856 0 1856 1870 1856 1826 Adj Flow Rate, veh/h 0 2192 387 333 693 0 259 0 516 103 520 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 2 4 2 1 3 0 3 2 3 5
Cap, veh/h 0 3782 939 394 2636 0 0 0 282 558
Arrive On Green 0.00 0.59 0.59 0.12 0.74 0.00 0.00 0.00 0.00 0.16 0.16 0.00 Sat Flow, veh/h 0 6643 1584 3401 3554 1598 0 1781 3526 1547 Grp Volume(v), veh/h 0 2192 387 333 693 0 0.0 103 520 0 Grp Sat Flow(s),veh/h/ln 0 1596 1584 1700 1777 1598 1781 1763 1547 Q Serve(g_s), s 0.0 25.6 15.8 11.5 7.5 0.0 6.2 17.5 0.0 Cycle Q Clear(g_c), s 0.0 25.6 15.8 11.5 7.5 0.0 6.2 17.5 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3782 939 394 2636 282 558
V/C Ratio(X) 0.00 0.58 0.41 0.85 0.26 0.37 0.93
Avail Cap(c_a), veh/h 0 3782 939 595 2636 282 558
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.83 0.83 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 15.2 13.2 52.0 5.0 0.0 45.1 49.9 0.0 Incr Delay (d2), s/veh 0.0 0.5 1.1 4.4 0.2 0.0 1.5 23.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 9.1 5.8 5.0 2.3 0.0 2.9 9.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 15.7 14.3 56.4 5.2 0.0 46.7 73.0 0.0 LnGrp LOS B B E A D E
Approach Vol, veh/h 2579 1026 623
Approach Delay, s/veh 15.5 21.8 68.6
Approach LOS B C E
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 17.9 77.1 25.0 95.0
Change Period (Y+Rc), s 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 39.0 19.0 64.0
Max Q Clear Time (g_c+I1), s 13.5 27.6 19.5 9.5
Green Ext Time (p_c), s 0.4 11.2 0.0 11.5
Intersection Summary
HCM 7th Control Delay, s/veh 24.9
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th AWSC
11: Santucci Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 5 0 0 0 0 4 0 0 0
Future Vol, veh/h 0 0 0 5 0 0 0 0 4 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.45 0.92 0.45 0.92 0.45 0.45 0.45 0.45 0.92 Heavy Vehicles, % 2 2 2 40 2 0 2 0 75 0 0 2
Mvmt Flow 0 0 0 11 0 0 0 0 9 0 0 0
Number of Lanes 0 0 0 2 0 1 0 0 1 0 0 0
Approach WB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left NB
Conflicting Lanes Left 1 0
Conflicting Approach Right WB
Conflicting Lanes Right 0 3
HCM Control Delay, s/veh 8.1 7.9

HCM LOS A A
Lane NBLn1WBLn1WBLn2WBLn3
Vol Left, % 0% 100% 100% 0%
Vol Thru, % 0% 0% 0% 100%
Vol Right, % 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 4 3 3 0
LT Vol 0 3 3 0
Through Vol 0 0 0 0
RT Vol 4 0 0 0
Lane Flow Rate 9 6 6 0
Geometry Grp 5 5 5 5
Degree of Util (X) 0.013 0.009 0.008 0
Departure Headway (Hd) 5.095 5.696 5.016 2.816
Convergence, Y/N Yes Yes Yes Yes
Cap 705 631 716 0
Service Time 2.808 3.406 2.726 0.525
HCM Lane V/C Ratio 0.013 0.01 0.008 0
HCM Control Delay, s/veh 7.9 8.5 7.8 5.5
HCM Lane LOS A A A N
HCM 95th-tile Q 0 0 0 0

HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 183 33 80 140 119 36 185 111 265 297 55 Future Volume (veh/h) 50 183 33 80 140 119 36 185 111 265 297 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.94 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1678 1885 1870 1856 1811 1767 1900 1870 1796 1900 Adj Flow Rate, veh/h 63 232 42 101 177 151 46 234 141 335 376 70 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 15 1 2 3 6 9 0 2 7 0
Cap, veh/h 337 532 205 425 619 273 108 566 254 393 1172 520 Arrive On Green 0.10 0.15 0.15 0.12 0.17 0.17 0.06 0.17 0.17 0.22 0.34 0.34 Sat Flow, veh/h 3456 3554 1370 3483 3554 1567 1725 3357 1507 1781 3413 1513 Grp Volume(v), veh/h 63 232 42 101 177 151 46 234 141 335 376 70 Grp Sat Flow(s),veh/h/ln1728 1777 1370 1742 1777 1567 1725 1678 1507 1781 1706 1513 Q Serve(g_s), s 1.0 3.6 1.6 1.6 2.6 5.3 1.5 3.7 5.2 10.9 4.9 1.9 Cycle Q Clear(g_c), s 1.0 3.6 1.6 1.6 2.6 5.3 1.5 3.7 5.2 10.9 4.9 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 337 532 205 425 619 273 108 566 254 393 1172 520 V/C Ratio(X) 0.19 0.44 0.20 0.24 0.29 0.55 0.43 0.41 0.55 0.85 0.32 0.13 Avail Cap(c_a), veh/h 919 845 326 926 845 373 459 798 358 1629 1172 520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.0 23.3 22.4 23.9 21.6 22.7 27.2 22.3 22.9 22.5 14.6 13.6 Incr Delay (d2), s/veh 0.1 1.4 1.2 0.1 0.6 4.3 1.0 1.2 4.6 2.1 0.7 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.4 0.5 0.6 1.0 2.0 0.6 1.4 1.9 4.2 1.7 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.1 24.7 23.6 24.0 22.2 27.0 28.2 23.5 27.6 24.6 15.3 14.1 LnGrp LOS C C C C C C C C C C B B
Approach Vol, veh/h 337 429 421 781
Approach Delay, s/veh 24.6 24.3 25.4 19.2
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s18.3 15.8 11.3 14.7 7.8 26.4 9.9 16.2 Change Period (Y+Rc), s 5.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s55.0 14.3 16.0 14.3 16.0 14.3 16.0 14.3 Max Q Clear Time (g_c+I1), s12.9 7.2 3.6 5.6 3.5 6.9 3.0 7.3 Green Ext Time (p_c), s 0.5 1.9 0.1 1.7 0.0 3.4 0.1 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 22.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
13: Market St & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 593 12 69 286 37 19 87 128 106 118 68 Future Volume (veh/h) 76 593 12 69 286 37 19 87 128 106 118 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1811 1856 1856 1737 1885 1870 1885 1870 1856 Adj Flow Rate, veh/h 94 732 15 85 353 46 23 107 158 131 146 84 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 1 0 6 3 3 11 1 2 1 2 3
Cap, veh/h 193 1089 484 179 943 122 42 195 201 151 169 97 Arrive On Green 0.11 0.30 0.30 0.10 0.30 0.30 0.13 0.13 0.13 0.24 0.24 0.24 Sat Flow, veh/h 1810 3582 1592 1725 3135 405 331 1538 1585 640 714 411 Grp Volume(v), veh/h 94 732 15 85 197 202 130 0 158 361 0 0 Grp Sat Flow(s),veh/h/ln1810 1791 1592 1725 1763 1777 1869 0 1585 1764 0 0 Q Serve(g_s), s 4.1 14.8 0.5 3.9 7.3 7.4 5.4 0.0 8.0 16.3 0.0 0.0 Cycle Q Clear(g_c), s 4.1 14.8 0.5 3.9 7.3 7.4 5.4 0.0 8.0 16.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.23 0.18 1.00 0.36 0.23
Lane Grp Cap(c), veh/h 193 1089 484 179 530 534 237 0 201 417 0 0 V/C Ratio(X) 0.49 0.67 0.03 0.48 0.37 0.38 0.55 0.00 0.78 0.87 0.00 0.00 Avail Cap(c_a), veh/h 437 1729 768 416 915 922 451 0 383 703 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 34.9 25.2 20.3 35.0 22.8 22.9 33.9 0.0 35.1 30.4 0.0 0.0 Incr Delay (d2), s/veh 0.7 1.2 0.0 0.7 0.7 0.8 0.7 0.0 2.6 2.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 6.2 0.2 1.6 3.0 3.1 2.5 0.0 3.2 7.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.6 26.5 20.3 35.7 23.6 23.6 34.7 0.0 37.6 33.2 0.0 0.0 LnGrp LOS D C C D C C C D C
Approach Vol, veh/h 841 484 288 361
Approach Delay, s/veh 27.4 25.7 36.3 33.2
Approach LOS C C D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.8 12.6 30.9 23.6 12.9 30.6
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 20.0 20.0 40.0 33.0 20.0 43.0 Max Q Clear Time (g_c+I1), s 10.0 5.9 16.8 18.3 6.1 9.4 Green Ext Time (p_c), s 0.5 0.1 8.4 1.3 0.1 4.3
Intersection Summary
HCM 7th Control Delay, s/veh 29.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
14: Fiddyment Rd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 719 276 292 193 83 190 558 445 163 806 69 Future Volume (veh/h) 77 719 276 292 193 83 190 558 445 163 806 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1885 1900 1826 1856 1796 1781 1781 1841 1826 1826 1841 Adj Flow Rate, veh/h 87 808 114 328 217 40 213 627 184 183 906 26 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 1 0 5 3 7 8 8 4 5 5 4
Cap, veh/h 199 1568 696 373 1727 746 258 1208 383 227 1183 370 Arrive On Green 0.06 0.44 0.44 0.11 0.49 0.49 0.08 0.25 0.25 0.07 0.24 0.24 Sat Flow, veh/h 3401 3582 1590 3374 3526 1522 3291 4863 1540 3374 4985 1560 Grp Volume(v), veh/h 87 808 114 328 217 40 213 627 184 183 906 26 Grp Sat Flow(s),veh/h/ln1700 1791 1590 1687 1763 1522 1646 1621 1540 1687 1662 1560 Q Serve(g_s), s 3.7 24.6 6.5 14.4 5.0 2.1 9.6 16.7 15.3 8.0 25.4 1.9 Cycle Q Clear(g_c), s 3.7 24.6 6.5 14.4 5.0 2.1 9.6 16.7 15.3 8.0 25.4 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 199 1568 696 373 1727 746 258 1208 383 227 1183 370 V/C Ratio(X) 0.44 0.52 0.16 0.88 0.13 0.05 0.83 0.52 0.48 0.81 0.77 0.07 Avail Cap(c_a), veh/h 227 1568 696 450 1727 746 395 1576 499 270 1429 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.91 0.91 0.91 1.00 1.00 1.00 0.67 0.67 0.67 Uniform Delay (d), s/veh 68.2 30.6 25.6 65.7 20.8 20.0 68.1 48.6 48.1 69.0 53.3 44.4 Incr Delay (d2), s/veh 0.4 0.9 0.4 12.9 0.1 0.1 4.7 0.5 1.5 8.3 1.9 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 10.6 2.5 6.7 2.1 0.8 4.1 6.7 6.0 3.7 10.6 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 31.5 25.9 78.6 20.9 20.2 72.9 49.2 49.6 77.3 55.2 44.5 LnGrp LOS E C C E C C E D D E E D
Approach Vol, veh/h 1009 585 1024 1115
Approach Delay, s/veh 34.1 53.2 54.2 58.6
Approach LOS C D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 43.7 20.6 71.6 15.8 42.0 12.8 79.5 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s12.0 48.6 20.0 * 49 18.0 * 43 10.0 59.0 Max Q Clear Time (g_c+I1), s10.0 18.7 16.4 26.6 11.6 27.4 5.7 7.0 Green Ext Time (p_c), s 0.1 8.0 0.2 9.2 0.2 8.2 0.0 2.3 Intersection Summary
HCM 7th Control Delay, s/veh 49.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 1139 205 168 561 190 132 397 208 338 577 113 Future Volume (veh/h) 82 1139 205 168 561 190 132 397 208 338 577 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.89 1.00 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1885 1885 1885 1826 1841 1841 1870 1900 1870 1870 1856 Adj Flow Rate, veh/h 92 1280 86 189 630 80 148 446 47 380 648 34 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 1 1 1 5 4 4 2 0 2 2 3
Cap, veh/h 189 1173 510 711 1700 763 206 531 214 446 825 321 Arrive On Green 0.06 0.33 0.33 0.41 0.98 0.98 0.06 0.15 0.15 0.13 0.23 0.23 Sat Flow, veh/h 3401 3582 1557 3483 3469 1557 3401 3554 1432 3456 3554 1382 Grp Volume(v), veh/h 92 1280 86 189 630 80 148 446 47 380 648 34 Grp Sat Flow(s),veh/h/ln1700 1791 1557 1742 1735 1557 1700 1777 1432 1728 1777 1382 Q Serve(g_s), s 3.2 39.3 3.7 4.3 0.7 0.1 5.1 14.7 3.5 12.9 20.6 2.3 Cycle Q Clear(g_c), s 3.2 39.3 3.7 4.3 0.7 0.1 5.1 14.7 3.5 12.9 20.6 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 1173 510 711 1700 763 206 531 214 446 825 321 V/C Ratio(X) 0.49 1.09 0.17 0.27 0.37 0.10 0.72 0.84 0.22 0.85 0.79 0.11 Avail Cap(c_a), veh/h 453 1173 510 711 1700 763 567 542 218 778 825 321 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 0.95 0.95 0.95 0.87 0.87 0.87 0.90 0.90 0.90 Uniform Delay (d), s/veh 55.0 40.4 17.9 29.5 0.6 0.2 55.4 49.7 44.9 51.1 43.3 36.3 Incr Delay (d2), s/veh 0.5 51.1 0.5 0.1 0.2 0.1 1.5 10.5 0.8 1.6 5.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 24.8 1.8 1.7 0.2 0.1 2.2 7.2 1.2 5.6 9.4 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.5 91.4 18.4 29.6 0.8 0.3 56.9 60.2 45.7 52.8 48.3 36.5 LnGrp LOS E F B C A A E E D D D D
Approach Vol, veh/h 1458 899 641 1062
Approach Delay, s/veh 84.8 6.8 58.4 49.5
Approach LOS F A E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.2 23.6 30.2 45.0 11.3 33.5 10.7 64.5 Change Period (Y+Rc), s 5.7 * 5.7 5.7 * 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s27.0 * 18 16.0 * 39 20.0 25.3 16.0 39.3 Max Q Clear Time (g_c+I1), s14.9 16.7 6.3 41.3 7.1 22.6 5.2 2.7 Green Ext Time (p_c), s 0.6 0.7 0.2 0.0 0.2 1.5 0.1 8.1 Intersection Summary
HCM 7th Control Delay, s/veh 54.1
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
16: Country Club Dr & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1663 47 90 831 75 166
Future Volume (veh/h) 1663 47 90 831 75 166
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1870 1841 1870 1885 1885
Adj Flow Rate, veh/h 1890 53 102 944 85 189
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 1 2 4 2 1 1
Cap, veh/h 2414 67 127 2785 243 216
Arrive On Green 0.90 0.90 0.07 0.78 0.14 0.14
Sat Flow, veh/h 3653 99 1753 3647 1795 1598
Grp Volume(v), veh/h 947 996 102 944 85 189
Grp Sat Flow(s),veh/h/ln1791 1867 1753 1777 1795 1598
Q Serve(g_s), s 20.9 21.6 6.9 9.4 5.2 13.9
Cycle Q Clear(g_c), s 20.9 21.6 6.9 9.4 5.2 13.9
Prop In Lane 0.05 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1215 1266 127 2785 243 216
V/C Ratio(X) 0.78 0.79 0.80 0.34 0.35 0.87
Avail Cap(c_a), veh/h 1215 1266 380 2785 389 346
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.52 0.52 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 2.9 3.0 54.8 3.8 47.1 50.9
Incr Delay (d2), s/veh 2.7 2.7 4.5 0.3 0.3 8.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.4 3.5 3.1 2.5 2.3 5.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 5.6 5.6 59.3 4.1 47.4 59.2
LnGrp LOS A A E A D E
Approach Vol, veh/h 1943 1046 274
Approach Delay, s/veh 5.6 9.5 55.5
Approach LOS A A E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 20.2 12.7 87.1 99.8
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 26.0 26.0 38.3 84.3
Max Q Clear Time (g_c+I1), s 15.9 8.9 23.6 11.4
Green Ext Time (p_c), s 0.3 0.1 13.3 14.3
Intersection Summary
HCM 7th Control Delay, s/veh 11.0
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 1484 138 375 625 134 161 524 691 311 519 88 Future Volume (veh/h) 208 1484 138 375 625 134 161 524 691 311 519 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1841 1811 1826 1826 1811 1826 1856 1885 1841 1856 Adj Flow Rate, veh/h 229 1631 0 412 687 0 177 576 0 342 570 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 4 6 5 5 6 5 3 1 4 3
Cap, veh/h 286 2101 506 1501 234 655 402 1178
Arrive On Green 0.08 0.41 0.00 0.10 0.43 0.00 0.07 0.19 0.00 0.12 0.23 0.00 Sat Flow, veh/h 3483 5147 1560 4864 3469 1547 3346 3469 1572 3483 5025 1572 Grp Volume(v), veh/h 229 1631 0 412 687 0 177 576 0 342 570 0 Grp Sat Flow(s),veh/h/ln1742 1716 1560 1621 1735 1547 1673 1735 1572 1742 1675 1572 Q Serve(g_s), s 7.8 32.9 0.0 9.9 16.8 0.0 6.2 19.4 0.0 11.6 11.8 0.0 Cycle Q Clear(g_c), s 7.8 32.9 0.0 9.9 16.8 0.0 6.2 19.4 0.0 11.6 11.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 2101 506 1501 234 655 402 1178 V/C Ratio(X) 0.80 0.78 0.81 0.46 0.76 0.88 0.85 0.48
Avail Cap(c_a), veh/h 357 2101 770 1501 446 694 464 1178 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.87 0.87 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.1 30.8 0.0 52.6 24.1 0.0 54.8 47.3 0.0 52.0 39.7 0.0 Incr Delay (d2), s/veh 7.9 2.9 0.0 2.2 1.0 0.0 1.6 11.1 0.0 12.5 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 13.4 0.0 4.0 6.8 0.0 2.6 9.2 0.0 5.7 4.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.0 33.6 0.0 54.8 25.1 0.0 56.5 58.5 0.0 64.6 40.1 0.0 LnGrp LOS E C D C E E E D
Approach Vol, veh/h 1860 1099 753 912
Approach Delay, s/veh 37.1 36.2 58.0 49.3
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.9 28.7 18.5 55.0 12.4 34.1 15.6 57.9 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s16.0 24.0 19.0 * 39 16.0 24.0 12.3 46.0 Max Q Clear Time (g_c+I1), s13.6 21.4 11.9 34.9 8.2 13.8 9.8 18.8 Green Ext Time (p_c), s 0.3 1.2 0.5 3.9 0.2 3.5 0.1 6.7 Intersection Summary
HCM 7th Control Delay, s/veh 42.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 246 1596 241 211 760 76 161 611 232 121 559 199 Future Volume (veh/h) 246 1596 241 211 760 76 161 611 232 121 559 199 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1841 1900 1796 1870 1870 1737 1856 1826 Adj Flow Rate, veh/h 276 1793 102 237 854 0 181 687 0 136 628 57 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 1 4 0 7 2 2 11 3 5
Cap, veh/h 335 1672 510 725 2276 237 807 189 697 300
Arrive On Green 0.10 0.33 0.33 0.21 0.45 0.00 0.07 0.23 0.00 0.06 0.20 0.20 Sat Flow, veh/h 3456 5106 1558 3483 5025 1610 3319 3554 1585 3209 3526 1519 Grp Volume(v), veh/h 276 1793 102 237 854 0 181 687 0 136 628 57 Grp Sat Flow(s),veh/h/ln1728 1702 1558 1742 1675 1610 1659 1777 1585 1605 1763 1519 Q Serve(g_s), s 9.4 39.3 5.7 6.9 13.4 0.0 6.4 22.2 0.0 5.0 20.9 2.9 Cycle Q Clear(g_c), s 9.4 39.3 5.7 6.9 13.4 0.0 6.4 22.2 0.0 5.0 20.9 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 335 1672 510 725 2276 237 807 189 697 300 V/C Ratio(X) 0.82 1.07 0.20 0.33 0.38 0.76 0.85 0.72 0.90 0.19 Avail Cap(c_a), veh/h 461 1672 510 725 2276 443 807 428 705 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 40.3 29.0 40.4 21.6 0.0 54.7 44.4 0.0 55.5 47.0 24.1 Incr Delay (d2), s/veh 6.1 44.2 0.9 0.1 0.5 0.0 1.9 9.6 0.0 1.9 17.0 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 22.5 2.2 2.9 5.1 0.0 2.7 10.5 0.0 2.0 10.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.3 84.6 29.9 40.5 22.1 0.0 56.6 54.0 0.0 57.5 64.0 25.5 LnGrp LOS E F C D C E D E E C
Approach Vol, veh/h 2171 1091 868 821
Approach Delay, s/veh 78.8 26.1 54.6 60.2
Approach LOS E C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.1 33.0 31.0 45.0 14.3 29.7 15.6 60.4 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s16.0 24.3 19.0 39.3 16.0 * 24 16.0 44.0 Max Q Clear Time (g_c+I1), s7.0 24.2 8.9 41.3 8.4 22.9 11.4 15.4 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 0.2 0.8 0.2 8.7 Intersection Summary
HCM 7th Control Delay, s/veh 59.9
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 2001 10 21 890 85 52 23 44 142 17 64 Future Volume (veh/h) 14 2001 10 21 890 85 52 23 44 142 17 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1826 1870 1885 1870 1900 1870 1885 1900 1900 Adj Flow Rate, veh/h 16 2327 0 24 1035 0 60 27 0 165 20 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 0 2 0 5 2 1 2 0 2 1 0 0
Cap, veh/h 44 2225 403 3357 90 108 192 215
Arrive On Green 0.02 0.44 0.00 0.23 0.66 0.00 0.05 0.06 0.00 0.11 0.11 0.00 Sat Flow, veh/h 1810 5106 1610 1739 5106 1598 1781 1900 1585 1795 1900 1610 Grp Volume(v), veh/h 16 2327 0 24 1035 0 60 27 0 165 20 0 Grp Sat Flow(s),veh/h/ln1810 1702 1610 1739 1702 1598 1781 1900 1585 1795 1900 1610 Q Serve(g_s), s 1.0 52.3 0.0 1.3 10.5 0.0 4.0 1.6 0.0 10.8 1.1 0.0 Cycle Q Clear(g_c), s 1.0 52.3 0.0 1.3 10.5 0.0 4.0 1.6 0.0 10.8 1.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 2225 403 3357 90 108 192 215
V/C Ratio(X) 0.37 1.05 0.06 0.31 0.67 0.25 0.86 0.09
Avail Cap(c_a), veh/h 241 2225 403 3357 238 317 209 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 57.7 33.8 0.0 35.9 8.8 0.0 56.0 54.2 0.0 52.7 47.7 0.0 Incr Delay (d2), s/veh 1.9 32.3 0.0 0.0 0.2 0.0 3.2 0.9 0.0 25.1 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 26.7 0.0 0.5 3.5 0.0 1.9 0.8 0.0 6.2 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.6 66.2 0.0 36.0 9.1 0.0 59.2 55.1 0.0 77.8 47.9 0.0 LnGrp LOS E F D A E E E D
Approach Vol, veh/h 2343 1059 87 185
Approach Delay, s/veh 66.1 9.7 57.9 74.6
Approach LOS E A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s16.8 11.7 33.5 58.0 10.1 18.5 6.9 84.6 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s14.0 * 20 14.0 * 52 16.0 19.1 16.0 50.3 Max Q Clear Time (g_c+I1), s12.8 3.6 3.3 54.3 6.0 3.1 3.0 12.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.7 Intersection Summary
HCM 7th Control Delay, s/veh 50.1
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 167 782 39 428 246 353 32 1090 1007 487 575 88 Future Volume (veh/h) 167 782 39 428 246 353 32 1090 1007 487 575 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1900 1870 1870 1870 1856 1870 1885 1870 1841 1870 Adj Flow Rate, veh/h 176 823 0 451 259 0 34 1147 0 513 605 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 0 2 2 2 3 2 1 2 4 2
Cap, veh/h 494 730 664 470 155 1229 599 1896
Arrive On Green 0.14 0.14 0.00 0.13 0.13 0.00 0.05 0.24 0.00 0.06 0.12 0.00 Sat Flow, veh/h 3428 5066 1610 5023 3554 1585 3428 5106 1598 3456 5025 1585 Grp Volume(v), veh/h 176 823 0 451 259 0 34 1147 0 513 605 0 Grp Sat Flow(s),veh/h/ln1714 1689 1610 1674 1777 1585 1714 1702 1598 1728 1675 1585 Q Serve(g_s), s 5.6 17.3 0.0 10.3 8.2 0.0 1.1 26.4 0.0 17.7 13.2 0.0 Cycle Q Clear(g_c), s 5.6 17.3 0.0 10.3 8.2 0.0 1.1 26.4 0.0 17.7 13.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 494 730 664 470 155 1229 599 1896 V/C Ratio(X) 0.36 1.13 0.68 0.55 0.22 0.93 0.86 0.32
Avail Cap(c_a), veh/h 494 730 850 601 457 1234 778 1896 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 46.3 51.3 0.0 49.6 48.7 0.0 55.2 44.6 0.0 55.1 38.5 0.0 Incr Delay (d2), s/veh 0.7 74.0 0.0 2.3 1.7 0.0 0.3 12.9 0.0 7.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 12.1 0.0 4.3 3.7 0.0 0.5 12.2 0.0 8.7 5.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.1 125.4 0.0 51.9 50.5 0.0 55.5 57.5 0.0 62.1 38.9 0.0 LnGrp LOS D F D D E E E D
Approach Vol, veh/h 999 710 1181 1118
Approach Delay, s/veh 111.6 51.4 57.5 49.5
Approach LOS F D E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 25.8 34.9 25.0 9.4 51.3
Change Period (Y+Rc), s 7.7 5.0 6.0 7.7 4.0 * 6
Max Green Setting (Gmax), s 20.3 27.0 29.0 17.3 16.0 * 41 Max Q Clear Time (g_c+I1), s 12.3 19.7 28.4 19.3 3.1 15.2 Green Ext Time (p_c), s 3.2 1.1 0.5 0.0 0.0 6.4
Intersection Summary
HCM 7th Control Delay, s/veh 67.7
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 214 18 149 31 7 19 265 1143 57 168 927 151 Future Volume (veh/h) 214 18 149 31 7 19 265 1143 57 168 927 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1900 1856 1856 1900 1900 1885 1870 1870 1900 1856 1885 Adj Flow Rate, veh/h 254 0 38 41 0 21 298 1284 64 189 1042 57 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 0 3 3 0 0 1 2 2 0 3 1
Cap, veh/h 360 0 105 200 0 90 364 2000 99 1395 3158 995 Arrive On Green 0.07 0.00 0.07 0.06 0.00 0.06 0.10 0.32 0.32 0.79 1.00 1.00 Sat Flow, veh/h 5302 0 1552 3534 0 1585 3483 6320 314 3510 5066 1596 Grp Volume(v), veh/h 254 0 38 41 0 21 298 980 368 189 1042 57 Grp Sat Flow(s),veh/h/ln1767 0 1552 1767 0 1585 1742 1609 1808 1755 1689 1596 Q Serve(g_s), s 5.6 0.0 2.8 1.3 0.0 1.5 10.1 20.9 21.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 2.8 1.3 0.0 1.5 10.1 20.9 21.0 1.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 360 0 105 200 0 90 364 1527 572 1395 3158 995 V/C Ratio(X) 0.71 0.00 0.36 0.20 0.00 0.23 0.82 0.64 0.64 0.14 0.33 0.06 Avail Cap(c_a), veh/h 1016 0 297 589 0 264 755 1741 653 1395 3158 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.73 0.73 0.73 0.93 0.93 0.93 Uniform Delay (d), s/veh 54.8 0.0 53.4 54.0 0.0 54.1 52.6 35.2 35.2 7.6 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.8 0.2 0.0 0.5 1.3 1.5 4.0 0.0 0.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 1.1 0.6 0.0 0.6 4.5 8.4 9.8 0.5 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.7 0.0 54.2 54.2 0.0 54.6 53.9 36.7 39.2 7.6 0.3 0.1 LnGrp LOS E D D D D D D A A A
Approach Vol, veh/h 292 62 1646 1288
Approach Delay, s/veh 55.5 54.3 40.4 1.3
Approach LOS E D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s53.4 43.7 12.1 16.5 80.5 10.8
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s14.3 43.3 23.0 26.0 33.3 20.0 Max Q Clear Time (g_c+I1), s3.5 23.0 7.6 12.1 2.0 3.5
Green Ext Time (p_c), s 0.2 15.0 0.5 0.5 16.1 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 26.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 37 346 0 0 0 0 989 423 0 1065 524 Future Volume (veh/h) 86 37 346 0 0 0 0 989 423 0 1065 524 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 0 1870 1870 0 1856 1870 Adj Flow Rate, veh/h 79 0 437 0 1111 475 0 1197 0
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 3 2 0 2 2 0 3 2
Cap, veh/h 285 0 506 0 2605 1113 0 3792
Arrive On Green 0.16 0.00 0.16 0.00 1.00 1.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3649 1486 0 5233 1585
Grp Volume(v), veh/h 79 0 437 0 1087 499 0 1197 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1563 0 1689 1585 Q Serve(g_s), s 4.7 0.0 16.1 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 16.1 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.95 0.00 1.00
Lane Grp Cap(c), veh/h 285 0 506 0 2548 1170 0 3792
V/C Ratio(X) 0.28 0.00 0.86 0.00 0.43 0.43 0.00 0.32
Avail Cap(c_a), veh/h 515 0 917 0 2548 1170 0 3792
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.92 0.92 0.00 0.92 0.00 Uniform Delay (d), s/veh 44.3 0.0 49.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.7 0.0 0.5 1.1 0.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 0.0 6.5 0.0 0.2 0.3 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.5 0.0 50.9 0.0 0.5 1.1 0.0 0.2 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 516 1586 1197
Approach Delay, s/veh 49.9 0.7 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 95.5 24.5 95.5
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 74.3 34.7 74.3
Max Q Clear Time (g_c+I1), s 2.0 18.1 2.0
Green Ext Time (p_c), s 33.7 1.0 15.8
Intersection Summary
HCM 7th Control Delay, s/veh 8.2
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 296 297 899 188 101 1280
Future Volume (veh/h) 296 297 899 188 101 1280
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1826 1870 1856 1826 1870
Adj Flow Rate, veh/h 318 319 967 0 109 1376
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 4 5 2 3 5 2
Cap, veh/h 653 570 3314 134 3878
Arrive On Green 0.13 0.13 1.00 0.00 0.08 0.76
Sat Flow, veh/h 4944 2723 5274 1572 1739 5274
Grp Volume(v), veh/h 318 319 967 0 109 1376
Grp Sat Flow(s),veh/h/ln1648 1362 1702 1572 1739 1702
Q Serve(g_s), s 7.2 12.6 0.0 0.0 7.4 10.6
Cycle Q Clear(g_c), s 7.2 12.6 0.0 0.0 7.4 10.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 653 570 3314 134 3878
V/C Ratio(X) 0.49 0.56 0.29 0.81 0.35
Avail Cap(c_a), veh/h 1141 839 3314 377 3878
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.00 1.00 1.00
Uniform Delay (d), s/veh 48.3 42.5 0.0 0.0 54.5 4.7
Incr Delay (d2), s/veh 0.2 0.3 0.2 0.0 4.4 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.0 4.3 0.1 0.0 3.3 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.5 42.8 0.2 0.0 58.9 5.0
LnGrp LOS D D A E A
Approach Vol, veh/h 637 967 1485
Approach Delay, s/veh 45.7 0.2 9.0
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s13.3 83.6 96.8 23.2
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s26.0 49.3 79.3 27.7
Max Q Clear Time (g_c+I1), s9.4 2.0 12.6 14.6
Green Ext Time (p_c), s 0.1 11.8 23.1 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 13.8
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 296 33 404 667 18 41 59 285 29 134 53 Future Volume (veh/h) 8 296 33 404 667 18 41 59 285 29 134 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1722 1678 1811 1870 1856 1811 1648 1693 1737 1796 1841 1870 Adj Flow Rate, veh/h 9 325 23 444 733 20 45 65 53 32 147 17 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 12 15 6 2 3 6 17 14 11 7 4 2
Cap, veh/h 51 673 324 490 1658 722 89 530 242 150 282 243 Arrive On Green 0.02 0.21 0.21 0.28 0.47 0.47 0.06 0.16 0.16 0.05 0.15 0.15 Sat Flow, veh/h 3182 3188 1535 1781 3526 1535 1570 3216 1472 3319 1841 1585 Grp Volume(v), veh/h 9 325 23 444 733 20 45 65 53 32 147 17 Grp Sat Flow(s),veh/h/ln1591 1594 1535 1781 1763 1535 1570 1608 1472 1659 1841 1585 Q Serve(g_s), s 0.2 6.8 0.9 18.2 10.5 0.5 2.1 1.3 2.4 0.7 5.6 0.7 Cycle Q Clear(g_c), s 0.2 6.8 0.9 18.2 10.5 0.5 2.1 1.3 2.4 0.7 5.6 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 51 673 324 490 1658 722 89 530 242 150 282 243 V/C Ratio(X) 0.18 0.48 0.07 0.91 0.44 0.03 0.51 0.12 0.22 0.21 0.52 0.07 Avail Cap(c_a), veh/h 1681 3157 1520 1341 3492 1520 415 1359 622 877 851 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.8 26.2 23.9 26.5 13.4 10.8 34.7 27.0 27.4 34.8 29.5 27.4 Incr Delay (d2), s/veh 0.6 1.5 0.3 2.7 0.5 0.0 1.7 0.4 1.7 0.3 2.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 2.5 0.3 7.3 3.6 0.2 0.8 0.5 0.9 0.3 2.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.4 27.7 24.2 29.2 13.9 10.8 36.4 27.4 29.1 35.1 31.8 27.6 LnGrp LOS D C C C B B D C C D C C
Approach Vol, veh/h 357 1197 163 196
Approach Delay, s/veh 27.7 19.5 30.4 32.0
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.4 18.8 25.8 22.7 9.3 17.9 6.2 42.3 Change Period (Y+Rc), s 5.0 6.3 5.0 6.7 5.0 6.3 5.0 6.7 Max Green Setting (Gmax), s20.0 32.0 57.0 75.0 20.0 35.0 40.0 75.0 Max Q Clear Time (g_c+I1), s2.7 4.4 20.2 8.8 4.1 7.6 2.2 12.5 Green Ext Time (p_c), s 0.0 1.3 0.6 5.2 0.0 1.4 0.0 13.8 Intersection Summary
HCM 7th Control Delay, s/veh 23.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
25: Baseline Rd & Westbrook Blvd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 132 493 749 77 151 342
Future Volume (veh/h) 132 493 749 77 151 342
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1604 1722 1841 1811 1826 1870
Adj Flow Rate, veh/h 139 519 788 81 159 360
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 20 12 4 6 5 2
Cap, veh/h 170 1850 1342 589 438 400
Arrive On Green 0.11 0.57 0.38 0.38 0.25 0.25
Sat Flow, veh/h 1527 3358 3589 1535 1739 1585
Grp Volume(v), veh/h 139 519 788 81 159 360
Grp Sat Flow(s),veh/h/ln1527 1636 1749 1535 1739 1585
Q Serve(g_s), s 6.3 5.8 12.8 2.4 5.4 15.6
Cycle Q Clear(g_c), s 6.3 5.8 12.8 2.4 5.4 15.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 170 1850 1342 589 438 400
V/C Ratio(X) 0.82 0.28 0.59 0.14 0.36 0.90
Avail Cap(c_a), veh/h 429 2528 2702 1186 489 445
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.9 8.0 17.4 14.3 21.9 25.8
Incr Delay (d2), s/veh 3.7 0.2 0.9 0.2 0.2 18.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.3 1.6 4.6 0.8 2.1 14.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.6 8.2 18.3 14.5 22.1 44.5
LnGrp LOS C A B B C D
Approach Vol, veh/h 658 869 519
Approach Delay, s/veh 13.8 18.0 37.6
Approach LOS B B D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 48.2 22.9 12.9 35.3
Change Period (Y+Rc), s 8.0 5.0 5.0 8.0
Max Green Setting (Gmax), s 55.0 20.0 20.0 55.0
Max Q Clear Time (g_c+I1), s 7.8 17.6 8.3 14.8
Green Ext Time (p_c), s 7.2 0.3 0.1 12.6
Intersection Summary
HCM 7th Control Delay, s/veh 21.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 570 33 11 660 51 20 23 7 92 36 120 Future Volume (veh/h) 67 570 33 11 660 51 20 23 7 92 36 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1767 1500 1633 1796 1811 1307 1648 1470 1826 1811 1856 Adj Flow Rate, veh/h 76 648 38 12 750 58 23 26 8 105 41 136 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 6 9 27 18 7 6 40 17 29 5 6 3
Cap, veh/h 147 1587 598 33 1396 625 46 154 116 171 280 241 Arrive On Green 0.09 0.47 0.47 0.02 0.41 0.41 0.04 0.09 0.09 0.10 0.15 0.15 Sat Flow, veh/h 1725 3357 1266 1555 3413 1527 1245 1648 1241 1739 1811 1563 Grp Volume(v), veh/h 76 648 38 12 750 58 23 26 8 105 41 136 Grp Sat Flow(s),veh/h/ln1725 1678 1266 1555 1706 1527 1245 1648 1241 1739 1811 1563 Q Serve(g_s), s 2.5 7.3 1.0 0.4 9.7 1.4 1.1 0.8 0.3 3.4 1.1 4.7 Cycle Q Clear(g_c), s 2.5 7.3 1.0 0.4 9.7 1.4 1.1 0.8 0.3 3.4 1.1 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 147 1587 598 33 1396 625 46 154 116 171 280 241 V/C Ratio(X) 0.52 0.41 0.06 0.36 0.54 0.09 0.49 0.17 0.07 0.61 0.15 0.56 Avail Cap(c_a), veh/h 593 4325 1631 534 4397 1968 428 566 426 597 622 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 10.0 8.3 28.1 13.0 10.6 27.5 24.3 24.1 25.2 21.3 22.8 Incr Delay (d2), s/veh 1.1 0.3 0.1 2.5 0.6 0.1 3.0 1.1 0.5 1.3 0.3 2.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 2.1 0.2 0.2 3.0 0.4 0.3 0.4 0.1 1.4 0.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.5 10.4 8.4 30.6 13.7 10.7 30.5 25.4 24.6 26.5 21.6 25.4 LnGrp LOS C B A C B B C C C C C C
Approach Vol, veh/h 762 820 57 282
Approach Delay, s/veh 11.9 13.7 27.3 25.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.7 10.0 5.2 33.2 6.2 13.6 9.0 29.5 Change Period (Y+Rc), s 4.0 * 4.6 4.0 5.7 4.0 4.6 4.0 5.7 Max Green Setting (Gmax), s20.0 * 20 20.0 75.0 20.0 20.0 20.0 75.0 Max Q Clear Time (g_c+I1), s5.4 2.8 2.4 9.3 3.1 6.7 4.5 11.7 Green Ext Time (p_c), s 0.1 0.1 0.0 9.6 0.0 0.6 0.1 11.9 Intersection Summary
HCM 7th Control Delay, s/veh 15.1
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 243 389 42 209 309 217 47 757 266 368 795 344 Future Volume (veh/h) 243 389 42 209 309 217 47 757 266 368 795 344 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1678 1811 1693 1856 1781 1752 1737 1811 1856 1870 1826 1811 Adj Flow Rate, veh/h 264 423 46 227 336 60 51 823 97 400 864 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 6 14 3 8 10 11 6 3 2 5 6
Cap, veh/h 335 587 63 303 567 249 77 925 423 436 1621 874 Arrive On Green 0.11 0.19 0.19 0.09 0.17 0.17 0.05 0.27 0.27 0.24 0.47 0.47 Sat Flow, veh/h 3100 3132 339 3428 3385 1485 1654 3441 1572 1781 3469 1516 Grp Volume(v), veh/h 264 231 238 227 336 60 51 823 97 400 864 125 Grp Sat Flow(s),veh/h/ln1550 1721 1750 1714 1692 1485 1654 1721 1572 1781 1735 1516 Q Serve(g_s), s 8.0 12.2 12.4 6.3 8.9 3.4 2.9 22.3 4.7 21.2 17.1 3.7 Cycle Q Clear(g_c), s 8.0 12.2 12.4 6.3 8.9 3.4 2.9 22.3 4.7 21.2 17.1 3.7 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 335 322 328 303 567 249 77 925 423 436 1621 874 V/C Ratio(X) 0.79 0.72 0.72 0.75 0.59 0.24 0.67 0.89 0.23 0.92 0.53 0.14 Avail Cap(c_a), veh/h 1056 533 542 814 1049 460 342 960 438 717 1621 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 36.9 37.0 43.1 37.2 35.0 45.4 34.0 27.6 35.6 18.3 9.5 Incr Delay (d2), s/veh 1.6 5.5 5.6 1.4 1.9 1.0 3.7 10.5 0.4 7.2 0.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 5.4 5.5 2.6 3.7 1.2 1.2 10.0 1.7 9.5 6.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.6 42.5 42.6 44.5 39.2 35.9 49.1 44.5 28.0 42.8 18.8 9.6 LnGrp LOS D D D D D D D D C D B A
Approach Vol, veh/h 733 623 971 1389
Approach Delay, s/veh 42.9 40.8 43.1 24.9
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s27.7 32.4 12.6 24.1 8.5 51.6 14.5 22.2 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s39.0 27.0 23.0 30.0 20.0 35.0 33.0 30.0 Max Q Clear Time (g_c+I1), s23.2 24.3 8.3 14.4 4.9 19.1 10.0 10.9 Green Ext Time (p_c), s 0.5 1.8 0.3 3.8 0.0 7.8 0.4 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 35.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 677 23 45 500 142 36 147 56 198 119 59 Future Volume (veh/h) 43 677 23 45 500 142 36 147 56 198 119 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1856 1841 1841 1826 1870 1811 1885 1826 1885 1826 1856 Adj Flow Rate, veh/h 44 698 24 46 515 0 37 152 13 204 123 61 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 3 4 4 5 2 6 1 5 1 5 3
Cap, veh/h 69 806 28 71 1571 43 178 246 230 138 389
Arrive On Green 0.04 0.45 0.45 0.04 0.45 0.00 0.12 0.12 0.12 0.21 0.21 0.21 Sat Flow, veh/h 1739 1783 61 1753 3469 1585 365 1501 1547 1105 666 1572 Grp Volume(v), veh/h 44 0 722 46 515 0 189 0 13 327 0 61 Grp Sat Flow(s),veh/h/ln1739 0 1844 1753 1735 1585 1867 0 1547 1771 0 1572 Q Serve(g_s), s 2.8 0.0 40.0 2.9 10.8 0.0 11.3 0.0 0.8 20.4 0.0 3.4 Cycle Q Clear(g_c), s 2.8 0.0 40.0 2.9 10.8 0.0 11.3 0.0 0.8 20.4 0.0 3.4 Prop In Lane 1.00 0.03 1.00 1.00 0.20 1.00 0.62 1.00
Lane Grp Cap(c), veh/h 69 0 834 71 1571 221 0 246 368 0 389 V/C Ratio(X) 0.64 0.00 0.87 0.65 0.33 0.86 0.00 0.05 0.89 0.00 0.16 Avail Cap(c_a), veh/h 306 0 1121 309 1802 270 0 286 624 0 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 0.0 28.0 53.7 20.0 0.0 49.1 0.0 40.5 43.7 0.0 33.5 Incr Delay (d2), s/veh 3.6 0.0 7.3 3.7 0.2 0.0 17.2 0.0 0.0 4.5 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 18.0 1.3 4.2 0.0 6.2 0.0 0.3 9.2 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.3 0.0 35.3 57.4 20.2 0.0 66.3 0.0 40.6 48.2 0.0 33.5 LnGrp LOS E D E C E D D C
Approach Vol, veh/h 766 561 202 388
Approach Delay, s/veh 36.6 23.2 64.7 45.9
Approach LOS D C E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.0 8.6 57.3 29.6 8.5 57.4
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 16.4 20.0 69.0 40.0 20.0 59.0 Max Q Clear Time (g_c+I1), s 13.3 4.9 42.0 22.4 4.8 12.8 Green Ext Time (p_c), s 0.2 0.0 9.3 1.2 0.0 6.7
Intersection Summary
HCM 7th Control Delay, s/veh 37.5
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 283 560 96 155 116 346 994 68 94 947 120 Future Volume (veh/h) 144 283 560 96 155 116 346 994 68 94 947 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1856 1885 1841 1856 1781 1796 1885 1885 1856 1856 Adj Flow Rate, veh/h 157 308 133 104 168 22 376 1080 34 102 1029 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 3 1 4 3 8 7 1 1 3 3
Cap, veh/h 185 417 187 129 307 136 441 2873 923 196 2575 Arrive On Green 0.10 0.12 0.12 0.07 0.09 0.09 0.13 0.59 0.59 0.06 0.51 0.00 Sat Flow, veh/h 1795 3497 1572 1795 3497 1550 3291 4904 1575 3483 5066 1572 Grp Volume(v), veh/h 157 308 133 104 168 22 376 1080 34 102 1029 0 Grp Sat Flow(s),veh/h/ln1795 1749 1572 1795 1749 1550 1646 1635 1575 1742 1689 1572 Q Serve(g_s), s 10.3 10.2 9.8 6.8 5.5 1.6 13.4 14.0 1.1 3.4 15.0 0.0 Cycle Q Clear(g_c), s 10.3 10.2 9.8 6.8 5.5 1.6 13.4 14.0 1.1 3.4 15.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 185 417 187 129 307 136 441 2873 923 196 2575 V/C Ratio(X) 0.85 0.74 0.71 0.81 0.55 0.16 0.85 0.38 0.04 0.52 0.40 Avail Cap(c_a), veh/h 329 583 262 239 428 190 576 2873 923 464 2575 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.00 Uniform Delay (d), s/veh 52.9 51.1 50.9 54.9 52.4 50.6 50.8 13.2 10.5 55.0 18.2 0.0 Incr Delay (d2), s/veh 4.1 4.8 8.4 4.4 3.2 1.2 9.5 0.4 0.1 0.7 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 4.6 4.3 3.2 2.5 0.7 6.0 4.8 0.4 1.5 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.0 55.8 59.3 59.3 55.6 51.8 60.3 13.6 10.6 55.7 18.6 0.0 LnGrp LOS E E E E E D E B B E B
Approach Vol, veh/h 598 294 1490 1131
Approach Delay, s/veh 56.9 56.6 25.3 21.9
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.8 76.3 12.6 20.3 20.1 67.0 16.4 16.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s16.0 48.0 16.0 20.0 21.0 43.0 22.0 * 15 Max Q Clear Time (g_c+I1), s5.4 16.0 8.8 12.2 15.4 17.0 12.3 7.5 Green Ext Time (p_c), s 0.1 9.8 0.1 2.1 0.7 10.4 0.1 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 32.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th AWSC
30: Westbrook Blvd & Brookstone Dr (North) 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Intersection
Intersection Delay, s/veh20.1
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 251 75 26 279 267 190
Future Vol, veh/h 251 75 26 279 267 190
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Heavy Vehicles, % 2 1 0 8 5 1
Mvmt Flow 364 109 38 404 387 275
Number of Lanes 1 1 1 2 2 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay, s/veh33.4 14.9 14.1

