Concord City Council
September 27, 2022

Prepared by National Data & Surveying Services
ID: 22-080051-007 Day:

City: Concord Date:

AM 0000 AM
NOON 194 659 40 6 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0310 0.5 0 82 0

0.5 0 14 0
010 02 0 86 0
0 184 0 2 TEV 0 1968 0 0 020
0 25 0 0.5 PHF 0.96
0 54 0 0.5 0130

AM NOON PM PM NOON AM
PM 0000 PM
NOON 26 14 531 50 NOON
AM 0000 AM
803 11:00 AM - 02:00 PM
NONE 0
Diamond Blvd & Galaxy Way
Peak Hour Turning Movement Count
Diamond Blvd Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS
12:45 PM - 01:45 PM
0 117 0
Cars (AM) 0 HT (AM)
Galaxy Way

EASTBOUND

WESTBOUND
Galaxy Way
0 223 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
825
0 NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 5
0 0
5 0
0 20 0 3
0 0
1 0
0 1
0 0 00 0 10
0 0
0 0
0 0
000
000
0 0
0 0
0 0
030
040
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
82 14
54 86
25 184
19465640
1452750
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-008 Day:

City: Concord Date:

AM 0000 AM
NOON 0000 NOON
PM 131 399 44 22 PM

AM NOON PM PM NOON AM
0310 0 51 0 0
1 400
001 00 51 0 0
0 0 137 1.5 TEV 0 0 1582 0 000
0 0 13 0.5 PHF 0.96
0 0 154 1 0220

AM NOON PM PM NOON AM
PM 7 330 229 9 PM
NOON 0000 NOON
AM 0000 AM
0 NONE
04:45 PM - 05:45 PM 439
Diamond Blvd & The Veranda/Seafood City Dwy
Peak Hour Turning Movement Count
Diamond Blvd Thursday
SOUTHBOUND 2/10/2022

PEAK HOURS
4:00 PM - 06:00 PM
NONE 0 NONE

COUNT PERIODS
NONE
66 0 0
Cars (AM) 611 HT (AM)
The Veranda/Seafood City Dwy

EASTBOUND

WESTBOUND
The Veranda/Seafood City Dwy
0 0 466

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
2 0
0 4
0 0
00 0 0 0
0 4
0 0
6 0
0 10 0 0 0 3
0 0
0 0
0 0
031
030
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
51 4
154 51
13 137
13139643
3302269
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-008 Day:

City: Concord Date:

AM 0000 AM
NOON 160 457 71 35 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0310 0 0 88 0
1 0 16 0
010 00 0 53 0
0 173 0 1.5 TEV 0 2071 0 0 000
0 23 0 0.5 PHF 0.93
0 229 0 1 0220

AM NOON PM PM NOON AM
PM 0000 PM
NOON 2 418 333 12 NOON
AM 0000 AM
629 11:00 AM - 02:00 PM
NONE 0
Diamond Blvd & The Veranda/Seafood City Dwy
Peak Hour Turning Movement Count
Diamond Blvd Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS
01:00 PM - 02:00 PM
0 106 0
Cars (AM) 0 HT (AM)
The Veranda/Seafood City Dwy

EASTBOUND

WESTBOUND
The Veranda/Seafood City Dwy
0 595 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
741
0 NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 1
0 0
5 0
0 20 0 9
0 0
2 0
0 3
0 0 30 0 10
0 0
0 0
0 0
000
000
0 0
0 0
0 1
031
041
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
88 16
229 53
23 172
16045470
41832911
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080052-001 Day:

City: Concord Date:

AM 21 210 10 6 AM
NOON 76 508 12 8 NOON
PM 56 597 11 9 PM

AM NOON PM PM NOON AM
0310 0.5 15 9 6

0.5 7 12 3
000 02 174 226 175
17 76 67 1 TEV 874 1725 1717 0 000
1 15 9 0.5 PHF 0.91 0.96 1.00
16 62 56 0.5 0130

AM NOON PM PM NOON AM
PM 2 40 535 139 PM
NOON 3 31 500 187 NOON
AM 0 18 219 172 AM
593 12:00 PM - 02:00 PM
04:45 PM - 05:45 PM 626
Diamond Blvd & Willow Way
Peak Hour Turning Movement Count
Diamond Blvd Thursday
SOUTHBOUND 2/10/2022

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 248 7:00 AM - 09:00 AM

COUNT PERIODS
12:00 PM - 01:00 PM
159 214 183
Cars (AM) 829 HT (AM)
Willow Way

EASTBOUND

WESTBOUND
Willow Way
42 119 103

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
799
401

NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
1 2
3 5
0 2
00000
1 3
4 0
3 6
0 320226
0 0
0 2
0 0
031
020
0 0
1 3
0 0
181
033
0 0
1 5
0 2
290
065
15 7
56 172
9 67
5659410
40533139
9 12
61 223
15 76
7550011
31497184
6 3
15 170
1 15
1920110
18213167

Prepared by National Data & Surveying Services
ID: 22-080052-001 Day:

City: Concord Date:

AM 0000 AM
NOON 124 682 16 10 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0310 0.5 0 25 0

0.5 0 14 0
000 02 0 254 0
0 118 0 1 TEV 0 2353 0 0 000
0 15 0 0.5 PHF 0.96
0 106 0 0.5 0130

AM NOON PM PM NOON AM
PM 0000 PM
NOON 7 66 676 240 NOON
AM 0000 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
1049
0 NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)
01:00 PM - 02:00 PM
0 271 0
Cars (AM) 0 HT (AM)
Willow Way

EASTBOUND

WESTBOUND
Willow Way
0 204 0

CONTROL
Signalized
829 11:00 AM - 02:00 PM
NONE 0
Diamond Blvd & Willow Way
Peak Hour Turning Movement Count
Diamond Blvd Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
3 0
0 10 0 1
0 0
4 0
0 1
0 0 00 0 30
0 0
0 0
0 0
000
000
0 0
0 2
0 0
040
152
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
25 14
106 252
15 118
12467816
65671238
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080052-002 Day:

City: Concord Date:

AM 33 364 3 0 AM
NOON 79 721 1 0 NOON
PM 69 788 1 0 PM

AM NOON PM PM NOON AM
0310 0 427
1 112
000 00 764
9 68 60 0.5 TEV 944 1851 1874 0 000
030 0.5 PHF 0.90 0.96 0.97
35 78 50 1 0230

AM NOON PM PM NOON AM
PM 36 213 635 10 PM
NOON 18 218 654 2 NOON
AM 13 77 393 4 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
823
416

NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)
12:00 PM - 01:00 PM
11 6 7
Cars (AM) 881 HT (AM)
The Willows/Hilton Concord Dwy

EASTBOUND

WESTBOUND
The Willows/Hilton Concord Dwy
112 298 283

CONTROL
Signalized
724 12:00 PM - 02:00 PM
05:00 PM - 06:00 PM 699
Diamond Blvd & The Willows/Hilton Concord Dwy
Peak Hour Turning Movement Count
Diamond Blvd Thursday
SOUTHBOUND 2/10/2022

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 409 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
1 2
1 0
0 1
00001
0 2
4 3
4 7
0 410105
0 0
0 0
0 1
040
230
0 0
0 0
1 1
1110
350
0 0
1 0
0 0
1140
1110
4 1
50 7
0 59
697841
21163210
2 1
78 6
2 67
787101
2156492
7 2
34 4
0 9
323503
763824

Prepared by National Data & Surveying Services
ID: 22-080052-002 Day:

City: Concord Date:

AM 0000 AM
NOON 77 966 1 0 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0310 0 000
1 000
000 00 000
0 86 0 0.5 TEV 0 2473 0 0 000
000 0.5 PHF 0.97
0 107 0 1 0230

AM NOON PM PM NOON AM
PM 0000 PM
NOON 22 312 899 3 NOON
AM 0000 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
1095
0 NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)
01:00 PM - 02:00 PM
040
Cars (AM) 0 HT (AM)
The Willows/Hilton Concord Dwy

EASTBOUND

WESTBOUND
The Willows/Hilton Concord Dwy
0 389 0

CONTROL
Signalized
985 11:00 AM - 02:00 PM
NONE 0
Diamond Blvd & The Willows/Hilton Concord Dwy
Peak Hour Turning Movement Count
Diamond Blvd Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
3 0
0 00 0 0
0 0
9 0
0 2
0 0 00 0 20
0 0
0 0
0 0
000
000
0 0
0 0
0 1
050
170
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 0
107 0
0 85
779611
3118923
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-009 Day:

City: Concord Date:

AM 0000 AM
NOON 0000 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0000 1 420 0 0
3 1038 0 0
000 00 000
0 0 508 2 TEV 0 0 4171 0 000
0 0 1673 2 PHF 0.96
000 0 0 1.5 0.5 2

AM NOON PM PM NOON AM
PM 0 290 2 240 PM
NOON 0000 NOON
AM 0000 AM
0 NONE
04:15 PM - 05:15 PM 930
I-680 NB Ramps & Willow Pass Rd
Peak Hour Turning Movement Count
I-680 NB Ramps Thursday
SOUTHBOUND 2/10/2022

PEAK HOURS
4:00 PM - 06:00 PM
NONE 0 NONE

COUNT PERIODS
NONE
1913 0 0
Cars (AM) 0 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
0 0 1328

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
I-680 NB Ramps
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
10 0 0 0
1 0
0 0
0 0
0 40 0 0 0 5
2 5
0 0
16 14
000
501
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
418
1033
0 0
1657
494
000
2852239
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-009 Day:

City: Concord Date:

AM 0000 AM
NOON 0000 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0000 1 0 387 0
3 0 1324 0
000 00 000
0 540 0 2 TEV 0 4534 0 0 000
0 1322 0 2 PHF 0.94
000 0 0 1.5 0.5 2

AM NOON PM PM NOON AM
PM 0000 PM
NOON 0 474 4 483 NOON
AM 0000 AM
931 11:00 AM - 02:00 PM
NONE 0
I-680 NB Ramps & Willow Pass Rd
Peak Hour Turning Movement Count
I-680 NB Ramps Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS
01:00 PM - 02:00 PM
0 1805 0
Cars (AM) 0 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
0 1798 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
I-680 NB Ramps
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
0 10 0 1
0 0
1 0
0 0
0 0 60 0 50
0 0
0 0
0 0
000
000
1 8
0 0
10 7
000
300
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
386
1316
0 0
1312
533
000
4714483
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-010 Day:

City: Concord Date:

AM 0000 AM
NOON 0000 NOON
PM 479 41 403 0 PM

AM NOON PM PM NOON AM
2120 1 371 0 0
3 838 0 0
000 02 52 0 0
0 0 442 2 TEV 0 0 4341 0 21 0 0
0 0 1309 3 PHF 0.98
0 0 69 1 0221

AM NOON PM PM NOON AM
PM 1 178 50 87 PM
NOON 0000 NOON
AM 0000 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)
NONE
1820 0 0
Cars (AM) 163 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
0 0 1495

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 863
Diamond Blvd & Willow Pass Rd
Peak Hour Turning Movement Count
Diamond Blvd Thursday
SOUTHBOUND 2/10/2022

PEAK HOURS
4:00 PM - 06:00 PM
NONE 0 NONE

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
10 0 0 0
2 3
0 0
1 0
0 20 0 0 0 5
2 6
0 2
12 0
003
210
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
369
832
69 50
1297
442
47941400
1764987
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-010 Day:

City: Concord Date:

AM 0000 AM
NOON 738 47 399 0 NOON
PM 0000 PM

AM NOON PM PM NOON AM
2120 1 0 441 0
3 0 730 0
000 02 0 87 0
0 704 0 2 TEV 0 4491 0 0 0 23 0
0 881 0 3 PHF 0.98
0 120 0 1 0221

AM NOON PM PM NOON AM
PM 0000 PM
NOON 2 157 78 84 NOON
AM 0000 AM
1223 11:00 AM - 02:00 PM
NONE 0
Diamond Blvd & Willow Pass Rd
Peak Hour Turning Movement Count
Diamond Blvd Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS
12:15 PM - 01:15 PM
0 1387 0
Cars (AM) 0 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
0 1625 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
256
0 NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
0 00 0 1
0 0
2 0
0 1
0 0 50 0 70
0 0
0 0
0 0
000
000
4 3
1 0
5 2
302
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
437
727
119 87
876
702
73547397
1577884
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-011 Day:

City: Concord Date:

AM 0000 AM
NOON 0000 NOON
PM 114 2 99 0 PM

AM NOON PM PM NOON AM
1120 0 19 0 0
3 1077 0 0
007 01 28 0 0
0 0 46 2 TEV 0 0 3339 0 22 0 0
0 0 1702 3 PHF 0.95
0 0 18 1 0211

AM NOON PM PM NOON AM
PM 0 85 4 116 PM
NOON 0000 NOON
AM 0000 AM
0 NONE
04:30 PM - 05:30 PM 69
Franquette Ave & Willow Pass Rd
Peak Hour Turning Movement Count
Franquette Ave Thursday
SOUTHBOUND 2/10/2022

PEAK HOURS
4:00 PM - 06:00 PM
NONE 0 NONE

COUNT PERIODS
NONE
1939 0 0
Cars (AM) 48 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
0 0 1283

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
Franquette Ave
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 5
0 0
10 0 0 0
7 1
0 0
0 0
0 80 0 0 0 7
2 10
0 0
15 1
001
100
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
17 1067
18 28
1687
45 114298
844116
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000

Prepared by National Data & Surveying Services
ID: 22-080051-011 Day:

City: Concord Date:

AM 0000 AM
NOON 45 0 19 0 NOON
PM 0000 PM

AM NOON PM PM NOON AM
1120 0 0 22 0
3 0 1214 0
0 17 0 01 0 26 0
0 43 0 2 TEV 0 2716 0 0 0 14 0
0 1233 0 3 PHF 0.97
0 14 0 1 0211

AM NOON PM PM NOON AM
PM 0000 PM
NOON 0 30 1 38 NOON
AM 0000 AM
66 11:00 AM - 02:00 PM
NONE 0
Franquette Ave & Willow Pass Rd
Peak Hour Turning Movement Count
Franquette Ave Saturday
SOUTHBOUND 2/12/2022

PEAK HOURS
NONE
NONE 0 NONE

COUNT PERIODS
11:45 AM - 12:45 PM
0 1304 0
Cars (AM) 0 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
0 1306 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
40 0

NORTHBOUND
Franquette Ave
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 4
0 0
0 0
0 00 0 1
0 0
0 0
0 0
0 0 80 0 60
0 0
0 0
0 0
000
000
0 10
0 0
12 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
22 1204
14 26
1221
43 45019
30138
0 0
0 0
0 0
000
000

National Data & Surveying ServicesIntersection Turning Movement Count Location: Market Street/Pine St & Willow Pass Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets: Explanation for extra leg movements
2 2 0 0 0 1 2 1 0 0 2 2.5 1.5 0 0 0 2.5 0.5 0 0 0 0 Movements entering the extra leg NL NT NR NU NU2 SL ST SR SU ST2 EL ET ER EU ER2 WL WT WR WU WL2 N2L2 N2T2 TOTAL 4:00 PM 108 110 45 0 2 17 86 46 0 21 26 274 56 1 39 0 109 4 0 0 0 0 944 WL2 Movements coming from WB on Willow Pass Rd entering into the Extra Leg (Pine St)4:15 PM 78 95 41 0 4 7 68 34 0 20 41 345 79 3 65 0 170 4 0 0 0 0 1054 ST2 Movements coming from SB on Market St entering into the Extra Leg (Pine St)4:30 PM 113 122 52 0 0 23 95 49 0 25 37 281 89 2 42 0 114 7 0 0 0 0 1051 ER2 Movements coming from EB on Willow Pass Rd entering into the Extra Leg (Pine St)4:45 PM 87 97 34 0 1 13 76 46 0 19 33 338 78 2 47 0 137 9 0 0 0 0 1017 NU2 Movements coming from NB on Market St entering into the Extra Leg (Pine St)5:00 PM 90 135 34 0 2 11 92 44 0 21 53 298 84 1 34 0 126 9 0 0 0 0 1034 5:15 PM 88 111 51 0 1 14 89 40 0 26 41 376 76 0 48 0 101 4 0 0 0 0 1066 Movements exiting the extra leg 5:30 PM 112 142 52 0 2 13 74 24 0 21 34 289 89 0 43 0 123 3 0 0 0 0 10215:45 PM 98 104 31 0 3 8 57 29 0 22 30 283 67 1 45 0 143 0 0 0 0 0 921 N2T2 Movements exiting from Extra Leg (Pine St) entering into Market St heading NB N2L2 Movements exiting from Extra Leg (Pine St) entering into Willow Pass Rd heading WB NL NT NR NU NU2 SL ST SR SU ST2 EL ET ER EU ER2 WL WT WR WU WL2 N2L2 N2T2 TOTAL TOTAL VOLUMES : 774 916 340 0 15 106 637 312 0 175 295 2484 618 10 363 0 1023 40 0000 8108 APPROACH %'s : 37.85% 44.79% 16.63% 0.00% 0.73% 8.62% 51.79% 25.37% 0.00% 14.23% 7.82% 65.89% 16.39% 0.27% 9.63% 0.00% 96.24% 3.76% 0.00% 0.00% PEAK HR : 4:30 PM 12:00 AM TOTAL
PEAK HR VOL : 378 465 171 0 4 61 352 179 0 91 164 1293 327 5 171 0 478 29 0000 4168 PEAK HR FACTOR : 0.836 0.861 0.822 0.000 0.500 0.663 0.926 0.913 0.000 0.875 0.774 0.860 0.919 0.625 0.891 0.000 0.872 0.806 0.000 0.000 0.000 0.000 04:30 PM - 05:30 PM

0.977 0.887 0.889 0.906 0.868
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-080051-0122/10/2022
Data - Total
Market Street/Pine St Market Street/Pine St Willow Pass Rd Willow Pass Rd

National Data & Surveying ServicesIntersection Turning Movement Count Location: Market St/Pine St & Willow Pass Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:

Explanation for extra leg movements
2 2 0 0 0 1 2 1 0 0 2 2.5 1.5 0 0 0 2.5 0.5 0 0 0 0
NL NT NR NU NU2 SL ST SR SU ST2 EL ET ER EU ER2 WL WT WR WU WL2 N2L2 N2R2 TOTAL Movements entering the extra leg 11:00 AM 96 94 26 0 1 6 102 53 0 8 35 185 68 0 23 0 172 12 0 0 0 0 88111:15 AM 99 129 34 0 3 8 113 51 0 9 25 177 62 0 33 0 162 9 0 0 0 0 914 ST2 Movements coming from SB on Market St/Pine St entering into the Extra Leg (Pine St)11:30 AM 107 122 23 0 1 9 52 43 0 16 26 166 58 0 30 0 172 10 0 0 0 0 835 ER2 Movements coming from EB on Willow Pass Rd entering into the Extra Leg (Pine St)11:45 AM 115 143 29 0 4 6 91 43 0 17 36 184 47 0 30 0 164 10 0 0 0 0 919 WL2 Movements coming from WB on Willow Pass Rd entering into the Extra Leg (Pine St) 12:00 PM 100 136 29 0 2 11 78 47 0 7 36 210 61 0 33 0 170 11 0 0 0 0 931 NU2 Movements coming from NB on Market St/Pine St entering into the Extra Leg (Pine St)12:15 PM 108 119 49 0 3 12 84 59 0 24 34 175 58 0 29 0 170 10 0 0 0 0 93412:30 PM 104 112 31 0 4 10 61 36 0 19 40 224 74 3 39 0 159 15 0 0 0 0 931 Movements exiting the extra leg12:45 PM 102 115 34 0 1 13 73 47 0 26 25 216 62 0 28 0 177 10 0 0 0 0 929 1:00 PM 93 129 27 0 1 12 74 48 0 14 46 196 73 2 34 0 184 14 0 0 0 0 947 N2L2 Movements exiting from Extra Leg (Pine St) entering into Willow Pass Rd heading WB 1:15 PM 112 121 39 0 5 8 93 41 0 20 36 177 61 2 29 0 158 10 0 0 0 0 912 N2R2 Movements exiting from Extra Leg (Pine St) entering into Willow Pass Rd heading EB1:30 PM 87 111 29 0 3 6 81 32 0 14 47 214 64 1 40 0 171 9 0 0 0 1 910 1:45 PM 125 145 44 0 6 9 73 43 0 17 33 199 74 1 29 0 154 13 0 0 0 0 965 NL NT NR NU NU2 SL ST SR SU ST2 EL ET ER EU ER2 WL WT WR WU WL2 N2L2 N2R2 TOTAL TOTAL VOLUMES : 1248 1476 394 0 34 110 975 543 0 191 419 2323 762 9 377 0 2013 133 0001 11008 APPROACH %'s : 39.59% 46.83% 12.50% 0.00% 1.08% 6.05% 53.60% 29.85% 0.00% 10.50% 10.77% 59.72% 19.59% 0.23% 9.69% 0.00% 93.80% 6.20% 0.00% 0.00% 0.00% 100.00% PEAK HR : 12:15 PM 12:00 AM TOTAL
PEAK HR VOL : 407 475 141 0 9 47 292 190 0 83 145 811 267 5 130 0 690 49 0 0 0 0 3741 PEAK HR FACTOR : 0.942 0.921 0.719 0.000 0.563 0.904 0.869 0.805 0.000 0.798 0.788 0.905 0.902 0.417 0.833 0.000 0.938 0.817 0.000 0.000 0.000 0.000 22-080051-0122/12/2022
Data - Total
Market St/Pine St Market St/Pine St Willow Pass Rd Willow Pass Rd NOON

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
12:15 PM - 01:15 PM

0.988 0.925 0.855 0.893 0.933

Attachment C: LOS Calculation
Worksheets

HCM 6th Signalized Intersection Summary
1: Diamond Blvd & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 877 583 182 1376 679 193
Future Volume (veh/h) 877 583 182 1376 679 193
Initial Q (Qb), veh 000000
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 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 904 0 188 1419 700 36
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 333333
Cap, veh/h 2709 212 3468 828 380
Arrive On Green 0.53 0.00 0.12 0.68 0.24 0.24
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 904 0 188 1419 700 36
Grp Sat Flow(s),veh/h/ln 1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 13.6 0.0 14.1 16.6 26.3 2.4
Cycle Q Clear(g_c), s 13.6 0.0 14.1 16.6 26.3 2.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2709 212 3468 828 380
V/C Ratio(X) 0.33 0.89 0.41 0.85 0.09
Avail Cap(c_a), veh/h 2709 262 3468 1244 571
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.92 0.92 0.70 0.70
Uniform Delay (d), s/veh 17.8 0.0 58.5 9.3 48.8 39.8
Incr Delay (d2), s/veh 0.3 0.0 20.7 0.1 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.3 0.0 7.5 5.6 11.5 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.1 0.0 79.2 9.4 52.0 39.9
LnGrp LOS B E A D D
Approach Vol, veh/h 904 A 1607 736
Approach Delay, s/veh 18.1 17.6 51.4
Approach LOS B B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.2 77.2 37.6 97.4
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 52.0 49.0 76.0
Max Q Clear Time (g_c+I1), s 16.1 15.6 28.3 18.6
Green Ext Time (p_c), s 0.1 10.1 4.3 21.7
Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 984 70 120 1407 6 133 1 108 5 7 18 Future Volume (veh/h) 13 984 70 120 1407 6 133 1 108 5 7 18 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 1025 0 125 1466 6 140 00570
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, % 333333333333
Cap, veh/h 43 3454 147 3858 16 234 0 18 26 0
Arrive On Green 0.02 0.68 0.00 0.17 1.00 1.00 0.07 0.00 0.00 0.02 0.02 0.00 Sat Flow, veh/h 1767 5233 0 1767 5207 21 3534 0 1572 757 1060 0 Grp Volume(v), veh/h 14 1025 0 125 951 521 140 0 0 12 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1852 1767 0 1572 1818 0 0 Q Serve(g_s), s 1.1 10.9 0.0 9.3 0.0 0.0 5.2 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 1.1 10.9 0.0 9.3 0.0 0.0 5.2 0.0 0.0 0.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.01 1.00 1.00 0.42 0.00
Lane Grp Cap(c), veh/h 43 3454 147 2502 1372 234 0 44 0 0 V/C Ratio(X) 0.33 0.30 0.85 0.38 0.38 0.60 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 288 3454 209 2502 1372 288 0 431 0 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) 0.94 0.94 0.00 0.92 0.92 0.92 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 64.8 8.6 0.0 55.5 0.0 0.0 61.3 0.0 0.0 64.7 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.2 0.0 13.8 0.1 0.2 0.9 0.0 0.0 1.2 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/ln 0.5 3.7 0.0 4.3 0.0 0.1 2.4 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 8.8 0.0 69.2 0.1 0.2 62.2 0.0 0.0 65.9 0.0 0.0 LnGrp LOS E A EAAEA EAA
Approach Vol, veh/h 1039 A 1597 140 A 12
Approach Delay, s/veh 9.5 5.6 62.2 65.9
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 97.6 14.0 7.3 105.5 8.3
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 16.0 56.5 11.0 22.0 50.5 32.0 Max Q Clear Time (g_c+I1), s 11.3 12.9 7.2 3.1 2.0 2.9
Green Ext Time (p_c), s 0.1 12.4 0.1 0.0 20.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 922 60 149 1320 27 117 20 261 35 12 96 Future Volume (veh/h) 68 922 60 149 1320 27 117 20 261 35 12 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.98 0.98 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 71 960 59 155 1375 0 122 21 24 36 12 8 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, % 333333333333
Cap, veh/h 110 3325 204 178 3648 196 205 171 187 205 171 Arrive On Green 0.12 1.00 1.00 0.20 1.00 0.00 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1767 4879 299 1767 5066 1572 1360 1856 1547 1331 1856 1547 Grp Volume(v), veh/h 71 664 355 155 1375 0 122 21 24 36 12 8 Grp Sat Flow(s),veh/h/ln 1767 1689 1801 1767 1689 1572 1360 1856 1547 1331 1856 1547 Q Serve(g_s), s 5.2 0.0 0.0 11.5 0.0 0.0 11.9 1.4 1.9 3.4 0.8 0.6 Cycle Q Clear(g_c), s 5.2 0.0 0.0 11.5 0.0 0.0 12.7 1.4 1.9 4.8 0.8 0.6 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 110 2301 1227 178 3648 196 205 171 187 205 171 V/C Ratio(X) 0.65 0.29 0.29 0.87 0.38 0.62 0.10 0.14 0.19 0.06 0.05 Avail Cap(c_a), veh/h 236 2301 1227 367 3648 398 481 401 385 481 401 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) 0.94 0.94 0.94 0.93 0.93 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 0.0 0.0 53.1 0.0 0.0 59.4 54.0 54.2 56.2 53.8 53.7 Incr Delay (d2), s/veh 2.2 0.1 0.2 4.7 0.3 0.0 1.2 0.1 0.1 0.2 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/ln 2.3 0.0 0.1 4.8 0.1 0.0 4.2 0.7 0.8 1.2 0.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.1 0.2 57.8 0.3 0.0 60.6 54.1 54.4 56.3 53.8 53.7 LnGrp LOS EAAEA EDDEDD
Approach Vol, veh/h 1090 1530 A 167 56
Approach Delay, s/veh 4.0 6.1 58.9 55.4
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.4 102.7 19.9 17.6 97.5 19.9 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 18.0 67.5 35.0 28.0 57.5 35.0 Max Q Clear Time (g_c+I1), s 7.2 2.0 14.7 13.5 2.0 6.8
Green Ext Time (p_c), s 0.0 21.3 0.3 0.2 12.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1456 36 79 864 191 31 53 186 616 37 456 Future Volume (veh/h) 0 1456 36 79 864 191 31 53 186 616 37 456 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1517 36 82 900 0 32 55 0 642 108 85 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, % 033333333333
Cap, veh/h 0 2336 55 125 3132 113 119 101 717 376 319
Arrive On Green 0.00 1.00 1.00 0.07 0.62 0.00 0.06 0.06 0.00 0.20 0.20 0.20 Sat Flow, veh/h 0 4973 107 1767 5233 0 1767 1856 1572 3534 1856 1572 Grp Volume(v), veh/h 0 936 617 82 900 0 32 55 0 642 108 85 Grp Sat Flow(s),veh/h/ln 0 1392 1833 1767 1689 0 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 0.0 0.0 0.0 6.1 11.1 0.0 2.3 3.9 0.0 23.9 6.7 6.1 Cycle Q Clear(g_c), s 0.0 0.0 0.0 6.1 11.1 0.0 2.3 3.9 0.0 23.9 6.7 6.1 Prop In Lane 0.00 0.06 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1442 949 125 3132 113 119 101 717 376 319 V/C Ratio(X) 0.00 0.65 0.65 0.66 0.29 0.28 0.46 0.00 0.90 0.29 0.27 Avail Cap(c_a), veh/h 0 1442 949 196 3132 170 179 151 969 509 431 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.91 0.97 0.97 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 61.1 12.0 0.0 60.2 60.9 0.0 52.4 45.5 45.3 Incr Delay (d2), s/veh 0.0 2.1 3.1 2.1 0.1 0.0 0.5 1.0 0.0 7.1 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.4 0.8 2.8 4.0 0.0 1.1 1.9 0.0 11.1 3.1 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 2.1 3.1 63.3 12.0 0.0 60.7 62.0 0.0 59.5 45.7 45.5 LnGrp LOS AAAEB EEAEDD
Approach Vol, veh/h 1553 982 A 87 835
Approach Delay, s/veh 2.5 16.3 61.5 56.3
Approach LOS ABEE
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 13.5 75.4 13.7 89.0 32.4
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 50.5 13.0 69.5 37.0
Max Q Clear Time (g_c+I1), s 8.1 2.0 5.9 13.1 25.9
Green Ext Time (p_c), s 0.0 22.3 0.1 10.9 1.5
Intersection Summary
HCM 6th Ctrl Delay 20.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1269 555 54 899 207 218 462 103 0 0 0 Future Volume (veh/h) 0 1269 555 54 899 207 218 462 103 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1308 520 56 927 126 225 476 106
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 033333333
Cap, veh/h 0 2238 882 115 4030 1115 667 558 123
Arrive On Green 0.00 1.00 1.00 0.07 0.72 0.72 0.19 0.19 0.19 Sat Flow, veh/h 0 3723 1401 1767 5567 1540 3428 2868 635 Grp Volume(v), veh/h 0 1242 586 56 927 126 225 291 291
Grp Sat Flow(s),veh/h/ln 0 1689 1580 1767 1856 1540 1714 1763 1740 Q Serve(g_s), s 0.0 0.0 0.0 4.1 7.4 3.3 7.6 21.5 21.8
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.1 7.4 3.3 7.6 21.5 21.8 Prop In Lane 0.00 0.89 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 0 2125 995 115 4030 1115 667 343 339 V/C Ratio(X) 0.00 0.58 0.59 0.49 0.23 0.11 0.34 0.85 0.86 Avail Cap(c_a), veh/h 0 2125 995 209 4030 1115 927 477 470 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.49 0.49 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 60.9 6.2 5.6 46.9 52.5 52.6 Incr Delay (d2), s/veh 0.0 0.6 1.3 1.1 0.0 0.1 0.1 7.6 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.3 1.9 2.7 1.0 3.3 10.2 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.6 1.3 62.1 6.2 5.7 47.0 60.1 61.0 LnGrp LOS AAAEAADEE
Approach Vol, veh/h 1828 1109 807
Approach Delay, s/veh 0.8 9.0 56.8
Approach LOS A A E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.8 90.5 31.8 103.2
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 67.5 36.5 87.5
Max Q Clear Time (g_c+I1), s 6.1 2.0 23.8 9.4
Green Ext Time (p_c), s 0.0 35.4 2.3 13.4
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 117 105 25 39 31 166 396 26 23 525 238 Future Volume (veh/h) 393 117 105 25 39 31 166 396 26 23 525 238 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 405 121 13 26 40 2 171 408 24 24 541 142 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, % 333333333333
Cap, veh/h 330 193 162 49 120 6 196 3470 202 47 2200 954 Arrive On Green 0.10 0.10 0.10 0.03 0.04 0.04 0.11 0.71 0.71 0.03 0.62 0.62 Sat Flow, veh/h 3428 1856 1563 1767 3418 170 1767 4896 285 1767 3526 1528 Grp Volume(v), veh/h 405 121 13 26 20 22 171 280 152 24 541 142 Grp Sat Flow(s),veh/h/ln 1714 1856 1563 1767 1763 1825 1767 1689 1804 1767 1763 1528 Q Serve(g_s), s 13.0 8.4 1.0 2.0 1.5 1.6 12.9 3.6 3.6 1.8 9.2 5.2 Cycle Q Clear(g_c), s 13.0 8.4 1.0 2.0 1.5 1.6 12.9 3.6 3.6 1.8 9.2 5.2 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 330 193 162 49 62 64 196 2394 1279 47 2200 954 V/C Ratio(X) 1.23 0.63 0.08 0.53 0.33 0.33 0.87 0.12 0.12 0.51 0.25 0.15 Avail Cap(c_a), veh/h 330 357 301 484 653 676 327 2394 1279 144 2200 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.75 0.75 0.75 Uniform Delay (d), s/veh 61.0 58.0 54.7 64.8 63.6 63.6 59.1 6.2 6.3 64.9 11.3 10.5 Incr Delay (d2), s/veh 125.9 1.3 0.1 3.3 1.1 1.1 6.7 0.1 0.2 2.4 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.4 4.0 0.4 0.9 0.7 0.7 6.1 1.2 1.4 0.8 3.6 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 186.9 59.2 54.7 68.1 64.7 64.7 65.7 6.3 6.4 67.3 11.5 10.8 LnGrp LOS F E D EEEEAAEBB
Approach Vol, veh/h 539 68 603 707
Approach Delay, s/veh 155.1 66.0 23.2 13.2
Approach LOS F E C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 100.7 17.0 9.8 19.0 89.3 7.7 19.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 43.0 13.0 50.0 25.0 29.0 37.0 26.0 Max Q Clear Time (g_c+I1), s 3.8 5.6 15.0 3.6 14.9 11.2 4.0 10.4 Green Ext Time (p_c), s 0.0 1.8 0.0 0.1 0.2 5.2 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 58.1
HCM 6th LOS E

HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 25 32 82 18 66 48 426 37 54 525 151 Future Volume (veh/h) 135 25 32 82 18 66 48 426 37 54 525 151 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 144 27 1 87 19 0 51 453 34 57 559 132 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, % 333333333333
Cap, veh/h 203 127 5 168 114 0 74 3246 241 77 2774 640
Arrive On Green 0.06 0.07 0.07 0.05 0.06 0.00 0.08 1.00 1.00 0.04 0.68 0.68 Sat Flow, veh/h 3428 1777 66 3428 1856 0 1767 4811 357 1767 4101 946 Grp Volume(v), veh/h 144 0 28 87 19 0 51 317 170 57 458 233 Grp Sat Flow(s),veh/h/ln 1714 0 1843 1714 1856 0 1767 1689 1791 1767 1689 1670 Q Serve(g_s), s 4.7 0.0 1.6 2.8 1.1 0.0 3.2 0.0 0.0 3.7 5.8 6.0 Cycle Q Clear(g_c), s 4.7 0.0 1.6 2.8 1.1 0.0 3.2 0.0 0.0 3.7 5.8 6.0 Prop In Lane 1.00 0.04 1.00 0.00 1.00 0.20 1.00 0.57
Lane Grp Cap(c), veh/h 203 0 132 168 114 0 74 2279 1208 77 2285 1130 V/C Ratio(X) 0.71 0.00 0.21 0.52 0.17 0.00 0.69 0.14 0.14 0.74 0.20 0.21 Avail Cap(c_a), veh/h 313 0 537 313 541 0 161 2279 1208 161 2285 1130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.99 0.99 0.99 0.97 0.97 0.97 Uniform Delay (d), s/veh 53.1 0.0 50.3 53.4 51.2 0.0 51.9 0.0 0.0 54.3 7.0 7.0 Incr Delay (d2), s/veh 4.5 0.0 0.8 2.5 0.7 0.0 10.6 0.1 0.2 12.4 0.2 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/ln 2.2 0.0 0.8 1.3 0.5 0.0 1.6 0.0 0.1 1.9 2.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.6 0.0 51.1 55.8 51.9 0.0 62.6 0.1 0.2 66.8 7.2 7.4 LnGrp LOS E A D E D AEAAEAA
Approach Vol, veh/h 172 106 538 748
Approach Delay, s/veh 56.6 55.1 6.1 11.8
Approach LOS EEAB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.3 82.8 10.1 12.7 9.5 82.6 11.3 11.6 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 42.0 10.5 33.5 10.5 42.0 10.5 33.5 Max Q Clear Time (g_c+I1), s 5.2 8.0 4.8 3.6 5.7 2.0 6.7 3.1 Green Ext Time (p_c), s 0.0 4.9 0.1 0.1 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 13 154 51 4 51 337 229 9 66 399 131 Future Volume (veh/h) 138 13 154 51 4 51 337 229 9 66 399 131 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 154 0 9 53 4 17 351 239 8 69 416 99 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, % 333333333333
Cap, veh/h 263 0 115 83 6 27 313 2252 75 88 2485 571
Arrive On Green 0.07 0.00 0.07 0.07 0.07 0.07 0.15 1.00 1.00 0.07 0.81 0.81 Sat Flow, veh/h 3534 0 1547 1228 93 394 3428 3480 116 1767 4103 943 Grp Volume(v), veh/h 154 0 9 74 0 0 351 121 126 69 340 175 Grp Sat Flow(s),veh/h/ln 1767 0 1547 1715 0 0 1714 1763 1834 1767 1689 1669 Q Serve(g_s), s 4.8 0.0 0.6 4.8 0.0 0.0 10.5 0.0 0.0 4.4 2.6 2.7 Cycle Q Clear(g_c), s 4.8 0.0 0.6 4.8 0.0 0.0 10.5 0.0 0.0 4.4 2.6 2.7 Prop In Lane 1.00 1.00 0.72 0.23 1.00 0.06 1.00 0.56
Lane Grp Cap(c), veh/h 263 0 115 116 0 0 313 1141 1186 88 2046 1011 V/C Ratio(X) 0.59 0.00 0.08 0.64 0.00 0.00 1.12 0.11 0.11 0.78 0.17 0.17 Avail Cap(c_a), veh/h 876 0 383 425 0 0 313 1141 1186 161 2046 1011 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.98 0.98 0.98 0.98 0.98 0.98 Uniform Delay (d), s/veh 51.5 0.0 49.5 52.2 0.0 0.0 48.7 0.0 0.0 53.1 4.7 4.7 Incr Delay (d2), s/veh 2.1 0.0 0.3 5.7 0.0 0.0 87.2 0.2 0.2 13.5 0.2 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/ln 2.2 0.0 0.3 2.3 0.0 0.0 7.9 0.1 0.1 2.3 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 0.0 49.8 57.9 0.0 0.0 135.9 0.2 0.2 66.6 4.8 5.0 LnGrp LOS D A D E A A F AAEAA
Approach Vol, veh/h 163 74 598 584
Approach Delay, s/veh 53.4 57.9 79.9 12.2
Approach LOS D E E B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 79.4 13.1 15.0 74.7 12.3
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 10.5 29.0 28.5 10.5 29.0 28.5 Max Q Clear Time (g_c+I1), s 6.4 2.0 6.8 12.5 4.7 6.8
Green Ext Time (p_c), s 0.0 1.3 0.5 0.0 3.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 47.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 9 56 174 7 15 42 535 139 20 597 56 Future Volume (veh/h) 67 9 56 174 7 15 42 535 139 20 597 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 67 9 9 174 7 2 42 535 112 20 597 49 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 333333333333
Cap, veh/h 86 158 158 234 283 81 68 2359 483 44 2602 211 Arrive On Green 0.05 0.19 0.19 0.07 0.21 0.21 0.04 0.56 0.56 0.05 1.00 1.00 Sat Flow, veh/h 1767 850 850 3428 1378 394 1767 4211 863 1767 4764 387 Grp Volume(v), veh/h 67 0 18 174 0 9 42 427 220 20 422 224 Grp Sat Flow(s),veh/h/ln 1767 0 1701 1714 0 1772 1767 1689 1697 1767 1689 1774 Q Serve(g_s), s 4.3 0.0 1.0 5.7 0.0 0.5 2.7 7.3 7.5 1.3 0.0 0.0 Cycle Q Clear(g_c), s 4.3 0.0 1.0 5.7 0.0 0.5 2.7 7.3 7.5 1.3 0.0 0.0 Prop In Lane 1.00 0.50 1.00 0.22 1.00 0.51 1.00 0.22
Lane Grp Cap(c), veh/h 86 0 317 234 0 364 68 1892 951 44 1845 969 V/C Ratio(X) 0.78 0.00 0.06 0.74 0.00 0.02 0.62 0.23 0.23 0.46 0.23 0.23 Avail Cap(c_a), veh/h 161 0 584 313 0 609 161 1892 951 161 1845 969 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 0.99 0.99 0.99 0.96 0.96 0.96 Uniform Delay (d), s/veh 54.1 0.0 38.5 52.6 0.0 36.5 54.4 12.7 12.8 53.9 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.0 0.1 6.5 0.0 0.0 8.7 0.3 0.6 7.1 0.3 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/ln 2.3 0.0 0.4 2.7 0.0 0.2 1.4 2.7 2.9 0.6 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.0 0.0 38.6 59.1 0.0 36.5 63.1 13.0 13.3 61.0 0.3 0.5 LnGrp LOS E A D E A D EBBEAA
Approach Vol, veh/h 85 183 689 666
Approach Delay, s/veh 61.8 57.9 16.2 2.2
Approach LOS EEBA
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 69.4 10.1 28.1 8.9 67.8 12.3 25.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 36.0 10.5 39.5 10.5 36.0 10.5 39.5 Max Q Clear Time (g_c+I1), s 3.3 9.5 6.3 2.5 4.7 2.0 7.7 3.0 Green Ext Time (p_c), s 0.0 4.3 0.0 0.0 0.0 4.5 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 0 50 7 1 4 249 635 10 1 788 69 Future Volume (veh/h) 60 0 50 7 1 4 249 635 10 1 788 69 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 0 4 7 1 0 257 655 9 1 812 65
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, % 333333333333
Cap, veh/h 246 0 187 189 195 0 348 3742 51 3 2993 238
Arrive On Green 0.12 0.00 0.12 0.12 0.12 0.00 0.10 0.73 0.73 0.00 0.63 0.63 Sat Flow, veh/h 1368 0 1538 899 1689 0 3428 5148 71 1767 4774 380 Grp Volume(v), veh/h 62 0 4 7 1 0 257 429 235 1 573 304 Grp Sat Flow(s),veh/h/ln 1368 0 1538 899 1604 0 1714 1689 1842 1767 1689 1777 Q Serve(g_s), s 3.7 0.0 0.2 0.4 0.0 0.0 6.6 3.6 3.6 0.1 6.9 6.9 Cycle Q Clear(g_c), s 3.8 0.0 0.2 4.2 0.0 0.0 6.6 3.6 3.6 0.1 6.9 6.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.04 1.00 0.21
Lane Grp Cap(c), veh/h 246 0 187 189 195 0 348 2455 1339 3 2118 1114 V/C Ratio(X) 0.25 0.00 0.02 0.04 0.01 0.00 0.74 0.17 0.18 0.34 0.27 0.27 Avail Cap(c_a), veh/h 606 0 589 549 615 0 686 2455 1339 216 2118 1114 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 0.88 0.88 0.88 0.97 0.97 0.97 Uniform Delay (d), s/veh 36.4 0.0 34.8 38.3 34.7 0.0 39.3 3.8 3.8 44.9 7.5 7.5 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.1 0.0 0.0 2.7 0.1 0.3 57.0 0.3 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/ln 1.3 0.0 0.1 0.1 0.0 0.0 2.8 1.0 1.1 0.1 2.2 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.9 0.0 34.9 38.4 34.8 0.0 42.0 4.0 4.1 101.8 7.8 8.1 LnGrp LOS D A C D C A D A A F A A
Approach Vol, veh/h 66 8 921 878
Approach Delay, s/veh 36.8 38.0 14.6 8.1
Approach LOS D D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 70.4 15.4 13.1 61.4 15.4
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 11.0 31.0 34.5 18.0 24.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 5.6 6.2 8.6 8.9 5.8
Green Ext Time (p_c), s 0.0 4.3 0.0 0.6 5.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 508 1673 0 0 1038 420 290 2 240 0 0 0 Future Volume (veh/h) 508 1673 0 0 1038 420 290 2 240 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 529 1743 0 0 1081 0 303 0 250
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 330033333
Cap, veh/h 1265 2808 0 0 1213 402 0 357
Arrive On Green 0.37 0.80 0.00 0.00 0.39 0.00 0.11 0.00 0.11 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3145
Grp Volume(v), veh/h 529 1743 0 0 1081 0 303 0 250
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1572 Q Serve(g_s), s 11.5 19.9 0.0 0.0 32.3 0.0 8.3 0.0 7.7
Cycle Q Clear(g_c), s 11.5 19.9 0.0 0.0 32.3 0.0 8.3 0.0 7.7 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1265 2808 0 0 1213 402 0 357
V/C Ratio(X) 0.42 0.62 0.00 0.00 0.89 0.75 0.00 0.70
Avail Cap(c_a), veh/h 1265 2808 0 0 1284 954 0 849
HCM Platoon Ratio 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 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.5 4.1 0.0 0.0 28.7 0.0 43.0 0.0 42.7 Incr Delay (d2), s/veh 0.1 1.0 0.0 0.0 6.9 0.0 1.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 4.8 0.0 0.0 8.4 0.0 3.6 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.6 5.1 0.0 0.0 35.5 0.0 44.1 0.0 43.6 LnGrp LOS C A A A D D A D
Approach Vol, veh/h 2272 1081 A 553
Approach Delay, s/veh 9.4 35.5 43.9
Approach LOS A D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 84.6 41.9 42.7 15.4
Change Period (Y+Rc), s 5.0 5.0 * 4 4.0
Max Green Setting (Gmax), s 64.0 21.0 * 41 27.0
Max Q Clear Time (g_c+I1), s 21.9 13.5 34.3 10.3
Green Ext Time (p_c), s 33.1 0.7 4.5 1.1
Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 442 1309 69 73 838 371 179 50 87 403 41 479 Future Volume (veh/h) 442 1309 69 73 838 371 179 50 87 403 41 479 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 451 1336 0 74 855 0 183 51 0 411 42 74 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, % 333333333333
Cap, veh/h 1480 2925 231 1025 233 236 486 281 420
Arrive On Green 0.43 0.58 0.00 0.07 0.20 0.00 0.07 0.07 0.00 0.14 0.15 0.15 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 451 1336 0 74 855 0 183 51 0 411 42 74 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 12.1 21.2 0.0 2.9 22.7 0.0 7.4 1.9 0.0 16.4 2.8 1.3 Cycle Q Clear(g_c), s 12.1 21.2 0.0 2.9 22.7 0.0 7.4 1.9 0.0 16.4 2.8 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 1480 2925 231 1025 233 236 486 281 420 V/C Ratio(X) 0.30 0.46 0.32 0.83 0.79 0.22 0.85 0.15 0.18 Avail Cap(c_a), veh/h 1480 2925 269 1284 367 768 661 364 544 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) 0.72 0.72 0.00 0.87 0.87 0.00 1.00 1.00 0.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 26.0 17.0 0.0 62.2 53.6 0.0 64.3 61.8 0.0 58.6 51.6 8.2 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 2.8 0.0 2.2 0.2 0.0 8.4 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 8.2 0.0 1.3 9.8 0.0 3.3 0.9 0.0 7.6 1.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 17.3 0.0 62.5 56.4 0.0 66.5 62.0 0.0 67.0 51.6 8.3 LnGrp LOS C B E E E E E D A
Approach Vol, veh/h 1787 A 929 A 234 A 527
Approach Delay, s/veh 19.5 56.9 65.5 57.5
Approach LOS BEEE
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 86.3 13.5 26.7 65.9 33.8 25.3 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 11.0 52.5 15.0 27.5 28.0 * 36 27.0 * 31 Max Q Clear Time (g_c+I1), s 4.9 23.2 9.4 4.8 14.1 24.7 18.4 3.9 Green Ext Time (p_c), s 0.0 7.5 0.2 0.2 0.8 3.1 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay 38.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1702 18 50 1077 19 85 4 116 99 2 114 Future Volume (veh/h) 53 1702 18 50 1077 19 85 4 116 99 2 114 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 56 1792 12 53 1134 19 89 4 3 104 2 3 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, % 333333333333
Cap, veh/h 1584 3809 1149 68 1330 22 142 26 22 180 47 38 Arrive On Green 0.15 0.25 0.25 0.04 0.33 0.33 0.04 0.01 0.01 0.05 0.03 0.03 Sat Flow, veh/h 3428 5066 1528 1767 4049 68 3428 1856 1535 3428 1856 1517 Grp Volume(v), veh/h 56 1792 12 53 747 406 89 4 3 104 2 3 Grp Sat Flow(s),veh/h/ln 1714 1689 1528 1767 1333 1450 1714 1856 1535 1714 1856 1517 Q Serve(g_s), s 1.9 42.2 0.8 4.2 36.6 36.6 3.6 0.3 0.2 4.1 0.1 0.1 Cycle Q Clear(g_c), s 1.9 42.2 0.8 4.2 36.6 36.6 3.6 0.3 0.2 4.1 0.1 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1584 3809 1149 68 876 476 142 26 22 180 47 38 V/C Ratio(X) 0.04 0.47 0.01 0.78 0.85 0.85 0.63 0.15 0.14 0.58 0.04 0.08 Avail Cap(c_a), veh/h 1584 3809 1149 139 971 528 514 490 406 514 490 401 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.7 28.9 13.4 66.7 43.8 43.8 66.0 68.2 53.8 64.8 66.6 13.7 Incr Delay (d2), s/veh 0.0 0.3 0.0 15.8 6.7 11.7 6.3 1.0 1.1 1.1 0.1 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/ln 0.8 19.2 0.3 2.2 12.8 14.5 1.7 0.2 0.1 1.9 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 29.2 13.4 82.5 50.6 55.5 72.3 69.2 54.9 65.9 66.7 14.0 LnGrp LOS C C B F D E E E D E E B
Approach Vol, veh/h 1860 1206 96 109
Approach Delay, s/veh 29.3 53.6 71.6 64.5
Approach LOS C D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 110.3 10.8 8.5 69.7 51.0 12.3 7.0 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), s 11.0 51.0 21.0 37.0 11.0 51.0 21.0 37.0 Max Q Clear Time (g_c+I1), s 6.2 44.2 5.6 2.1 3.9 38.6 6.1 2.3 Green Ext Time (p_c), s 0.0 4.7 0.3 0.0 0.1 7.4 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 40.7
HCM 6th LOS D

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 169 1293 171 327 478 29 378 465 171 4 91 61 Future Volume (vph) 169 1293 171 327 478 29 378 465 171 4 91 61 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3894 1568 4985 3400 3361 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3894 1568 4985 3400 3361 1752
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 172 1319 174 334 488 30 386 474 174 4 93 62 RTOR Reduction (vph) 0 0 0 130 50000000
Lane Group Flow (vph) 172 1493 0 204 513 0 386 652 0 0 0 155 Confl. Peds. (#/hr) 9 10 9
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 11.4 60.7 60.7 44.8 24.1 31.8 13.0 Effective Green, g (s) 11.4 60.7 60.7 44.8 24.1 31.8 13.0 Actuated g/C Ratio 0.10 0.51 0.51 0.37 0.20 0.27 0.11
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 323 1969 793 1861 682 890 189
v/s Ratio Prot 0.05 c0.38 0.10 0.11 c0.19 c0.09
v/s Ratio Perm 0.13
v/c Ratio 0.53 0.76 0.26 0.28 0.57 0.73 0.82
Uniform Delay, d1 51.8 23.8 16.8 26.3 43.2 40.2 52.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.8 0.2 0.4 1.1 3.4 23.9
Delay (s) 53.4 25.6 17.1 26.6 44.3 43.6 76.2
Level of Service D C B C D D E
Approach Delay (s) 26.6 26.6 43.9
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