HCM LOS D B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 140 140 251 75 134 134 190
LT Vol 26 0 0 251 0 0 0 0
Through Vol 0 140 140 0 0 134 134 0
RT Vol 0 0 0 0 75 0 0 190
Lane Flow Rate 38 202 202 364 109 193 193 275
Geometry Grp 6 6 6 6 6 6 6 6
Degree of Util (X) 0.09 0.459 0.353 0.828 0.21 0.418 0.414 0.399 Departure Headway (Hd) 8.551 8.175 6.277 8.191 6.966 7.78 7.71 5.217 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 418 439 570 440 514 462 466 686
Service Time 6.32 5.944 4.045 5.955 4.73 5.54 5.47 2.976 HCM Lane V/C Ratio 0.091 0.46 0.354 0.827 0.212 0.418 0.414 0.401 HCM Control Delay, s/veh 12.2 17.7 12.5 39.9 11.6 16.1 15.8 11.4 HCM Lane LOS B C B E B C C B
HCM 95th-tile Q 0.3 2.4 1.6 7.9 0.8 2 2 1.9

HCM 7th AWSC
31: Westbrook Blvd & Brookstone Dr (South) 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Intersection
Intersection Delay, s/veh14.1
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 160 148 252 322 18
Future Vol, veh/h 49 160 148 252 322 18
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Heavy Vehicles, % 0 1 1 7 4 0
Mvmt Flow 70 229 211 360 460 26
Number of Lanes 1 1 1 2 2 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay, s/veh14.1 13.2 15.1

HCM LOS B B C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 148 126 126 49 160 161 161 18
LT Vol 148 0 0 49 0 0 0 0
Through Vol 0 126 126 0 0 161 161 0
RT Vol 0 0 0 0 160 0 0 18
Lane Flow Rate 211 180 180 70 229 230 230 26
Geometry Grp 6 6 6 6 6 6 6 6
Degree of Util (X) 0.438 0.353 0.26 0.156 0.434 0.454 0.45 0.033 Departure Headway (Hd) 7.462 7.056 5.202 8.022 6.832 7.107 7.037 4.59 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 484 511 693 447 528 508 513 781
Service Time 5.181 4.775 2.92 5.766 4.575 4.827 4.758 2.31 HCM Lane V/C Ratio 0.436 0.352 0.26 0.157 0.434 0.453 0.448 0.033 HCM Control Delay, s/veh 15.9 13.6 9.7 12.3 14.7 15.6 15.4 7.5 HCM Lane LOS C B A B B C C A
HCM 95th-tile Q 2.2 1.6 1 0.5 2.2 2.3 2.3 0.1

HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 113 80 71 48 58 32 392 54 23 213 7 Future Volume (veh/h) 17 113 80 71 48 58 32 392 54 23 213 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1885 1796 1811 1870 1900 1826 1841 1841 1811 1693 Adj Flow Rate, veh/h 20 136 96 86 58 70 39 472 65 28 257 8 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 0 2 1 7 6 2 0 5 4 4 6 14
Cap, veh/h 322 333 284 267 283 247 122 792 356 91 732 305 Arrive On Green 0.18 0.18 0.18 0.16 0.16 0.16 0.07 0.23 0.23 0.05 0.21 0.21 Sat Flow, veh/h 1810 1870 1595 1711 1811 1582 1810 3469 1560 1753 3441 1434 Grp Volume(v), veh/h 20 136 96 86 58 70 39 472 65 28 257 8 Grp Sat Flow(s),veh/h/ln1810 1870 1595 1711 1811 1582 1810 1735 1560 1753 1721 1434 Q Serve(g_s), s 0.4 3.2 2.6 2.2 1.4 1.9 1.0 6.0 1.6 0.8 3.1 0.2 Cycle Q Clear(g_c), s 0.4 3.2 2.6 2.2 1.4 1.9 1.0 6.0 1.6 0.8 3.1 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 322 333 284 267 283 247 122 792 356 91 732 305 V/C Ratio(X) 0.06 0.41 0.34 0.32 0.20 0.28 0.32 0.60 0.18 0.31 0.35 0.03 Avail Cap(c_a), veh/h 739 764 652 699 740 646 739 2834 1274 716 2811 1172 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.7 17.8 17.6 18.4 18.0 18.2 21.8 16.9 15.2 22.4 16.4 15.3 Incr Delay (d2), s/veh 0.1 0.8 0.7 0.7 0.4 0.6 1.5 0.7 0.2 1.9 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 1.3 0.9 0.8 0.5 0.7 0.4 2.0 0.5 0.3 1.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.8 18.7 18.3 19.0 18.4 18.9 23.3 17.6 15.5 24.3 16.7 15.3 LnGrp LOS B B B B B B C B B C B B
Approach Vol, veh/h 252 214 576 293
Approach Delay, s/veh 18.4 18.8 17.7 17.4
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.5 17.2 12.7 7.3 16.4 12.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.9
Max Green Setting (Gmax), s20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s2.8 8.0 5.2 3.0 5.1 4.2
Green Ext Time (p_c), s 0.0 3.2 1.0 0.0 1.6 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 18.0
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
33: Fiddyment Rd & N Hayden Pkwy 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 20 200 36 32 8 158 395 18 4 337 22 Future Volume (veh/h) 102 20 200 36 32 8 158 395 18 4 337 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1697 1710 1710 1710 1710 1710 1710 1630 1710 1710 1643 1590 Adj Flow Rate, veh/h 136 27 267 48 43 11 211 527 24 5 449 29 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 1 0 0 0 0 0 0 6 0 0 5 9
Cap, veh/h 181 415 347 102 329 271 254 1208 563 15 759 325 Arrive On Green 0.11 0.24 0.24 0.06 0.19 0.19 0.16 0.39 0.39 0.01 0.24 0.24 Sat Flow, veh/h 1616 1710 1431 1629 1710 1408 1629 3097 1444 1629 3122 1339 Grp Volume(v), veh/h 136 27 267 48 43 11 211 527 24 5 449 29 Grp Sat Flow(s),veh/h/ln1616 1710 1431 1629 1710 1408 1629 1548 1444 1629 1561 1339 Q Serve(g_s), s 5.3 0.8 11.3 1.9 1.4 0.4 8.2 8.2 0.7 0.2 8.3 1.1 Cycle Q Clear(g_c), s 5.3 0.8 11.3 1.9 1.4 0.4 8.2 8.2 0.7 0.2 8.3 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 415 347 102 329 271 254 1208 563 15 759 325 V/C Ratio(X) 0.75 0.07 0.77 0.47 0.13 0.04 0.83 0.44 0.04 0.33 0.59 0.09 Avail Cap(c_a), veh/h 619 603 505 499 524 432 624 1899 885 499 1915 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.1 19.0 23.0 29.5 21.8 21.4 26.7 14.6 12.3 32.1 21.8 19.1 Incr Delay (d2), s/veh 2.3 0.2 11.8 1.3 0.8 0.3 2.7 0.5 0.1 4.6 1.4 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 0.3 4.8 0.7 0.6 0.2 3.0 2.4 0.2 0.1 2.8 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.4 19.2 34.8 30.8 22.6 21.7 29.3 15.1 12.4 36.7 23.2 19.3 LnGrp LOS C B C C C C C B B D C B
Approach Vol, veh/h 430 102 762 483
Approach Delay, s/veh 32.4 26.4 18.9 23.1
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s4.6 31.4 8.1 21.1 14.2 21.9 11.3 17.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.3 4.0 6.0 4.0 * 5.3 Max Green Setting (Gmax), s20.0 40.0 20.0 23.0 25.0 40.0 25.0 * 20 Max Q Clear Time (g_c+I1), s2.2 10.2 3.9 13.3 10.2 10.3 7.3 3.4 Green Ext Time (p_c), s 0.0 6.2 0.0 1.9 0.2 5.3 0.1 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 23.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 8 267 52 7 7 95 636 15 10 844 18 Future Volume (veh/h) 28 8 267 52 7 7 95 636 15 10 844 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1900 1900 1900 1856 1856 1900 1900 1870 1737 Adj Flow Rate, veh/h 38 11 361 70 9 9 128 859 20 14 1141 24 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 0 0 1 0 0 0 3 3 0 0 2 11
Cap, veh/h 312 90 350 135 17 134 160 1640 747 41 1413 583 Arrive On Green 0.22 0.22 0.22 0.08 0.08 0.08 0.09 0.47 0.47 0.02 0.40 0.40 Sat Flow, veh/h 1418 411 1591 1612 207 1594 1767 3526 1605 1810 3554 1466 Grp Volume(v), veh/h 49 0 361 79 0 9 128 859 20 14 1141 24 Grp Sat Flow(s),veh/h/ln1829 0 1591 1819 0 1594 1767 1763 1605 1810 1777 1466 Q Serve(g_s), s 2.0 0.0 20.0 3.8 0.0 0.5 6.5 15.7 0.6 0.7 25.9 0.9 Cycle Q Clear(g_c), s 2.0 0.0 20.0 3.8 0.0 0.5 6.5 15.7 0.6 0.7 25.9 0.9 Prop In Lane 0.78 1.00 0.89 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 402 0 350 153 0 134 160 1640 747 41 1413 583 V/C Ratio(X) 0.12 0.00 1.03 0.52 0.00 0.07 0.80 0.52 0.03 0.34 0.81 0.04 Avail Cap(c_a), veh/h 402 0 350 400 0 351 389 1746 795 398 1564 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 0.0 35.4 39.9 0.0 38.4 40.5 17.2 13.2 43.7 24.3 16.8 Incr Delay (d2), s/veh 0.0 0.0 56.3 1.0 0.0 0.1 3.5 0.5 0.0 1.8 3.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 0.0 13.1 1.7 0.0 0.2 2.8 5.8 0.2 0.3 10.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.5 0.0 91.8 40.9 0.0 38.4 44.0 17.7 13.2 45.5 27.8 16.8 LnGrp LOS C F D D D B B D C B
Approach Vol, veh/h 410 88 1007 1179
Approach Delay, s/veh 84.2 40.6 20.9 27.7
Approach LOS F D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.1 48.3 24.9 12.2 42.1 11.6
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s20.0 45.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s2.7 17.7 22.0 8.5 27.9 5.8
Green Ext Time (p_c), s 0.0 10.5 0.0 0.1 8.3 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 34.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
35: Fiddyment Rd & Hayden Pkwy 07/03/2025
Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 160 176 99 685 846 144
Future Volume (veh/h) 160 176 99 685 846 144
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1870 1885 1826 1841 1900
Adj Flow Rate, veh/h 182 200 112 778 961 164
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 0 2 1 5 4 0
Cap, veh/h 305 267 191 2230 1612 742
Arrive On Green 0.17 0.17 0.11 0.64 0.46 0.46
Sat Flow, veh/h 1810 1585 1795 3561 3589 1610
Grp Volume(v), veh/h 182 200 112 778 961 164
Grp Sat Flow(s),veh/h/ln1810 1585 1795 1735 1749 1610
Q Serve(g_s), s 4.9 6.4 3.2 5.5 10.8 3.2
Cycle Q Clear(g_c), s 4.9 6.4 3.2 5.5 10.8 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 305 267 191 2230 1612 742
V/C Ratio(X) 0.60 0.75 0.59 0.35 0.60 0.22
Avail Cap(c_a), veh/h 1433 1255 609 2230 2242 1032
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.4 21.0 22.6 4.4 10.6 8.6
Incr Delay (d2), s/veh 0.7 1.6 2.8 0.2 0.7 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.0 0.1 1.3 0.9 3.0 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.1 22.6 25.4 4.5 11.3 8.9
LnGrp LOS C C C A B A
Approach Vol, veh/h 382 890 1125
Approach Delay, s/veh 21.9 7.2 11.0
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 40.1 12.9 9.7 30.4
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 24.0 42.0 18.0 34.0
Max Q Clear Time (g_c+I1), s 7.5 8.4 5.2 12.8
Green Ext Time (p_c), s 7.3 0.6 0.2 11.6
Intersection Summary
HCM 7th Control Delay, s/veh 11.3
HCM 7th LOS B

HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/03/2025 Existing Condition-AM 10:31 am 10/12/2024 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 21 95 21 12 10 53 648 41 11 938 92 Future Volume (veh/h) 127 21 95 21 12 10 53 648 41 11 938 92 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1870 1900 1900 1900 1870 1781 1678 1900 1826 1856 Adj Flow Rate, veh/h 146 24 109 24 14 11 61 745 47 13 1078 106 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 0 0 2 0 0 0 2 8 15 0 5 3
Cap, veh/h 213 223 186 82 48 112 142 1578 648 46 1429 646 Arrive On Green 0.12 0.12 0.12 0.07 0.07 0.07 0.08 0.47 0.47 0.03 0.41 0.41 Sat Flow, veh/h 1810 1900 1581 1163 679 1584 1781 3385 1389 1810 3469 1569 Grp Volume(v), veh/h 146 24 109 38 0 11 61 745 47 13 1078 106 Grp Sat Flow(s),veh/h/ln1810 1900 1581 1842 0 1584 1781 1692 1389 1810 1735 1569 Q Serve(g_s), s 5.4 0.8 4.5 1.4 0.0 0.5 2.3 10.4 1.3 0.5 18.4 3.0 Cycle Q Clear(g_c), s 5.4 0.8 4.5 1.4 0.0 0.5 2.3 10.4 1.3 0.5 18.4 3.0 Prop In Lane 1.00 1.00 0.63 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 213 223 186 130 0 112 142 1578 648 46 1429 646 V/C Ratio(X) 0.69 0.11 0.59 0.29 0.00 0.10 0.43 0.47 0.07 0.28 0.75 0.16 Avail Cap(c_a), veh/h 522 548 456 531 0 457 514 2099 862 522 2152 973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 27.3 29.0 30.6 0.0 30.2 30.4 12.7 10.2 33.2 17.4 12.9 Incr Delay (d2), s/veh 3.9 0.2 2.9 1.2 0.0 0.4 2.0 0.2 0.0 3.3 0.8 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.4 1.8 0.6 0.0 0.2 1.0 3.3 0.3 0.2 6.2 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.3 27.6 31.9 31.8 0.0 30.5 32.4 12.9 10.3 36.4 18.2 13.0 LnGrp LOS C C C C C C B B D B B
Approach Vol, veh/h 279 49 853 1197
Approach Delay, s/veh 32.2 31.5 14.1 18.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 38.3 14.0 9.5 34.6 11.2
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s20.0 43.0 20.0 20.0 43.0 20.0 Max Q Clear Time (g_c+I1), s2.5 12.4 7.4 4.3 20.4 3.4
Green Ext Time (p_c), s 0.0 5.3 0.7 0.1 7.9 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 18.5
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th AWSC
1: Westbrook Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

HCM 7th Edition all-way stop-controlled intersection methodology supports maximum of three lanes.

HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 304 43 71 395 132 28 91 62 98 95 55 Future Volume (veh/h) 44 304 43 71 395 132 28 91 62 98 95 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1870 1900 1885 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 49 338 48 79 439 147 31 101 69 109 106 61 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 2 0 1 0 0 0 0 0 0 0
Cap, veh/h 78 930 280 109 1020 319 53 259 212 142 352 289 Arrive On Green 0.04 0.18 0.18 0.06 0.20 0.20 0.03 0.14 0.14 0.08 0.19 0.19 Sat Flow, veh/h 1810 5147 1550 1810 5147 1610 1810 1900 1557 1810 1900 1564 Grp Volume(v), veh/h 49 338 48 79 439 147 31 101 69 109 106 61 Grp Sat Flow(s),veh/h/ln1810 1716 1550 1810 1716 1610 1810 1900 1557 1810 1900 1564 Q Serve(g_s), s 1.0 2.1 1.0 1.6 2.7 3.0 0.6 1.8 1.5 2.2 1.8 1.2 Cycle Q Clear(g_c), s 1.0 2.1 1.0 1.6 2.7 3.0 0.6 1.8 1.5 2.2 1.8 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 78 930 280 109 1020 319 53 259 212 142 352 289 V/C Ratio(X) 0.63 0.36 0.17 0.72 0.43 0.46 0.58 0.39 0.33 0.77 0.30 0.21 Avail Cap(c_a), veh/h 542 2241 675 542 2241 701 542 828 678 542 828 681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.3 13.2 12.7 17.0 12.9 13.0 17.6 14.5 14.3 16.6 12.9 12.7 Incr Delay (d2), s/veh 8.2 0.2 0.3 8.8 0.3 1.0 9.6 1.0 0.9 8.4 0.5 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.6 0.2 0.7 0.7 0.8 0.4 0.7 0.4 1.1 0.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.5 13.4 13.0 25.7 13.2 14.0 27.2 15.4 15.2 25.0 13.4 13.1 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 435 665 201 276
Approach Delay, s/veh 14.7 14.9 17.2 17.9
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.9 10.0 7.2 11.6 6.1 11.8 6.6 12.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s11.0 16.0 11.0 16.0 11.0 16.0 11.0 16.0 Max Q Clear Time (g_c+I1), s4.2 3.8 3.6 4.1 2.6 3.8 3.0 5.0 Green Ext Time (p_c), s 0.1 0.5 0.1 1.7 0.0 0.5 0.0 2.3 Intersection Summary
HCM 7th Control Delay, s/veh 15.7
HCM 7th LOS B

HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 253 37 674 472 444 39 550 476 301 502 61 Future Volume (veh/h) 92 253 37 674 472 444 39 550 476 301 502 61 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1856 1885 1885 1900 1900 1885 1885 1885 1900 1856 Adj Flow Rate, veh/h 97 266 7 709 497 89 41 579 134 317 528 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 3 1 1 0 0 1 1 1 0 3
Cap, veh/h 573 522 156 820 831 259 508 921 405 415 836 363 Arrive On Green 0.16 0.10 0.10 0.24 0.16 0.16 0.14 0.26 0.26 0.12 0.23 0.23 Sat Flow, veh/h 3510 5147 1542 3483 5147 1607 3510 3582 1573 3483 3610 1568 Grp Volume(v), veh/h 97 266 7 709 497 89 41 579 134 317 528 18 Grp Sat Flow(s),veh/h/ln1755 1716 1542 1742 1716 1607 1755 1791 1573 1742 1805 1568 Q Serve(g_s), s 1.9 4.0 0.2 15.9 7.3 2.7 0.8 11.7 5.6 7.2 10.7 0.7 Cycle Q Clear(g_c), s 1.9 4.0 0.2 15.9 7.3 2.7 0.8 11.7 5.6 7.2 10.7 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 573 522 156 820 831 259 508 921 405 415 836 363 V/C Ratio(X) 0.17 0.51 0.04 0.86 0.60 0.34 0.08 0.63 0.33 0.76 0.63 0.05 Avail Cap(c_a), veh/h 861 1262 378 1708 1388 433 861 1449 636 1281 1460 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 34.7 14.8 29.9 31.8 14.2 30.2 26.8 24.6 34.8 28.2 24.4 Incr Delay (d2), s/veh 0.1 1.3 0.2 1.1 1.0 1.2 0.0 1.4 0.9 1.1 1.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 1.6 0.1 6.2 2.9 1.5 0.3 4.8 2.0 2.9 4.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.4 36.1 15.0 31.0 32.8 15.3 30.2 28.2 25.5 35.9 29.8 24.5 LnGrp LOS C D B C C B C C C D C C
Approach Vol, veh/h 370 1295 754 863
Approach Delay, s/veh 33.9 30.6 27.9 31.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.7 27.0 24.2 14.7 17.8 24.9 19.7 19.2 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s30.0 33.0 40.0 20.0 20.0 33.0 20.0 * 22 Max Q Clear Time (g_c+I1), s9.2 13.7 17.9 6.0 2.8 12.7 3.9 9.3 Green Ext Time (p_c), s 0.5 6.7 1.3 2.0 0.0 5.5 0.1 3.7 Intersection Summary
HCM 7th Control Delay, s/veh 30.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 1339 47 31 1821 246 23 7 28 196 3 36 Future Volume (veh/h) 39 1339 47 31 1821 246 23 7 28 196 3 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1900 1885 1885 1900 1900 1900 1885 1900 1856 Adj Flow Rate, veh/h 43 1488 52 34 2023 273 26 8 31 257 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 1 0 0 0 1 0 3
Cap, veh/h 115 3141 957 72 3018 914 147 154 128 383 202 0 Arrive On Green 0.06 0.61 0.61 0.08 1.00 1.00 0.08 0.08 0.08 0.11 0.00 0.00 Sat Flow, veh/h 1810 5147 1569 1810 5147 1559 1810 1900 1579 3591 1900 0 Grp Volume(v), veh/h 43 1488 52 34 2023 273 26 8 31 257 0 0 Grp Sat Flow(s),veh/h/ln1810 1716 1569 1810 1716 1559 1810 1900 1579 1795 1900 0 Q Serve(g_s), s 2.7 19.0 1.6 2.2 0.0 0.0 1.6 0.5 2.2 8.3 0.0 0.0 Cycle Q Clear(g_c), s 2.7 19.0 1.6 2.2 0.0 0.0 1.6 0.5 2.2 8.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 115 3141 957 72 3018 914 147 154 128 383 202 0 V/C Ratio(X) 0.37 0.47 0.05 0.48 0.67 0.30 0.18 0.05 0.24 0.67 0.00 0.00 Avail Cap(c_a), veh/h 241 3141 957 392 3018 914 232 244 203 601 318 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.78 0.78 0.68 0.68 0.68 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.9 12.8 9.4 54.1 0.0 0.0 51.4 50.9 51.7 51.6 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.4 0.1 1.2 0.8 0.6 0.2 0.1 0.4 0.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 6.7 0.5 1.0 0.2 0.1 0.7 0.2 0.9 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.5 13.2 9.5 55.3 0.8 0.6 51.6 50.9 52.0 52.4 0.0 0.0 LnGrp LOS D B A E A A D D D D
Approach Vol, veh/h 1583 2330 65 257
Approach Delay, s/veh 14.2 1.6 51.7 52.4
Approach LOS B A D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.3 8.7 79.2 17.7 11.6 76.4
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 15.4 26.0 39.0 20.1 16.0 49.0 Max Q Clear Time (g_c+I1), s 4.2 4.2 21.0 10.3 4.7 2.0
Green Ext Time (p_c), s 0.1 0.0 14.9 0.3 0.0 42.4
Intersection Summary
HCM 7th Control Delay, s/veh 10.2
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 1214 141 359 1656 209 338 124 208 160 79 59 Future Volume (veh/h) 121 1214 141 359 1656 209 338 124 208 160 79 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1856 1900 1885 1885 1885 1900 1900 1870 1900 1900 Adj Flow Rate, veh/h 129 1291 150 382 1762 222 360 132 221 170 84 63 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 Percent Heavy Veh, % 0 1 3 0 1 1 1 0 0 2 0 0
Cap, veh/h 289 2526 761 443 2752 842 419 490 217 287 356 154 Arrive On Green 0.16 0.98 0.98 0.25 1.00 1.00 0.12 0.14 0.14 0.08 0.10 0.10 Sat Flow, veh/h 3510 5147 1549 3510 5147 1575 3483 3610 1600 3456 3610 1559 Grp Volume(v), veh/h 129 1291 150 382 1762 222 360 132 221 170 84 63 Grp Sat Flow(s),veh/h/ln1755 1716 1549 1755 1716 1575 1742 1805 1600 1728 1805 1559 Q Serve(g_s), s 4.0 1.1 0.3 12.5 0.0 0.0 12.2 3.9 16.3 5.7 2.6 4.6 Cycle Q Clear(g_c), s 4.0 1.1 0.3 12.5 0.0 0.0 12.2 3.9 16.3 5.7 2.6 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 289 2526 761 443 2752 842 419 490 217 287 356 154 V/C Ratio(X) 0.45 0.51 0.20 0.86 0.64 0.26 0.86 0.27 1.02 0.59 0.24 0.41 Avail Cap(c_a), veh/h 614 2526 761 1053 2752 842 522 490 217 605 581 251 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 0.73 0.73 0.73 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 0.6 0.6 43.9 0.0 0.0 51.8 46.5 51.8 53.1 49.9 50.8 Incr Delay (d2), s/veh 0.4 0.7 0.5 1.5 0.8 0.6 8.9 0.4 62.7 0.7 0.5 2.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.4 0.2 4.7 0.2 0.1 5.7 1.8 10.1 2.5 1.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.0 1.2 1.1 45.3 0.8 0.6 60.7 46.9 114.6 53.8 50.5 53.6 LnGrp LOS D A A D A A E D F D D D
Approach Vol, veh/h 1570 2366 713 317
Approach Delay, s/veh 5.1 8.0 74.8 52.9
Approach LOS A A E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.0 22.0 19.1 64.9 18.4 17.5 13.9 70.2 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s21.0 16.3 36.0 27.0 18.0 19.3 21.0 42.0 Max Q Clear Time (g_c+I1), s7.7 18.3 14.5 3.1 14.2 6.6 6.0 2.0 Green Ext Time (p_c), s 0.2 0.0 0.6 17.8 0.3 0.7 0.2 35.6 Intersection Summary
HCM 7th Control Delay, s/veh 19.5
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 1459 70 259 2064 30 46 10 130 26 12 9 Future Volume (veh/h) 37 1459 70 259 2064 30 46 10 130 26 12 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1900 1885 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 39 1552 74 276 2196 32 57 0 138 28 13 10 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 Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0
Cap, veh/h 77 2895 894 331 3162 989 376 0 164 148 81 62 Arrive On Green 0.08 1.00 1.00 0.19 1.00 1.00 0.10 0.00 0.10 0.08 0.08 0.08 Sat Flow, veh/h 1810 5147 1589 3510 5147 1609 3619 0 1578 1810 993 764 Grp Volume(v), veh/h 39 1552 74 276 2196 32 57 0 138 28 0 23 Grp Sat Flow(s),veh/h/ln1810 1716 1589 1755 1716 1609 1810 0 1578 1810 0 1757 Q Serve(g_s), s 2.5 0.0 0.0 9.1 0.0 0.0 1.7 0.0 10.3 1.7 0.0 1.5 Cycle Q Clear(g_c), s 2.5 0.0 0.0 9.1 0.0 0.0 1.7 0.0 10.3 1.7 0.0 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 77 2895 894 331 3162 989 376 0 164 148 0 144 V/C Ratio(X) 0.51 0.54 0.08 0.83 0.69 0.03 0.15 0.00 0.84 0.19 0.00 0.16 Avail Cap(c_a), veh/h 241 2895 894 468 3162 989 455 0 199 241 0 234 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.82 0.72 0.72 0.72 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 0.0 0.0 47.8 0.0 0.0 49.0 0.0 52.8 51.4 0.0 51.3 Incr Delay (d2), s/veh 1.6 0.6 0.1 4.5 0.9 0.0 0.1 0.0 20.0 0.2 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 0.2 0.0 3.7 0.3 0.0 0.8 0.0 4.9 0.8 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.3 0.6 0.1 52.3 0.9 0.0 49.0 0.0 72.8 51.6 0.0 51.5 LnGrp LOS E A A D A A D E D D
Approach Vol, veh/h 1665 2504 195 51
Approach Delay, s/veh 1.8 6.6 65.8 51.5
Approach LOS A A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.4 15.3 73.5 13.8 9.1 79.7
Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 15.1 16.0 54.0 16.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 12.3 11.1 2.0 3.7 4.5 2.0
Green Ext Time (p_c), s 0.1 0.2 33.9 0.1 0.0 45.7
Intersection Summary
HCM 7th Control Delay, s/veh 7.9
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
7: Blue Oaks Blvd & New Meadow Dr 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 27 1595 0 2320 319 180 26
Future Volume (veh/h) 27 1595 0 2320 319 180 26
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1885 1885 1885 1885 1900
Adj Flow Rate, veh/h 29 1697 2468 339 191 28
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 1 1 1 1 0
Cap, veh/h 84 5297 3793 1152 348 161
Arrive On Green 0.09 1.00 0.74 0.74 0.10 0.10
Sat Flow, veh/h 1810 6749 5316 1564 3483 1610
Grp Volume(v), veh/h 29 1697 2468 339 191 28
Grp Sat Flow(s),veh/h/ln1810 1621 1716 1564 1742 1610
Q Serve(g_s), s 1.8 0.0 29.1 8.7 6.3 1.9
Cycle Q Clear(g_c), s 1.8 0.0 29.1 8.7 6.3 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 84 5297 3793 1152 348 161
V/C Ratio(X) 0.34 0.32 0.65 0.29 0.55 0.17
Avail Cap(c_a), veh/h 241 5297 3793 1152 610 282
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.85 0.85 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 0.0 8.0 5.3 51.4 49.5
Incr Delay (d2), s/veh 0.8 0.1 0.9 0.6 0.5 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 0.1 8.6 2.5 2.8 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.5 0.1 8.9 6.0 51.9 49.7
LnGrp LOS D A A A D D
Approach Vol, veh/h 1726 2807 219
Approach Delay, s/veh 1.0 8.5 51.6
Approach LOS A A D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 104.0 16.0 9.6 94.4
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 69.0 21.0 16.0 69.0
Max Q Clear Time (g_c+I1), s 2.0 8.3 3.8 31.1
Green Ext Time (p_c), s 38.2 0.3 0.0 35.9
Intersection Summary
HCM 7th Control Delay, s/veh 7.8
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary
8: Foothill Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 1406 278 340 2312 124 289 44 366 374 196 90 Future Volume (veh/h) 66 1406 278 340 2312 124 289 44 366 374 196 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1885 1870 1826 1885 1870 1900 1767 1870 1885 1856 1900 Adj Flow Rate, veh/h 70 1496 134 362 2460 60 307 47 0 398 209 96 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 Percent Heavy Veh, % 3 1 2 5 1 2 0 9 2 1 3 0
Cap, veh/h 258 2604 792 415 2850 878 366 242 460 353 159 Arrive On Green 0.08 0.51 0.51 0.12 0.55 0.55 0.10 0.07 0.00 0.13 0.10 0.10 Sat Flow, veh/h 3428 5147 1565 3374 5147 1585 3510 3357 1585 3483 3526 1587 Grp Volume(v), veh/h 70 1496 134 362 2460 60 307 47 0 398 209 96 Grp Sat Flow(s),veh/h/ln1714 1716 1565 1687 1716 1585 1755 1678 1585 1742 1763 1587 Q Serve(g_s), s 2.3 24.3 5.6 12.6 49.0 2.1 10.3 1.6 0.0 13.4 6.8 7.0 Cycle Q Clear(g_c), s 2.3 24.3 5.6 12.6 49.0 2.1 10.3 1.6 0.0 13.4 6.8 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 258 2604 792 415 2850 878 366 242 460 353 159 V/C Ratio(X) 0.27 0.57 0.17 0.87 0.86 0.07 0.84 0.19 0.86 0.59 0.60 Avail Cap(c_a), veh/h 457 2604 792 450 2850 878 468 420 610 608 274 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.78 0.78 0.78 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 20.6 16.0 51.7 22.9 12.4 52.7 52.4 0.0 51.0 51.7 51.7 Incr Delay (d2), s/veh 0.2 0.9 0.5 12.2 3.0 0.1 8.4 0.8 0.0 8.0 5.7 12.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 9.3 2.0 5.9 18.5 0.7 4.8 0.7 0.0 6.3 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.6 21.6 16.5 63.9 25.9 12.5 61.1 53.1 0.0 59.0 57.3 64.5 LnGrp LOS D C B E C B E D E E E
Approach Vol, veh/h 1700 2882 354 703
Approach Delay, s/veh 22.4 30.3 60.1 59.3
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.9 14.7 18.8 66.7 16.5 18.0 13.0 72.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s21.0 15.0 16.0 48.0 16.0 * 21 16.0 48.0 Max Q Clear Time (g_c+I1), s15.4 3.6 14.6 26.3 12.3 9.0 4.3 51.0 Green Ext Time (p_c), s 0.4 0.2 0.1 17.9 0.2 2.6 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 33.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
8: Foothill Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
9: Fidelity Wy & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

HCM 7th Edition methodology does not support current ring-barrier structure.

HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1932 259 313 1003 221 541 0 563 171 355 465 Future Volume (veh/h) 0 1932 259 313 1003 221 541 0 563 171 355 465 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 1885 1900 0 1885 1885 1870 1856 Adj Flow Rate, veh/h 0 2012 270 326 1045 0 564 0 586 178 370 0 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 Percent Heavy Veh, % 0 1 1 1 1 1 0 0 1 1 2 3
Cap, veh/h 0 4022 979 389 2741 0 0 0 242 479
Arrive On Green 0.00 0.62 0.62 0.11 0.77 0.00 0.00 0.00 0.00 0.13 0.13 0.00 Sat Flow, veh/h 0 6749 1578 3483 3582 1598 0 1795 3554 1572 Grp Volume(v), veh/h 0 2012 270 326 1045 0 0.0 178 370 0 Grp Sat Flow(s),veh/h/ln 0 1621 1578 1742 1791 1598 1795 1777 1572 Q Serve(g_s), s 0.0 20.5 9.4 11.0 11.6 0.0 11.4 12.1 0.0 Cycle Q Clear(g_c), s 0.0 20.5 9.4 11.0 11.6 0.0 11.4 12.1 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 4022 979 389 2741 242 479
V/C Ratio(X) 0.00 0.50 0.28 0.84 0.38 0.74 0.77
Avail Cap(c_a), veh/h 0 4022 979 610 2741 284 563
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.87 0.87 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 12.5 10.4 52.2 4.7 0.0 49.9 50.1 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.6 3.3 0.4 0.0 10.8 7.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 7.2 3.3 4.9 3.3 0.0 5.9 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 12.9 11.0 55.6 5.1 0.0 60.6 57.3 0.0 LnGrp LOS B B E A E E
Approach Vol, veh/h 2282 1371 548
Approach Delay, s/veh 12.7 17.1 58.4
Approach LOS B B E
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 17.4 80.4 22.2 97.8
Change Period (Y+Rc), s 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 39.0 19.0 64.0
Max Q Clear Time (g_c+I1), s 13.0 22.5 14.1 13.6
Green Ext Time (p_c), s 0.4 15.8 2.0 20.0
Intersection Summary
HCM 7th Control Delay, s/veh 20.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th AWSC
11: Santucci Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 7 0 0 0 0 3 0 0 0
Future Vol, veh/h 0 0 0 7 0 0 0 0 3 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.62 0.92 0.62 0.92 0.62 0.62 0.62 0.62 0.92 Heavy Vehicles, % 2 2 2 0 2 0 2 0 33 0 0 2
Mvmt Flow 0 0 0 11 0 0 0 0 5 0 0 0
Number of Lanes 0 0 0 2 0 1 0 0 1 0 0 0
Approach WB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left NB
Conflicting Lanes Left 1 0
Conflicting Approach Right WB
Conflicting Lanes Right 0 3
HCM Control Delay, s/veh 7.8 7.1

HCM LOS A A
Lane NBLn1WBLn1WBLn2WBLn3
Vol Left, % 0% 100% 100% 0%
Vol Thru, % 0% 0% 0% 100%
Vol Right, % 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 3 4 4 0
LT Vol 0 4 4 0
Through Vol 0 0 0 0
RT Vol 3 0 0 0
Lane Flow Rate 5 6 6 0
Geometry Grp 5 5 5 5
Degree of Util (X) 0.006 0.008 0.008 0
Departure Headway (Hd) 4.38 5.008 5.008 2.808
Convergence, Y/N Yes Yes Yes Yes
Cap 820 718 718 0
Service Time 2.092 2.712 2.712 0.512
HCM Lane V/C Ratio 0.006 0.008 0.008 0
HCM Control Delay, s/veh 7.1 7.8 7.8 5.5
HCM Lane LOS A A A N
HCM 95th-tile Q 0 0 0 0

HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 119 25 86 132 174 31 160 67 182 137 17 Future Volume (veh/h) 14 119 25 86 132 174 31 160 67 182 137 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1693 1885 1841 1900 1870 1885 1856 1856 1885 1870 1796 1900 Adj Flow Rate, veh/h 15 125 26 91 139 183 33 168 71 192 144 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 14 1 4 0 2 1 3 3 1 2 7 0
Cap, veh/h 106 582 253 462 924 410 92 500 222 248 853 395 Arrive On Green 0.03 0.16 0.16 0.13 0.26 0.26 0.05 0.14 0.14 0.14 0.25 0.25 Sat Flow, veh/h 3127 3582 1560 3510 3554 1577 1767 3526 1565 1781 3413 1581 Grp Volume(v), veh/h 15 125 26 91 139 183 33 168 71 192 144 18 Grp Sat Flow(s),veh/h/ln1564 1791 1560 1755 1777 1577 1767 1763 1565 1781 1706 1581 Q Serve(g_s), s 0.2 1.5 0.7 1.1 1.4 4.7 0.9 2.1 2.0 5.0 1.6 0.4 Cycle Q Clear(g_c), s 0.2 1.5 0.7 1.1 1.4 4.7 0.9 2.1 2.0 5.0 1.6 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 106 582 253 462 924 410 92 500 222 248 853 395 V/C Ratio(X) 0.14 0.21 0.10 0.20 0.15 0.45 0.36 0.34 0.32 0.77 0.17 0.05 Avail Cap(c_a), veh/h 1042 1066 464 1169 1058 470 589 1050 466 2040 1016 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 17.5 17.1 18.6 13.7 14.9 22.0 18.6 18.5 19.9 14.1 13.7 Incr Delay (d2), s/veh 0.2 0.5 0.4 0.1 0.2 1.9 0.9 1.0 2.0 2.0 0.4 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.5 0.2 0.4 0.5 1.5 0.3 0.8 0.7 1.9 0.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.7 17.9 17.6 18.7 13.9 16.8 22.9 19.5 20.6 21.9 14.5 13.9 LnGrp LOS C B B B B B C B C C B B
Approach Vol, veh/h 166 413 272 354
Approach Delay, s/veh 18.3 16.2 20.2 18.5
Approach LOS B B C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.7 12.5 10.3 13.5 6.5 17.7 5.6 18.2 Change Period (Y+Rc), s 5.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s55.0 14.3 16.0 14.3 16.0 14.3 16.0 14.3 Max Q Clear Time (g_c+I1), s7.0 4.1 3.1 3.5 2.9 3.6 2.2 6.7 Green Ext Time (p_c), s 0.3 1.5 0.1 0.9 0.0 1.5 0.0 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 18.1
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
13: Market St & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 447 9 69 517 131 16 81 72 113 79 62 Future Volume (veh/h) 50 447 9 69 517 131 16 81 72 113 79 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1900 1900 1900 1900 1856 1900 1900 1900 Adj Flow Rate, veh/h 57 508 10 78 588 149 18 92 82 128 90 70 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 0 0 1 0 0 0 0 3 0 0 0
Cap, veh/h 169 1105 492 194 910 230 41 209 209 155 109 85 Arrive On Green 0.09 0.31 0.31 0.11 0.32 0.32 0.13 0.13 0.13 0.20 0.20 0.20 Sat Flow, veh/h 1810 3610 1608 1795 2839 717 308 1576 1572 792 557 433 Grp Volume(v), veh/h 57 508 10 78 373 364 110 0 82 288 0 0 Grp Sat Flow(s),veh/h/ln1810 1805 1608 1795 1805 1751 1885 0 1572 1782 0 0 Q Serve(g_s), s 2.2 8.4 0.3 3.0 13.1 13.2 4.0 0.0 3.5 11.4 0.0 0.0 Cycle Q Clear(g_c), s 2.2 8.4 0.3 3.0 13.1 13.2 4.0 0.0 3.5 11.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.41 0.16 1.00 0.44 0.24
Lane Grp Cap(c), veh/h 169 1105 492 194 579 562 250 0 209 350 0 0 V/C Ratio(X) 0.34 0.46 0.02 0.40 0.64 0.65 0.44 0.00 0.39 0.82 0.00 0.00 Avail Cap(c_a), veh/h 490 1954 870 486 1051 1019 510 0 426 796 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 31.4 20.7 17.9 30.7 21.5 21.5 29.5 0.0 29.3 28.5 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.5 0.0 0.5 2.1 2.2 0.5 0.0 0.4 1.9 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 3.4 0.1 1.3 5.5 5.4 1.8 0.0 1.3 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.8 21.2 17.9 31.2 23.6 23.7 30.0 0.0 29.8 30.4 0.0 0.0 LnGrp LOS C C B C C C C C C
Approach Vol, veh/h 575 815 192 288
Approach Delay, s/veh 22.2 24.3 29.9 30.4
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.1 12.0 28.3 18.5 10.9 29.4
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 20.0 20.0 40.0 33.0 20.0 43.0 Max Q Clear Time (g_c+I1), s 6.0 5.0 10.4 13.4 4.2 15.2 Green Ext Time (p_c), s 0.4 0.1 6.1 1.1 0.0 8.5
Intersection Summary
HCM 7th Control Delay, s/veh 25.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
14: Fiddyment Rd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 480 280 451 656 122 386 872 458 162 783 89 Future Volume (veh/h) 79 480 280 451 656 122 386 872 458 162 783 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1885 1870 1900 1900 1900 1885 1885 1900 1856 1900 Adj Flow Rate, veh/h 83 505 109 475 691 55 406 918 177 171 824 31 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 1 2 0 0 0 1 1 0 3 0
Cap, veh/h 292 799 350 552 1082 475 483 1720 534 252 1360 426 Arrive On Green 0.08 0.22 0.22 0.16 0.30 0.30 0.14 0.33 0.33 0.07 0.27 0.27 Sat Flow, veh/h 3510 3582 1569 3456 3610 1586 3510 5147 1598 3510 5066 1588 Grp Volume(v), veh/h 83 505 109 475 691 55 406 918 177 171 824 31 Grp Sat Flow(s),veh/h/ln1755 1791 1569 1728 1805 1586 1755 1716 1598 1755 1689 1588 Q Serve(g_s), s 2.1 12.3 5.6 12.9 16.0 2.4 10.9 14.0 8.0 4.6 13.7 1.4 Cycle Q Clear(g_c), s 2.1 12.3 5.6 12.9 16.0 2.4 10.9 14.0 8.0 4.6 13.7 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 292 799 350 552 1082 475 483 1720 534 252 1360 426 V/C Ratio(X) 0.28 0.63 0.31 0.86 0.64 0.12 0.84 0.53 0.33 0.68 0.61 0.07 Avail Cap(c_a), veh/h 363 1828 801 715 2205 969 654 2589 804 436 2255 707 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 33.9 31.3 39.5 29.3 24.5 40.6 26.1 24.1 43.8 30.9 26.4 Incr Delay (d2), s/veh 0.2 1.4 0.9 6.9 0.9 0.2 5.5 0.4 0.6 1.2 0.9 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 5.2 2.1 5.8 6.6 0.9 4.9 5.4 0.1 2.0 5.4 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.8 35.4 32.2 46.5 30.2 24.7 46.1 26.5 24.6 45.0 31.7 26.5 LnGrp LOS D D C D C C D C C D C C
Approach Vol, veh/h 697 1221 1501 1026
Approach Delay, s/veh 35.6 36.3 31.6 33.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 38.7 19.4 27.6 17.3 32.3 12.0 35.0 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s12.0 48.6 20.0 * 49 18.0 * 43 10.0 59.0 Max Q Clear Time (g_c+I1), s6.6 16.0 14.9 14.3 12.9 15.7 4.1 18.0 Green Ext Time (p_c), s 0.1 12.0 0.5 6.5 0.4 10.2 0.0 7.8 Intersection Summary
HCM 7th Control Delay, s/veh 34.0
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 984 173 203 1138 226 242 276 174 223 393 124 Future Volume (veh/h) 106 984 173 203 1138 226 242 276 174 223 393 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1885 1885 1885 1900 1885 1885 1900 1856 1885 1870 Adj Flow Rate, veh/h 110 1025 180 211 1185 235 252 288 181 232 409 129 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 Percent Heavy Veh, % 2 3 1 1 1 0 1 1 0 3 1 2
Cap, veh/h 196 1066 470 921 1878 832 314 565 244 292 599 254 Arrive On Green 0.06 0.30 0.30 0.53 1.00 1.00 0.09 0.16 0.16 0.09 0.17 0.17 Sat Flow, veh/h 3456 3526 1553 3483 3582 1587 3483 3582 1547 3428 3582 1521 Grp Volume(v), veh/h 110 1025 180 211 1185 235 252 288 181 232 409 129 Grp Sat Flow(s),veh/h/ln1728 1763 1553 1742 1791 1587 1742 1791 1547 1714 1791 1521 Q Serve(g_s), s 3.7 34.3 8.3 3.9 0.0 0.0 8.5 8.8 13.4 8.0 12.9 9.3 Cycle Q Clear(g_c), s 3.7 34.3 8.3 3.9 0.0 0.0 8.5 8.8 13.4 8.0 12.9 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 196 1066 470 921 1878 832 314 565 244 292 599 254 V/C Ratio(X) 0.56 0.96 0.38 0.23 0.63 0.28 0.80 0.51 0.74 0.79 0.68 0.51 Avail Cap(c_a), veh/h 461 1066 470 921 1878 832 551 725 313 543 725 308 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 0.84 0.84 0.84 0.89 0.89 0.89 0.83 0.83 0.83 Uniform Delay (d), s/veh 55.1 41.2 18.8 21.7 0.0 0.0 53.6 46.3 48.2 53.8 47.0 45.5 Incr Delay (d2), s/veh 0.7 16.5 1.8 0.0 0.7 0.3 1.6 1.1 8.2 1.5 2.4 2.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 16.7 3.1 1.5 0.2 0.1 3.7 4.0 5.6 3.4 5.8 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.8 57.7 20.6 21.8 0.7 0.3 55.2 47.4 56.4 55.4 49.4 47.7 LnGrp LOS E E C C A A E D E E D D
Approach Vol, veh/h 1315 1631 721 770
Approach Delay, s/veh 52.5 3.4 52.4 50.9
Approach LOS D A D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.9 24.6 37.4 42.0 14.8 25.8 10.8 68.6 Change Period (Y+Rc), s 5.7 * 5.7 5.7 * 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s19.0 * 24 21.0 * 36 19.0 24.3 16.0 41.3 Max Q Clear Time (g_c+I1), s10.0 15.4 5.9 36.3 10.5 14.9 5.7 2.0 Green Ext Time (p_c), s 0.3 2.4 0.3 0.0 0.3 3.1 0.1 19.8 Intersection Summary
HCM 7th Control Delay, s/veh 34.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
16: Country Club Dr & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1378 29 101 1539 41 100
Future Volume (veh/h) 1378 29 101 1539 41 100
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 0.98 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1900 1885 1900 1870 1900
Adj Flow Rate, veh/h 1466 31 107 1637 44 106
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 0 1 0 2 0
Cap, veh/h 2594 55 133 3021 147 133
Arrive On Green 1.00 1.00 0.07 0.84 0.08 0.08
Sat Flow, veh/h 3650 75 1795 3705 1781 1610
Grp Volume(v), veh/h 732 765 107 1637 44 106
Grp Sat Flow(s),veh/h/ln1777 1855 1795 1805 1781 1610
Q Serve(g_s), s 0.0 0.0 7.0 16.2 2.8 7.8
Cycle Q Clear(g_c), s 0.0 0.0 7.0 16.2 2.8 7.8
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1296 1353 133 3021 147 133
V/C Ratio(X) 0.56 0.57 0.80 0.54 0.30 0.80
Avail Cap(c_a), veh/h 1296 1353 389 3021 386 349
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.67 0.67 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 54.7 2.9 51.8 54.1
Incr Delay (d2), s/veh 1.2 1.2 4.3 0.7 0.4 4.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.4 0.4 3.3 3.1 1.3 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 1.2 1.2 59.0 3.6 52.2 58.2
LnGrp LOS A A E A D E
Approach Vol, veh/h 1497 1744 150
Approach Delay, s/veh 1.2 7.0 56.5
Approach LOS A A E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 13.9 12.9 93.2 106.1
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 26.0 26.0 38.3 84.3
Max Q Clear Time (g_c+I1), s 9.8 9.0 2.0 18.2
Green Ext Time (p_c), s 0.2 0.1 21.7 35.6
Intersection Summary
HCM 7th Control Delay, s/veh 6.6
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 1242 124 759 1232 180 283 488 590 420 882 153 Future Volume (veh/h) 150 1242 124 759 1232 180 283 488 590 420 882 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1870 1870 1885 1885 1856 1900 1826 1885 1900 1885 1870 Adj Flow Rate, veh/h 156 1294 0 791 1283 0 295 508 0 438 919 0 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 Percent Heavy Veh, % 5 2 2 1 1 3 0 5 1 0 1 2
Cap, veh/h 211 1686 890 1597 357 589 495 1077
Arrive On Green 0.06 0.33 0.00 0.18 0.45 0.00 0.10 0.17 0.00 0.14 0.21 0.00 Sat Flow, veh/h 3374 5106 1585 5063 3582 1572 3510 3469 1598 3510 5147 1585 Grp Volume(v), veh/h 156 1294 0 791 1283 0 295 508 0 438 919 0 Grp Sat Flow(s),veh/h/ln1687 1702 1585 1688 1791 1572 1755 1735 1598 1755 1716 1585 Q Serve(g_s), s 5.5 27.3 0.0 18.3 37.1 0.0 9.9 17.1 0.0 14.7 20.6 0.0 Cycle Q Clear(g_c), s 5.5 27.3 0.0 18.3 37.1 0.0 9.9 17.1 0.0 14.7 20.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 1686 890 1597 357 589 495 1077 V/C Ratio(X) 0.74 0.77 0.89 0.80 0.83 0.86 0.88 0.85
Avail Cap(c_a), veh/h 346 1686 1013 1597 527 636 527 1077 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.87 0.87 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 55.3 36.1 0.0 48.3 28.7 0.0 52.9 48.5 0.0 50.6 45.7 0.0 Incr Delay (d2), s/veh 1.9 3.4 0.0 8.3 4.4 0.0 3.8 10.4 0.0 15.7 7.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 11.4 0.0 8.2 15.9 0.0 4.5 8.1 0.0 7.4 9.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.2 39.5 0.0 56.6 33.1 0.0 56.7 58.9 0.0 66.3 52.7 0.0 LnGrp LOS E D E C E E E D
Approach Vol, veh/h 1450 2074 803 1357
Approach Delay, s/veh 41.4 42.1 58.1 57.1
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s20.9 26.4 27.1 45.6 16.2 31.1 13.2 59.5 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s18.0 22.0 24.0 * 34 18.0 22.0 12.3 46.0 Max Q Clear Time (g_c+I1), s16.7 19.1 20.3 29.3 11.9 22.6 7.5 39.1 Green Ext Time (p_c), s 0.2 1.1 0.8 4.0 0.3 0.0 0.1 5.1 Intersection Summary
HCM 7th Control Delay, s/veh 47.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 1687 222 389 1600 95 190 377 287 163 685 312 Future Volume (veh/h) 248 1687 222 389 1600 95 190 377 287 163 685 312 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1870 1885 1885 1885 1885 1885 1900 1841 1870 1885 Adj Flow Rate, veh/h 253 1721 88 397 1633 0 194 385 0 166 699 77 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 Percent Heavy Veh, % 1 1 2 1 1 1 1 1 0 4 2 1
Cap, veh/h 313 1728 525 713 2393 254 772 223 681 305
Arrive On Green 0.09 0.34 0.34 0.20 0.46 0.00 0.07 0.22 0.00 0.07 0.19 0.19 Sat Flow, veh/h 3483 5147 1563 3483 5147 1598 3483 3582 1610 3401 3554 1593 Grp Volume(v), veh/h 253 1721 88 397 1633 0 194 385 0 166 699 77 Grp Sat Flow(s),veh/h/ln1742 1716 1563 1742 1716 1598 1742 1791 1610 1700 1777 1593 Q Serve(g_s), s 8.6 40.0 4.8 12.3 29.8 0.0 6.6 11.3 0.0 5.8 23.0 3.9 Cycle Q Clear(g_c), s 8.6 40.0 4.8 12.3 29.8 0.0 6.6 11.3 0.0 5.8 23.0 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 313 1728 525 713 2393 254 772 223 681 305 V/C Ratio(X) 0.81 1.00 0.17 0.56 0.68 0.77 0.50 0.74 1.03 0.25 Avail Cap(c_a), veh/h 464 1728 525 713 2393 464 772 453 681 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.6 39.8 28.0 42.8 25.2 0.0 54.6 41.4 0.0 55.1 48.5 25.4 Incr Delay (d2), s/veh 3.8 20.7 0.7 0.6 1.6 0.0 1.8 1.2 0.0 1.8 41.3 2.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 19.3 1.8 5.2 11.7 0.0 2.9 5.0 0.0 2.5 13.8 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.4 60.4 28.7 43.4 26.8 0.0 56.4 42.6 0.0 56.9 89.8 27.4 LnGrp LOS E E C D C E D E F C
Approach Vol, veh/h 2062 2030 579 942
Approach Delay, s/veh 58.7 30.0 47.3 78.9
Approach LOS E C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.9 31.6 30.6 46.0 14.4 29.0 14.8 61.8 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s16.0 23.3 19.0 40.3 16.0 * 23 16.0 45.0 Max Q Clear Time (g_c+I1), s7.8 13.3 14.3 42.0 8.6 25.0 10.6 31.8 Green Ext Time (p_c), s 0.2 2.8 0.4 0.0 0.2 0.0 0.2 10.2 Intersection Summary
HCM 7th Control Delay, s/veh 50.5
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 2026 20 37 2069 80 38 7 44 57 3 20 Future Volume (veh/h) 13 2026 20 37 2069 80 38 7 44 57 3 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1856 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 13 2089 0 38 2133 0 39 7 0 59 3 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 1 0 3 0 0 0 0 0 0 0 0
Cap, veh/h 37 2235 515 3732 77 104 91 119
Arrive On Green 0.02 0.43 0.00 0.29 0.72 0.00 0.04 0.05 0.00 0.05 0.06 0.00 Sat Flow, veh/h 1810 5147 1610 1767 5187 1610 1810 1900 1610 1810 1900 1610 Grp Volume(v), veh/h 13 2089 0 38 2133 0 39 7 0 59 3 0
Grp Sat Flow(s),veh/h/ln1810 1716 1610 1767 1729 1610 1810 1900 1610 1810 1900 1610 Q Serve(g_s), s 0.9 46.4 0.0 1.9 23.5 0.0 2.5 0.4 0.0 3.8 0.2 0.0 Cycle Q Clear(g_c), s 0.9 46.4 0.0 1.9 23.5 0.0 2.5 0.4 0.0 3.8 0.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 37 2235 515 3732 77 104 91 119
V/C Ratio(X) 0.35 0.93 0.07 0.57 0.51 0.07 0.65 0.03
Avail Cap(c_a), veh/h 241 2243 515 3732 241 317 241 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 58.0 32.3 0.0 30.8 8.0 0.0 56.2 53.8 0.0 56.0 52.8 0.0 Incr Delay (d2), s/veh 2.1 8.8 0.0 0.0 0.6 0.0 1.9 0.2 0.0 2.9 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 19.7 0.0 0.8 7.2 0.0 1.2 0.2 0.0 1.8 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.1 41.1 0.0 30.8 8.7 0.0 58.2 54.0 0.0 58.9 52.9 0.0 LnGrp LOS E D C A E D E D
Approach Vol, veh/h 2102 2171 46 62
Approach Delay, s/veh 41.3 9.0 57.5 58.6
Approach LOS D A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.0 11.5 40.7 57.8 9.1 12.4 6.5 92.0 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s16.0 * 20 14.0 * 52 16.0 19.1 16.0 50.3 Max Q Clear Time (g_c+I1), s5.8 2.4 3.9 48.4 4.5 2.2 2.9 25.5 Green Ext Time (p_c), s 0.0 0.0 0.0 3.7 0.0 0.0 0.0 21.6 Intersection Summary
HCM 7th Control Delay, s/veh 25.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 274 537 23 912 502 765 46 1164 842 544 1277 175 Future Volume (veh/h) 274 537 23 912 502 765 46 1164 842 544 1277 175 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1885 1900 1900 1678 1870 1900 1900 1885 1870 Adj Flow Rate, veh/h 282 554 0 940 518 0 47 1200 0 561 1316 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 2 0 1 0 0 15 2 0 0 1 2
Cap, veh/h 475 691 941 671 298 1234 648 1669
Arrive On Green 0.14 0.14 0.00 0.19 0.19 0.00 0.10 0.24 0.00 0.06 0.11 0.00 Sat Flow, veh/h 3510 5106 1610 5063 3610 1610 3100 5106 1610 3510 5147 1585 Grp Volume(v), veh/h 282 554 0 940 518 0 47 1200 0 561 1316 0 Grp Sat Flow(s),veh/h/ln1755 1702 1610 1688 1805 1610 1550 1702 1610 1755 1716 1585 Q Serve(g_s), s 9.1 12.6 0.0 22.3 16.4 0.0 1.7 28.0 0.0 19.0 29.9 0.0 Cycle Q Clear(g_c), s 9.1 12.6 0.0 22.3 16.4 0.0 1.7 28.0 0.0 19.0 29.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 475 691 941 671 298 1234 648 1669 V/C Ratio(X) 0.59 0.80 1.00 0.77 0.16 0.97 0.87 0.79
Avail Cap(c_a), veh/h 506 736 941 671 413 1234 790 1771 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.71 0.71 0.00 Uniform Delay (d), s/veh 48.8 50.3 0.0 48.8 46.4 0.0 49.8 45.1 0.0 54.9 49.6 0.0 Incr Delay (d2), s/veh 2.4 6.7 0.0 29.1 6.1 0.0 0.1 19.4 0.0 6.3 2.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 5.7 0.0 11.6 7.7 0.0 0.6 13.6 0.0 9.5 14.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.2 57.0 0.0 77.9 52.6 0.0 49.9 64.5 0.0 61.2 52.3 0.0 LnGrp LOS D E E D D E E D
Approach Vol, veh/h 836 1458 1247 1877
Approach Delay, s/veh 55.1 68.9 63.9 55.0
Approach LOS E E E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 27.1 35.0 23.9 17.5 44.6
Change Period (Y+Rc), s 5.7 5.0 6.0 7.7 6.0 * 5.7
Max Green Setting (Gmax), s 22.3 27.0 29.0 17.3 16.0 * 41 Max Q Clear Time (g_c+I1), s 24.3 21.0 30.0 14.6 3.7 31.9 Green Ext Time (p_c), s 0.0 1.1 0.0 1.6 0.0 7.0
Intersection Summary
HCM 7th Control Delay, s/veh 60.8
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 408 10 359 100 14 118 381 1688 14 100 1495 201 Future Volume (veh/h) 408 10 359 100 14 118 381 1688 14 100 1495 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1900 1885 1885 1693 1870 1885 1885 1796 1870 1885 1870 Adj Flow Rate, veh/h 437 0 85 116 0 124 401 1777 15 105 1574 70 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 0 1 1 14 2 1 1 7 2 1 2
Cap, veh/h 557 0 162 349 0 153 468 2342 20 993 2664 809 Arrive On Green 0.10 0.00 0.10 0.10 0.00 0.10 0.13 0.35 0.35 0.57 1.00 1.00 Sat Flow, veh/h 5386 0 1570 3591 0 1580 3483 6681 56 3456 5147 1562 Grp Volume(v), veh/h 437 0 85 116 0 124 401 1294 498 105 1574 70 Grp Sat Flow(s),veh/h/ln1795 0 1570 1795 0 1580 1742 1621 1874 1728 1716 1562 Q Serve(g_s), s 9.5 0.0 6.2 3.6 0.0 9.2 13.5 28.2 28.2 1.7 0.0 0.0 Cycle Q Clear(g_c), s 9.5 0.0 6.2 3.6 0.0 9.2 13.5 28.2 28.2 1.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 557 0 162 349 0 153 468 1705 657 993 2664 809 V/C Ratio(X) 0.78 0.00 0.52 0.33 0.00 0.81 0.86 0.76 0.76 0.11 0.59 0.09 Avail Cap(c_a), veh/h 1032 0 301 598 0 263 755 1755 676 993 2664 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.64 0.64 0.64 0.88 0.88 0.88 Uniform Delay (d), s/veh 52.5 0.0 51.0 50.5 0.0 53.1 50.8 34.5 34.5 18.5 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.0 0.2 0.0 3.8 2.0 2.1 5.3 0.0 0.9 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 0.0 2.5 1.6 0.0 3.8 6.0 11.3 13.7 0.6 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.4 0.0 52.0 50.8 0.0 56.9 52.8 36.6 39.7 18.6 0.9 0.2 LnGrp LOS D D D E D D D B A A
Approach Vol, veh/h 522 240 2193 1749
Approach Delay, s/veh 53.2 53.9 40.2 1.9
Approach LOS D D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s40.2 47.8 16.4 20.1 67.8 15.7
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s14.3 43.3 23.0 26.0 33.3 20.0 Max Q Clear Time (g_c+I1), s3.7 30.2 11.5 15.5 2.0 11.2 Green Ext Time (p_c), s 0.1 11.8 0.9 0.6 23.8 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 28.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 6 290 0 0 0 0 1863 454 0 1690 306 Future Volume (veh/h) 152 6 290 0 0 0 0 1863 454 0 1690 306 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1900 1885 0 1885 1870 0 1885 1885 Adj Flow Rate, veh/h 107 0 360 0 1941 473 0 1760 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 1 0 1 2 0 1 1
Cap, veh/h 239 0 429 0 3207 752 0 3984
Arrive On Green 0.13 0.00 0.13 0.00 1.00 1.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 3195 0 4314 972 0 5316 1598
Grp Volume(v), veh/h 107 0 360 0 1594 820 0 1760 0
Grp Sat Flow(s),veh/h/ln1781 0 1598 0 1716 1685 0 1716 1598 Q Serve(g_s), s 6.6 0.0 13.2 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.6 0.0 13.2 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.58 0.00 1.00
Lane Grp Cap(c), veh/h 239 0 429 0 2656 1304 0 3984
V/C Ratio(X) 0.45 0.00 0.84 0.00 0.60 0.63 0.00 0.44
Avail Cap(c_a), veh/h 515 0 924 0 2656 1304 0 3984
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.80 0.80 0.00 0.88 0.00 Uniform Delay (d), s/veh 47.8 0.0 50.7 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.7 0.0 0.8 1.9 0.0 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 0.0 5.4 0.0 0.3 0.7 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.3 0.0 52.4 0.0 0.8 1.9 0.0 0.3 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 467 2414 1760
Approach Delay, s/veh 51.5 1.2 0.3
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 98.6 21.4 98.6
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 74.3 34.7 74.3
Max Q Clear Time (g_c+I1), s 2.0 15.2 2.0
Green Ext Time (p_c), s 59.7 0.9 31.3
Intersection Summary
HCM 7th Control Delay, s/veh 5.9
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 381 342 1570 446 188 1599
Future Volume (veh/h) 381 342 1570 446 188 1599
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 393 353 1619 0 194 1648
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 1 1 1 1 1
Cap, veh/h 743 416 3017 223 3828
Arrive On Green 0.15 0.15 1.00 0.00 0.12 0.74
Sat Flow, veh/h 5023 2812 5316 1598 1795 5316
Grp Volume(v), veh/h 393 353 1619 0 194 1648
Grp Sat Flow(s),veh/h/ln1674 1406 1716 1598 1795 1716
Q Serve(g_s), s 8.7 14.7 0.0 0.0 12.7 14.5
Cycle Q Clear(g_c), s 8.7 14.7 0.0 0.0 12.7 14.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 743 416 3017 223 3828
V/C Ratio(X) 0.53 0.85 0.54 0.87 0.43
Avail Cap(c_a), veh/h 950 532 3017 389 3828
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.74 0.00 1.00 1.00
Uniform Delay (d), s/veh 47.3 49.8 0.0 0.0 51.6 5.8
Incr Delay (d2), s/veh 0.2 8.3 0.5 0.0 4.1 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.6 5.6 0.1 0.0 5.8 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.5 58.1 0.5 0.0 55.7 6.2
LnGrp LOS D E A E A
Approach Vol, veh/h 746 1619 1842
Approach Delay, s/veh 52.5 0.5 11.4
Approach LOS D A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s18.9 76.1 95.0 25.0
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s26.0 54.3 84.3 22.7
Max Q Clear Time (g_c+I1), s14.7 2.0 16.5 16.7
Green Ext Time (p_c), s 0.2 25.9 31.5 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 14.5
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 720 49 292 458 33 58 103 349 23 56 29 Future Volume (veh/h) 38 720 49 292 458 33 58 103 349 23 56 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1870 1900 1856 1826 1856 1870 1900 1885 1900 1826 1856 Adj Flow Rate, veh/h 41 774 53 314 492 35 62 111 119 25 60 31 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 Percent Heavy Veh, % 3 2 0 3 5 3 2 0 1 0 5 3
Cap, veh/h 171 1299 589 353 1788 810 109 521 230 127 218 188 Arrive On Green 0.05 0.37 0.37 0.20 0.52 0.52 0.06 0.14 0.14 0.04 0.12 0.12 Sat Flow, veh/h 3428 3554 1610 1767 3469 1572 1781 3610 1598 3510 1826 1572 Grp Volume(v), veh/h 41 774 53 314 492 35 62 111 119 25 60 31 Grp Sat Flow(s),veh/h/ln1714 1777 1610 1767 1735 1572 1781 1805 1598 1755 1826 1572 Q Serve(g_s), s 1.0 16.0 2.0 15.6 7.2 1.0 3.1 2.5 6.2 0.6 2.7 1.6 Cycle Q Clear(g_c), s 1.0 16.0 2.0 15.6 7.2 1.0 3.1 2.5 6.2 0.6 2.7 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 171 1299 589 353 1788 810 109 521 230 127 218 188 V/C Ratio(X) 0.24 0.60 0.09 0.89 0.28 0.04 0.57 0.21 0.52 0.20 0.28 0.17 Avail Cap(c_a), veh/h 1517 2949 1336 1114 2879 1305 394 1278 566 777 707 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 23.3 18.8 35.2 12.4 10.9 41.3 34.1 35.8 42.3 36.3 35.8 Incr Delay (d2), s/veh 0.3 1.2 0.2 3.1 0.2 0.1 1.7 0.8 6.7 0.3 1.1 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 6.3 0.7 6.6 2.5 0.3 1.3 1.1 2.7 0.3 1.3 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.6 24.5 19.0 38.3 12.6 10.9 43.0 34.9 42.5 42.6 37.3 36.4 LnGrp LOS D C B D B B D C D D D D
Approach Vol, veh/h 868 841 292 116
Approach Delay, s/veh 24.9 22.1 39.7 38.2
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.3 19.3 23.0 39.7 10.5 17.1 9.5 53.3 Change Period (Y+Rc), s 5.0 6.3 5.0 6.7 5.0 6.3 5.0 6.7 Max Green Setting (Gmax), s20.0 32.0 57.0 75.0 20.0 35.0 40.0 75.0 Max Q Clear Time (g_c+I1), s2.6 8.2 17.6 18.0 5.1 4.7 3.0 9.2 Green Ext Time (p_c), s 0.0 2.6 0.4 15.1 0.0 0.6 0.1 8.5 Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
25: Baseline Rd & Westbrook Blvd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 224 886 640 121 113 135
Future Volume (veh/h) 224 886 640 121 113 135
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1870 1826 1870 1900 1856
Adj Flow Rate, veh/h 233 923 667 126 118 141
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 0 2 5 2 0 3
Cap, veh/h 290 2262 1336 610 228 198
Arrive On Green 0.16 0.64 0.39 0.39 0.13 0.13
Sat Flow, veh/h 1810 3647 3561 1585 1810 1572
Grp Volume(v), veh/h 233 923 667 126 118 141
Grp Sat Flow(s),veh/h/ln1810 1777 1735 1585 1810 1572
Q Serve(g_s), s 6.8 7.0 8.0 2.9 3.3 4.7
Cycle Q Clear(g_c), s 6.8 7.0 8.0 2.9 3.3 4.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 290 2262 1336 610 228 198
V/C Ratio(X) 0.80 0.41 0.50 0.21 0.52 0.71
Avail Cap(c_a), veh/h 661 3568 3483 1591 661 574
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.2 4.9 12.8 11.3 22.4 23.0
Incr Delay (d2), s/veh 2.0 0.3 0.6 0.4 0.7 1.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.6 1.3 2.5 0.9 1.4 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.2 5.1 13.4 11.6 23.0 24.7
LnGrp LOS C A B B C C
Approach Vol, veh/h 1156 793 259
Approach Delay, s/veh 9.0 13.1 24.0
Approach LOS A B C
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 42.9 11.9 13.8 29.1
Change Period (Y+Rc), s 8.0 5.0 5.0 8.0
Max Green Setting (Gmax), s 55.0 20.0 20.0 55.0
Max Q Clear Time (g_c+I1), s 9.0 6.7 8.8 10.0
Green Ext Time (p_c), s 15.0 0.3 0.2 11.1
Intersection Summary
HCM 7th Control Delay, s/veh 12.2
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 868 21 6 676 92 27 24 8 71 29 65 Future Volume (veh/h) 86 868 21 6 676 92 27 24 8 71 29 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1752 1900 1796 1900 1515 1781 1722 1900 1900 1722 Adj Flow Rate, veh/h 91 923 22 6 719 98 29 26 9 76 31 69 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 Percent Heavy Veh, % 2 3 10 0 7 0 26 8 12 0 0 12
Cap, veh/h 168 1724 726 20 1385 653 65 160 131 156 248 191 Arrive On Green 0.09 0.49 0.49 0.01 0.41 0.41 0.05 0.09 0.09 0.09 0.13 0.13 Sat Flow, veh/h 1781 3526 1485 1810 3413 1610 1443 1781 1459 1810 1900 1459 Grp Volume(v), veh/h 91 923 22 6 719 98 29 26 9 76 31 69 Grp Sat Flow(s),veh/h/ln1781 1763 1485 1810 1706 1610 1443 1781 1459 1810 1900 1459 Q Serve(g_s), s 2.8 10.2 0.4 0.2 9.0 2.2 1.1 0.8 0.3 2.3 0.8 2.4 Cycle Q Clear(g_c), s 2.8 10.2 0.4 0.2 9.0 2.2 1.1 0.8 0.3 2.3 0.8 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 168 1724 726 20 1385 653 65 160 131 156 248 191 V/C Ratio(X) 0.54 0.54 0.03 0.30 0.52 0.15 0.44 0.16 0.07 0.49 0.12 0.36 Avail Cap(c_a), veh/h 631 4680 1971 641 4531 2138 511 631 517 641 673 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 10.0 7.5 27.7 12.6 10.6 26.3 23.8 23.5 24.6 21.7 22.4 Incr Delay (d2), s/veh 1.0 0.5 0.0 3.0 0.6 0.2 1.8 1.0 0.5 0.9 0.3 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 2.9 0.1 0.1 2.7 0.6 0.4 0.3 0.1 0.9 0.4 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.4 10.5 7.5 30.7 13.2 10.8 28.0 24.8 24.0 25.5 22.0 23.8 LnGrp LOS C B A C B B C C C C C C
Approach Vol, veh/h 1036 823 64 176
Approach Delay, s/veh 11.8 13.1 26.1 24.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.9 9.7 4.6 33.3 6.6 12.0 9.3 28.6 Change Period (Y+Rc), s 4.0 * 4.6 4.0 5.7 4.0 4.6 4.0 5.7 Max Green Setting (Gmax), s20.0 * 20 20.0 75.0 20.0 20.0 20.0 75.0 Max Q Clear Time (g_c+I1), s4.3 2.8 2.2 12.2 3.1 4.4 4.8 11.0 Green Ext Time (p_c), s 0.1 0.1 0.0 15.4 0.0 0.3 0.1 11.7 Intersection Summary
HCM 7th Control Delay, s/veh 13.8
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 438 52 328 411 360 51 816 252 300 843 319 Future Volume (veh/h) 370 438 52 328 411 360 51 816 252 300 843 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1856 1811 1885 1841 1885 1900 1885 1900 1885 1870 1826 Adj Flow Rate, veh/h 389 461 55 345 433 171 54 859 47 316 887 74 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 3 6 1 4 1 0 1 0 1 2 5
Cap, veh/h 471 647 77 425 656 296 86 961 432 352 1483 852 Arrive On Green 0.14 0.20 0.20 0.12 0.19 0.19 0.05 0.27 0.27 0.20 0.42 0.42 Sat Flow, veh/h 3401 3174 377 3483 3497 1577 1810 3582 1610 1795 3554 1528 Grp Volume(v), veh/h 389 255 261 345 433 171 54 859 47 316 887 74 Grp Sat Flow(s),veh/h/ln1700 1763 1788 1742 1749 1577 1810 1791 1610 1795 1777 1528 Q Serve(g_s), s 10.8 13.1 13.2 9.4 11.2 9.6 2.9 22.5 2.1 16.7 18.9 2.2 Cycle Q Clear(g_c), s 10.8 13.1 13.2 9.4 11.2 9.6 2.9 22.5 2.1 16.7 18.9 2.2 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 471 360 365 425 656 296 86 961 432 352 1483 852 V/C Ratio(X) 0.83 0.71 0.72 0.81 0.66 0.58 0.63 0.89 0.11 0.90 0.60 0.09 Avail Cap(c_a), veh/h 1152 543 550 822 1077 485 371 993 446 719 1483 852 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 36.1 36.1 41.7 36.7 36.1 45.6 34.3 26.9 38.2 22.0 10.1 Incr Delay (d2), s/veh 1.4 4.8 4.8 1.4 2.2 3.5 2.8 10.6 0.2 3.3 0.8 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.4 5.8 6.0 4.0 4.7 3.8 1.3 10.6 0.8 7.3 7.4 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.2 40.8 41.0 43.1 38.9 39.5 48.4 44.9 27.0 41.5 22.9 10.2 LnGrp LOS D D D D D D D D C D C B
Approach Vol, veh/h 905 949 960 1277
Approach Delay, s/veh 41.5 40.5 44.3 26.8
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.1 32.5 15.9 25.9 8.6 47.0 17.5 24.3 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s39.0 27.0 23.0 30.0 20.0 35.0 33.0 30.0 Max Q Clear Time (g_c+I1), s18.7 24.5 11.4 15.2 4.9 20.9 12.8 13.2 Green Ext Time (p_c), s 0.4 1.6 0.5 4.1 0.0 7.1 0.7 5.1 Intersection Summary
HCM 7th Control Delay, s/veh 37.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 734 27 36 871 217 42 132 25 157 103 75 Future Volume (veh/h) 81 734 27 36 871 217 42 132 25 157 103 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1900 1856 1885 1900 1870 1900 1900 1885 1870 1856 Adj Flow Rate, veh/h 85 773 28 38 917 0 44 139 26 165 108 79 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 3 1 0 2 0 0 1 2 3
Cap, veh/h 108 881 32 65 1675 52 166 245 190 125 363
Arrive On Green 0.06 0.49 0.49 0.04 0.47 0.00 0.12 0.12 0.12 0.17 0.17 0.17 Sat Flow, veh/h 1781 1794 65 1767 3582 1610 451 1426 1598 1097 718 1544 Grp Volume(v), veh/h 85 0 801 38 917 0 183 0 26 273 0 79 Grp Sat Flow(s),veh/h/ln1781 0 1859 1767 1791 1610 1877 0 1598 1815 0 1544 Q Serve(g_s), s 5.3 0.0 43.6 2.4 20.7 0.0 10.8 0.0 1.6 16.6 0.0 4.7 Cycle Q Clear(g_c), s 5.3 0.0 43.6 2.4 20.7 0.0 10.8 0.0 1.6 16.6 0.0 4.7 Prop In Lane 1.00 0.03 1.00 1.00 0.24 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 108 0 913 65 1675 218 0 245 315 0 363 V/C Ratio(X) 0.79 0.00 0.88 0.58 0.55 0.84 0.00 0.11 0.87 0.00 0.22 Avail Cap(c_a), veh/h 315 0 1133 312 1867 272 0 291 641 0 641 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.4 0.0 25.7 53.7 21.6 0.0 49.0 0.0 41.3 45.5 0.0 35.0 Incr Delay (d2), s/veh 4.6 0.0 8.1 3.0 0.5 0.0 14.3 0.0 0.1 2.8 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 19.5 1.1 8.2 0.0 5.8 0.0 0.6 7.6 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.1 0.0 33.8 56.7 22.1 0.0 63.3 0.0 41.3 48.4 0.0 35.1 LnGrp LOS E C E C E D D D
Approach Vol, veh/h 886 955 209 352
Approach Delay, s/veh 36.1 23.5 60.6 45.4
Approach LOS D C E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.7 8.2 61.6 25.6 10.9 58.9
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 16.4 20.0 69.0 40.0 20.0 59.0 Max Q Clear Time (g_c+I1), s 12.8 4.4 45.6 18.6 7.3 22.7 Green Ext Time (p_c), s 0.2 0.0 10.0 1.1 0.1 12.9
Intersection Summary
HCM 7th Control Delay, s/veh 34.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 232 466 130 339 115 611 1114 72 135 1338 172 Future Volume (veh/h) 161 232 466 130 339 115 611 1114 72 135 1338 172 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1885 1885 1870 1870 1885 1885 1870 1885 Adj Flow Rate, veh/h 168 242 89 135 353 21 636 1160 29 141 1394 0 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 Percent Heavy Veh, % 2 2 2 2 1 1 2 2 1 1 2 1
Cap, veh/h 195 483 210 162 419 181 708 2803 862 201 2052 Arrive On Green 0.11 0.14 0.14 0.09 0.12 0.12 0.20 0.55 0.55 0.06 0.40 0.00 Sat Flow, veh/h 1781 3554 1546 1781 3582 1546 3456 5106 1571 3483 5106 1598 Grp Volume(v), veh/h 168 242 89 135 353 21 636 1160 29 141 1394 0 Grp Sat Flow(s),veh/h/ln1781 1777 1546 1781 1791 1546 1728 1702 1571 1742 1702 1598 Q Serve(g_s), s 11.1 7.6 6.3 8.9 11.6 1.5 21.5 15.9 1.0 4.8 27.0 0.0 Cycle Q Clear(g_c), s 11.1 7.6 6.3 8.9 11.6 1.5 21.5 15.9 1.0 4.8 27.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 195 483 210 162 419 181 708 2803 862 201 2052 V/C Ratio(X) 0.86 0.50 0.42 0.83 0.84 0.12 0.90 0.41 0.03 0.70 0.68 Avail Cap(c_a), veh/h 267 483 210 238 439 189 806 2803 862 522 2052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.00 Uniform Delay (d), s/veh 52.5 48.1 47.5 53.7 51.9 47.4 46.5 15.8 12.4 55.5 29.5 0.0 Incr Delay (d2), s/veh 14.5 1.4 2.3 10.2 15.0 0.6 11.9 0.5 0.1 0.8 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.6 3.4 0.1 4.4 6.0 0.6 10.1 5.9 0.4 2.1 10.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.1 49.5 49.9 63.9 66.9 48.0 58.4 16.3 12.5 56.3 30.5 0.0 LnGrp LOS E D D E E D E B B E C
Approach Vol, veh/h 499 509 1825 1535
Approach Delay, s/veh 55.5 65.3 30.9 32.8
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 71.9 14.9 22.3 28.6 54.2 17.2 20.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s18.0 50.0 16.0 16.0 28.0 40.0 18.0 * 15 Max Q Clear Time (g_c+I1), s6.8 17.9 10.9 9.6 23.5 29.0 13.1 13.6 Green Ext Time (p_c), s 0.2 10.7 0.1 1.3 1.1 7.9 0.1 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 38.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th AWSC
30: Westbrook Blvd & Brookstone Dr (North) 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 118 33 33 206 168 132
Future Vol, veh/h 118 33 33 206 168 132
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles, % 0 0 0 0 2 1
Mvmt Flow 148 41 41 258 210 165
Number of Lanes 1 1 1 2 2 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay, s/veh 11 9 8.4