HCM 6th Signalized Intersection Summary
1: Diamond Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 911 809 222 1252 774 273
Future Volume (veh/h) 911 809 222 1252 774 273
Initial Q (Qb), veh 000000
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 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 959 0 234 1318 815 79
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 333333
Cap, veh/h 2312 261 3228 958 439
Arrive On Green 0.46 0.00 0.15 0.64 0.28 0.28
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 959 0 234 1318 815 79
Grp Sat Flow(s),veh/h/ln 1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 15.2 0.0 15.6 15.3 27.0 4.6
Cycle Q Clear(g_c), s 15.2 0.0 15.6 15.3 27.0 4.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2312 261 3228 958 439
V/C Ratio(X) 0.41 0.90 0.41 0.85 0.18
Avail Cap(c_a), veh/h 2312 295 3228 1228 563
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.90 0.90 0.89 0.89
Uniform Delay (d), s/veh 21.9 0.0 50.3 10.7 40.9 32.8
Incr Delay (d2), s/veh 0.6 0.0 22.8 0.1 4.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.0 0.0 8.4 5.2 11.8 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 0.0 73.0 10.8 45.6 33.0
LnGrp LOS C E B D C
Approach Vol, veh/h 959 A 1552 894
Approach Delay, s/veh 22.4 20.2 44.5
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.7 59.8 38.5 81.5
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 43.0 43.0 67.0
Max Q Clear Time (g_c+I1), s 17.6 17.2 29.0 17.3
Green Ext Time (p_c), s 0.1 9.6 4.6 18.5
Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 941 131 182 1309 12 183 9 125 18 6 40 Future Volume (veh/h) 29 941 131 182 1309 12 183 9 125 18 6 40 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 31 1012 0 196 1408 13 204 0 0 19 6 0 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, % 333333333333
Cap, veh/h 76 2952 219 3435 32 265 0 76 24 0
Arrive On Green 0.04 0.58 0.00 0.25 1.00 1.00 0.07 0.00 0.00 0.06 0.06 0.00 Sat Flow, veh/h 1767 5233 0 1767 5176 48 3534 0 1572 1359 429 0 Grp Volume(v), veh/h 31 1012 0 196 919 502 204 0 0 25 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1847 1767 0 1572 1788 0 0 Q Serve(g_s), s 2.1 12.5 0.0 12.9 0.0 0.0 6.8 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 2.1 12.5 0.0 12.9 0.0 0.0 6.8 0.0 0.0 1.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 1.00 1.00 0.76 0.00
Lane Grp Cap(c), veh/h 76 2952 219 2241 1226 265 0 100 0 0 V/C Ratio(X) 0.41 0.34 0.90 0.41 0.41 0.77 0.00 0.25 0.00 0.00 Avail Cap(c_a), veh/h 295 2952 221 2241 1226 324 0 477 0 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) 0.89 0.89 0.00 0.92 0.92 0.92 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.9 13.1 0.0 44.4 0.0 0.0 54.5 0.0 0.0 54.2 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.3 0.0 31.1 0.2 0.3 6.8 0.0 0.0 0.5 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/ln 0.9 4.5 0.0 6.7 0.0 0.1 3.3 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 13.3 0.0 75.5 0.2 0.3 61.3 0.0 0.0 54.7 0.0 0.0 LnGrp LOS E B EAAEA DAA
Approach Vol, veh/h 1043 A 1617 204 A 25
Approach Delay, s/veh 14.6 9.3 61.3 54.7
Approach LOS B A E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.9 75.4 14.0 9.2 85.1 11.7
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 42.5 11.0 20.0 37.5 32.0 Max Q Clear Time (g_c+I1), s 14.9 14.5 8.8 4.1 2.0 3.6
Green Ext Time (p_c), s 0.0 10.6 0.1 0.0 17.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 896 55 198 1283 29 88 28 249 22 21 117 Future Volume (veh/h) 136 896 55 198 1283 29 88 28 249 22 21 117 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 139 914 53 202 1309 0 90 29 23 22 21 11 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, % 333333333333
Cap, veh/h 163 3210 186 231 3513 173 173 146 165 173 146 Arrive On Green 0.18 1.00 1.00 0.13 0.69 0.00 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1767 4898 283 1767 5066 1572 1358 1856 1562 1334 1856 1562 Grp Volume(v), veh/h 139 630 337 202 1309 0 90 29 23 22 21 11 Grp Sat Flow(s),veh/h/ln 1767 1689 1804 1767 1689 1572 1358 1856 1562 1334 1856 1562 Q Serve(g_s), s 9.1 0.0 0.0 13.5 12.8 0.0 7.8 1.7 1.6 1.9 1.2 0.8 Cycle Q Clear(g_c), s 9.1 0.0 0.0 13.5 12.8 0.0 9.1 1.7 1.6 3.6 1.2 0.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 163 2213 1183 231 3513 173 173 146 165 173 146 V/C Ratio(X) 0.85 0.28 0.29 0.88 0.37 0.52 0.17 0.16 0.13 0.12 0.08 Avail Cap(c_a), veh/h 250 2213 1183 412 3513 442 541 456 430 541 456 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 0.0 0.0 51.2 7.6 0.0 54.0 50.1 50.1 51.8 49.9 49.7 Incr Delay (d2), s/veh 9.0 0.1 0.2 4.1 0.3 0.0 0.9 0.2 0.2 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 0.1 6.1 4.1 0.0 2.7 0.8 0.7 0.6 0.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 0.1 0.2 55.3 7.9 0.0 55.0 50.3 50.3 51.9 50.0 49.8 LnGrp LOS EAAEA DDDDDD
Approach Vol, veh/h 1106 1511 A 142 54
Approach Delay, s/veh 7.3 14.3 53.2 50.7
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 88.7 16.2 19.7 84.2 16.2
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 17.0 53.5 35.0 28.0 42.5 35.0 Max Q Clear Time (g_c+I1), s 11.1 14.8 11.1 15.5 2.0 5.6 Green Ext Time (p_c), s 0.1 16.7 0.2 0.2 10.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1082 18 64 944 200 20 20 92 876 57 787 Future Volume (veh/h) 0 1082 18 64 944 200 20 20 92 876 57 787 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.96 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 0 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1115 18 66 973 0 21 21 34 903 0 553 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, % 033333333333
Cap, veh/h 0 1884 30 131 2643 122 128 221 990 0 864
Arrive On Green 0.00 0.41 0.41 0.07 0.52 0.00 0.07 0.07 0.07 0.28 0.00 0.28 Sat Flow, veh/h 0 5011 73 1767 5233 0 1767 1856 1514 3534 0 3086 Grp Volume(v), veh/h 0 682 451 66 973 0 21 21 34 903 0 553 Grp Sat Flow(s),veh/h/ln 0 1392 1838 1767 1689 0 1767 1856 1514 1767 0 1543 Q Serve(g_s), s 0.0 22.8 22.8 4.3 13.6 0.0 1.3 1.3 2.4 29.7 0.0 18.9 Cycle Q Clear(g_c), s 0.0 22.8 22.8 4.3 13.6 0.0 1.3 1.3 2.4 29.7 0.0 18.9 Prop In Lane 0.00 0.04 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1153 761 131 2643 122 128 221 990 0 864 V/C Ratio(X) 0.00 0.59 0.59 0.50 0.37 0.17 0.16 0.15 0.91 0.00 0.64 Avail Cap(c_a), veh/h 0 1153 761 221 2643 177 186 268 1090 0 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.94 0.94 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.3 27.3 53.4 17.0 0.0 52.6 52.6 45.1 41.8 0.0 37.9 Incr Delay (d2), s/veh 0.0 2.2 3.4 1.0 0.1 0.0 0.2 0.2 0.1 10.3 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.7 10.4 1.9 5.1 0.0 0.6 0.6 0.9 14.0 0.0 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.5 30.6 54.5 17.1 0.0 52.9 52.8 45.2 52.1 0.0 38.7 LnGrp LOS A C C D B DDDDAD
Approach Vol, veh/h 1133 1039 A 76 1456
Approach Delay, s/veh 29.9 19.5 49.4 47.0
Approach LOS C B D D
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 12.9 55.2 13.3 68.1 38.6
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 36.5 12.0 55.5 37.0
Max Q Clear Time (g_c+I1), s 6.3 24.8 4.4 15.6 31.7
Green Ext Time (p_c), s 0.0 6.8 0.1 11.3 1.9
Intersection Summary
HCM 6th Ctrl Delay 34.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1178 529 71 921 519 253 487 81 0 0 0 Future Volume (veh/h) 0 1178 529 71 921 519 253 487 81 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1202 490 72 1117 353 258 497 70
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 033333333
Cap, veh/h 0 2120 861 134 3962 1112 674 610 86
Arrive On Green 0.00 1.00 1.00 0.08 0.71 0.71 0.20 0.20 0.20 Sat Flow, veh/h 0 3685 1429 1767 5567 1563 3428 3103 435 Grp Volume(v), veh/h 0 1154 538 72 1117 353 258 281 286 Grp Sat Flow(s),veh/h/ln 0 1689 1570 1767 1856 1563 1714 1763 1775 Q Serve(g_s), s 0.0 0.0 0.0 4.7 8.7 10.1 7.8 18.3 18.5
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.7 8.7 10.1 7.8 18.3 18.5 Prop In Lane 0.00 0.91 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 0 2035 946 134 3962 1112 674 347 349 V/C Ratio(X) 0.00 0.57 0.57 0.54 0.28 0.32 0.38 0.81 0.82 Avail Cap(c_a), veh/h 0 2035 946 236 3962 1112 1071 551 555 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 53.4 6.2 6.4 41.9 46.1 46.1 Incr Delay (d2), s/veh 0.0 0.7 1.5 1.2 0.1 0.2 0.1 2.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.4 2.1 3.0 3.0 3.3 8.1 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.7 1.5 54.7 6.3 6.7 42.0 48.3 48.6 LnGrp LOS A A A D A A D D D
Approach Vol, veh/h 1692 1542 825
Approach Delay, s/veh 1.0 8.6 46.4
Approach LOS A A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.1 77.8 29.1 90.9
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 51.5 37.5 71.5
Max Q Clear Time (g_c+I1), s 6.7 2.0 20.5 12.1
Green Ext Time (p_c), s 0.0 27.3 2.5 20.2
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 490 146 201 26 37 26 271 512 56 32 619 353 Future Volume (veh/h) 490 146 201 26 37 26 271 512 56 32 619 353 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 516 154 19 27 39 1 285 539 53 34 652 143 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, % 333333333333
Cap, veh/h 620 354 300 52 139 4 236 2797 272 60 1750 775 Arrive On Green 0.18 0.19 0.19 0.03 0.04 0.04 0.13 0.60 0.60 0.03 0.50 0.50 Sat Flow, veh/h 3428 1856 1572 1767 3512 90 1767 4694 456 1767 3526 1561 Grp Volume(v), veh/h 516 154 19 27 19 21 285 386 206 34 652 143 Grp Sat Flow(s),veh/h/ln 1714 1856 1572 1767 1763 1839 1767 1689 1773 1767 1763 1561 Q Serve(g_s), s 17.4 8.8 1.2 1.8 1.3 1.3 16.0 6.3 6.4 2.3 13.7 6.1 Cycle Q Clear(g_c), s 17.4 8.8 1.2 1.8 1.3 1.3 16.0 6.3 6.4 2.3 13.7 6.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.26 1.00 1.00
Lane Grp Cap(c), veh/h 620 354 300 52 70 73 236 2012 1057 60 1750 775 V/C Ratio(X) 0.83 0.44 0.06 0.51 0.28 0.28 1.21 0.19 0.19 0.57 0.37 0.18 Avail Cap(c_a), veh/h 886 680 577 162 353 368 236 2012 1057 162 1750 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.52 0.52 0.52 Uniform Delay (d), s/veh 47.4 42.9 39.8 57.4 56.0 56.0 52.0 11.1 11.1 57.1 18.7 16.8 Incr Delay (d2), s/veh 5.7 0.3 0.0 2.9 0.8 0.8 125.7 0.2 0.4 1.6 0.3 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/ln 7.8 4.0 0.5 0.8 0.6 0.6 15.2 2.3 2.5 1.0 5.5 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.1 43.2 39.8 60.3 56.8 56.7 177.7 11.3 11.5 58.7 19.0 17.0 LnGrp LOS D D D E E E F BBEBB
Approach Vol, veh/h 689 67 877 829
Approach Delay, s/veh 50.5 58.2 65.4 20.3
Approach LOS D E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 76.5 25.7 9.7 20.0 64.6 7.6 27.9 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 36.0 31.0 24.0 16.0 31.0 11.0 44.0 Max Q Clear Time (g_c+I1), s 4.3 8.4 19.4 3.3 18.0 15.7 3.8 10.8 Green Ext Time (p_c), s 0.0 2.5 2.3 0.1 0.0 5.8 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 45.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 185 25 54 88 14 82 40 531 50 46 659 194 Future Volume (veh/h) 185 25 54 88 14 82 40 531 50 46 659 194 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 193 26 8 92 15 5 42 553 45 48 686 170 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, % 333333333333
Cap, veh/h 386 205 63 298 167 56 94 1577 127 103 1356 331 Arrive On Green 0.11 0.15 0.15 0.09 0.13 0.13 0.05 0.33 0.33 0.06 0.34 0.34 Sat Flow, veh/h 3428 1358 418 3428 1331 444 1767 4777 385 1767 4043 986 Grp Volume(v), veh/h 193 0 34 92 0 20 42 389 209 48 571 285 Grp Sat Flow(s),veh/h/ln 1714 0 1775 1714 0 1774 1767 1689 1785 1767 1689 1653 Q Serve(g_s), s 2.6 0.0 0.8 1.2 0.0 0.5 1.1 4.3 4.4 1.3 6.7 6.9 Cycle Q Clear(g_c), s 2.6 0.0 0.8 1.2 0.0 0.5 1.1 4.3 4.4 1.3 6.7 6.9 Prop In Lane 1.00 0.24 1.00 0.25 1.00 0.22 1.00 0.60
Lane Grp Cap(c), veh/h 386 0 268 298 0 223 94 1115 589 103 1133 554 V/C Ratio(X) 0.50 0.00 0.13 0.31 0.00 0.09 0.45 0.35 0.35 0.46 0.50 0.51 Avail Cap(c_a), veh/h 1730 0 1612 1730 0 1611 892 3407 1801 535 3407 1667 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 20.7 0.0 18.2 21.2 0.0 19.2 22.8 12.6 12.6 22.6 13.2 13.2 Incr Delay (d2), s/veh 1.0 0.0 0.2 0.6 0.0 0.2 3.3 0.2 0.4 3.2 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.3 0.5 0.0 0.2 0.5 1.4 1.5 0.6 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.7 0.0 18.4 21.8 0.0 19.3 26.1 12.8 13.0 25.8 13.5 14.0 LnGrp LOS C A B C A B C B B C B B
Approach Vol, veh/h 227 112 640 904
Approach Delay, s/veh 21.2 21.4 13.7 14.3
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.1 21.6 8.8 12.0 7.4 21.4 10.1 10.7 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 45.0 15.0 50.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 3.1 8.9 3.2 2.8 3.3 6.4 4.6 2.5 Green Ext Time (p_c), s 0.1 6.6 0.2 0.2 0.1 4.2 0.6 0.1 Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 23 229 53 16 88 420 333 12 106 457 160 Future Volume (veh/h) 174 23 229 53 16 88 420 333 12 106 457 160 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 0 20 57 17 65 452 358 12 114 491 133 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, % 333333333333
Cap, veh/h 460 0 197 99 29 112 625 1142 38 151 921 241
Arrive On Green 0.13 0.00 0.13 0.14 0.14 0.14 0.18 0.33 0.33 0.09 0.23 0.23 Sat Flow, veh/h 3534 0 1512 681 203 776 3428 3480 116 1767 3976 1042 Grp Volume(v), veh/h 205 0 20 139 0 0 452 181 189 114 415 209 Grp Sat Flow(s),veh/h/ln 1767 0 1512 1660 0 0 1714 1763 1834 1767 1689 1641 Q Serve(g_s), s 3.2 0.0 0.7 4.6 0.0 0.0 7.4 4.6 4.6 3.7 6.4 6.7 Cycle Q Clear(g_c), s 3.2 0.0 0.7 4.6 0.0 0.0 7.4 4.6 4.6 3.7 6.4 6.7 Prop In Lane 1.00 1.00 0.41 0.47 1.00 0.06 1.00 0.64
Lane Grp Cap(c), veh/h 460 0 197 240 0 0 625 579 602 151 782 380 V/C Ratio(X) 0.45 0.00 0.10 0.58 0.00 0.00 0.72 0.31 0.31 0.75 0.53 0.55 Avail Cap(c_a), veh/h 2677 0 1145 1258 0 0 1443 1483 1543 744 2842 1381 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 0.0 22.8 23.7 0.0 0.0 22.9 14.9 14.9 26.6 20.0 20.1 Incr Delay (d2), s/veh 0.7 0.0 0.2 2.2 0.0 0.0 1.6 0.3 0.3 7.4 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.2 1.9 0.0 0.0 2.8 1.7 1.7 1.8 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.5 0.0 23.0 25.9 0.0 0.0 24.5 15.2 15.2 33.9 20.5 21.3 LnGrp LOS C A C C A A C B B C C C
Approach Vol, veh/h 225 139 822 738
Approach Delay, s/veh 24.4 25.9 20.3 22.8
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.6 24.5 12.2 15.3 18.8 13.1
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 25.0 50.0 45.0 25.0 50.0 45.0 Max Q Clear Time (g_c+I1), s 5.7 6.6 5.2 9.4 8.7 6.6
Green Ext Time (p_c), s 0.2 2.2 0.8 1.5 4.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 15 106 254 14 25 73 676 240 26 682 124 Future Volume (veh/h) 118 15 106 254 14 25 73 676 240 26 682 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 123 16 30 265 15 6 76 704 201 27 710 108 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, % 333333333333
Cap, veh/h 162 162 304 392 383 153 117 1186 333 62 1203 181 Arrive On Green 0.09 0.28 0.28 0.11 0.30 0.30 0.07 0.30 0.30 0.04 0.27 0.27 Sat Flow, veh/h 1767 577 1081 3428 1259 504 1767 3910 1100 1767 4425 665 Grp Volume(v), veh/h 123 0 46 265 0 21 76 607 298 27 540 278 Grp Sat Flow(s),veh/h/ln 1767 0 1658 1714 0 1763 1767 1689 1632 1767 1689 1713 Q Serve(g_s), s 4.7 0.0 1.4 5.2 0.0 0.6 2.9 10.6 10.8 1.0 9.6 9.8 Cycle Q Clear(g_c), s 4.7 0.0 1.4 5.2 0.0 0.6 2.9 10.6 10.8 1.0 9.6 9.8 Prop In Lane 1.00 0.65 1.00 0.29 1.00 0.67 1.00 0.39
Lane Grp Cap(c), veh/h 162 0 466 392 0 536 117 1024 495 62 918 466 V/C Ratio(X) 0.76 0.00 0.10 0.68 0.00 0.04 0.65 0.59 0.60 0.44 0.59 0.60 Avail Cap(c_a), veh/h 636 0 477 1234 0 536 636 2430 1175 636 2430 1233 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 30.8 0.0 18.5 29.5 0.0 17.0 31.6 20.6 20.6 32.8 21.9 22.0 Incr Delay (d2), s/veh 7.2 0.0 0.1 2.0 0.0 0.0 5.9 0.5 1.2 4.8 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.5 2.2 0.0 0.2 1.4 3.9 3.9 0.5 3.6 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 18.6 31.6 0.0 17.1 37.5 21.1 21.8 37.6 22.5 23.2 LnGrp LOS D A B C A B DCCDCC
Approach Vol, veh/h 169 286 981 845
Approach Delay, s/veh 32.7 30.5 22.6 23.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 26.1 10.9 25.6 9.1 23.9 12.5 24.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 20.0 25.0 50.0 25.0 20.0 Max Q Clear Time (g_c+I1), s 3.0 12.8 6.7 2.6 4.9 11.8 7.2 3.4 Green Ext Time (p_c), s 0.0 7.0 0.3 0.0 0.1 6.1 0.8 0.1 Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 0 107 0 0 0 324 899 3 1 966 77 Future Volume (veh/h) 86 0 107 0 0 0 324 899 3 1 966 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 89 0 11 0 0 0 334 927 3 1 996 73
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, % 333333333333
Cap, veh/h 213 0 149 0 336 0 429 3925 13 3 3027 221
Arrive On Green 0.10 0.00 0.10 0.00 0.00 0.00 0.13 0.75 0.75 0.00 0.63 0.63 Sat Flow, veh/h 1397 0 1563 0 3711 0 3428 5212 17 1767 4807 352 Grp Volume(v), veh/h 89 0 11 0 0 0 334 601 329 1 699 370 Grp Sat Flow(s),veh/h/ln 1397 0 1563 0 1763 0 1714 1689 1852 1767 1689 1782 Q Serve(g_s), s 5.5 0.0 0.6 0.0 0.0 0.0 8.5 4.8 4.8 0.1 8.7 8.7 Cycle Q Clear(g_c), s 5.5 0.0 0.6 0.0 0.0 0.0 8.5 4.8 4.8 0.1 8.7 8.7 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.01 1.00 0.20
Lane Grp Cap(c), veh/h 213 0 149 0 336 0 429 2543 1395 3 2126 1122 V/C Ratio(X) 0.42 0.00 0.07 0.00 0.00 0.00 0.78 0.24 0.24 0.34 0.33 0.33 Avail Cap(c_a), veh/h 616 0 599 0 1351 0 724 2543 1395 236 2126 1122 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 0.00 0.00 0.00 0.70 0.70 0.70 0.75 0.75 0.75 Uniform Delay (d), s/veh 39.3 0.0 37.1 0.0 0.0 0.0 38.2 3.3 3.3 44.9 7.8 7.8 Incr Delay (d2), s/veh 1.3 0.0 0.2 0.0 0.0 0.0 2.2 0.2 0.3 45.5 0.3 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/ln 2.0 0.0 0.2 0.0 0.0 0.0 3.6 1.2 1.3 0.1 2.8 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 0.0 37.3 0.0 0.0 0.0 40.3 3.5 3.6 90.4 8.1 8.4 LnGrp LOS D A D A A A D A A F A A
Approach Vol, veh/h 100 0 1264 1070
Approach Delay, s/veh 40.3 0.0 13.3 8.3
Approach LOS D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 72.8 13.1 15.3 61.7 13.1
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 12.0 30.0 34.5 19.0 23.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 6.8 0.0 10.5 10.7 7.5
Green Ext Time (p_c), s 0.0 6.3 0.0 0.8 5.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 540 1322 0 0 1324 387 474 4 483 0 0 0 Future Volume (veh/h) 540 1322 0 0 1324 387 474 4 483 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 574 1406 0 0 1409 0 507 0 514
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 330033333
Cap, veh/h 612 2446 0 0 1502 704 0 625
Arrive On Green 0.18 0.69 0.00 0.00 0.48 0.00 0.20 0.00 0.20 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3140
Grp Volume(v), veh/h 574 1406 0 0 1409 0 507 0 514
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1570 Q Serve(g_s), s 13.9 17.1 0.0 0.0 35.7 0.0 11.3 0.0 13.2 Cycle Q Clear(g_c), s 13.9 17.1 0.0 0.0 35.7 0.0 11.3 0.0 13.2 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 612 2446 0 0 1502 704 0 625
V/C Ratio(X) 0.94 0.57 0.00 0.00 0.94 0.72 0.00 0.82
Avail Cap(c_a), veh/h 612 2446 0 0 1502 926 0 822
HCM Platoon Ratio 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 0.00 0.76 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.0 6.6 0.0 0.0 20.7 0.0 31.4 0.0 32.2 Incr Delay (d2), s/veh 21.9 1.0 0.0 0.0 9.4 0.0 1.1 0.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 5.1 0.0 0.0 9.0 0.0 4.7 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.0 7.5 0.0 0.0 30.1 0.0 32.5 0.0 36.1 LnGrp LOS EAAAC CAD
Approach Vol, veh/h 1980 1409 A 1021
Approach Delay, s/veh 21.6 30.1 34.4
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.3 18.0 45.3 20.7
Change Period (Y+Rc), s 5.0 3.0 * 5 4.0
Max Green Setting (Gmax), s 53.0 15.0 * 36 22.0
Max Q Clear Time (g_c+I1), s 19.1 15.9 37.7 15.2
Green Ext Time (p_c), s 22.9 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 704 881 120 110 730 441 159 78 84 399 47 738 Future Volume (veh/h) 704 881 120 110 730 441 159 78 84 399 47 738 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 718 899 0 112 745 0 162 80 0 407 48 169 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, % 333333333333
Cap, veh/h 1515 2885 279 996 256 276 343 216 322
Arrive On Green 0.44 0.57 0.00 0.08 0.20 0.00 0.07 0.08 0.00 0.10 0.12 0.12 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 718 899 0 112 745 0 162 80 0 407 48 169 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 17.7 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 2.7 Cycle Q Clear(g_c), s 17.7 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 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 1515 2885 279 996 256 276 343 216 322 V/C Ratio(X) 0.47 0.31 0.40 0.75 0.63 0.29 1.19 0.22 0.53 Avail Cap(c_a), veh/h 1515 2885 371 1456 343 896 343 472 703 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) 0.70 0.70 0.00 0.87 0.87 0.00 1.00 1.00 0.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 23.6 13.5 0.0 52.3 45.4 0.0 53.9 52.2 0.0 54.0 48.1 7.8 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.3 0.5 0.0 1.0 0.2 0.0 108.3 0.2 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/ln 7.0 4.1 0.0 1.6 6.9 0.0 2.4 1.1 0.0 10.3 1.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.7 13.7 0.0 52.6 45.9 0.0 54.9 52.4 0.0 162.3 48.3 8.3 LnGrp LOS C B D D D D F D A
Approach Vol, veh/h 1617 A 857 A 242 A 624
Approach Delay, s/veh 18.2 46.8 54.1 111.8
Approach LOS B D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 73.8 13.0 19.4 58.5 29.1 17.5 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 13.0 45.5 12.0 30.5 24.0 * 35 12.0 * 31 Max Q Clear Time (g_c+I1), s 5.7 13.1 7.5 4.8 19.7 18.6 14.0 4.6 Green Ext Time (p_c), s 0.1 4.5 0.1 0.5 0.8 3.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 45.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1233 14 40 1214 22 30 1 38 19 0 45 Future Volume (veh/h) 60 1233 14 40 1214 22 30 1 38 19 0 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 1271 9 41 1252 22 31 1 2 20 0 2 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, % 333333333333
Cap, veh/h 1657 3779 1147 66 1213 21 110 9 7 155 33 27
Arrive On Green 0.97 1.00 1.00 0.04 0.30 0.30 0.03 0.00 0.00 0.05 0.00 0.02 Sat Flow, veh/h 3428 5066 1537 1767 4045 71 3428 1856 1572 3428 1856 1510 Grp Volume(v), veh/h 62 1271 9 41 825 449 31 1 2 20 0 2 Grp Sat Flow(s),veh/h/ln 1714 1689 1537 1767 1333 1450 1714 1856 1572 1714 1856 1510 Q Serve(g_s), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.1 0.7 0.0 0.1 Cycle Q Clear(g_c), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.1 0.7 0.0 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1657 3779 1147 66 800 435 110 9 7 155 33 27 V/C Ratio(X) 0.04 0.34 0.01 0.62 1.03 1.03 0.28 0.11 0.27 0.13 0.00 0.07 Avail Cap(c_a), veh/h 1657 3779 1147 280 800 435 286 541 459 286 541 440 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.0 0.0 0.0 56.9 42.0 42.0 56.7 59.5 46.0 55.0 0.0 10.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 8.3 38.4 49.1 1.9 2.1 6.9 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 1.4 15.8 18.5 0.5 0.0 0.1 0.3 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.0 0.2 0.0 65.2 80.4 91.1 58.7 61.5 52.9 55.2 0.0 10.8 LnGrp LOS AAAEFFEEDEAB
Approach Vol, veh/h 1342 1315 34 22
Approach Delay, s/veh 0.3 83.6 58.4 51.1
Approach LOS A F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 94.5 8.9 7.1 63.0 41.0 10.4 5.6 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), s 19.0 36.0 10.0 35.0 19.0 36.0 10.0 35.0 Max Q Clear Time (g_c+I1), s 4.7 2.0 3.1 2.1 2.1 38.0 2.7 2.1 Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 150 811 130 267 690 49 407 475 141 9 83 47 Future Volume (vph) 150 811 130 267 690 49 407 475 141 9 83 47 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3875 1568 4981 3400 3369 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3875 1568 4981 3400 3369 1752
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 152 819 131 270 697 49 411 480 142 9 84 47 RTOR Reduction (vph) 0 0 0 132 60000000
Lane Group Flow (vph) 152 950 0 138 740 0 411 631 0 0 0 131 Confl. Peds. (#/hr) 14 2
Confl. Bikes (#/hr) 2 2 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 10.7 61.2 61.2 46.0 25.5 30.3 14.0 Effective Green, g (s) 10.7 61.2 61.2 46.0 25.5 30.3 14.0 Actuated g/C Ratio 0.09 0.51 0.51 0.38 0.21 0.25 0.12
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 303 1976 799 1909 722 850 204
v/s Ratio Prot 0.04 c0.25 0.15 0.12 c0.19 c0.07
v/s Ratio Perm 0.09
v/c Ratio 0.50 0.48 0.17 0.39 0.57 0.74 0.64
Uniform Delay, d1 52.1 19.1 15.8 26.8 42.3 41.3 50.6
Progression Factor 0.69 1.05 3.23 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.2 0.1 0.6 1.0 3.8 6.7
Delay (s) 37.3 20.3 51.1 27.4 43.4 45.0 57.4
Level of Service D C D C D D E
Approach Delay (s) 28.2 27.4 44.4
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