HCM LOS B A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 33 103 103 118 33 84 84 132
LT Vol 33 0 0 118 0 0 0 0
Through Vol 0 103 103 0 0 84 84 0
RT Vol 0 0 0 0 33 0 0 132
Lane Flow Rate 41 129 129 148 41 105 105 165
Geometry Grp 6 6 6 6 6 6 6 6
Degree of Util (X) 0.073 0.211 0.149 0.27 0.062 0.17 0.17 0.155 Departure Headway (Hd) 6.374 5.886 4.169 6.578 5.38 5.844 5.827 3.386 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 563 612 863 547 666 616 618 1063
Service Time 4.104 3.599 1.881 4.309 3.111 3.556 3.539 1.098 HCM Lane V/C Ratio 0.073 0.211 0.149 0.271 0.062 0.17 0.17 0.155 HCM Control Delay, s/veh 9.6 10.2 7.6 11.7 8.5 9.8 9.7 6.7 HCM Lane LOS A B A B A A A A
HCM 95th-tile Q 0.2 0.8 0.5 1.1 0.2 0.6 0.6 0.5

HCM 7th AWSC
31: Westbrook Blvd & Brookstone Dr (South) 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 76 146 203 185 19
Future Vol, veh/h 36 76 146 203 185 19
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 0 0 0 0 2 0
Mvmt Flow 44 93 178 248 226 23
Number of Lanes 1 1 1 2 2 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay, s/veh9.4 9.5 9.5

HCM LOS A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 146 102 102 36 76 93 93 19
LT Vol 146 0 0 36 0 0 0 0
Through Vol 0 102 102 0 0 93 93 0
RT Vol 0 0 0 0 76 0 0 19
Lane Flow Rate 178 124 124 44 93 113 113 23
Geometry Grp 6 6 6 6 6 6 6 6
Degree of Util (X) 0.293 0.187 0.128 0.082 0.142 0.183 0.182 0.021 Departure Headway (Hd) 5.934 5.432 3.722 6.702 5.504 5.844 5.81 3.293 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 600 654 944 537 654 618 622 1061
Service Time 3.731 3.228 1.517 4.412 3.214 3.544 3.51 1.093 HCM Lane V/C Ratio 0.297 0.19 0.131 0.082 0.142 0.183 0.182 0.022 HCM Control Delay, s/veh 11.2 9.5 7.1 10 9.1 9.8 9.8 6.2 HCM Lane LOS B A A A A A A A
HCM 95th-tile Q 1.2 0.7 0.4 0.3 0.5 0.7 0.7 0.1

HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 40 45 62 66 50 47 295 73 70 451 9 Future Volume (veh/h) 4 40 45 62 66 50 47 295 73 70 451 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1870 1900 1870 1900 1856 1870 1900 Adj Flow Rate, veh/h 4 43 48 66 70 53 50 314 78 74 480 10 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 Percent Heavy Veh, % 0 0 0 0 0 2 0 2 0 3 2 0
Cap, veh/h 242 254 215 308 324 270 146 726 328 184 809 366 Arrive On Green 0.13 0.13 0.13 0.17 0.17 0.17 0.08 0.20 0.20 0.10 0.23 0.23 Sat Flow, veh/h 1810 1900 1610 1810 1900 1585 1810 3554 1606 1767 3554 1607 Grp Volume(v), veh/h 4 43 48 66 70 53 50 314 78 74 480 10 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1810 1900 1585 1810 1777 1606 1767 1777 1607 Q Serve(g_s), s 0.1 1.0 1.3 1.5 1.5 1.4 1.3 3.8 2.0 1.9 5.9 0.2 Cycle Q Clear(g_c), s 0.1 1.0 1.3 1.5 1.5 1.4 1.3 3.8 2.0 1.9 5.9 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 242 254 215 308 324 270 146 726 328 184 809 366 V/C Ratio(X) 0.02 0.17 0.22 0.21 0.22 0.20 0.34 0.43 0.24 0.40 0.59 0.03 Avail Cap(c_a), veh/h 742 780 661 742 780 650 742 2916 1318 725 2916 1318 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 18.7 18.9 17.4 17.4 17.4 21.2 16.9 16.2 20.4 16.8 14.6 Incr Delay (d2), s/veh 0.0 0.3 0.5 0.3 0.3 0.4 1.4 0.4 0.4 1.4 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.4 0.5 0.6 0.6 0.5 0.5 1.3 0.6 0.7 2.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.4 19.0 19.4 17.8 17.7 17.7 22.6 17.3 16.6 21.9 17.5 14.7 LnGrp LOS B B B B B B C B B C B B
Approach Vol, veh/h 95 189 442 564
Approach Delay, s/veh 19.2 17.7 17.8 18.0
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.1 16.0 10.5 7.9 17.1 13.2
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.9
Max Green Setting (Gmax), s20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s3.9 5.8 3.3 3.3 7.9 3.5
Green Ext Time (p_c), s 0.1 2.2 0.3 0.1 3.1 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 18.0
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
33: Fiddyment Rd & N Hayden Pkwy 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 6 106 22 5 6 151 393 36 7 478 47 Future Volume (veh/h) 30 6 106 22 5 6 151 393 36 7 478 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1670 1710 1710 1710 1710 1710 1710 1683 1710 1710 1697 1683 Adj Flow Rate, veh/h 32 6 114 24 5 6 162 423 39 8 514 51 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 Percent Heavy Veh, % 3 0 0 0 0 0 0 2 0 0 1 2
Cap, veh/h 81 209 177 65 191 161 240 1348 610 24 931 402 Arrive On Green 0.05 0.12 0.12 0.04 0.11 0.11 0.15 0.42 0.42 0.01 0.29 0.29 Sat Flow, veh/h 1590 1710 1443 1629 1710 1443 1629 3198 1447 1629 3224 1392 Grp Volume(v), veh/h 32 6 114 24 5 6 162 423 39 8 514 51 Grp Sat Flow(s),veh/h/ln1590 1710 1443 1629 1710 1443 1629 1599 1447 1629 1612 1392 Q Serve(g_s), s 0.9 0.1 3.6 0.7 0.1 0.2 4.5 4.2 0.8 0.2 6.5 1.3 Cycle Q Clear(g_c), s 0.9 0.1 3.6 0.7 0.1 0.2 4.5 4.2 0.8 0.2 6.5 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 81 209 177 65 191 161 240 1348 610 24 931 402 V/C Ratio(X) 0.40 0.03 0.65 0.37 0.03 0.04 0.68 0.31 0.06 0.33 0.55 0.13 Avail Cap(c_a), veh/h 662 1423 1201 847 1423 1201 847 1531 693 678 1342 579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 18.6 20.1 22.5 19.0 19.0 19.4 9.3 8.3 23.4 14.5 12.6 Incr Delay (d2), s/veh 1.2 0.1 7.2 1.3 0.1 0.2 1.2 0.5 0.1 3.0 2.3 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.1 1.4 0.3 0.1 0.1 1.5 1.1 0.2 0.1 2.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.3 18.7 27.3 23.8 19.1 19.2 20.6 9.7 8.4 26.4 16.8 13.3 LnGrp LOS C B C C B B C A A C B B
Approach Vol, veh/h 152 35 624 573
Approach Delay, s/veh 26.1 22.3 12.5 16.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s6.4 11.4 4.7 25.6 5.9 11.9 11.1 19.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.3 4.0 6.0 4.0 * 5.3 Max Green Setting (Gmax), s20.0 40.0 20.0 23.0 25.0 40.0 25.0 * 20 Max Q Clear Time (g_c+I1), s2.9 2.2 2.2 6.2 2.7 5.6 6.5 8.5 Green Ext Time (p_c), s 0.0 0.0 0.0 5.2 0.0 0.8 0.2 5.4 Intersection Summary
HCM 7th Control Delay, s/veh 15.9
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 0 115 47 1 2 170 792 54 10 773 30 Future Volume (veh/h) 20 0 115 47 1 2 170 792 54 10 773 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1870 1900 1900 1900 1885 1885 1900 1900 1885 1900 Adj Flow Rate, veh/h 21 0 120 49 1 2 177 825 56 10 805 31 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 Percent Heavy Veh, % 0 0 2 0 0 0 1 1 0 0 1 0
Cap, veh/h 213 0 186 139 3 126 224 1721 753 32 1339 597 Arrive On Green 0.12 0.00 0.12 0.08 0.08 0.08 0.12 0.48 0.48 0.02 0.37 0.37 Sat Flow, veh/h 1810 0 1581 1775 36 1606 1795 3582 1567 1810 3582 1597 Grp Volume(v), veh/h 21 0 120 50 0 2 177 825 56 10 805 31 Grp Sat Flow(s),veh/h/ln1810 0 1581 1811 0 1606 1795 1791 1567 1810 1791 1597 Q Serve(g_s), s 0.6 0.0 4.5 1.6 0.0 0.1 5.9 9.6 1.2 0.3 11.2 0.8 Cycle Q Clear(g_c), s 0.6 0.0 4.5 1.6 0.0 0.1 5.9 9.6 1.2 0.3 11.2 0.8 Prop In Lane 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 213 0 186 142 0 126 224 1721 753 32 1339 597 V/C Ratio(X) 0.10 0.00 0.64 0.35 0.00 0.02 0.79 0.48 0.07 0.31 0.60 0.05 Avail Cap(c_a), veh/h 585 0 511 585 0 519 580 2604 1139 585 2314 1032 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 0.0 26.1 27.0 0.0 26.3 26.3 10.9 8.7 30.0 15.7 12.4 Incr Delay (d2), s/veh 0.1 0.0 1.4 0.5 0.0 0.0 2.4 0.4 0.1 2.0 0.8 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 1.7 0.7 0.0 0.0 2.4 3.0 0.3 0.2 3.9 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.4 0.0 27.5 27.6 0.0 26.3 28.7 11.2 8.7 32.0 16.5 12.4 LnGrp LOS C C C C C B A C B B
Approach Vol, veh/h 141 52 1058 846
Approach Delay, s/veh 27.0 27.5 14.0 16.5
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.1 35.7 12.2 11.7 29.1 8.9
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s20.0 45.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s2.3 11.6 6.5 7.9 13.2 3.6
Green Ext Time (p_c), s 0.0 11.2 0.2 0.2 9.7 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 16.2
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.