HCM 6th Signalized Intersection Summary
1: Diamond Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 877 608 199 1376 699 201
Future Volume (veh/h) 877 608 199 1376 699 201
Initial Q (Qb), veh 000000
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 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 904 0 205 1419 721 44
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 333333
Cap, veh/h 2628 229 3434 850 390
Arrive On Green 0.52 0.00 0.13 0.68 0.25 0.25
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 904 0 205 1419 721 44
Grp Sat Flow(s),veh/h/ln 1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 14.1 0.0 15.4 16.9 27.0 2.9
Cycle Q Clear(g_c), s 14.1 0.0 15.4 16.9 27.0 2.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2628 229 3434 850 390
V/C Ratio(X) 0.34 0.90 0.41 0.85 0.11
Avail Cap(c_a), veh/h 2628 262 3434 1244 571
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.92 0.92 0.72 0.72
Uniform Delay (d), s/veh 19.0 0.0 57.9 9.7 48.3 39.3
Incr Delay (d2), s/veh 0.4 0.0 24.5 0.1 3.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.5 0.0 8.4 5.8 11.9 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 82.4 9.8 51.7 39.4
LnGrp LOS B F A D D
Approach Vol, veh/h 904 A 1624 765
Approach Delay, s/veh 19.4 19.0 51.0
Approach LOS B B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.5 75.0 38.5 96.5
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 52.0 49.0 76.0
Max Q Clear Time (g_c+I1), s 17.4 16.1 29.0 18.9
Green Ext Time (p_c), s 0.1 10.0 4.4 21.6
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 992 70 124 1424 6 133 1 124 5 7 18 Future Volume (veh/h) 13 992 70 124 1424 6 133 1 124 5 7 18 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 14 1033 0 129 1483 6 140 00570
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, % 333333333333
Cap, veh/h 43 3443 151 3858 16 234 0 18 26 0
Arrive On Green 0.02 0.68 0.00 0.17 1.00 1.00 0.07 0.00 0.00 0.02 0.02 0.00 Sat Flow, veh/h 1767 5233 0 1767 5208 21 3534 0 1572 757 1060 0 Grp Volume(v), veh/h 14 1033 0 129 962 527 140 0 0 12 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1852 1767 0 1572 1818 0 0 Q Serve(g_s), s 1.1 11.1 0.0 9.6 0.0 0.0 5.2 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 1.1 11.1 0.0 9.6 0.0 0.0 5.2 0.0 0.0 0.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.01 1.00 1.00 0.42 0.00
Lane Grp Cap(c), veh/h 43 3443 151 2502 1372 234 0 44 0 0 V/C Ratio(X) 0.33 0.30 0.85 0.38 0.38 0.60 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 288 3443 209 2502 1372 288 0 431 0 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) 0.93 0.93 0.00 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 64.8 8.7 0.0 55.2 0.0 0.0 61.3 0.0 0.0 64.7 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.2 0.0 15.2 0.1 0.2 0.9 0.0 0.0 1.2 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/ln 0.5 3.8 0.0 4.5 0.0 0.1 2.4 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 8.9 0.0 70.3 0.1 0.2 62.2 0.0 0.0 65.9 0.0 0.0 LnGrp LOS E A EAAEA EAA
Approach Vol, veh/h 1047 A 1618 140 A 12
Approach Delay, s/veh 9.7 5.8 62.2 65.9
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 97.3 14.0 7.3 105.5 8.3
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 16.0 56.5 11.0 22.0 50.5 32.0 Max Q Clear Time (g_c+I1), s 11.6 13.1 7.2 3.1 2.0 2.9
Green Ext Time (p_c), s 0.1 12.6 0.1 0.0 20.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 946 60 149 1341 27 117 20 261 35 12 96 Future Volume (veh/h) 68 946 60 149 1341 27 117 20 261 35 12 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.98 0.98 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 71 985 59 155 1397 0 122 21 32 36 12 8 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, % 333333333333
Cap, veh/h 110 3330 199 178 3647 196 205 171 186 205 171 Arrive On Green 0.12 1.00 1.00 0.20 1.00 0.00 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1767 4887 292 1767 5066 1572 1360 1856 1547 1321 1856 1547 Grp Volume(v), veh/h 71 680 364 155 1397 0 122 21 32 36 12 8 Grp Sat Flow(s),veh/h/ln 1767 1689 1802 1767 1689 1572 1360 1856 1547 1321 1856 1547 Q Serve(g_s), s 5.2 0.0 0.0 11.5 0.0 0.0 11.9 1.4 2.5 3.4 0.8 0.6 Cycle Q Clear(g_c), s 5.2 0.0 0.0 11.5 0.0 0.0 12.7 1.4 2.5 4.8 0.8 0.6 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 110 2301 1228 178 3647 196 205 171 186 205 171 V/C Ratio(X) 0.65 0.30 0.30 0.87 0.38 0.62 0.10 0.19 0.19 0.06 0.05 Avail Cap(c_a), veh/h 236 2301 1228 367 3647 398 481 401 382 481 401 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) 0.94 0.94 0.94 0.93 0.93 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 0.0 0.0 53.1 0.0 0.0 59.4 54.0 54.5 56.1 53.7 53.7 Incr Delay (d2), s/veh 2.2 0.1 0.2 4.7 0.3 0.0 1.2 0.1 0.2 0.2 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/ln 2.3 0.0 0.1 4.8 0.1 0.0 4.2 0.7 1.0 1.2 0.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.1 0.2 57.8 0.3 0.0 60.6 54.1 54.7 56.3 53.8 53.7 LnGrp LOS EAAEA EDDEDD
Approach Vol, veh/h 1115 1552 A 175 56
Approach Delay, s/veh 3.9 6.0 58.8 55.4
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.4 102.7 19.9 17.6 97.5 19.9 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 18.0 67.5 35.0 28.0 57.5 35.0 Max Q Clear Time (g_c+I1), s 7.2 2.0 14.7 13.5 2.0 6.8
Green Ext Time (p_c), s 0.0 21.9 0.3 0.2 12.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1480 36 79 875 191 31 53 186 616 37 466 Future Volume (veh/h) 0 1480 36 79 875 191 31 53 186 616 37 466 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1542 36 82 911 0 32 55 0 642 131 101 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, % 033333333333
Cap, veh/h 0 2334 54 125 3129 113 119 101 719 377 320
Arrive On Green 0.00 1.00 1.00 0.07 0.62 0.00 0.06 0.06 0.00 0.20 0.20 0.20 Sat Flow, veh/h 0 4975 105 1767 5233 0 1767 1856 1572 3534 1856 1572 Grp Volume(v), veh/h 0 951 627 82 911 0 32 55 0 642 131 101 Grp Sat Flow(s),veh/h/ln 0 1392 1833 1767 1689 0 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 0.0 0.0 0.0 6.1 11.3 0.0 2.3 3.9 0.0 23.9 8.2 7.4 Cycle Q Clear(g_c), s 0.0 0.0 0.0 6.1 11.3 0.0 2.3 3.9 0.0 23.9 8.2 7.4 Prop In Lane 0.00 0.06 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1440 948 125 3129 113 119 101 719 377 320 V/C Ratio(X) 0.00 0.66 0.66 0.66 0.29 0.28 0.46 0.00 0.89 0.35 0.32 Avail Cap(c_a), veh/h 0 1440 948 196 3129 170 179 151 969 509 431 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.91 0.91 0.97 0.97 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 61.1 12.0 0.0 60.2 60.9 0.0 52.3 46.1 45.8 Incr Delay (d2), s/veh 0.0 2.2 3.3 2.1 0.1 0.0 0.5 1.0 0.0 6.9 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.4 0.9 2.8 4.1 0.0 1.1 1.9 0.0 11.1 3.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 2.2 3.3 63.3 12.1 0.0 60.7 62.0 0.0 59.3 46.3 46.0 LnGrp LOS AAAEB EEAEDD
Approach Vol, veh/h 1578 993 A 87 874
Approach Delay, s/veh 2.6 16.3 61.5 55.8
Approach LOS ABEE
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 13.5 75.3 13.7 88.9 32.5
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 50.5 13.0 69.5 37.0
Max Q Clear Time (g_c+I1), s 8.1 2.0 5.9 13.3 25.9
Green Ext Time (p_c), s 0.0 22.9 0.1 11.1 1.6
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 1281 555 54 910 207 218 462 103 0 0 0 Future Volume (veh/h) 12 1281 555 54 910 207 218 462 103 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 1321 520 56 938 126 225 476 106 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 333333333
Cap, veh/h 35 2165 839 115 4030 1115 667 558 123
Arrive On Green 1.00 1.00 1.00 0.07 0.72 0.72 0.19 0.19 0.19 Sat Flow, veh/h 13 3441 1333 1767 5567 1540 3428 2868 635 Grp Volume(v), veh/h 704 592 556 56 938 126 225 291 291 Grp Sat Flow(s),veh/h/ln 1824 1537 1427 1767 1856 1540 1714 1763 1740 Q Serve(g_s), s 0.0 0.0 0.0 4.1 7.6 3.3 7.6 21.5 21.8
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.1 7.6 3.3 7.6 21.5 21.8 Prop In Lane 0.02 0.93 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 1175 967 898 115 4030 1115 667 343 339 V/C Ratio(X) 0.60 0.61 0.62 0.49 0.23 0.11 0.34 0.85 0.86 Avail Cap(c_a), veh/h 1175 967 898 209 4030 1115 927 477 470 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.48 0.48 0.48 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 60.9 6.2 5.6 46.9 52.5 52.6 Incr Delay (d2), s/veh 1.1 1.4 1.6 1.1 0.0 0.1 0.1 7.6 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 1.9 2.7 1.0 3.3 10.2 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.1 1.4 1.6 62.1 6.2 5.7 47.0 60.1 61.0 LnGrp LOS AAAEAADEE
Approach Vol, veh/h 1853 1120 807
Approach Delay, s/veh 1.3 9.0 56.8
Approach LOS A A E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.8 90.5 31.8 103.2
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 67.5 36.5 87.5
Max Q Clear Time (g_c+I1), s 6.1 2.0 23.8 9.6
Green Ext Time (p_c), s 0.0 34.9 2.3 13.7
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 117 117 25 39 31 176 424 26 23 567 238 Future Volume (veh/h) 393 117 117 25 39 31 176 424 26 23 567 238 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 405 121 26 26 40 2 181 437 24 24 585 121 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, % 333333333333
Cap, veh/h 330 193 162 49 120 6 206 3485 190 47 2180 945 Arrive On Green 0.10 0.10 0.10 0.03 0.04 0.04 0.12 0.71 0.71 0.03 0.62 0.62 Sat Flow, veh/h 3428 1856 1563 1767 3418 170 1767 4917 268 1767 3526 1528 Grp Volume(v), veh/h 405 121 26 26 20 22 181 299 162 24 585 121 Grp Sat Flow(s),veh/h/ln 1714 1856 1563 1767 1763 1825 1767 1689 1807 1767 1763 1528 Q Serve(g_s), s 13.0 8.4 2.0 2.0 1.5 1.6 13.6 3.8 3.9 1.8 10.2 4.4 Cycle Q Clear(g_c), s 13.0 8.4 2.0 2.0 1.5 1.6 13.6 3.8 3.9 1.8 10.2 4.4 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 330 193 162 49 62 64 206 2394 1281 47 2180 945 V/C Ratio(X) 1.23 0.63 0.16 0.53 0.33 0.33 0.88 0.12 0.13 0.51 0.27 0.13 Avail Cap(c_a), veh/h 330 357 301 484 653 676 327 2394 1281 144 2180 945 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.72 0.72 0.72 Uniform Delay (d), s/veh 61.0 58.0 55.1 64.8 63.6 63.6 58.7 6.3 6.3 64.9 11.8 10.7 Incr Delay (d2), s/veh 125.9 1.3 0.2 3.3 1.1 1.1 9.3 0.1 0.2 2.3 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.4 4.0 0.8 0.9 0.7 0.7 6.6 1.3 1.5 0.8 4.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 186.9 59.2 55.3 68.1 64.7 64.7 67.9 6.4 6.5 67.2 12.0 10.9 LnGrp LOS F EEEEEEAAEBB
Approach Vol, veh/h 552 68 642 730
Approach Delay, s/veh 152.8 66.0 23.8 13.6
Approach LOS F E C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 100.7 17.0 9.8 19.8 88.5 7.7 19.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 43.0 13.0 50.0 25.0 29.0 37.0 26.0 Max Q Clear Time (g_c+I1), s 3.8 5.9 15.0 3.6 15.6 12.2 4.0 10.4 Green Ext Time (p_c), s 0.0 1.9 0.0 0.1 0.2 5.4 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 57.2
HCM 6th LOS E

HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 173 41 64 82 22 66 70 426 37 54 525 205 Future Volume (veh/h) 173 41 64 82 22 66 70 426 37 54 525 205 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 184 44 35 87 23 0 74 453 34 57 559 189 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, % 333333333333
Cap, veh/h 244 80 64 168 115 0 94 3186 237 77 2453 806
Arrive On Green 0.07 0.08 0.08 0.05 0.06 0.00 0.11 1.00 1.00 0.04 0.65 0.65 Sat Flow, veh/h 3428 954 759 3428 1856 0 1767 4811 357 1767 3756 1234 Grp Volume(v), veh/h 184 0 79 87 23 0 74 317 170 57 501 247 Grp Sat Flow(s),veh/h/ln 1714 0 1713 1714 1856 0 1767 1689 1791 1767 1689 1613 Q Serve(g_s), s 6.1 0.0 5.1 2.8 1.4 0.0 4.7 0.0 0.0 3.7 7.0 7.2 Cycle Q Clear(g_c), s 6.1 0.0 5.1 2.8 1.4 0.0 4.7 0.0 0.0 3.7 7.0 7.2 Prop In Lane 1.00 0.44 1.00 0.00 1.00 0.20 1.00 0.77
Lane Grp Cap(c), veh/h 244 0 144 168 115 0 94 2237 1186 77 2205 1053 V/C Ratio(X) 0.76 0.00 0.55 0.52 0.20 0.00 0.79 0.14 0.14 0.74 0.23 0.23 Avail Cap(c_a), veh/h 313 0 499 313 541 0 161 2237 1186 161 2205 1053 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.99 0.99 0.99 0.96 0.96 0.96 Uniform Delay (d), s/veh 52.4 0.0 50.6 53.4 51.2 0.0 50.8 0.0 0.0 54.3 8.1 8.2 Incr Delay (d2), s/veh 7.6 0.0 3.2 2.5 0.8 0.0 13.4 0.1 0.3 12.3 0.2 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/ln 2.9 0.0 2.3 1.3 0.7 0.0 2.3 0.0 0.1 1.9 2.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.0 53.8 55.8 52.1 0.0 64.2 0.1 0.3 66.6 8.4 8.7 LnGrp LOS E A D E D AEAAEAA
Approach Vol, veh/h 263 110 561 805
Approach Delay, s/veh 58.1 55.0 8.6 12.6
Approach LOS EEAB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 80.1 10.1 14.2 9.5 81.2 12.7 11.6 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 42.0 10.5 33.5 10.5 42.0 10.5 33.5 Max Q Clear Time (g_c+I1), s 6.7 9.2 4.8 7.1 5.7 2.0 8.1 3.4 Green Ext Time (p_c), s 0.0 5.4 0.1 0.4 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 20.9
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 13 154 51 4 51 337 251 9 66 431 131 Future Volume (veh/h) 138 13 154 51 4 51 337 251 9 66 431 131 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 154 0 9 53 4 17 351 261 8 69 449 99 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, % 333333333333
Cap, veh/h 263 0 115 83 6 27 313 2259 69 88 2523 540
Arrive On Green 0.07 0.00 0.07 0.07 0.07 0.07 0.15 1.00 1.00 0.07 0.81 0.81 Sat Flow, veh/h 3534 0 1547 1228 93 394 3428 3491 107 1767 4165 891 Grp Volume(v), veh/h 154 0 9 74 0 0 351 131 138 69 361 187 Grp Sat Flow(s),veh/h/ln 1767 0 1547 1715 0 0 1714 1763 1835 1767 1689 1679 Q Serve(g_s), s 4.8 0.0 0.6 4.8 0.0 0.0 10.5 0.0 0.0 4.4 2.8 2.9 Cycle Q Clear(g_c), s 4.8 0.0 0.6 4.8 0.0 0.0 10.5 0.0 0.0 4.4 2.8 2.9 Prop In Lane 1.00 1.00 0.72 0.23 1.00 0.06 1.00 0.53
Lane Grp Cap(c), veh/h 263 0 115 116 0 0 313 1141 1188 88 2046 1017 V/C Ratio(X) 0.59 0.00 0.08 0.64 0.00 0.00 1.12 0.12 0.12 0.78 0.18 0.18 Avail Cap(c_a), veh/h 876 0 383 425 0 0 313 1141 1188 161 2046 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.98 0.98 0.98 0.97 0.97 0.97 Uniform Delay (d), s/veh 51.5 0.0 49.5 52.2 0.0 0.0 48.7 0.0 0.0 53.1 4.7 4.7 Incr Delay (d2), s/veh 2.1 0.0 0.3 5.7 0.0 0.0 87.2 0.2 0.2 13.4 0.2 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/ln 2.2 0.0 0.3 2.3 0.0 0.0 7.9 0.1 0.1 2.3 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 0.0 49.8 57.9 0.0 0.0 135.9 0.2 0.2 66.5 4.9 5.1 LnGrp LOS D A D E A A F AAEAA
Approach Vol, veh/h 163 74 620 617
Approach Delay, s/veh 53.4 57.9 77.0 11.8
Approach LOS D E E B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 79.4 13.1 15.0 74.7 12.3
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 10.5 29.0 28.5 10.5 29.0 28.5 Max Q Clear Time (g_c+I1), s 6.4 2.0 6.8 12.5 4.9 6.8
Green Ext Time (p_c), s 0.0 1.5 0.5 0.0 3.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 9 56 174 7 15 42 557 139 20 629 56 Future Volume (veh/h) 67 9 56 174 7 15 42 557 139 20 629 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 67 9 9 174 7 2 42 557 112 20 629 49 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 333333333333
Cap, veh/h 86 158 158 234 283 81 68 2376 469 44 2614 202 Arrive On Green 0.05 0.19 0.19 0.07 0.21 0.21 0.04 0.56 0.56 0.05 1.00 1.00 Sat Flow, veh/h 1767 850 850 3428 1378 394 1767 4242 837 1767 4785 370 Grp Volume(v), veh/h 67 0 18 174 0 9 42 441 228 20 442 236 Grp Sat Flow(s),veh/h/ln 1767 0 1701 1714 0 1772 1767 1689 1702 1767 1689 1777 Q Serve(g_s), s 4.3 0.0 1.0 5.7 0.0 0.5 2.7 7.6 7.8 1.3 0.0 0.0 Cycle Q Clear(g_c), s 4.3 0.0 1.0 5.7 0.0 0.5 2.7 7.6 7.8 1.3 0.0 0.0 Prop In Lane 1.00 0.50 1.00 0.22 1.00 0.49 1.00 0.21
Lane Grp Cap(c), veh/h 86 0 317 234 0 364 68 1892 953 44 1845 971 V/C Ratio(X) 0.78 0.00 0.06 0.74 0.00 0.02 0.62 0.23 0.24 0.46 0.24 0.24 Avail Cap(c_a), veh/h 161 0 584 313 0 609 161 1892 953 161 1845 971 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 0.99 0.99 0.99 0.96 0.96 0.96 Uniform Delay (d), s/veh 54.1 0.0 38.5 52.6 0.0 36.5 54.4 12.8 12.8 53.9 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.0 0.1 6.5 0.0 0.0 8.7 0.3 0.6 7.1 0.3 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/ln 2.3 0.0 0.4 2.7 0.0 0.2 1.4 2.9 3.0 0.6 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.0 0.0 38.6 59.1 0.0 36.5 63.1 13.1 13.4 61.0 0.3 0.6 LnGrp LOS E A D E A D EBBEAA
Approach Vol, veh/h 85 183 711 698
Approach Delay, s/veh 61.8 57.9 16.1 2.1
Approach LOS EEBA
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 69.4 10.1 28.1 8.9 67.8 12.3 25.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 10.5 36.0 10.5 39.5 10.5 36.0 10.5 39.5 Max Q Clear Time (g_c+I1), s 3.3 9.8 6.3 2.5 4.7 2.0 7.7 3.0 Green Ext Time (p_c), s 0.0 4.5 0.0 0.0 0.0 4.7 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 0 50 7 1 4 249 657 10 1 820 69 Future Volume (veh/h) 60 0 50 7 1 4 249 657 10 1 820 69 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 0 16 7 1 0 257 677 9 1 845 65
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, % 333333333333
Cap, veh/h 249 0 190 191 198 0 348 3732 50 3 2993 229
Arrive On Green 0.12 0.00 0.12 0.12 0.12 0.00 0.10 0.72 0.72 0.00 0.62 0.62 Sat Flow, veh/h 1368 0 1538 900 1689 0 3428 5151 68 1767 4790 367 Grp Volume(v), veh/h 62 0 16 7 1 0 257 444 242 1 595 315 Grp Sat Flow(s),veh/h/ln 1368 0 1538 900 1604 0 1714 1689 1842 1767 1689 1779 Q Serve(g_s), s 3.7 0.0 0.8 0.4 0.0 0.0 6.6 3.7 3.8 0.1 7.2 7.3 Cycle Q Clear(g_c), s 3.8 0.0 0.8 4.2 0.0 0.0 6.6 3.7 3.8 0.1 7.2 7.3 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.04 1.00 0.21
Lane Grp Cap(c), veh/h 249 0 190 191 198 0 348 2447 1335 3 2110 1112 V/C Ratio(X) 0.25 0.00 0.08 0.04 0.01 0.00 0.74 0.18 0.18 0.34 0.28 0.28 Avail Cap(c_a), veh/h 606 0 590 545 615 0 686 2447 1335 216 2110 1112 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 0.87 0.87 0.87 0.97 0.97 0.97 Uniform Delay (d), s/veh 36.2 0.0 34.9 38.1 34.6 0.0 39.3 3.9 3.9 44.9 7.7 7.7 Incr Delay (d2), s/veh 0.5 0.0 0.2 0.1 0.0 0.0 2.7 0.1 0.3 57.0 0.3 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/ln 1.3 0.0 0.3 0.1 0.0 0.0 2.8 1.0 1.1 0.1 2.4 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 0.0 35.1 38.2 34.6 0.0 42.0 4.1 4.2 101.8 8.0 8.3 LnGrp LOS D A D D C A D A A F A A
Approach Vol, veh/h 78 8 943 911
Approach Delay, s/veh 36.4 37.8 14.4 8.2
Approach LOS D D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 70.2 15.6 13.1 61.2 15.6
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 11.0 31.0 34.5 18.0 24.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 5.8 6.2 8.6 9.3 5.8
Green Ext Time (p_c), s 0.0 4.5 0.0 0.6 5.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 513 1678 0 0 1053 420 290 2 240 0 0 0 Future Volume (veh/h) 513 1678 0 0 1053 420 290 2 240 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 534 1748 0 0 1097 0 303 0 250
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 330033333
Cap, veh/h 1255 2808 0 0 1223 402 0 357
Arrive On Green 0.37 0.80 0.00 0.00 0.39 0.00 0.11 0.00 0.11 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3145
Grp Volume(v), veh/h 534 1748 0 0 1097 0 303 0 250
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1572 Q Serve(g_s), s 11.7 20.0 0.0 0.0 32.9 0.0 8.3 0.0 7.7
Cycle Q Clear(g_c), s 11.7 20.0 0.0 0.0 32.9 0.0 8.3 0.0 7.7 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1255 2808 0 0 1223 402 0 357
V/C Ratio(X) 0.43 0.62 0.00 0.00 0.90 0.75 0.00 0.70
Avail Cap(c_a), veh/h 1255 2808 0 0 1284 954 0 849
HCM Platoon Ratio 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 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.8 4.1 0.0 0.0 28.6 0.0 43.0 0.0 42.7 Incr Delay (d2), s/veh 0.1 1.1 0.0 0.0 7.4 0.0 1.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 4.8 0.0 0.0 8.6 0.0 3.6 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 5.2 0.0 0.0 36.0 0.0 44.1 0.0 43.6 LnGrp LOS C A A A D D A D
Approach Vol, veh/h 2282 1097 A 553
Approach Delay, s/veh 9.5 36.0 43.9
Approach LOS A D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 84.6 41.6 43.0 15.4
Change Period (Y+Rc), s 5.0 5.0 * 4 4.0
Max Green Setting (Gmax), s 64.0 21.0 * 41 27.0
Max Q Clear Time (g_c+I1), s 22.0 13.7 34.9 10.3
Green Ext Time (p_c), s 33.1 0.7 4.2 1.1
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 447 1309 69 73 838 388 179 50 87 420 41 494 Future Volume (veh/h) 447 1309 69 73 838 388 179 50 87 420 41 494 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 456 1336 0 74 855 0 183 51 0 429 42 89 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, % 333333333333
Cap, veh/h 1463 2899 231 1025 233 236 503 291 434
Arrive On Green 0.43 0.57 0.00 0.07 0.20 0.00 0.07 0.07 0.00 0.15 0.16 0.16 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 456 1336 0 74 855 0 183 51 0 429 42 89 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 12.3 21.4 0.0 2.9 22.7 0.0 7.4 1.9 0.0 17.1 2.7 1.6 Cycle Q Clear(g_c), s 12.3 21.4 0.0 2.9 22.7 0.0 7.4 1.9 0.0 17.1 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 1463 2899 231 1025 233 236 503 291 434 V/C Ratio(X) 0.31 0.46 0.32 0.83 0.79 0.22 0.85 0.14 0.21 Avail Cap(c_a), veh/h 1463 2899 269 1284 367 768 661 364 544 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) 0.71 0.71 0.00 0.86 0.86 0.00 1.00 1.00 0.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 26.5 17.4 0.0 62.2 53.6 0.0 64.3 61.8 0.0 58.2 50.9 8.3 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 2.8 0.0 2.2 0.2 0.0 9.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 8.3 0.0 1.3 9.8 0.0 3.3 0.9 0.0 8.0 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 17.8 0.0 62.5 56.4 0.0 66.5 62.0 0.0 67.3 51.0 8.4 LnGrp LOS C B E E E E E D A
Approach Vol, veh/h 1792 A 929 A 234 A 560
Approach Delay, s/veh 20.0 56.9 65.5 56.7
Approach LOS C E E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 85.6 13.5 27.4 65.2 33.8 26.1 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 11.0 52.5 15.0 27.5 28.0 * 36 27.0 * 31 Max Q Clear Time (g_c+I1), s 4.9 23.4 9.4 4.7 14.3 24.7 19.1 3.9 Green Ext Time (p_c), s 0.0 7.5 0.2 0.3 0.8 3.1 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay 38.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1719 18 50 1094 19 85 4 116 99 2 114 Future Volume (veh/h) 53 1719 18 50 1094 19 85 4 116 99 2 114 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 56 1809 12 53 1152 19 89 4 3 104 2 3 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, % 333333333333
Cap, veh/h 1573 3809 1149 68 1343 22 142 26 22 180 47 38 Arrive On Green 0.15 0.25 0.25 0.04 0.33 0.33 0.04 0.01 0.01 0.05 0.03 0.03 Sat Flow, veh/h 3428 5066 1528 1767 4050 67 3428 1856 1535 3428 1856 1517 Grp Volume(v), veh/h 56 1809 12 53 758 413 89 4 3 104 2 3 Grp Sat Flow(s),veh/h/ln 1714 1689 1528 1767 1333 1451 1714 1856 1535 1714 1856 1517 Q Serve(g_s), s 2.0 42.6 0.8 4.2 37.2 37.2 3.6 0.3 0.2 4.1 0.1 0.1 Cycle Q Clear(g_c), s 2.0 42.6 0.8 4.2 37.2 37.2 3.6 0.3 0.2 4.1 0.1 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1573 3809 1149 68 884 481 142 26 22 180 47 38 V/C Ratio(X) 0.04 0.47 0.01 0.78 0.86 0.86 0.63 0.15 0.14 0.58 0.04 0.08 Avail Cap(c_a), veh/h 1573 3809 1149 139 971 528 514 490 406 514 490 401 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 29.1 13.4 66.7 43.7 43.7 66.0 68.2 53.8 64.8 66.6 13.9 Incr Delay (d2), s/veh 0.0 0.4 0.0 15.7 7.0 12.1 6.3 1.0 1.1 1.1 0.1 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/ln 0.8 19.5 0.3 2.2 13.0 14.8 1.7 0.2 0.1 1.9 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 29.4 13.4 82.4 50.7 55.8 72.3 69.2 54.9 65.9 66.7 14.2 LnGrp LOS C C B F D E E E D E E B
Approach Vol, veh/h 1877 1224 96 109
Approach Delay, s/veh 29.4 53.8 71.6 64.5
Approach LOS C D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 110.3 10.8 8.5 69.2 51.4 12.3 7.0 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), s 11.0 51.0 21.0 37.0 11.0 51.0 21.0 37.0 Max Q Clear Time (g_c+I1), s 6.2 44.6 5.6 2.1 4.0 39.2 6.1 2.3 Green Ext Time (p_c), s 0.0 4.4 0.3 0.0 0.1 7.2 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 40.8
HCM 6th LOS D

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 171 1303 171 332 488 29 383 465 171 4 91 61 Future Volume (vph) 171 1303 171 332 488 29 383 465 171 4 91 61 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3894 1568 4986 3400 3361 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3894 1568 4986 3400 3361 1752
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 174 1330 174 339 498 30 391 474 174 4 93 62 RTOR Reduction (vph) 0 0 0 131 40000000
Lane Group Flow (vph) 174 1504 0 208 524 0 391 652 0 0 0 155 Confl. Peds. (#/hr) 9 10 9
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 11.4 60.7 60.7 44.8 24.1 31.8 13.0 Effective Green, g (s) 11.4 60.7 60.7 44.8 24.1 31.8 13.0 Actuated g/C Ratio 0.10 0.51 0.51 0.37 0.20 0.27 0.11
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 323 1969 793 1861 682 890 189
v/s Ratio Prot 0.05 c0.39 0.11 0.12 c0.19 c0.09
v/s Ratio Perm 0.13
v/c Ratio 0.54 0.76 0.26 0.28 0.57 0.73 0.82
Uniform Delay, d1 51.8 23.9 16.9 26.3 43.3 40.2 52.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.9 0.2 0.4 1.2 3.4 23.9
Delay (s) 53.5 25.8 17.1 26.7 44.5 43.6 76.2
Level of Service D C B C D D E
Approach Delay (s) 26.7 26.7 43.9
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 352 181
Future Volume (vph) 352 181
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.97
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1520
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1520
Peak-hour factor, PHF 0.98 0.98
Adj. Flow (vph) 359 185
RTOR Reduction (vph) 0 153
Lane Group Flow (vph) 359 32
Confl. Peds. (#/hr) 16
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3%
Turn Type NA Perm
Protected Phases 4
Permitted Phases 4
Actuated Green, G (s) 20.7 20.7
Effective Green, g (s) 20.7 20.7
Actuated g/C Ratio 0.17 0.17
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 4.0 4.0
Lane Grp Cap (vph) 604 262
v/s Ratio Prot 0.10
v/s Ratio Perm 0.02
v/c Ratio 0.59 0.12
Uniform Delay, d1 45.8 42.0
Progression Factor 1.00 1.00
Incremental Delay, d2 1.8 0.3
Delay (s) 47.6 42.3
Level of Service D D
Approach Delay (s) 52.5
Approach LOS D
Intersection Summary

HCM 6th Signalized Intersection Summary
1: Diamond Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 911 837 241 1252 793 281
Future Volume (veh/h) 911 837 241 1252 793 281
Initial Q (Qb), veh 000000
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 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 959 0 254 1318 835 93
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 333333
Cap, veh/h 2227 280 3198 978 449
Arrive On Green 0.44 0.00 0.16 0.63 0.29 0.29
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 959 0 254 1318 835 93
Grp Sat Flow(s),veh/h/ln 1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 15.7 0.0 17.0 15.6 27.6 5.4
Cycle Q Clear(g_c), s 15.7 0.0 17.0 15.6 27.6 5.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2227 280 3198 978 449
V/C Ratio(X) 0.43 0.91 0.41 0.85 0.21
Avail Cap(c_a), veh/h 2227 295 3198 1228 563
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.89 0.89 0.89 0.89
Uniform Delay (d), s/veh 23.2 0.0 49.6 11.0 40.5 32.6
Incr Delay (d2), s/veh 0.6 0.0 25.9 0.1 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.2 0.0 9.4 5.4 12.1 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 75.6 11.1 45.4 32.9
LnGrp LOS C E B D C
Approach Vol, veh/h 959 A 1572 928
Approach Delay, s/veh 23.9 21.5 44.2
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.0 57.8 39.2 80.8
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 43.0 43.0 67.0
Max Q Clear Time (g_c+I1), s 19.0 17.7 29.6 17.6
Green Ext Time (p_c), s 0.0 9.5 4.6 18.4
Intersection Summary
HCM 6th Ctrl Delay 28.3
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
2: Meridian Park Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 949 131 187 1328 12 183 9 141 18 6 40 Future Volume (veh/h) 29 949 131 187 1328 12 183 9 141 18 6 40 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 31 1020 0 201 1428 13 204 0 0 19 6 3 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, % 333333333333
Cap, veh/h 76 2931 221 3420 31 265 0 70 22 11
Arrive On Green 0.04 0.58 0.00 0.25 1.00 1.00 0.07 0.00 0.00 0.06 0.06 0.06 Sat Flow, veh/h 1767 5233 0 1767 5177 47 3534 0 1572 1193 377 188 Grp Volume(v), veh/h 31 1020 0 201 932 509 204 0 0 28 0 0 Grp Sat Flow(s),veh/h/ln 1767 1689 0 1767 1689 1847 1767 0 1572 1758 0 0 Q Serve(g_s), s 2.1 12.7 0.0 13.3 0.0 0.0 6.8 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 2.1 12.7 0.0 13.3 0.0 0.0 6.8 0.0 0.0 1.8 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 1.00 1.00 0.68 0.11
Lane Grp Cap(c), veh/h 76 2931 221 2231 1220 265 0 104 0 0 V/C Ratio(X) 0.41 0.35 0.91 0.42 0.42 0.77 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 295 2931 221 2231 1220 324 0 469 0 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) 0.88 0.88 0.00 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.9 13.3 0.0 44.3 0.0 0.0 54.5 0.0 0.0 54.0 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.3 0.0 34.0 0.2 0.3 6.8 0.0 0.0 0.5 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/ln 0.9 4.6 0.0 7.0 0.1 0.1 3.3 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 13.6 0.0 78.3 0.2 0.3 61.3 0.0 0.0 54.5 0.0 0.0 LnGrp LOS E B EAAEA DAA
Approach Vol, veh/h 1051 A 1642 204 A 28
Approach Delay, s/veh 14.9 9.8 61.3 54.5
Approach LOS B A E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 74.9 14.0 9.2 84.8 12.1
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 42.5 11.0 20.0 37.5 32.0 Max Q Clear Time (g_c+I1), s 15.3 14.7 8.8 4.1 2.0 3.8
Green Ext Time (p_c), s 0.0 10.6 0.1 0.0 17.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
3: John Glenn Dr & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 920 55 198 1307 29 88 28 249 22 21 117 Future Volume (veh/h) 136 920 55 198 1307 29 88 28 249 22 21 117 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 139 939 53 202 1334 0 90 29 27 22 21 13 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, % 333333333333
Cap, veh/h 163 3214 181 231 3511 173 174 146 165 174 146 Arrive On Green 0.18 1.00 1.00 0.13 0.69 0.00 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1767 4906 276 1767 5066 1572 1356 1856 1562 1330 1856 1562 Grp Volume(v), veh/h 139 646 346 202 1334 0 90 29 27 22 21 13 Grp Sat Flow(s),veh/h/ln 1767 1689 1806 1767 1689 1572 1356 1856 1562 1330 1856 1562 Q Serve(g_s), s 9.1 0.0 0.0 13.5 13.2 0.0 7.8 1.7 1.9 1.9 1.2 0.9 Cycle Q Clear(g_c), s 9.1 0.0 0.0 13.5 13.2 0.0 9.1 1.7 1.9 3.6 1.2 0.9 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 163 2212 1183 231 3511 173 174 146 165 174 146 V/C Ratio(X) 0.85 0.29 0.29 0.88 0.38 0.52 0.17 0.18 0.13 0.12 0.09 Avail Cap(c_a), veh/h 250 2212 1183 412 3511 441 541 456 429 541 456 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 0.0 0.0 51.2 7.7 0.0 54.0 50.1 50.2 51.7 49.9 49.7 Incr Delay (d2), s/veh 8.9 0.1 0.2 4.1 0.3 0.0 0.9 0.2 0.2 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 0.1 6.1 4.3 0.0 2.7 0.8 0.8 0.6 0.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.0 0.1 0.2 55.3 8.0 0.0 54.9 50.2 50.4 51.9 50.0 49.8 LnGrp LOS EAAEA DDDDDD
Approach Vol, veh/h 1131 1536 A 146 56
Approach Delay, s/veh 7.1 14.2 53.2 50.7
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 88.7 16.2 19.7 84.1 16.2
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s 17.0 53.5 35.0 28.0 42.5 35.0 Max Q Clear Time (g_c+I1), s 11.1 15.2 11.1 15.5 2.0 5.6 Green Ext Time (p_c), s 0.1 17.0 0.2 0.2 11.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Commerce Ave/SR 242 & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1106 18 64 956 200 20 20 92 876 57 799 Future Volume (veh/h) 0 1106 18 64 956 200 20 20 92 876 57 799 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.96 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 0 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1140 18 66 986 0 21 21 36 903 0 578 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, % 033333333333
Cap, veh/h 0 1882 30 131 2640 123 129 222 990 0 865
Arrive On Green 0.00 0.41 0.41 0.07 0.52 0.00 0.07 0.07 0.07 0.28 0.00 0.28 Sat Flow, veh/h 0 5013 72 1767 5233 0 1767 1856 1514 3534 0 3086 Grp Volume(v), veh/h 0 697 461 66 986 0 21 21 36 903 0 578 Grp Sat Flow(s),veh/h/ln 0 1392 1838 1767 1689 0 1767 1856 1514 1767 0 1543 Q Serve(g_s), s 0.0 23.5 23.5 4.3 13.9 0.0 1.3 1.3 2.5 29.6 0.0 19.9 Cycle Q Clear(g_c), s 0.0 23.5 23.5 4.3 13.9 0.0 1.3 1.3 2.5 29.6 0.0 19.9 Prop In Lane 0.00 0.04 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1152 760 131 2640 123 129 222 990 0 865 V/C Ratio(X) 0.00 0.61 0.61 0.50 0.37 0.17 0.16 0.16 0.91 0.00 0.67 Avail Cap(c_a), veh/h 0 1152 760 221 2640 177 186 268 1090 0 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.94 0.94 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.5 27.5 53.4 17.1 0.0 52.6 52.6 45.1 41.8 0.0 38.2 Incr Delay (d2), s/veh 0.0 2.4 3.6 1.0 0.1 0.0 0.2 0.2 0.1 10.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.9 10.7 1.9 5.2 0.0 0.6 0.6 0.9 13.9 0.0 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.9 31.1 54.5 17.2 0.0 52.8 52.8 45.2 52.0 0.0 39.4 LnGrp LOS A C C D B DDDDAD
Approach Vol, veh/h 1158 1052 A 78 1481
Approach Delay, s/veh 30.4 19.5 49.3 47.1
Approach LOS C B D D
Timer - Assigned Phs 1 2468
Phs Duration (G+Y+Rc), s 12.9 55.1 13.3 68.0 38.6
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s 15.0 36.5 12.0 55.5 37.0
Max Q Clear Time (g_c+I1), s 6.3 25.5 4.5 15.9 31.6
Green Ext Time (p_c), s 0.0 6.6 0.1 11.5 2.0
Intersection Summary
HCM 6th Ctrl Delay 34.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

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

HCM 6th Signalized Intersection Summary
5: Market St & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 1190 529 71 933 519 253 487 81 0 0 0 Future Volume (veh/h) 12 1190 529 71 933 519 253 487 81 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 12 1214 491 72 1126 356 258 497 70 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333
Cap, veh/h 38 2041 817 134 3962 1112 674 610 86
Arrive On Green 1.00 1.00 1.00 0.08 0.71 0.71 0.20 0.20 0.20 Sat Flow, veh/h 13 3387 1356 1767 5567 1563 3428 3103 435 Grp Volume(v), veh/h 650 554 513 72 1126 356 258 281 286 Grp Sat Flow(s),veh/h/ln 1802 1537 1417 1767 1856 1563 1714 1763 1775 Q Serve(g_s), s 0.0 0.0 0.0 4.7 8.8 10.2 7.8 18.3 18.5
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.7 8.8 10.2 7.8 18.3 18.5 Prop In Lane 0.02 0.96 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 1116 926 854 134 3962 1112 674 347 349 V/C Ratio(X) 0.58 0.60 0.60 0.54 0.28 0.32 0.38 0.81 0.82 Avail Cap(c_a), veh/h 1116 926 854 236 3962 1112 1071 551 555 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.59 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 53.4 6.3 6.5 41.9 46.1 46.1 Incr Delay (d2), s/veh 1.3 1.7 1.9 1.2 0.1 0.2 0.1 2.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 2.1 3.1 3.1 3.3 8.1 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.3 1.7 1.9 54.7 6.3 6.7 42.0 48.3 48.6 LnGrp LOS A A A D A A D D D
Approach Vol, veh/h 1717 1554 825
Approach Delay, s/veh 1.6 8.6 46.4
Approach LOS A A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.1 77.8 29.1 90.9
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 16.0 51.5 37.5 71.5
Max Q Clear Time (g_c+I1), s 6.7 2.0 20.5 12.2
Green Ext Time (p_c), s 0.0 27.1 2.5 20.5
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
6: Diamond Blvd & Burnett Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 490 146 214 26 37 26 280 539 56 32 666 353 Future Volume (veh/h) 490 146 214 26 37 26 280 539 56 32 666 353 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 516 154 49 27 39 1 295 567 53 34 701 118 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, % 333333333333
Cap, veh/h 620 354 300 52 139 4 236 2811 260 60 1750 775 Arrive On Green 0.18 0.19 0.19 0.03 0.04 0.04 0.13 0.60 0.60 0.03 0.50 0.50 Sat Flow, veh/h 3428 1856 1572 1767 3512 90 1767 4718 437 1767 3526 1561 Grp Volume(v), veh/h 516 154 49 27 19 21 295 404 216 34 701 118 Grp Sat Flow(s),veh/h/ln 1714 1856 1572 1767 1763 1839 1767 1689 1777 1767 1763 1561 Q Serve(g_s), s 17.4 8.8 3.1 1.8 1.3 1.3 16.0 6.6 6.7 2.3 15.0 4.9 Cycle Q Clear(g_c), s 17.4 8.8 3.1 1.8 1.3 1.3 16.0 6.6 6.7 2.3 15.0 4.9 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 620 354 300 52 70 73 236 2012 1059 60 1750 775 V/C Ratio(X) 0.83 0.44 0.16 0.51 0.28 0.28 1.25 0.20 0.20 0.57 0.40 0.15 Avail Cap(c_a), veh/h 886 680 577 162 353 368 236 2012 1059 162 1750 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.47 0.47 0.47 Uniform Delay (d), s/veh 47.4 42.9 40.6 57.4 56.0 56.0 52.0 11.1 11.2 57.1 19.0 16.5 Incr Delay (d2), s/veh 5.7 0.3 0.1 2.9 0.8 0.8 142.2 0.2 0.4 1.5 0.3 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/ln 7.8 4.0 1.2 0.8 0.6 0.6 16.3 2.4 2.7 1.0 6.1 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.1 43.2 40.7 60.3 56.8 56.7 194.2 11.4 11.6 58.6 19.3 16.7 LnGrp LOS D D D E E E F BBEBB
Approach Vol, veh/h 719 67 915 853
Approach Delay, s/veh 50.1 58.2 70.3 20.5
Approach LOS D E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 76.5 25.7 9.7 20.0 64.6 7.6 27.9 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 36.0 31.0 24.0 16.0 31.0 11.0 44.0 Max Q Clear Time (g_c+I1), s 4.3 8.7 19.4 3.3 18.0 17.0 3.8 10.8 Green Ext Time (p_c), s 0.0 2.6 2.3 0.1 0.0 5.7 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th Signalized Intersection Summary
7: Diamond Blvd & Galaxy Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 221 41 86 88 19 82 63 531 50 46 659 254 Future Volume (veh/h) 221 41 86 88 19 82 63 531 50 46 659 254 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 230 43 37 92 20 7 66 553 45 48 686 225 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, % 333333333333
Cap, veh/h 382 142 122 288 167 58 124 1701 137 101 1293 417 Arrive On Green 0.11 0.15 0.15 0.08 0.13 0.13 0.07 0.36 0.36 0.06 0.34 0.34 Sat Flow, veh/h 3428 916 788 3428 1312 459 1767 4777 385 1767 3768 1215 Grp Volume(v), veh/h 230 0 80 92 0 27 66 389 209 48 614 297 Grp Sat Flow(s),veh/h/ln 1714 0 1705 1714 0 1772 1767 1689 1785 1767 1689 1606 Q Serve(g_s), s 3.4 0.0 2.2 1.3 0.0 0.7 1.9 4.5 4.5 1.4 7.7 7.9 Cycle Q Clear(g_c), s 3.4 0.0 2.2 1.3 0.0 0.7 1.9 4.5 4.5 1.4 7.7 7.9 Prop In Lane 1.00 0.46 1.00 0.26 1.00 0.22 1.00 0.76
Lane Grp Cap(c), veh/h 382 0 263 288 0 225 124 1203 636 101 1159 551 V/C Ratio(X) 0.60 0.00 0.30 0.32 0.00 0.12 0.53 0.32 0.33 0.47 0.53 0.54 Avail Cap(c_a), veh/h 1613 0 1444 1613 0 1500 831 3178 1680 499 3178 1511 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 22.5 0.0 19.9 22.9 0.0 20.6 23.9 12.5 12.5 24.3 14.0 14.1 Incr Delay (d2), s/veh 1.5 0.0 0.6 0.6 0.0 0.2 3.5 0.2 0.3 3.4 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.9 0.5 0.0 0.3 0.8 1.4 1.6 0.6 2.5 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 0.0 20.6 23.5 0.0 20.8 27.3 12.6 12.8 27.7 14.4 14.9 LnGrp LOS C A C C A C C B B C B B
Approach Vol, veh/h 310 119 664 959
Approach Delay, s/veh 23.1 22.9 14.1 15.2
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.2 23.2 9.0 12.7 7.5 23.9 10.4 11.3 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 45.0 15.0 50.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 3.9 9.9 3.3 4.2 3.4 6.5 5.4 2.7 Green Ext Time (p_c), s 0.1 7.2 0.2 0.5 0.1 4.2 0.7 0.1 Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 23 229 53 16 88 420 356 12 106 489 160 Future Volume (veh/h) 174 23 229 53 16 88 420 356 12 106 489 160 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 0 36 57 17 67 452 383 12 114 526 138 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, % 333333333333
Cap, veh/h 460 0 197 98 29 115 620 1169 37 151 959 244
Arrive On Green 0.13 0.00 0.13 0.15 0.15 0.15 0.18 0.34 0.34 0.09 0.24 0.24 Sat Flow, veh/h 3534 0 1512 670 200 788 3428 3489 109 1767 4003 1020 Grp Volume(v), veh/h 205 0 36 141 0 0 452 193 202 114 441 223 Grp Sat Flow(s),veh/h/ln 1767 0 1512 1659 0 0 1714 1763 1835 1767 1689 1646 Q Serve(g_s), s 3.3 0.0 1.3 4.8 0.0 0.0 7.6 5.0 5.0 3.8 7.0 7.2 Cycle Q Clear(g_c), s 3.3 0.0 1.3 4.8 0.0 0.0 7.6 5.0 5.0 3.8 7.0 7.2 Prop In Lane 1.00 1.00 0.40 0.48 1.00 0.06 1.00 0.62
Lane Grp Cap(c), veh/h 460 0 197 242 0 0 620 591 615 151 809 394 V/C Ratio(X) 0.45 0.00 0.18 0.58 0.00 0.00 0.73 0.33 0.33 0.75 0.55 0.56 Avail Cap(c_a), veh/h 2610 0 1117 1225 0 0 1407 1446 1506 725 2771 1350 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 0.0 23.6 24.3 0.0 0.0 23.5 15.1 15.1 27.2 20.3 20.4 Incr Delay (d2), s/veh 0.7 0.0 0.4 2.2 0.0 0.0 1.7 0.3 0.3 7.4 0.6 1.3 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/ln 1.4 0.0 0.5 2.0 0.0 0.0 2.9 1.8 1.9 1.8 2.5 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.1 0.0 24.0 26.5 0.0 0.0 25.2 15.5 15.4 34.7 20.8 21.6 LnGrp LOS C A C C A A C B B C C C
Approach Vol, veh/h 241 141 847 778
Approach Delay, s/veh 25.0 26.5 20.7 23.1
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.7 25.4 12.4 15.5 19.6 13.4
Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5
Max Green Setting (Gmax), s 25.0 50.0 45.0 25.0 50.0 45.0 Max Q Clear Time (g_c+I1), s 5.8 7.0 5.3 9.6 9.2 6.8
Green Ext Time (p_c), s 0.2 2.4 0.9 1.4 4.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
9: Diamond Blvd & Willow Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 15 106 254 14 25 73 699 240 26 714 124 Future Volume (veh/h) 118 15 106 254 14 25 73 699 240 26 714 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 123 16 30 265 15 6 76 728 203 27 744 109 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, % 333333333333
Cap, veh/h 161 160 300 391 378 151 117 1220 336 62 1243 180 Arrive On Green 0.09 0.28 0.28 0.11 0.30 0.30 0.07 0.31 0.31 0.03 0.28 0.28 Sat Flow, veh/h 1767 577 1081 3428 1259 504 1767 3932 1082 1767 4449 645 Grp Volume(v), veh/h 123 0 46 265 0 21 76 624 307 27 563 290 Grp Sat Flow(s),veh/h/ln 1767 0 1658 1714 0 1763 1767 1689 1636 1767 1689 1717 Q Serve(g_s), s 4.8 0.0 1.5 5.2 0.0 0.6 3.0 11.0 11.2 1.1 10.1 10.3 Cycle Q Clear(g_c), s 4.8 0.0 1.5 5.2 0.0 0.6 3.0 11.0 11.2 1.1 10.1 10.3 Prop In Lane 1.00 0.65 1.00 0.29 1.00 0.66 1.00 0.38
Lane Grp Cap(c), veh/h 161 0 460 391 0 530 117 1048 508 62 944 480 V/C Ratio(X) 0.76 0.00 0.10 0.68 0.00 0.04 0.65 0.60 0.60 0.44 0.60 0.60 Avail Cap(c_a), veh/h 628 0 471 1218 0 530 628 2400 1163 628 2400 1221 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 31.2 0.0 18.9 29.9 0.0 17.4 32.1 20.5 20.6 33.3 21.9 22.0 Incr Delay (d2), s/veh 7.2 0.0 0.1 2.1 0.0 0.0 6.0 0.5 1.2 4.8 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.6 2.2 0.0 0.2 1.4 4.0 4.1 0.5 3.8 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 19.0 32.0 0.0 17.5 38.1 21.1 21.8 38.1 22.5 23.2 LnGrp LOS D A B C A B DCCDCC
Approach Vol, veh/h 169 286 1007 880
Approach Delay, s/veh 33.1 30.9 22.6 23.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 26.8 10.9 25.6 9.1 24.7 12.5 24.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 4.5 5.0 4.5 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 20.0 25.0 50.0 25.0 20.0 Max Q Clear Time (g_c+I1), s 3.1 13.2 6.8 2.6 5.0 12.3 7.2 3.5 Green Ext Time (p_c), s 0.0 7.3 0.3 0.0 0.1 6.4 0.8 0.1 Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th Signalized Intersection Summary
10: Diamond Blvd & Willows Hilton Dwy Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 0 107 0 0 0 324 922 3 1 998 77 Future Volume (veh/h) 86 0 107 0 0 0 324 922 3 1 998 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 89 0 14 0 0 0 334 951 3 1 1029 73
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, % 333333333333
Cap, veh/h 214 0 150 0 338 0 429 3923 12 3 3032 215
Arrive On Green 0.10 0.00 0.10 0.00 0.00 0.00 0.13 0.75 0.75 0.00 0.63 0.63 Sat Flow, veh/h 1397 0 1563 0 3711 0 3428 5213 16 1767 4820 341 Grp Volume(v), veh/h 89 0 14 0 0 0 334 616 338 1 720 382 Grp Sat Flow(s),veh/h/ln 1397 0 1563 0 1763 0 1714 1689 1852 1767 1689 1784 Q Serve(g_s), s 5.5 0.0 0.7 0.0 0.0 0.0 8.5 5.0 5.0 0.1 9.1 9.1 Cycle Q Clear(g_c), s 5.5 0.0 0.7 0.0 0.0 0.0 8.5 5.0 5.0 0.1 9.1 9.1 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.01 1.00 0.19
Lane Grp Cap(c), veh/h 214 0 150 0 338 0 429 2541 1394 3 2124 1122 V/C Ratio(X) 0.42 0.00 0.09 0.00 0.00 0.00 0.78 0.24 0.24 0.34 0.34 0.34 Avail Cap(c_a), veh/h 616 0 599 0 1351 0 724 2541 1394 236 2124 1122 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 0.00 0.00 0.00 0.68 0.68 0.68 0.74 0.74 0.74 Uniform Delay (d), s/veh 39.3 0.0 37.1 0.0 0.0 0.0 38.2 3.4 3.4 44.9 7.9 7.9 Incr Delay (d2), s/veh 1.3 0.0 0.3 0.0 0.0 0.0 2.1 0.2 0.3 45.0 0.3 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/ln 2.0 0.0 0.3 0.0 0.0 0.0 3.6 1.2 1.4 0.1 2.9 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 0.0 37.4 0.0 0.0 0.0 40.3 3.5 3.7 89.9 8.2 8.5 LnGrp LOS D A D A A A D A A F A A
Approach Vol, veh/h 103 0 1288 1103
Approach Delay, s/veh 40.1 0.0 13.1 8.4
Approach LOS D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.1 72.7 13.1 15.3 61.6 13.1
Change Period (Y+Rc), s 4.0 5.0 4.5 4.0 5.0 4.5
Max Green Setting (Gmax), s 12.0 30.0 34.5 19.0 23.0 34.5 Max Q Clear Time (g_c+I1), s 2.1 7.0 0.0 10.5 11.1 7.5
Green Ext Time (p_c), s 0.0 6.4 0.0 0.8 5.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 545 1327 0 0 1339 387 474 4 483 0 0 0 Future Volume (veh/h) 545 1327 0 0 1339 387 474 4 483 0 0 0 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1148 1856 1856 1856 1856 Adj Flow Rate, veh/h 580 1412 0 0 1424 0 507 0 514
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 330033333
Cap, veh/h 612 2446 0 0 1502 704 0 625
Arrive On Green 0.18 0.69 0.00 0.00 0.48 0.00 0.20 0.00 0.20 Sat Flow, veh/h 3428 3618 0 0 3236 1572 3534 0 3140
Grp Volume(v), veh/h 580 1412 0 0 1424 0 507 0 514
Grp Sat Flow(s),veh/h/ln 1714 1763 0 0 1044 1572 1767 0 1570 Q Serve(g_s), s 14.1 17.2 0.0 0.0 36.4 0.0 11.3 0.0 13.2 Cycle Q Clear(g_c), s 14.1 17.2 0.0 0.0 36.4 0.0 11.3 0.0 13.2 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 612 2446 0 0 1502 704 0 625
V/C Ratio(X) 0.95 0.58 0.00 0.00 0.95 0.72 0.00 0.82
Avail Cap(c_a), veh/h 612 2446 0 0 1502 926 0 822
HCM Platoon Ratio 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 0.00 0.75 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 6.6 0.0 0.0 20.9 0.0 31.4 0.0 32.2 Incr Delay (d2), s/veh 23.8 1.0 0.0 0.0 10.5 0.0 1.1 0.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 5.1 0.0 0.0 9.3 0.0 4.7 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.9 7.6 0.0 0.0 31.4 0.0 32.5 0.0 36.1 LnGrp LOS EAAAC CAD
Approach Vol, veh/h 1992 1424 A 1021
Approach Delay, s/veh 22.2 31.4 34.4
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.3 18.0 45.3 20.7
Change Period (Y+Rc), s 5.0 3.0 * 5 4.0
Max Green Setting (Gmax), s 53.0 15.0 * 36 22.0
Max Q Clear Time (g_c+I1), s 19.2 16.1 38.4 15.2
Green Ext Time (p_c), s 23.0 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
12: Diamond Blvd & Willow Pass Rd Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 709 881 120 110 730 459 159 78 84 416 47 753 Future Volume (veh/h) 709 881 120 110 730 459 159 78 84 416 47 753 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 723 899 0 112 745 0 162 80 0 424 48 203 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, % 333333333333
Cap, veh/h 1515 2885 279 996 256 276 343 216 322
Arrive On Green 0.44 0.57 0.00 0.08 0.20 0.00 0.07 0.08 0.00 0.10 0.12 0.12 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 1856 2768 Grp Volume(v), veh/h 723 899 0 112 745 0 162 80 0 424 48 203 Grp Sat Flow(s),veh/h/ln 1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1856 1384 Q Serve(g_s), s 17.9 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 3.3 Cycle Q Clear(g_c), s 17.9 11.1 0.0 3.7 16.6 0.0 5.5 2.6 0.0 12.0 2.8 3.3 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 1515 2885 279 996 256 276 343 216 322 V/C Ratio(X) 0.48 0.31 0.40 0.75 0.63 0.29 1.24 0.22 0.63 Avail Cap(c_a), veh/h 1515 2885 371 1456 343 896 343 472 703 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) 0.70 0.70 0.00 0.86 0.86 0.00 1.00 1.00 0.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 23.7 13.5 0.0 52.3 45.4 0.0 53.9 52.2 0.0 54.0 48.1 7.9 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.3 0.5 0.0 1.0 0.2 0.0 127.8 0.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 4.1 0.0 1.6 6.9 0.0 2.4 1.1 0.0 11.2 1.3 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 13.7 0.0 52.6 45.9 0.0 54.9 52.4 0.0 181.8 48.3 8.7 LnGrp LOS C B D D D D F D A
Approach Vol, veh/h 1622 A 857 A 242 A 675
Approach Delay, s/veh 18.2 46.8 54.1 120.2
Approach LOS B D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 73.8 13.0 19.4 58.5 29.1 17.5 14.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s 13.0 45.5 12.0 30.5 24.0 * 35 12.0 * 31 Max Q Clear Time (g_c+I1), s 5.7 13.1 7.5 5.3 19.9 18.6 14.0 4.6 Green Ext Time (p_c), s 0.1 4.5 0.1 0.6 0.7 3.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1250 14 40 1232 22 30 1 38 19 0 45 Future Volume (veh/h) 60 1250 14 40 1232 22 30 1 38 19 0 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 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 1856 1856 1856 1856 1465 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 1289 9 41 1270 22 31 1 3 20 0 3 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, % 333333333333
Cap, veh/h 1652 3772 1144 66 1214 21 110 12 10 155 36 29 Arrive On Green 0.96 1.00 1.00 0.04 0.30 0.30 0.03 0.01 0.01 0.05 0.00 0.02 Sat Flow, veh/h 3428 5066 1537 1767 4046 70 3428 1856 1572 3428 1856 1510 Grp Volume(v), veh/h 62 1289 9 41 837 455 31 1 3 20 0 3 Grp Sat Flow(s),veh/h/ln 1714 1689 1537 1767 1333 1450 1714 1856 1572 1714 1856 1510 Q Serve(g_s), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.2 0.7 0.0 0.1 Cycle Q Clear(g_c), s 0.1 0.0 0.0 2.7 36.0 36.0 1.1 0.1 0.2 0.7 0.0 0.1 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1652 3772 1144 66 800 435 110 12 10 155 36 29 V/C Ratio(X) 0.04 0.34 0.01 0.62 1.05 1.05 0.28 0.09 0.31 0.13 0.00 0.10 Avail Cap(c_a), veh/h 1652 3772 1144 280 800 435 286 541 459 286 541 440 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.1 0.0 0.0 56.9 42.0 42.0 56.7 59.3 45.8 55.0 0.0 10.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 8.2 42.7 53.1 1.9 1.2 6.3 0.1 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 1.4 16.3 19.0 0.5 0.0 0.1 0.3 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.1 0.2 0.0 65.1 84.7 95.1 58.7 60.5 52.2 55.2 0.0 11.0 LnGrp LOS AAAEFFEEDEAB
Approach Vol, veh/h 1360 1333 35 23
Approach Delay, s/veh 0.3 87.6 58.2 49.4
Approach LOS A F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 94.4 8.9 7.3 62.8 41.0 10.4 5.7 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), s 19.0 36.0 10.0 35.0 19.0 36.0 10.0 35.0 Max Q Clear Time (g_c+I1), s 4.7 2.0 3.1 2.1 2.1 38.0 2.7 2.2 Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 43.7
HCM 6th LOS D

HCM Signalized Intersection Capacity Analysis
14: Market St & Pine Street & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 1
Movement EBL EBT EBR EBR2 WBT WBR NBL NBT NBR NBR2 SBL2 SBL Lane Configurations
Traffic Volume (vph) 152 821 130 272 701 49 412 475 141 9 83 47 Future Volume (vph) 152 821 130 272 701 49 412 475 141 9 83 47 Ideal Flow (vphpl) 1900 1500 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Lane Util. Factor 0.97 0.91 1.00 0.91 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 0.85 0.99 1.00 0.96 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3400 3876 1568 4982 3400 3369 1752
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3400 3876 1568 4982 3400 3369 1752
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 154 829 131 275 708 49 416 480 142 9 84 47 RTOR Reduction (vph) 0 0 0 135 60000000
Lane Group Flow (vph) 154 960 0 140 751 0 416 631 0 0 0 131 Confl. Peds. (#/hr) 14 2
Confl. Bikes (#/hr) 2 2 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm NA Prot NA Prot Prot
Protected Phases 1 6 2 3 8 7 7
Permitted Phases 6
Actuated Green, G (s) 10.8 61.2 61.2 45.9 25.5 30.3 14.0 Effective Green, g (s) 10.8 61.2 61.2 45.9 25.5 30.3 14.0 Actuated g/C Ratio 0.09 0.51 0.51 0.38 0.21 0.25 0.12
Clearance Time (s) 4.5 5.0 5.0 5.0 4.5 5.0 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 4.0 3.0
Lane Grp Cap (vph) 306 1976 799 1905 722 850 204
v/s Ratio Prot 0.05 c0.25 0.15 0.12 c0.19 c0.07
v/s Ratio Perm 0.09
v/c Ratio 0.50 0.49 0.18 0.39 0.58 0.74 0.64
Uniform Delay, d1 52.0 19.2 15.8 26.9 42.4 41.3 50.6
Progression Factor 0.70 1.05 3.25 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.2 0.1 0.6 1.1 3.8 6.7
Delay (s) 37.6 20.3 51.6 27.6 43.5 45.0 57.4
Level of Service D C D C D D E
Approach Delay (s) 28.4 27.6 44.4
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

Attachment D: Queue Worksheets

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 904 601 188 1419 700 199
v/c Ratio 0.37 0.57 0.77 0.43 0.77 0.35
Control Delay 23.6 4.4 88.9 9.7 44.1 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.6 4.4 88.9 9.7 44.1 10.8
Queue Length 50th (ft) 176 0 176 101 317 68
Queue Length 95th (ft) 257 82 0 221 m246 m81
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2460 1056 277 3315 1234 695
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.57 0.68 0.43 0.57 0.29
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 14 1098 125 1472 69 71 113 31
v/c Ratio 0.14 0.34 0.69 0.39 0.56 0.57 0.49 0.24
Control Delay 79.5 4.2 89.4 2.9 77.8 78.7 15.3 37.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.5 4.2 89.4 2.9 77.8 78.7 15.3 37.2
Queue Length 50th (ft) 13 38 113 71 62 64 0 10
Queue Length 95th (ft) m35 51 179 72 117 121 49 44
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 285 3250 217 3774 135 136 239 412
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.05 0.34 0.58 0.39 0.51 0.52 0.47 0.08 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 71 1023 155 1375 28 122 21 272 36 13 100 v/c Ratio 0.51 0.32 0.73 0.39 0.03 0.72 0.09 0.63 0.21 0.06 0.36 Control Delay 86.1 2.5 89.5 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.1 2.5 89.5 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Length 50th (ft) 66 18 128 8 1 105 17 0 29 10 0
Queue Length 95th (ft) 122 31 161 288 3 164 40 79 60 30 51 Internal Link Dist (ft) 867 598 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 233 3229 363 3566 1105 355 478 608 355 478 472 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.30 0.32 0.43 0.39 0.03 0.34 0.04 0.45 0.10 0.03 0.21 Intersection Summary

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1555 82 1099 32 55 194 642 262 252 v/c Ratio 0.81 0.54 0.39 0.25 0.40 0.69 0.81 0.51 0.50
Control Delay 35.8 61.3 14.6 63.3 68.2 24.2 57.4 13.8 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.8 61.3 14.6 63.3 68.2 24.2 57.4 13.8 12.7 Queue Length 50th (ft) 592 55 109 27 47 14 274 41 33
Queue Length 95th (ft) #764 97 124 61 91 92 328 123 112 Internal Link Dist (ft) 756 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1911 194 2843 168 177 311 931 568 557 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.81 0.42 0.39 0.19 0.31 0.62 0.69 0.46 0.45 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1880 56 948 192 225 582
v/c Ratio 0.62 0.41 0.28 0.20 0.32 0.81
Control Delay 11.0 68.5 7.6 3.9 45.8 58.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 68.5 7.6 3.9 45.8 58.6
Queue Length 50th (ft) 221 48 103 24 87 251
Queue Length 95th (ft) 323 93 150 63 118 299
Internal Link Dist (ft) 755 936 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 3034 207 3379 978 919 933
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.62 0.27 0.28 0.20 0.24 0.62
Intersection Summary

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 405 121 108 26 72 171 435 24 541 245 v/c Ratio 1.24 0.54 0.34 0.29 0.30 0.75 0.12 0.27 0.26 0.24 Control Delay 179.7 65.1 6.0 69.3 38.2 76.3 7.9 65.5 13.1 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 179.7 65.1 6.0 69.3 38.2 76.3 7.9 65.5 13.1 2.5 Queue Length 50th (ft) ~226 104 0 23 17 147 45 22 84 0
Queue Length 95th (ft) #332 165 24 54 42 217 74 m36 164 37 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 327 355 414 480 1231 324 3500 142 2078 1004 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.24 0.34 0.26 0.05 0.06 0.53 0.12 0.17 0.26 0.24 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 144 61 87 89 51 492 57 720
v/c Ratio 0.48 0.35 0.36 0.51 0.38 0.15 0.41 0.23
Control Delay 54.9 31.1 54.4 27.1 50.0 9.5 58.4 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.9 31.1 54.4 27.1 50.0 9.5 58.4 9.7
Queue Length 50th (ft) 53 19 31 14 29 61 41 72
Queue Length 95th (ft) 84 60 57 63 78 90 81 120
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 330 512 310 518 164 3178 165 3134
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.44 0.12 0.28 0.17 0.31 0.15 0.35 0.23 Intersection Summary

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 79 79 160 110 351 248 69 552
v/c Ratio 0.50 0.49 0.54 0.59 0.57 0.12 0.46 0.24
Control Delay 59.1 58.8 14.4 44.3 66.6 8.6 78.9 14.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.1 58.8 14.4 44.3 66.6 8.6 78.9 14.8
Queue Length 50th (ft) 60 60 0 51 141 23 55 86
Queue Length 95th (ft) 108 107 60 106 192 35 95 132
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 412 416 508 443 615 2035 172 2306
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.19 0.19 0.31 0.25 0.57 0.12 0.40 0.24 Intersection Summary

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 67 65 174 22 42 674 20 653
v/c Ratio 0.22 0.20 0.43 0.07 0.33 0.24 0.19 0.25
Control Delay 43.8 15.0 51.4 22.7 57.1 12.4 62.5 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0
Total Delay 43.8 15.0 51.4 22.7 57.1 12.7 62.5 10.8
Queue Length 50th (ft) 35 6 64 4 30 70 16 57
Queue Length 95th (ft) 92 45 97 28 66 128 41 86
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 321 582 405 570 161 2856 159 2665
Starvation Cap Reductn 00000 1507 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.21 0.11 0.43 0.04 0.26 0.50 0.13 0.25 Intersection Summary

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 62 52 12 257 665 1 883
v/c Ratio 0.42 0.19 0.04 0.56 0.17 0.01 0.28
Control Delay 45.6 1.5 28.8 41.1 3.4 39.0 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay 45.6 1.5 28.8 41.1 3.4 39.0 9.0
Queue Length 50th (ft) 34 0 2 71 24 1 77
Queue Length 95th (ft) 70 0 10 105 69 6 125
Internal Link Dist (ft) 271 122 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 525 675 1055 680 4019 214 3149
Starvation Cap Reductn 000000 1374
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.08 0.01 0.38 0.17 0.00 0.50
Intersection Summary

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 529 1743 1081 438 151 153 250
v/c Ratio 0.67 0.65 0.67 0.44 0.63 0.63 0.63
Control Delay 40.7 7.5 20.9 3.0 51.4 51.7 46.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 7.5 20.9 3.0 51.4 51.7 46.9
Queue Length 50th (ft) 163 210 167 0 97 98 87
Queue Length 95th (ft) 222 366 250 51 154 157 122
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 785 2683 1602 997 449 450 745
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.67 0.65 0.67 0.44 0.34 0.34 0.34
Intersection Summary

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 451 1336 70 74 855 379 183 51 89 411 42 489 v/c Ratio 0.50 0.48 0.08 0.31 0.49 0.49 0.63 0.16 0.33 0.75 0.13 0.56 Control Delay 47.1 21.6 0.2 89.1 33.3 8.1 71.6 56.8 4.8 64.4 47.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.1 21.7 0.2 89.1 33.3 8.4 71.6 56.8 4.8 64.4 47.1 6.0 Queue Length 50th (ft) 178 254 0 37 121 0 84 23 0 185 34 0 Queue Length 95th (ft) 257 419 1 65 242 134 123 39 11 236 58 44 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 901 2808 913 267 1732 776 364 763 441 655 560 1178 Starvation Cap Reductn 0 0 0 0 0 95 0 0 0 0 0 0
Spillback Cap Reductn 0 140 0000003000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.50 0.50 0.08 0.28 0.49 0.56 0.50 0.07 0.20 0.63 0.07 0.42 Intersection Summary

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 56 1792 19 53 1154 89 4 122 104 2 120 v/c Ratio 0.12 0.54 0.02 0.46 0.49 0.37 0.03 0.51 0.44 0.01 0.51 Control Delay 52.7 13.4 0.1 75.7 19.8 65.8 53.2 14.3 68.1 53.5 14.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.7 13.5 0.1 75.7 19.8 65.8 53.2 14.3 68.1 53.5 14.1 Queue Length 50th (ft) 24 442 0 47 237 40 4 0 47 2 0
Queue Length 95th (ft) m51 630 m0 93 318 68 14 46 78 10 44 Internal Link Dist (ft) 521 1512 362 553
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 492 3332 1027 137 2334 510 487 505 510 487 503 Starvation Cap Reductn 0 452 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.11 0.62 0.02 0.39 0.49 0.17 0.01 0.24 0.20 0.00 0.24 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing PM Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 172 1493 334 518 386 652 155 359 183 v/c Ratio 0.53 0.76 0.36 0.28 0.57 0.73 0.82 0.59 0.44
Control Delay 57.6 28.1 5.9 28.0 46.9 45.0 83.8 49.2 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.6 28.1 5.9 28.0 46.9 45.0 83.8 49.2 8.9
Queue Length 50th (ft) 66 328 28 100 138 244 119 137 0
Queue Length 95th (ft) 100 453 97 152 193 282 #228 169 57 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 366 1972 923 1868 681 1232 197 1139 617 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.47 0.76 0.36 0.28 0.57 0.53 0.79 0.32 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 959 852 234 1318 815 287
v/c Ratio 0.46 0.77 0.84 0.43 0.77 0.42
Control Delay 27.5 8.7 87.7 11.0 48.7 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.5 8.7 87.7 11.0 48.7 10.0
Queue Length 50th (ft) 201 26 195 120 264 24
Queue Length 95th (ft) 258 195 #315 179 295 82
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2088 1107 300 3052 1218 746
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.46 0.77 0.78 0.43 0.67 0.38
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 31 1153 196 1421 102 105 134 68
v/c Ratio 0.26 0.43 0.70 0.42 0.71 0.72 0.51 0.40
Control Delay 67.1 5.1 71.2 8.3 79.1 80.5 14.8 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.1 5.1 71.2 8.3 79.1 80.5 14.8 31.5
Queue Length 50th (ft) 25 46 161 128 82 84 0 19
Queue Length 95th (ft) m55 69 240 153 #165 #169 55 64
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 292 2656 284 3358 152 153 268 475
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.11 0.43 0.69 0.42 0.67 0.69 0.50 0.14 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 139 970 202 1309 30 90 29 254 22 21 119 v/c Ratio 0.68 0.31 0.76 0.40 0.03 0.60 0.14 0.64 0.15 0.10 0.43 Control Delay 73.1 3.7 66.7 11.1 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.1 3.7 66.7 11.1 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Length 50th (ft) 113 26 152 155 0 68 21 0 16 15 0 Queue Length 95th (ft) 183 42 221 248 5 118 48 75 40 38 53 Internal Link Dist (ft) 867 555 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 255 3085 408 3286 1027 399 538 637 396 538 535 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.55 0.31 0.50 0.40 0.03 0.23 0.05 0.40 0.06 0.04 0.22 Intersection Summary

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1134 66 1179 21 21 95 903 440 430 v/c Ratio 0.68 0.43 0.45 0.16 0.15 0.35 0.84 0.71 0.71
Control Delay 33.7 65.3 16.0 55.0 54.7 11.3 46.4 25.0 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.7 65.3 16.0 55.0 54.7 11.3 46.4 25.0 24.7 Queue Length 50th (ft) 349 42 253 16 16 9 325 162 154
Queue Length 95th (ft) 436 94 165 42 42 31 406 293 285
Internal Link Dist (ft) 1259 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1676 219 2601 175 184 329 1100 628 616 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.68 0.30 0.45 0.12 0.11 0.29 0.82 0.70 0.70 Intersection Summary

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1742 72 1136 334 258 580
v/c Ratio 0.60 0.46 0.35 0.34 0.36 0.78
Control Delay 12.7 61.0 7.7 5.9 40.7 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.7 61.0 7.7 5.9 40.7 50.8
Queue Length 50th (ft) 228 54 115 59 88 219
Queue Length 95th (ft) 263 101 172 136 118 263
Internal Link Dist (ft) 755 894 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 2886 233 3241 976 1062 1081
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.60 0.31 0.35 0.34 0.24 0.54
Intersection Summary

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 516 154 212 27 66 285 598 34 652 372 v/c Ratio 0.74 0.39 0.42 0.27 0.32 0.62 0.21 0.32 0.54 0.48 Control Delay 51.3 42.6 7.6 60.6 39.2 46.2 14.0 62.1 32.9 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.3 42.6 7.6 60.6 39.2 46.2 14.0 62.1 32.9 6.7 Queue Length 50th (ft) 195 105 0 21 15 200 82 24 229 52 Queue Length 95th (ft) 240 161 61 51 38 291 128 m29 309 m106 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 878 676 709 160 676 462 2894 160 1208 773 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.59 0.23 0.30 0.17 0.10 0.62 0.21 0.21 0.54 0.48 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 193 82 92 100 42 605 48 888
v/c Ratio 0.31 0.24 0.18 0.34 0.16 0.36 0.18 0.53
Control Delay 24.9 14.1 26.8 13.3 28.2 16.4 28.1 17.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.9 14.1 26.8 13.3 28.2 16.4 28.1 17.1
Queue Length 50th (ft) 31 8 15 5 14 61 15 91
Queue Length 95th (ft) 71 47 41 48 46 108 50 157
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 1736 1336 1736 1306 895 4684 537 4148 Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.11 0.06 0.05 0.08 0.05 0.13 0.09 0.21 Intersection Summary

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 105 107 246 169 452 371 114 663
v/c Ratio 0.43 0.43 0.57 0.58 0.54 0.32 0.47 0.60
Control Delay 41.9 41.8 10.9 36.7 32.5 23.9 43.7 31.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.9 41.8 10.9 36.7 32.5 23.9 43.7 31.2
Queue Length 50th (ft) 53 54 0 66 106 75 56 107
Queue Length 95th (ft) 125 127 70 154 197 146 130 180
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 903 916 933 914 1024 2100 527 2913
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.12 0.12 0.26 0.18 0.44 0.18 0.22 0.23 Intersection Summary

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 123 126 265 41 76 954 27 839
v/c Ratio 0.33 0.25 0.51 0.08 0.37 0.56 0.17 0.65
Control Delay 33.3 9.6 35.9 15.6 40.2 21.5 39.6 28.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.3 9.6 35.9 15.6 40.2 21.5 39.6 28.3
Queue Length 50th (ft) 57 6 63 6 35 110 13 132
Queue Length 95th (ft) 122 54 113 34 85 204 42 196
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 622 497 1116 529 575 3171 575 3232
Starvation Cap Reductn 0 0 0 0 0 458 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.20 0.25 0.24 0.08 0.13 0.35 0.05 0.26 Intersection Summary

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR NBL NBT SBL SBT
Lane Group Flow (vph) 89 110 334 930 1 1075
v/c Ratio 0.52 0.37 0.63 0.25 0.01 0.38
Control Delay 46.7 9.2 40.7 4.5 39.0 11.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4
Total Delay 46.7 9.2 40.7 4.5 39.0 12.3
Queue Length 50th (ft) 48 0 92 42 1 112
Queue Length 95th (ft) 90 38 129 108 6 178
Internal Link Dist (ft) 271 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 534 675 717 3768 233 2841
Starvation Cap Reductn 00000 1135
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.16 0.47 0.25 0.00 0.63
Intersection Summary

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 574 1406 1409 412 252 256 514
v/c Ratio 0.95 0.61 0.99 0.45 0.65 0.65 0.81
Control Delay 61.1 10.1 47.4 3.4 36.8 37.2 40.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.1 10.1 47.4 3.4 36.8 37.2 40.6
Queue Length 50th (ft) 155 211 ~298 0 122 124 140
Queue Length 95th (ft) #255 278 #393 51 202 205 201
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 607 2307 1419 918 436 437 713
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.95 0.61 0.99 0.45 0.58 0.59 0.72
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 718 899 122 112 745 450 162 80 86 407 48 753 v/c Ratio 0.74 0.39 0.16 0.39 0.59 0.62 0.55 0.21 0.28 0.62 0.12 0.64 Control Delay 44.9 22.7 2.7 57.6 24.7 9.4 60.0 47.9 2.2 50.0 39.0 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.9 22.7 2.7 57.6 24.7 11.7 60.0 47.9 2.2 50.0 39.0 6.3 Queue Length 50th (ft) 257 156 0 32 104 115 63 31 0 148 31 8 Queue Length 95th (ft) #397 224 26 63 104 108 97 46 0 #281 61 59 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 976 2288 781 368 1455 761 340 890 510 660 468 1245 Starvation Cap Reductn 0 0 0 0 0 188 0 0 0 0 0 0
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.74 0.39 0.16 0.30 0.51 0.79 0.48 0.09 0.17 0.62 0.10 0.60 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBR
Lane Group Flow (vph) 62 1271 14 41 1275 31 1 39 20 46
v/c Ratio 0.13 0.36 0.01 0.34 0.51 0.14 0.00 0.13 0.11 0.08 Control Delay 32.4 5.5 0.0 69.3 15.5 54.3 41.0 0.8 54.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 5.5 0.0 69.3 15.5 54.3 41.0 0.8 54.9 0.3 Queue Length 50th (ft) 23 118 0 34 313 11 1070
Queue Length 95th (ft) m32 180 m0 m54 420 28 5 0 21 0
Internal Link Dist (ft) 521 1512 362
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 538 3523 1112 277 2507 283 538 567 283 775 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.12 0.36 0.01 0.15 0.51 0.11 0.00 0.07 0.07 0.06 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing Sat Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 152 950 270 746 411 631 131 295 192 v/c Ratio 0.50 0.48 0.29 0.39 0.57 0.74 0.64 0.54 0.48
Control Delay 41.3 22.6 9.0 29.3 45.4 46.6 64.5 49.2 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.3 22.6 9.0 29.3 45.4 46.6 64.5 49.2 9.5
Queue Length 50th (ft) 43 250 56 150 145 237 98 113 0
Queue Length 95th (ft) 68 333 96 226 200 280 159 140 58 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 361 1975 931 1914 721 1094 270 1139 627 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.42 0.48 0.29 0.39 0.57 0.58 0.49 0.26 0.31 Intersection Summary

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 904 627 205 1419 721 207
v/c Ratio 0.38 0.59 0.79 0.43 0.78 0.36
Control Delay 24.8 4.6 89.8 10.0 44.0 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.8 4.6 89.8 10.0 44.0 10.3
Queue Length 50th (ft) 183 0 188 101 326 68
Queue Length 95th (ft) 257 85 0 221 m249 m81
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2387 1056 282 3285 1234 700
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.38 0.59 0.73 0.43 0.58 0.30
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 14 1106 129 1489 69 71 129 31
v/c Ratio 0.14 0.34 0.70 0.39 0.56 0.57 0.55 0.24
Control Delay 78.1 4.3 89.4 3.0 77.8 78.7 19.0 37.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.1 4.3 89.4 3.0 77.8 78.7 19.0 37.2
Queue Length 50th (ft) 13 39 117 69 62 64 0 10
Queue Length 95th (ft) m35 53 186 77 117 121 64 44
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 285 3238 219 3774 135 136 243 412
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.05 0.34 0.59 0.39 0.51 0.52 0.53 0.08 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 71 1048 155 1397 28 122 21 272 36 13 100 v/c Ratio 0.51 0.32 0.73 0.39 0.03 0.72 0.09 0.63 0.21 0.06 0.36 Control Delay 85.0 2.8 89.8 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.0 2.8 89.8 4.7 0.4 78.6 50.2 12.4 53.6 49.2 12.6 Queue Length 50th (ft) 66 20 128 8 1 105 17 0 29 10 0
Queue Length 95th (ft) 121 36 162 291 3 164 40 79 60 30 51 Internal Link Dist (ft) 867 598 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 233 3229 363 3566 1105 355 478 608 355 478 472 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.30 0.32 0.43 0.39 0.03 0.34 0.04 0.45 0.10 0.03 0.21 Intersection Summary

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1580 82 1110 32 55 194 642 267 257 v/c Ratio 0.83 0.54 0.39 0.25 0.40 0.69 0.81 0.52 0.51
Control Delay 36.1 61.3 14.6 63.3 68.2 24.2 57.4 14.9 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.1 61.3 14.6 63.3 68.2 24.2 57.4 14.9 13.9 Queue Length 50th (ft) 608 55 109 27 47 14 274 47 40
Queue Length 95th (ft) #786 97 124 61 91 92 328 131 122 Internal Link Dist (ft) 756 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1911 194 2843 168 177 311 931 566 555 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.83 0.42 0.39 0.19 0.31 0.62 0.69 0.47 0.46 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1905 56 959 192 225 582
v/c Ratio 4.97dr 0.41 0.28 0.20 0.32 0.81
Control Delay 78.3 68.5 7.6 3.9 45.8 58.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.3 68.5 7.6 3.9 45.8 58.6
Queue Length 50th (ft) ~712 48 105 24 87 251
Queue Length 95th (ft) #536 93 151 63 118 299
Internal Link Dist (ft) 755 936 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 1699 207 3379 978 919 933
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 1.12 0.27 0.28 0.20 0.24 0.62
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 405 121 121 26 72 181 464 24 585 245 v/c Ratio 1.24 0.54 0.38 0.29 0.30 0.76 0.13 0.27 0.28 0.25 Control Delay 179.7 65.1 8.3 69.3 38.2 76.2 8.0 64.7 13.8 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 179.7 65.1 8.3 69.3 38.2 76.2 8.0 64.7 13.8 2.6 Queue Length 50th (ft) ~226 104 0 23 17 155 48 22 93 0
Queue Length 95th (ft) #332 165 38 54 42 226 79 m35 181 m36 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 327 355 414 480 1231 324 3499 142 2059 997 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.24 0.34 0.29 0.05 0.06 0.56 0.13 0.17 0.28 0.25 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 184 112 87 93 74 492 57 777
v/c Ratio 0.54 0.44 0.36 0.52 0.48 0.16 0.41 0.27
Control Delay 54.9 26.7 54.4 28.2 52.8 10.4 58.4 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.9 26.7 54.4 28.2 52.8 10.4 58.4 11.2
Queue Length 50th (ft) 68 31 31 17 46 61 41 83
Queue Length 95th (ft) 102 84 57 67 104 91 81 139
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 354 532 310 521 174 3023 165 2914
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.52 0.21 0.28 0.18 0.43 0.16 0.35 0.27 Intersection Summary

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 79 79 160 110 351 270 69 585
v/c Ratio 0.50 0.49 0.54 0.59 0.57 0.13 0.46 0.25
Control Delay 59.1 58.8 14.4 44.3 67.1 8.4 78.5 14.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.1 58.8 14.4 44.3 67.1 8.4 78.5 14.5
Queue Length 50th (ft) 60 60 0 51 141 25 54 94
Queue Length 95th (ft) 108 107 60 106 192 36 104 143
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 412 416 508 443 615 2036 172 2309
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.19 0.19 0.31 0.25 0.57 0.13 0.40 0.25 Intersection Summary

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 67 65 174 22 42 696 20 685
v/c Ratio 0.22 0.20 0.43 0.07 0.33 0.24 0.19 0.26
Control Delay 43.8 15.0 51.4 22.7 57.1 12.5 62.0 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0
Total Delay 43.8 15.0 51.4 22.7 57.1 12.9 62.0 10.6
Queue Length 50th (ft) 35 6 64 4 30 73 16 57
Queue Length 95th (ft) 92 45 97 28 66 134 40 86
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 321 582 405 570 161 2858 159 2667
Starvation Cap Reductn 00000 1501 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.21 0.11 0.43 0.04 0.26 0.51 0.13 0.26 Intersection Summary

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 62 52 12 257 687 1 916
v/c Ratio 0.42 0.19 0.04 0.56 0.17 0.01 0.29
Control Delay 45.6 1.5 28.8 41.1 3.4 39.0 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay 45.6 1.5 28.8 41.1 3.4 39.0 9.1
Queue Length 50th (ft) 34 0 2 71 26 1 81
Queue Length 95th (ft) 70 0 10 105 71 6 130
Internal Link Dist (ft) 271 122 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 525 675 1055 680 4019 214 3149
Starvation Cap Reductn 000000 1362
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.08 0.01 0.38 0.17 0.00 0.51
Intersection Summary

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 534 1748 1097 438 151 153 250
v/c Ratio 0.69 0.65 0.68 0.44 0.63 0.63 0.63
Control Delay 41.6 7.5 20.8 2.9 51.4 51.7 46.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.6 7.5 20.8 2.9 51.4 51.7 46.9
Queue Length 50th (ft) 165 211 171 0 97 98 87
Queue Length 95th (ft) 224 369 255 51 154 157 122
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 769 2683 1617 1002 449 450 745
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.69 0.65 0.68 0.44 0.34 0.34 0.34
Intersection Summary

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing PP PM
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 456 1336 70 74 855 396 183 51 89 429 42 504 v/c Ratio 0.51 0.48 0.08 0.31 0.50 0.50 0.63 0.16 0.33 0.76 0.13 0.56 Control Delay 47.5 22.0 0.2 89.2 33.6 8.2 71.6 56.8 4.8 64.7 46.6 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.5 22.0 0.2 89.2 33.6 8.5 71.6 56.8 4.8 64.7 46.6 5.9 Queue Length 50th (ft) 182 257 0 37 121 0 84 23 0 193 34 0 Queue Length 95th (ft) 260 419 1 65 243 141 123 39 11 246 58 45 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 895 2788 907 267 1721 785 364 763 441 655 560 1188 Starvation Cap Reductn 0 0 0 0 0 97 0 0 0 0 0 0
Spillback Cap Reductn 0 146 0000003000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.51 0.51 0.08 0.28 0.50 0.58 0.50 0.07 0.20 0.65 0.07 0.42 Intersection Summary

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 56 1809 19 53 1172 89 4 122 104 2 120 v/c Ratio 0.12 0.54 0.02 0.46 0.50 0.37 0.03 0.51 0.44 0.01 0.51 Control Delay 53.3 13.6 0.1 75.7 19.6 65.8 53.2 14.3 68.1 53.5 14.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.3 13.7 0.1 75.7 19.6 65.8 53.2 14.3 68.1 53.5 14.1 Queue Length 50th (ft) 25 450 0 47 236 40 4 0 47 2 0
Queue Length 95th (ft) m50 639 m0 93 326 68 14 46 78 10 44 Internal Link Dist (ft) 521 1512 362 553
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 482 3332 1027 137 2347 510 487 505 510 487 503 Starvation Cap Reductn 0 445 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.12 0.63 0.02 0.39 0.50 0.17 0.01 0.24 0.20 0.00 0.24 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing PP PM Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 174 1504 339 528 391 652 155 359 185 v/c Ratio 0.54 0.76 0.37 0.28 0.57 0.73 0.82 0.59 0.45
Control Delay 57.7 28.3 6.1 28.1 47.0 44.9 83.8 49.2 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.7 28.3 6.1 28.1 47.0 44.9 83.8 49.2 9.0
Queue Length 50th (ft) 67 332 29 102 140 244 119 137 0
Queue Length 95th (ft) 102 460 100 155 195 281 #228 169 57 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 367 1971 924 1865 682 1232 197 1139 618 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.47 0.76 0.37 0.28 0.57 0.53 0.79 0.32 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
1: Diamond Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 959 881 254 1318 835 296
v/c Ratio 0.48 0.81 0.86 0.43 0.78 0.43
Control Delay 28.6 11.0 87.3 11.2 47.8 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.6 11.0 87.3 11.2 47.8 9.7
Queue Length 50th (ft) 210 46 209 119 267 25
Queue Length 95th (ft) 258 262 #352 182 305 88
Internal Link Dist (ft) 435 704 592
Turn Bay Length (ft) 360 100
Base Capacity (vph) 2018 1092 306 3033 1218 751
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.48 0.81 0.83 0.43 0.69 0.39
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
2: Meridian Park Blvd & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 31 1161 201 1441 102 105 152 68
v/c Ratio 0.26 0.44 0.70 0.43 0.71 0.72 0.56 0.40
Control Delay 66.7 5.4 70.3 8.4 79.1 80.5 16.5 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.7 5.4 70.3 8.4 79.1 80.5 16.5 31.5
Queue Length 50th (ft) 25 49 165 130 82 84 0 19
Queue Length 95th (ft) m54 72 244 154 #165 #169 64 64
Internal Link Dist (ft) 704 867 473 127
Turn Bay Length (ft) 220 140 80
Base Capacity (vph) 292 2630 291 3358 152 153 278 475
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.11 0.44 0.69 0.43 0.67 0.69 0.55 0.14 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
3: John Glenn Dr & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 139 995 202 1334 30 90 29 254 22 21 119 v/c Ratio 0.68 0.32 0.76 0.41 0.03 0.60 0.14 0.64 0.15 0.10 0.43 Control Delay 72.3 3.9 66.7 11.2 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.3 3.9 66.7 11.2 1.0 66.5 48.0 13.4 48.5 47.1 13.1 Queue Length 50th (ft) 113 27 152 160 0 68 21 0 16 15 0 Queue Length 95th (ft) 183 47 221 254 5 118 48 75 40 38 53 Internal Link Dist (ft) 867 555 790 507
Turn Bay Length (ft) 260 230 130 200 200
Base Capacity (vph) 255 3088 408 3286 1027 399 538 637 396 538 535 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.55 0.32 0.50 0.41 0.03 0.23 0.05 0.40 0.06 0.04 0.22 Intersection Summary

Lanes, Volumes, Timings
4: Commerce Ave/SR 242 & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 1159 66 1192 21 21 95 903 446 437 v/c Ratio 0.69 0.43 0.46 0.16 0.15 0.35 0.84 0.73 0.72
Control Delay 34.1 65.5 16.0 55.0 54.7 11.3 46.4 25.9 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.1 65.5 16.0 55.0 54.7 11.3 46.4 25.9 25.7 Queue Length 50th (ft) 359 43 257 16 16 9 325 169 163
Queue Length 95th (ft) 448 95 167 42 42 31 406 302 296
Internal Link Dist (ft) 1259 755 965 677
Turn Bay Length (ft) 280 140 140 310
Base Capacity (vph) 1678 219 2600 175 184 329 1100 627 614 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.69 0.30 0.46 0.12 0.11 0.29 0.82 0.71 0.71 Intersection Summary

Lanes, Volumes, Timings
5: Market St & Concord Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 5
Lane Group EBT WBL WBT WBR NBL NBT
Lane Group Flow (vph) 1766 72 1148 334 258 580
v/c Ratio 4.66dr 0.46 0.35 0.34 0.36 0.78
Control Delay 73.9 61.0 7.8 5.9 40.7 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 73.9 61.0 7.8 5.9 40.7 50.8
Queue Length 50th (ft) ~574 54 117 59 88 219
Queue Length 95th (ft) #452 101 175 136 118 263
Internal Link Dist (ft) 755 894 620
Turn Bay Length (ft) 120 130 170
Base Capacity (vph) 1604 233 3240 976 1062 1081
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 1.10 0.31 0.35 0.34 0.24 0.54
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Lanes, Volumes, Timings
6: Diamond Blvd & Burnett Ave Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 516 154 225 27 66 295 626 34 701 372 v/c Ratio 0.74 0.39 0.44 0.27 0.32 0.61 0.22 0.32 0.60 0.49 Control Delay 51.3 42.6 7.5 60.6 39.2 44.8 14.1 63.0 34.4 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.3 42.6 7.5 60.6 39.2 44.8 14.1 63.0 34.4 6.8 Queue Length 50th (ft) 195 105 0 21 15 206 86 24 254 52 Queue Length 95th (ft) 240 161 62 51 38 299 134 m28 340 m95 Internal Link Dist (ft) 751 638 694 592
Turn Bay Length (ft) 300 60 150 70 243
Base Capacity (vph) 878 676 717 160 676 485 2896 160 1162 757 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.59 0.23 0.31 0.17 0.10 0.61 0.22 0.21 0.60 0.49 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
7: Diamond Blvd & Galaxy Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 230 133 92 105 66 605 48 951
v/c Ratio 0.36 0.38 0.20 0.37 0.26 0.31 0.20 0.58
Control Delay 27.8 19.6 30.6 15.4 31.5 16.0 31.8 19.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.8 19.6 30.6 15.4 31.5 16.0 31.8 19.4
Queue Length 50th (ft) 41 24 17 7 23 64 17 106
Queue Length 95th (ft) 89 81 45 55 69 114 55 184
Internal Link Dist (ft) 815 670 636 694
Turn Bay Length (ft) 150 80 300 100
Base Capacity (vph) 1555 1207 1555 1191 801 4463 480 3780 Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.11 0.06 0.09 0.08 0.14 0.10 0.25 Intersection Summary

Lanes, Volumes, Timings
8: Diamond Blvd & The Veranda/Seafood City Dwy Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 8
Lane Group EBL EBT EBR WBT NBL NBT SBL SBT
Lane Group Flow (vph) 105 107 246 169 452 396 114 698
v/c Ratio 0.44 0.44 0.57 0.58 0.54 0.34 0.47 0.61
Control Delay 42.9 42.9 11.0 37.7 33.4 24.0 44.7 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.9 42.9 11.0 37.7 33.4 24.0 44.7 31.5
Queue Length 50th (ft) 55 56 0 69 110 82 58 117
Queue Length 95th (ft) 128 130 71 158 204 157 133 193
Internal Link Dist (ft) 220 298 636 636
Turn Bay Length (ft) 180 250 110
Base Capacity (vph) 886 898 920 897 1005 2060 517 2865
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.12 0.12 0.27 0.19 0.45 0.19 0.22 0.24 Intersection Summary

Lanes, Volumes, Timings
9: Diamond Blvd & Willow Way Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 123 126 265 41 76 978 27 873
v/c Ratio 0.34 0.26 0.51 0.08 0.37 0.57 0.17 0.66
Control Delay 33.7 9.8 36.3 15.9 40.8 21.6 40.2 28.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.7 9.8 36.3 15.9 40.8 21.6 40.2 28.5
Queue Length 50th (ft) 58 6 63 6 36 115 13 140
Queue Length 95th (ft) 123 55 114 35 87 211 42 205
Internal Link Dist (ft) 441 614 256 636
Turn Bay Length (ft) 120 50 140
Base Capacity (vph) 616 494 1105 524 569 3144 569 3205
Starvation Cap Reductn 0 0 0 0 0 490 0 0
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.20 0.26 0.24 0.08 0.13 0.37 0.05 0.27 Intersection Summary

Lanes, Volumes, Timings
10: Diamond Blvd & Willows Hilton Dwy Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 10
Lane Group EBT EBR NBL NBT SBL SBT
Lane Group Flow (vph) 89 110 334 954 1 1108
v/c Ratio 0.52 0.37 0.63 0.25 0.01 0.39
Control Delay 46.7 9.2 40.7 4.5 39.0 12.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5
Total Delay 46.7 9.2 40.7 4.5 39.0 12.4
Queue Length 50th (ft) 48 0 92 43 1 116
Queue Length 95th (ft) 90 38 129 112 6 184
Internal Link Dist (ft) 271 1044 256
Turn Bay Length (ft) 110
Base Capacity (vph) 534 675 717 3768 233 2841
Starvation Cap Reductn 00000 1126
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.16 0.47 0.25 0.00 0.65
Intersection Summary

Lanes, Volumes, Timings
11: I-680 NB Off-Ramp/I-680 NB On-Ramp & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 11
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 580 1412 1424 412 252 256 514
v/c Ratio 0.96 0.61 1.00 0.45 0.65 0.65 0.81
Control Delay 62.9 10.1 50.0 3.4 36.8 37.2 40.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.9 10.1 50.0 3.4 36.8 37.2 40.6
Queue Length 50th (ft) 157 213 ~305 0 122 124 140
Queue Length 95th (ft) #258 280 #398 51 202 205 201
Internal Link Dist (ft) 394 1114 1255
Turn Bay Length (ft) 350 600 800 300
Base Capacity (vph) 607 2307 1419 918 436 437 713
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.96 0.61 1.00 0.45 0.58 0.59 0.72
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
12: Diamond Blvd & Willow Pass Rd Existing PP Sat
Authentic Synchro 11 Report
Fehr & Peers Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 723 899 122 112 745 468 162 80 86 424 48 768 v/c Ratio 0.75 0.40 0.16 0.39 0.61 0.65 0.55 0.21 0.28 0.61 0.11 0.65 Control Delay 45.4 23.4 2.7 57.3 25.7 10.5 60.0 47.9 2.2 49.0 38.5 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 23.4 2.7 57.3 25.7 13.3 60.0 47.9 2.2 49.0 38.5 6.7 Queue Length 50th (ft) 260 158 0 32 111 196 63 31 0 154 31 13 Queue Length 95th (ft) #403 224 26 63 103 112 97 46 0 #297 61 66 Internal Link Dist (ft) 1114 521 428 1044
Turn Bay Length (ft) 280 300 155 210 310 200 110 145
Base Capacity (vph) 970 2235 767 368 1451 772 340 890 510 695 475 1253 Starvation Cap Reductn 0 0 0 0 0 196 0 0 0 0 0 0
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.75 0.40 0.16 0.30 0.51 0.81 0.48 0.09 0.17 0.61 0.10 0.61 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lanes, Volumes, Timings
13: Franquette Ave/Waterworld Pkwy & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 13
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBR
Lane Group Flow (vph) 62 1289 14 41 1293 31 1 39 20 46
v/c Ratio 0.13 0.37 0.01 0.34 0.52 0.14 0.00 0.13 0.11 0.08 Control Delay 32.2 5.6 0.0 69.5 15.6 54.3 41.0 0.8 54.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.2 5.6 0.0 69.5 15.6 54.3 41.0 0.8 54.9 0.3 Queue Length 50th (ft) 23 118 0 33 318 11 1070
Queue Length 95th (ft) m33 186 m0 m55 425 28 5 0 21 0
Internal Link Dist (ft) 521 1512 362
Turn Bay Length (ft) 234 375 235 220 110 340
Base Capacity (vph) 538 3523 1112 277 2507 283 538 567 283 775 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.12 0.37 0.01 0.15 0.52 0.11 0.00 0.07 0.07 0.06 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Lanes, Volumes, Timings
14: Market St & Pine Street & Willow Pass Rd Existing PP Sat Authentic Synchro 11 Report
Fehr & Peers Page 14
Lane Group EBL EBT EBR2 WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 154 960 275 757 416 631 131 295 194 v/c Ratio 0.50 0.49 0.29 0.40 0.58 0.74 0.64 0.54 0.48
Control Delay 41.8 22.6 9.0 29.4 45.6 46.6 64.5 49.2 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.8 22.6 9.0 29.4 45.6 46.6 64.5 49.2 9.5
Queue Length 50th (ft) 42 254 58 153 147 237 98 113 0
Queue Length 95th (ft) 69 336 99 229 202 280 159 140 58 Internal Link Dist (ft) 1512 546 419 736
Turn Bay Length (ft) 150 190 230 180 250
Base Capacity (vph) 361 1977 934 1911 721 1094 270 1139 629 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.43 0.49 0.29 0.40 0.58 0.58 0.49 0.26 0.31 Intersection Summary

Appendix B
Limited Phase II Site Assessment Report

Limited Phase II Site Assessment Report
SERVICE MASTER – FUTURE FORD
2121 Diamond Boulevard, Concord, California
10 June 2020
Project No. 20-6005
PREPARED FOR:

Mr. Rick Boyd

FUTURE DIAMOND OF CONCORD
PREPARED BY:

Environmental • Compliance • Industrial Hygiene • Geotechnical Phone: 800-511-9300
Fax: 888-445-8786
www.advancedgeo.biz
“Working in Partnership with People, Business and the Environment”

Limited Phase II Site Assessment Report
SERVICE MASTER – FUTURE FORD
2121 Diamond Boulevard, Concord, California
10 June 2020
Project No. 20-6005
Environmental • Compliance • Industrial Hygiene • Geotechnical Phone: 800-511-9300
Fax: 888-445-8786
www.advancedgeo.biz
“Working in Partnership with People, Business and the Environment” PREPARED BY:
________________________________________
Daniel J. Villanueva
Senior Geologist
PROJECT MANAGER:

_________________________________________
Daniel J. Villanueva
Senior Geologist

REVIEWED BY:
_________________________________________
Brian W. Millman
Senior Geologist
California Professional Geologist No. 8574

Limited Phase II Site Assessment Report
SERVICE MASTER – FUTURE FORD
2121 Diamond Boulevard, Concord, California

TABLE OF CONTENTS

SECTION PAGE

1.0. INTRODUCTION................................................................................................... 1

2.0. BACKGROUND .................................................................................................... 1

3.0. PROCEDURES..................................................................................................... 1

3.1. DRILLING AND SOIL SAMPLING ..................................................................... 2

3.2. LOGGING .......................................................................................................... 3

3.3. GRAB GROUNDWATER SAMPLING................................................................ 3

4.0. FINDINGS ............................................................................................................. 3

4.1. STRATIGRAPHY ............................................................................................... 3

4.2. ANALYTICAL RESULTS OF SOIL SAMPLES................................................... 4

4.3. ANALYTICAL RESULTS OF GRAB GROUNDWATER SAMPLES................... 4

5.0. SUMMARY AND CONCLUSIONS........................................................................ 5

6.0. RECOMMENDATIONS......................................................................................... 5

7.0. LIMITATIONS ....................................................................................................... 5

FIGURES
Figure 1 - Site Plan
TABLES
Table 1 – Analytical Results of Soil Samples
Table 2 – Analytical Results of Groundwater Samples

APPENDICES
Appendix A – Drilling Permit
Appendix B – Boring Logs
Appendix C – Laboratory Reports

Limited Phase II Site Assessment Report
SERVICE MASTER – FUTURE FORD
2121 Diamond Boulevard, Concord, California

1.0. INTRODUCTION
AdvancedGeo, Inc. (AGI) has prepared this, Limited Phase II Site Assessment Report for the property located at 2121 Diamond Boulevard, Concord, California (site). The scope of work included the advancement of eleven (11) soil borings for the collection of soil and grab groundwater samples and preparation of this report. Site structures and boring locations are illustrated in Figure 1.

2.0. BACKGROUND
Previous Phase I Environmental Site Assessments for the property have identified several recognized environmental conditions (RECs) on the subject property including: 1) two generations of former underground storage tanks, located near the northwest corner of the property; 2) the presence of eight (8) in-ground hydraulic lifts in the eastern portions of the warehouse area; and 3) the former presence of a clarifier (oil-water separator) in the western side of the warehouse area (Figure 1). Based on the following RECs, AGI recommended performance of a limited Phase II site assessment in the above referenced locations.

3.0. PROCEDURES
On 27 May 2020, a total of three (3) soil borings (B1 through B3) were advanced to a total depth of 20 feet below surface grade (bsg) in the northwestern portion of the property in the area of the former USTs. Soil and grab groundwater samples were collected from all three borings during the investigation. Additionally, two (2) soil borings (B4 and B5) were advanced to 10 feet bsg in the area of the oil-water separator in the western portion of the warehouse building for collection of soil samples (Figure 1); groundwater was not encountered in borings B4 and B5 during the investigation.

On 28 May 2020, a total of six (6) soil borings were advanced to a total depth of 12 feet bsg in the suspected areas of formerly installed in-ground hydraulic lifts for collection of soil samples (Figure 1).

All field work was performed under applicable county permits. A copy of the Contra Costa County Environmental Health Department (EHD)-approved drilling permit is included in Appendix A.

10 June 2020
Project No. 20-6005

3.1. DRILLING AND SOIL SAMPLING
On 27 and 28 May 2020, borings for collection of soil and grab groundwater samples were advanced at the site to total depths of 10 feet bsg (B4 and B5), 12 feet bsg (B6 through B11) and 20 feet bsg (B1 through B3) utilizing a Geoprobe 5400 equipped with

1.45-inch probing rods. Soil samples were collected from boring B1 at 5, 13, 15 and 20 feet bsg. Soil samples were collected from borings B2 and B3 at five-foot intervals beginning at 5 feet bsg; soil samples were collected from B4 and B5 at 5 and 10 feet bsg; and soil samples were collected from borings B6 through B11 at depths of 5 and 12 feet bsg.

All five-foot soil samples were hand packed from the hand auger into a stainless-steel sampling sleeve. Once packed, each end of the sleeve was covered with Teflon sheets, capped and sealed with duct tape. Each sample sleeve was labeled with soil boring location, depth, time, date and sampler's initials and then placed in a chilled container.

All remaining samples were collected using a 1.45-inch Geoprobe soil sampling assembly loaded with a two-foot acetate liner. A 6-inch section of the acetate sleeve was separated utilizing a cutting tool and prepped for laboratory analysis by covering the ends of the sleeve with Teflon sheets, capping and sealing with duct tape. Each sample sleeve was labeled with soil boring location, depth, time, date and sampler's initials and then placed in a chilled container.

Soil samples were transported under chain-of-custody protocol to Enviro-Chem, Inc. (ECI) a California Environmental Laboratory Accreditation Program (ELAP)-certified laboratory, and analyzed for the following:

B1 through B3
Total petroleum hydrocarbons quantified as gasoline, diesel and motor oil (TPH-g/d/mo) and volatile organic compounds (VOCs) in accordance with EPA Methods 8015M and 8260B.

B4 and B5
VOCs in accordance with EPA Method 8260B and Title 22 Metals in accordance with EPA Methods 6010B/7471A.

B6 through B11
TPH-g/d/mo in accordance with EPA Method 8015M and Polychlorinated biphenyls (PCBs) in accordance with EPA Method 8080.

Soil boring locations are depicted in Figure 1.

10 June 2020
Project No. 20-6005

3.2. LOGGING
During drilling activities, soil sample duplicates from all borings were monitored for the presence of organic vapor using an organic vapor meter equipped with a photo-ionization detector (PID: MiniRAE 3000, 10.0 eV, calibrated to isobutylene) and were visually described on the boring logs in accordance with the Unified Soil Classification System (USCS). Boring logs documenting lithologic observations from the May 2020 investigation are included in Appendix B.

3.3. GRAB GROUNDWATER SAMPLING
Grab groundwater samples were collected from B1 through B3 between 16 and 20 feet bsg, utilizing temporary 1-inch well screen and blank casing. Once the total depth was reached, the sampling screen and blank casing were lowered to the base of the boring and samples were withdrawn using disposable tubing and an inertial pump. Sufficient sample was collected to fill one amber liter and three 40-ml EPA-approved volatile organic analysis (VOA) vials without preservative. Groundwater sample containers were labeled with soil boring designation, date, time, and samplers initials and then placed in a chilled container. Groundwater samples were analyzed for TPH-g/d/mo in accordance with EPA Method 8015M and VOCs in accordance with EPA Method 8260B.

4.0. FINDINGS
Soil stratigraphy was determined from field data; and petroleum hydrocarbon impact to soil and groundwater was quantified by laboratory analysis.

4.1. STRATIGRAPHY
The lithology at the site generally consisted of silts, silty sand and clay from near surface grade to 20 feet bsg. Moist soil was generally encountered at 15 feet bsg. Soil samples were not recoverable from B1 at 15 and 20 feet bsg and from B3 at 20 feet bsg.

Hydrocarbon-like odors were observed in the soil samples collected from B1 at five feet bsg and from B2 at 5 and 10 feet bsg. No odors were observed from all remaining soil samples collected during the May 2020 investigation. Organic vapor was detected using a PID at concentrations ranging from 0.4 parts per million volume (ppmv) to 9.2 ppmv.

Boring logs documenting lithologic observations and PID concentrations are included in Appendix B.

10 June 2020
Project No. 20-6005

4.2. ANALYTICAL RESULTS OF SOIL SAMPLES
A total of 12 soil samples collected from borings B1 through B11 were submitted for analysis for the constituents listed in Section 3.1. The following is a summary of the analytical results:
• Tert-butylbenzene, isopropylbenzene and n-propylbenzene were detected in B2- 10 at concentrations of 0.024 milligrams per kilogram (mg/kg), 0.019 mg/kg and

0.009 mg/kg, respectively.
• Arsenic, barium, chromium, cobalt, lead, mercury, nickel, vanadium, and zinc were detected in the 10-foot soil samples collected from B4 and B5 at low to background concentrations (Appendix C).
• PCBs were not detected above laboratory reporting limits in the soil samples analyzed (Table 1).

No additional analytes were reported above laboratory detection limits in the soil samples analyzed during the May 2020 investigation. Analytical results of soil samples are summarized in Table 1. The laboratory reports (ECI Lab I.D. 200528-1 through -19 and 200601-1 through -12), quality assurance and quality control (QA/QC) reports, and chain of custody forms are included in Appendix C.

4.3. ANALYTICAL RESULTS OF GRAB GROUNDWATER SAMPLES
On 27 May 2020, a total of three grab groundwater samples were collected from borings B1 through B3 and were analyzed for the constituents listed in Section 3.1. The following is a summary of analytical results:
• Naphthalene was detected in the sample collected from B1 at a concentration of

5.13 micrograms per liter (µg/l).
• N-propylbenzene was detected in B1 at a concentration of 5.84 µg/l. • Methyl tertiary butyl ether (MTBE) was detected in the sample collected from B3 at a concentration of 6.61 µg/l.

No additional analytes were reported above laboratory detection limits in the grab groundwater samples analyzed during the May 2020 investigation. Analytical results of grab soil samples are summarized in Table 2. The laboratory reports (ECI Lab I.D. 200528-1 through -19), quality assurance and quality control (QA/QC) reports, and chain of custody forms are included in Appendix C.

10 June 2020
Project No. 20-6005

5.0. SUMMARY AND CONCLUSIONS
Based upon the environmental activities completed, AGI provides the following summary and conclusions:
• The lithology at the site generally consisted of silts, silty sands and clays from near surface grade to 20 feet bsg. (Appendix C).
• Very low levels of three VOCs were detected in the soil sample collected from B2 at 10 feet bsg. The concentrations are below the San Francisco Bay Regional Water Quality Control Board’s (SFBRWQCB) Environmental Screening Levels (ESLs; Table 1).
• Low levels of selected metals were reported in the soil samples collected surrounding the oil-water separator. The reported concentrations are below SFBRWQCB ESLs.
• Low levels of MTBE and naphthalene were detected in the grab groundwater samples collected from B1 and B3. The concentrations are slightly above the San SFBRWQCB ESLs for drinking water (Table 2).

6.0. RECOMMENDATIONS
Based on soil and groundwater sample results, It’s AGI’s opinion that additional investigation does not appear warranted at the site and constituents detected during the investigation should not pose a threat to human health or the environment.

7.0. LIMITATIONS
Our professional services were performed using that degree of care and skill ordinarily exercised by environmental consultants practicing in this or similar localities. The findings were based upon field measurements and analytical results provided by an independent laboratory. Evaluations of the hydrogeologic conditions at the site for the purpose of this investigation are made from a limited number of available data points (i.e. field data, soil, and groundwater samples) and subsurface conditions may vary away from these data points. No other warranty, expressed or implied, is made as to the professional interpretations, opinions and recommendations contained in this report.

FIGURES

TABLES

TABLE 1

ANALYTICAL RESULTS OF SOIL SAMPLES
Service Master - Future Ford
2121 Diamond Boulevard, Concord, California
(mg/kg)
Sample
I.D. Date TPH-g TPH-d TPH-mo Benzene Toluene Ethyl- benzene Xylenes MTBE 1,2-DCA Naph. Total PCBs B1-13 05/27/20 <10 <10 <50 <0.005 <0.005 <0.005 <0.010 <0.005 <0.005 <0.005 - B2-10 05/27/20 <10 <10 <50 <0.005 <0.005 <0.005 <0.010 <0.005 <0.005 <0.005 -B3-10 05/27/20 <10 <10 <50 <0.005 <0.005 <0.005 <0.010 <0.005 <0.005 <0.005 -B3-15 05/27/20 <10 <10 <50 <0.005 <0.005 <0.005 <0.010 <0.005 <0.005 <0.005 - B4-10 05/27/20 - - - <0.005 <0.005 <0.005 <0.010 <0.005 <0.005 <0.005 -B5-10 05/27/20 - - - <0.005 <0.005 <0.005 <0.010 <0.005 <0.005 <0.005 -B6-12 05/28/20 <10 <10 <50 - - - ---- <0.01 B7-12 05/28/20 <10 <10 <50 - - - ---- <0.01
B8-12 05/28/20 <10 <10 <50 - - - ---- <0.01
B9-12 05/28/20 <10 <10 <50 - - - ---- <0.01
B10-12 05/28/20 <10 <10 <50 - - - ---- <0.01
B11-12 05/28/20 <10 <10 <50 - - - ---- <0.01
ESL Commercial 1,000 2,300 5,100 1.4 5,300 26 2,500 210 2.1 17 0.94 Commerical - - - 1.4 5,400 - - - 0.16 -
Residential - - - 0.33 1,100 - - - - 0.037 -
Notes:
mg/kg: milligrams per kilogram, or parts per million (ppm)TPH-g: total petroleum hydrocarbons quantified as gasolineTPH-d: total petroleum hydrocarbons quantified as dieselTPH-mo: total petroleum hydrocarbons quantified as motor oilNaph: naphthaleneMTBE: methyl tertiary-butyl ether1,2-DCA: 1,2-dichloroethanePCBs: Polychlorinated Biphenyls ESL:HERO:-: There is no ESL for the listed constituentTPH-g, TPH-d and TPH-mo were analyzed in accordance with EPA Method 8015M. TPH-g, TPH-d and TPH-mo were analyzed in accordance with EPA Methods 5030/3550-UST SamplesAll other analytes were analyzed in accordance with EPA Method 8260B.

Regional Water Quality Control Board Commerical/Industrial Gross Contamination (TPH) and Direct Exposure Shallow Soil (VOCs) California Department of Toxic Substance Control (DTSC) Human and Ecological Risk Office (HERO), Human Health Risk Assessment (HHRA) Screening level HERO
Note 3:

Levels - Jan. 2019

TABLE 2

ANALYTICAL RESULTS OF GROUNDWATER SAMPLES
Service Master - Future Ford
2121 Diamond Boulevard, 1755 West 11th Street, Tracy, California (µg/l)
Sample I.D. Date TPH-g TPH-d TPH-mo Benzene Toluene Ethyl- benzene Xylenes MTBE 1,2-DCA Naph.

B1-Water 05/27/20 <500 <500 <3,000 <1 <1 <1 <1 <3 <1 5.13 B2-Water 05/27/20 <500 <500 <3,000 <1 <1 <1 <1 <3 <1 <1B3-Water 05/27/20 <500 <500 <3,000 <1 <1 <1 <1 6.61 <1 <1 5,000 2,500 -- 1.0 40 30 20 5 0.5 0.17
Notes:
µg/l: micrograms per literTPH-g: total petroleum hydrocarbons quantified as gasolineTPH-d: total petroleum hydrocarbons quantified as dieselTPH-mo: total petroleum hydrocarbons quantified as motor oilNaph: naphthaleneMTBE: methyl tertiary-butyl ether1,2-DCA: 1,2-dichloroethaneEDB: 1,2-dibromoethaneESL: Environmental Screening Level for Gross Contamation Levels (TPH) and Maximum Contaminant Level (MCL) for volatile organic compounds (VOCs) 1: Primary MCL
*: The listed MCL is a taste and odor threshhold--: There is no MCL for the listed constituentTPH-g, TPH-d and TPH-mo were analyzed in accordance with EPA Method 8015M. All other analytes were analyzed in accordance with EPA Method 8260B. 2 strongly aged gasoline or diesel range compound are significant in the TPH(g) chromatogram3 gasoline, diesel, and oil range compounds are significant; no recognizable pattern ESL

APPENDIX A

CONTRA COSTA

ENVIRONMENTAL HEALTH DIVISION
2120 DIAMOND BLVD. SUITE 100, CONCORD, CA 94520-5704
(925) 608-5500 FAX (925) 608-5502 www.cchealth.org/eh/
Soil Boring Permit
Permit Number:

Date Received:

PE Number:

WP Number:
0027154 4303
May 15, 2020 WP0027154
Issued By: JOHN WIGGINS Date Issued: 20-May-2020 Date Expires: 21-Nov-2020 Intended Use: SOIL BORING # of Borings or Well ID: 11 BORINGS The issuance of this permit by Contra Costa County Environmental Health Division does not guarantee a satisfactory and an indefinite operation of any well. Permit expires in 180 calendar days from date of approval. Permits are non-transferable, and can be suspended or revoked. If more time is required for the project, a time extension may be granted if reasons warrant it in writing.

Project Site Information
Site Address:

APN: Lot/Parcel #:

Subdivisioin #: Minor Subdivision #:
126 325 004
2121 DIAMOND BLVD, CONCORD
Driller/Consultant Information
E-Mail or Fax#:

Driller: Contact Person:

Phone #:

Consultant:

Phone #:

E-Mail or Fax#:

Contact Person:

ADVANCED GEO INC ROBERT MARTY
ADVANCEDGEO, INC. DANIEL VILLANUEVA
[email protected]
209-467-1006 [email protected]
209-467-1006
Legal Owner Information
Property Owner:

Phone #:

City/State/Zip:

Owner Address:

Responsible Party:

Phone #:

City/State/Zip:

Address:

DIAMOND GALAXY PARTNERS LLC SAME AS OWNER
1200 CONCORD AVE
CONCORD, CA 94520
925-674-8400 Not Specified
Prior to any drilling construction or destruction of a well, requests for inspection appointment must be received 48 hours in advance (excluding weekends, holidays, and Mandatory County Furlough Days) by faxing your written request to (925) 608-5502 or e-mail to [email protected]. Voice mail messages are not acceptable.

Well drillers must possess a valid C-57 license and must have on file a performance bond of $5,000.00 with Contra Costa County before commencing with any well construction, destruction or repairs.

Soil Boring Permit Conditions:

1. Soil Boring shall be destroyed pursuant to County regulations within 30 days of completing monitoring activities.

2. ________________________________________________________________________________________________

3. ________________________________________________________________________________________________ Final Approval by:__________________________________________________ Date: _____________________

APPENDIX B

837 Shaw Road
0 -5
-10
-15
-20

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: brown, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor SM: gray, moist, SILTY SAND, slight HC odor
no recovery
no recovery
B1-5
B1-13
B1-15
B1-20
-
-
-
-
0 1.1
-
-
B1
20 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
27 May 2020
Groundwater encountered at 13 feet bsg; Soil boring
backfilled with neat cement; 4.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15
-20

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
ML: gray, dry, SILT, some fine grained sand, strong hydrocarbon (HC) odor CL: dark gray, dry to moist, CLAY, strong HC odor
CL: brown, dry to moist, CLAY, no HC odor
CL: gray, dry to moist, CLAY, no HC odor
B2-5
B2-10
B2-15
B2-20
-
-
-
-

9.2 4.1

0.6 1.4
B2
20 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
27 May 2020
Groundwater encountered at 13 feet bsg; Soil boring
backfilled with neat cement; 4.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15
-20

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SP: mottled, dry, SAND, fine grained, no hydrocarbon (HC) odor CL: brown, dry, CLAY, plastic, no HC odor
CL: brown, dry, CLAY, plastic, no HC odor
no recovery
B3-5
B3-10
B3-15
B3-20
-
-
-
-
0 0.4
0 -
B3
20 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
27 May 2020
Groundwater encountered at 13 feet bsg; Soil boring
backfilled with neat cement; 4.5 gallons of neat cement.

837 Shaw Road
0 -5
-10

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: brown, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: brown, dry, CLAY, plastic, no HC odor
B4-5
B4-10
-
-
0 0
B4
10 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
27 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2 gallons of neat cement.

837 Shaw Road
0 -5
-10

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: brown, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: brown, dry, CLAY, plastic, slight organic odor
B5-5
B5-10
-
-
0 0
B5
10 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
27 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: gray, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: brown, moist, CLAY, some fine grained sand, no HC odor B6-5
B6-12
-
-

0.4 0.4
B6
12 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
28 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: gray, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: brown, dry, CLAY, slightly plastic, no HC odor
B7-5
B7-12
-
-

0.2 0.3
B7
12 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
28 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: brown, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: dark brown, moist, CLAY, plastic, no HC odor
B8-5
B8-12
-
-

0.3 0.4
B8
12 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
28 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: gray, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: brown, moist, CLAY, plastic, no HC odor
B9-5
B9-12
-
-

0.7 0.5
B9
12 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
28 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
SM: brown, dry, SILTY SAND, fine grained sand, no hydrocarbon (HC) odor CL: brown, moist, CLAY, plastic, no HC odor
B10-5
B10-12
-
-

0.2 0.5
B10
12 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
28 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2.5 gallons of neat cement.

837 Shaw Road
0 -5
-10
-15

BORING LOG
BOREHOLE NO.:

TOTAL DEPTH:

Project:

Site Location:

Date(s) Drilled:

Drilling Co.:

Rig/Auger Type:

Logged By:

Reviewed By:

Notes: Water level during drilling
Water level in completed well

Depth Soil
Symbol
USCS Class and
Soil Description
Sample Blows
(per 6")
PID
ID (ppm)
Project No.:
(209) 467-1006 FAX: (209) 467-1118
AdvancedGeo
Stockton, California 95215
20-6005
ML: gray, dry, SILT, some fine grained sand, no hydrocarbon (HC) odor CL: brown, dry, CLAY, plastic, no HC odor
B11-5
B11-12
-
-

0.5 0.4
B11
12 Feet
Service Master
2121 Diamond Boulevard
Concord, California
AGI
GeoProbe
D. Villanueva
B. Millman
28 May 2020
Groundwater not encountered in boring; Soil boring
backfilled with neat cement; 2.5 gallons of neat cement.

APPENDIX C

Authentic Concord LLC
Storefront Retail
Lorna Villa, Associate Planner
City Council Public Hearing
September 27, 2022 Page 581 of 607
Summary
• Background
• Project Summary
• Entitlements
• Development Agreement
• Environmental/CEQA Determination
• Recommendation
2

Location
3 Address: 1045 Galaxy Way
APN: 126-325-004
General Plan: West Concord
Mixed Use (WCMU)
Zoning: West Concord Mixed
Use (WMX)

Background
• May 26, 2020: Council adopted cannabis ordinance.
• July 28, 2020: Council approved the competitive selection process. • October 5, 2020: Request for Proposals (RFP) issued.
• May 25 and 26, 2021: City Council interviewed all eligible retail storefront applicants, selecting Authentic.
• September 2, 2021: Authentic Concord LLC submits application. 4

Background
• September 30, 2021: November 24, 2021, January 5, 2022, and February 25, 2022, the application is deemed incomplete. • March 10, 2022: Design Review Board recommended Final Design and Site Review approval.
• April 21, 2022: The application is deemed complete.
• September 7, 2022: The Planning Commission recommended approval.
5

Required Permits
• Approvals required for the project:
• Administrative Permit: Land use (Cannabis storefront retailer) • Minor Exception: Excess parking
• Design and Site Review: Building and Site improvements • Development Agreement
6

Administrative Permit
• Required to establish a cannabis storefront retailer in the WMX District.
• Will employ 35-45 people
• Hours between 9:00 a.m. to 10:00 p.m. seven days a
week.
• Conditions of Approval will list conditions specific to the business based on the documentation provided, as well
as conditions from the cannabis ordinance.
7

Design and Site Review
Project proposes minor modifications and upgrades.
8

Design and Site Review
East Elevation West Elevation
9

Design and Site Review
Landscaping
10

Design and Site Review
Other Improvements
11

Minor Exception
To exceed required parking by two spaces
12

Development Agreement
• Term: Five years, automatic two-year extension;
discretionary five year extension.
• Annual Developer Contributions:
• One percent (1%) of Gross Revenues; or $20,000 (whichever is greater) to Cannabis Community Benefit Fund.
• Five Percent (5%) of Gross Revenues to the General Fund • Volunteer Hours:
• Required per Cannabis Business Owner and on-site employee each year.
13

Development Agreement – Community Benefits
• Labor and Social Diversity:
• Collective Bargaining Agreement with United Food and Commercial Workers Union Local 5.
• Will prioritize hiring of local and diverse employees. • Provide a livable wage that does not fall below $17.50 per hour and full time employees do not fall below $50,000 per year. • Neighborhood Compatibility:
• Designation of a Community Relations Officer.
• Provide written documentation regarding complaints and any resolutions in Annual Review Report to the City.
14

Development Agreement –Applicable Laws
• Provides vested rights to the applicant for land use
regulations and City cannabis rules.
• Any new laws restricting the sale of cannabis accessories or prohibiting the operation of cannabis businesses would not apply to this business.
15

Development Agreement Findings
• Consistent with the General Plan.
• Will conform with general welfare and good land use
practices.
• Will not affect the orderly development of the property. • Will not be detrimental to the health, safety and general welfare of the residents of the City.
16

Environmental/CEQA
• Exemption Memorandum
• Proposed project is exempt pursuant to CEQA Guidelines 15061(b)(3), the common sense exemption.
17

Recommended Action

1. Adopt a Resolution approving an Administrative Permit, Minor Exception, and Design and Site Review for a cannabis storefront retail and delivery business for Authentic Concord LLC at 1045 Galaxy Way; and

2. Introduce an Ordinance approving and adopting a Development Agreement between the City of Concord and Authentic Concord LLC (PL21153 - AA, ME, DR, DA) at 1045 Galaxy Way; by reading of the title only and waiving further reading.
18

Questions
19

Storefront image
STIIIZY is a Retail Brand Owned
and Operated by Authentic
Concord LLC a subsidiary of
Shryne Group Inc
Concord

Authentic is a Retail Brand Owned and Operated by Shryne Group

Authentic is a Retail Brand Owned and Operated by Shryne Group
Past
Actions/Request
Concord
• City issued RFP, applicant applied in November 2020
• Applications were evaluated on Criteria Evaluation &
Scoring and six were invited to interview with city council • City council interviewed and applicant was selected as the highest scoring on May 26, 2021
• Planning Commission approval September 7, 2022
• Requesting Approval of Administrative Permit, Minor
Exception and Design and Site Review for cannabis
storefront and delivery retail and adoption of
Development Agreement between the City of Concord
and Authentic Concord

Authentic is a Retail Brand Owned and Operated by Shryne Group
Location
1045 Galaxy Way,
Concord, CA
• Stand alone building
• Freeway Proximity
• Away from Residences and
sensitive uses
• Site is zoned WMX (West
Concord Mixed Use) and has
a General Plan designation of
West Concord Mixed Use.

Concord

STIIIZY
Concord
1045 Galaxy Way (AKA
2121 Diamond Blvd)

Authentic is a Retail Brand Owned and Operated by Shryne Group
Proposed Project Concord
• Renovate an existing 5,323
sf building to operate a
cannabis retail business.
• 30 proposed parking spaces
including 7 Electric Vehicle
Charging Stations.
• Landscape improvements
fronting Galaxy way and
throughout the property.

Authentic is a Retail Brand Owned and Operated by Shryne Group
Proposed Project Concord
• 2,674 square foot retail
floor
• Customers only have
access to the sales floor
• Secured Inventory Room
• Dedicated security office

Authentic is a Retail Brand Owned and Operated by Shryne Group
Security/Odor
Measures
Concord
• Bollards will be placed at
the front of the store
• Security guards always
on site and extensive
security plan
• Odor mitigation
measures and
procedures

Thank you

Staff Report
Date: September 27, 2022
To: City Council/City Council Sitting as the Local Reuse Authority From: Valerie J. Barone, City Manager
Reviewed by: Guy Bjerke, Director of Economic Development and Base Reuse Prepared by: Robert Carrera, Economic Development Specialist [email protected]
(925) 671-3018
Subject: Considering introduction of an Ordinance to repeal Urgency Ordinance No. 20-5, which approved the Concord Forward
Action Plan and authorized the temporary suspension of
enforcement of certain Concord Municipal Code provisions and temporary waiver of certain fees in the Master Fees and Charges Schedule (Resolution No. 78-6042) by reading of the title only and waiving further reading.

Not a project/exempt pursuant to Public Resources Code
21065, Guidelines Sections 15060(c), 15061(b)(3), 15304, 15311, and/or 15378.

Report in Brief
Responding to the COVID-19 pandemic, in early 2020, State and Contra Costa County public health officials issued “shelter-in-place” orders that severely limited the operational capacity, and in many cases required the closure, of “non-essential” businesses. These orders were devastating to the local economy.

Recognizing that businesses would need to adjust their practices as orders were incrementally adjusted or lifted, on June 9, 2020, City Council adopted Urgency Ordinance No. 20-5, implementing the Concord Forward Action Plan (“Action Plan”).

The Action Plan is composed of nine action items undertaken by the City and its partners to assist businesses in the reopening process and help facilitate their long-term viability post COVID-19.

9.b

City Council Agenda Report
Agenda Item No. 9.b
September 27, 2022
Two years later, the advancement of COVID-19 treatment and prevention, along with the changing nature of the COVID-19 virus itself, has allowed the State and County to lift the health orders that previously limited the operational capacity of businesses.

Given the dramatically improved business environment and foreseeably limited impact of the COVID-19 virus on the local economy, staff is recommending repealing Urgency Ordinance No. 20-5.

Recommended Action
Introduce an ordinance that will repeal Urgency Ordinance No. 20-5 that will, 30 days after adoption, terminate both the Temporary Master License Program for New or Expanded Outdoor Operations and Fee Waiver Program for Permanent Outdoor Dining Operations by reading of the title only and waiving further reading Background
In response to the COVID-19 pandemic, on March 4, 2020, the Governor proclaimed a State of Emergency, and subsequently on March 12, 2020 issued Executive Order N25-20. The order, among other things, required that California residents heed any orders issued by state and local public health officials to mitigate the spread of COVID19. On March 13, 2020, the City of Concord declared a state of local emergency. On March 17, 2020, Contra Costa County joined five other Bay Area counties in ordering residents to shelter at home. The health order shut down significant portions of the local economy in order to limit the public’s exposure to COVID-19.

In the first 90 days of shelter-in-place orders, the City of Concord took action to help support Concord businesses by implementing the following initiatives:
 #ConcordEats marketing campaign: Partnered with the Concord Chamber and Visit Concord to create a web site showcasing open Concord restaurants providing take-out and delivery options. The web site was promoted through social media, email blasts and Public Relation channels.  Concord Essential Business web site: Listed and mapped of open Concord businesses promoted through social media and public relations  Concord COVID Business Resource web page: Curated listing of pertinent Federal, State and local business resources and programs  Concord Forward web page: listing of City efforts to support businesses  Concord Business License Relief: Allowed businesses to delay payment of business license fees until the last day of the month 90 days after the shelter-inplace order was lifted  Concord Auto Dealership Support: Facilitated the opening of dealerships’ indoor sales, for the Memorial Day weekend.

City Council Agenda Report
Agenda Item No. 9.b
September 27, 2022
On June 9, 2020, City Council adopted Urgency Ordinance No. 20-5, allowing for the immediate implementation of the Action Plan to assist businesses in the reopening process and help facilitate their long-term viability post COVID-19. The Action Plan consisted of the following nine action items:
 Action Item No. 1 - Temporary Waiver/Suspension of Enforcement of Certain Provisions of the Municipal Code to support Temporary Outdoor operations.  Action Item No. 2 - Temporary Expansion of Outdoor Dining and Retail Activity  Action Item No. 3 - Provisionary Reduce Temporary Signage Restrictions  Action Item No. 4 - Expeditious Review of Improvements for Social Distancing  Action Item No. 5 - Marketing
 Action Item No. 6 - “Open for Business” Signage
 Action Item No. 7 - “Shop Local” Campaign
 Action Item No. 8 - Special Events
 Action Item No. 9 - Business Support
Over the course of two years, City Staff implemented programs aligning with the nine action items, including the Temporary Master License Program for New or Expanded Outdoor Operations and Fee Waiver Program for Permanent Outdoor Dining Operations. As stated in Section 3 of the Ordinance, Urgency Ordinance No. 20-5 remains in effect:
“This Ordinance shall take effect immediately and shall remain in effect until the City Council declares a termination or other expiration of the declaration of local emergency.”
Resolution No. 20-12, the Declaration of Local Emergency for the COVID-19 Pandemic, remains in effect as of this writing.

Analysis
This section focuses on the progress of the remaining active Concord Forward action items, the state of the COVID-19 pandemic and the direction that County, State, and Federal authorities are going, as the response to the pandemic changes over time.

Temporary Outdoor Operations
The Temporary Master License Program for New or Expanded Outdoor Operations allowed for the expeditious review and approval of safe, temporary outdoor setups.

Thirty-five (35) businesses received licenses, under this program. These outdoor setups allowed businesses such as restaurants, salons, and fitness centers to continue their operations despite indoor restrictions imposed by public health orders. As authorized by

City Council Agenda Report
Agenda Item No. 9.b
September 27, 2022
Urgency Ordinance No. 20-5, the City Manager has extended the program twice, first until June 30, 2022 and again until its current expiration of September 30, 2022.

Throughout 2021, as public health officials incrementally lifted indoor capacity restrictions, many temporary license holders voluntarily removed outdoor setups. Of the 35 businesses that received licenses, only five businesses – all restaurants – have temporary outdoor setups as of this writing. Due to the lifting of indoor capacity restrictions and waning interest in the program, new applications for temporary outdoor setups are no longer being received.

To further support businesses and incentivize the installation of code-compliant outdoor dining structures, in August of 2021, the City implemented the Fee Waiver Program for Permanent Outdoor Operations, allowing qualified businesses that serve food and beverages to establish permanent outdoor eating areas without incurring permitting fees. As of this writing, five businesses have applied through this fee waiver program to establish permanent outdoor dining areas. Fees waived will be offset by funds received from the federal government through the American Rescue Plan Act (“ARPA”). This program was extended by the City Manager, as allowed for under the Urgency Ordinance, to September 30, 2022 as well.

Staff has conducted extensive outreach to businesses with temporary outdoor operations informing them of the Fee Waiver Program for Permanent Outdoor Operations and the planned repeal of Urgency Ordinance No. 20-5, so those using temporary outdoor operations understand the process to legalize their continued use.

The City Council must adopt an ordinance to repeal Urgency Ordinance No. 20-5.

Accordingly, the expiration dates for both the temporary outdoor operations license program and permanent fee waiver program will end 30 days after the second reading and adoption of the proposed Ordinance.

Shop Concord
In November 2020, the City and Greater Concord Chamber of Commerce partnered to create the “Shop Concord” program using Yiftee, an established digital gift card platform. The program first launched in November of 2020 with the City contributing $10,000 towards sponsoring a Buy-One-Get-One (BOGO) promotion. Since launching, the City has contributed a total of $50,000 towards five separate Buy-One-Get-One (BOGO) promotions during major shopping holidays, including Black Friday/Small Business Saturday, Memorial Day, and Fourth of July. As of this writing, the program has generated a total of $156,315 in gift card sales with over 82% of those funds redeemed at the 70 participating Concord businesses.

Designed to support businesses both during and beyond the COVID-19 pandemic, this shop local program will continue after the Action Plan is rescinded, pending availability of funding for BOGO promotions. Staff is currently in the process of planning two more

City Council Agenda Report
Agenda Item No. 9.b
September 27, 2022
BOGO promotions in Fiscal Year (“FY”) 2022-2023: one during the 2022 Thanksgiving holiday and another during the 2023 Memorial Day holiday.

State of the COVID-19 Pandemic
When the Action Plan was put into effect, the state and county public health orders were in place that severely limited indoor business activity and how people can interact with each within the same space. These restrictions included social distance requirements, mask mandates, and restriction on indoor activity. The Concord Forward Action Plan was put into place for the purpose of helping businesses impacted by these restrictions, plus the reduction in customer traffic due to people taking self-precautionary measures to avoid catching COVID-19.

In the last year, public health officials lifted numerous health orders related to indoor operational capacity, social distancing, and mask mandates. On February 4, Contra Costa County lifted the proof of vaccination requirements for indoor dining and gym entry. Then on February 16, the County lifted indoor mask requirements. On April 1, the County lifted the proof of vaccination requirement to attend “mega-events” (500 or more people in attendance at one event). Currently, there are no health orders that restrict private businesses, either by the State or the County.

The County’s current “Path to Zero” program is focused on mitigating preventable deaths in Contra Costa County through a combination of vaccinations, testing, and treatment. Based on reviewing COVID-19 data for Contra Costa County, specifically case rates, death rates, and hospitalization data, and the success of public health efforts in mitigating the harm of COVID-19, the Action Plan is no longer necessary as businesses are allowed to conduct their services indoors without capacity restrictions.

Since these businesses can resume revenue generating activity in their indoor spaces, the rationale for fee waivers no longer exists. It is also important for the City to reestablish its primary mechanisms to readily address outdoor dining structures that may present health and safety hazards. Therefore, staff recommends the repeal of the urgency ordinance.

Financial Impact
There is no fiscal impact to this proposed change.

Environmental Determination
Repeal of the Urgency Ordinance/adoption of the proposed ordinance does not constitute a “project,” and will not result in a direct or reasonably foreseeable indirect physical change in the environment, pursuant to CEQA Guidelines Sections 15060(c), 15378 and Public Resources Code Section 21065. In addition, such action falls within the “common sense exception” set forth in CEQA Guidelines Section 15061(b)(3) excluding –projects where “it can be seen with certainty that there is no possibility that the ordinance may have a significant effect on the environment” and is categorically exempt pursuant to CEQA Guidelines Sections 15304 and 15311.” No unusual

City Council Agenda Report
Agenda Item No. 9.b
September 27, 2022
circumstances are present. This determination reflects the City’s independent judgment and analysis.

Public Contact
The City Council Agenda was posted. A Public notice was issued on September 6, 2022 to notify the public of the introduction an ordinance to repeal Urgency Ordinance No. 20- 5 by reading of the title only and waiving further reading.

Attachments

1. June 9, 2020 City Council Staff Report

2. Urgency Ordinance No. 20-5

3. Concord Forward Action Plan

4. Ordinance Repealing Urgency Ordinance No. 20-5

Staff Report
Date: June 9, 2020
To: City Council
From: Valerie J. Barone, City Manager
Reviewed by: Andrea Ouse, Director of Community and Economic Development Guy Bjerke, Director of Community Reuse Planning
Prepared by: John Montagh, Economic Development Manager [email protected]
(925) 671-3082
Subject: Considering adoption of an Urgency Ordinance approving the Concord Forward Action Plan (Plan) and authorizing the
temporary waiver/suspension of enforcement of certain
Concord Municipal Code provisions and temporary waiver of certain fees in the master fees and charges schedule
(Resolution No. 78-6042) in order to support implementation of the Plan and facilitate business operations impacted by the Novel Coronavirus
CEQA: Not a project under Public Resources Code 21065,
Guidelines Sections 15060(c)(2), 15060(c)(3), 15061(b)(3), and/or 15378; in the alternative exempt under CEQA
Guidelines Sections 21080(b)(4), 15269(c), 15304(e), 15311(c), and/or 15183.

Report in Brief
The City of Concord has taken a number of proactive actions to facilitate business recovery as a result of the COVID-19 pandemic. The State’s and Contra Costa County Public Health Office’s “Shelter in Place” Health Orders have essentially stopped all businesses from operating that require in-person public contact and that are considered “non-essential.” The result of these Health Orders has been devastating to the local economy. As the Shelter in Place orders are amended and restrictions are incrementally lifted, businesses will need to adjust their practices to comply with new requirements; for Attachment 1

City Council Agenda Report
Agenda Item No. 5.b
June 9, 2020
______________________________________________________________________ example, maintaining safe physical distancing in restaurants, entertainment and retail establishments. Staff is anticipating further City action will be needed to nimbly facilitate the successful reopening of businesses during this time of incremental recovery.

Staff has prepared the “Concord Forward” Action Plan that would create a number of proactive initiatives to assist Concord businesses in the reopening process and to support their long-term viability post COVID-19. The Action Plan is part of the City’s Economic Recovery Plan (ERP), which are both explained in this report.

Recommended Action
Adopt an Urgency Ordinance approving the Concord Forward Action Plan (Plan) and authorizing the temporary waiver/suspension of enforcement of certain Concord Municipal Code provisions and temporary waiver of certain fees in the master fees and charges schedule (Resolution No. 78-6042) in order to support implementation of the Plan and facilitate business operations impacted by the Novel Coronavirus.

Background
In response to the COVID-19 pandemic, on March 12 the Governor of the State of California issued Executive Order N-25-20 which among other things, orders that all California residents are to heed any orders and guidance of state and local public health offices including but not limited to the imposition of social distancing measures (Shelter in Place) to control the spread of COVID-19. On March 13 the City of Concord declared a state of local emergency in response to the State’s Health Order and to aid the community in combating COVID-19. On March 17, 2020 the six Bay Area Counties health officials ordered residents to shelter at home. The state and Bay Area Health Orders essentially shut down the local economy in order to limit the public’s exposure to COVID-19.

Over the course of the past approximate 90 days since Shelter in Place was ordered, the City of Concord has taken proactive actions to minimize the economic impact of the COVID-19 pandemic. The City has partnered with business groups such as the Chamber of Commerce and Visit Concord to promote Concord’s open essential businesses including, restaurants, auto repair and groceries stores to name a few.

In support of Concord businesses the City also took action by implementing the following initiatives:
 #ConcordEats marketing campaign: Partnering with the Concord Chamber and Visit Concord to create a web site showcasing open Concord restaurants providing take-out and delivery options. The web site was promoted through social media, email blasts and Public Relation channels.

City Council Agenda Report
Agenda Item No. 5.b
June 9, 2020
______________________________________________________________________  Concord Essential Business web site: Listing and mapping of open Concord businesses promoted through social media and public relations  Concord COVID Business Resource web page: Curated listing of pertinent Federal, State and local business resources and programs  Concord Forward web page: listing of City efforts to support businesses  Concord Eviction Moratorium: City initiated legislative action to protect residential and commercial tenants from being evicted or having rent increased during the State’s emergency declaration
 Concord Business License Relief: Allowing businesses to delay payment of business license fees payment until the last day of the month 90 days after the shelter-in-place order is lifted
 Concord Auto Dealership Support: Facilitating the opening of dealerships indoor sales, through the Mayor, for the Memorial weekend.

As the City continues to proactively anticipate changes to County health orders, staff has created an Economic Recovery Plan (ERP) that is designed to ensure the City is taking every action possible to support the Concord business community within the bounds of public health and safety as we work to rebuild the various sectors of our local economy.

The ERP is comprised of two broad efforts: Reopening Guidance and Sustainable Recovery.

Reopening Guidance
First, the City is focused on providing assistance to the business community as the restrictions in the Public Health orders are changed to allow greater degrees of commerce and community activities. This assistance educates Concord residents and businesses on current sector guidance on the best practices (How to) of re-opening and, wherever possible, streamline city actions or approvals to speed up re-opening efforts.

Sustainable Recovery
Second, the City continues to seek input from the community’s economic sectors and stakeholders about the efforts they see as necessary to reach a sustainable economic recovery. The efforts requested may be actions the City can take directly or efforts that require regional or statewide advocacy.

This ERP also requires the City remain flexible in its implementation. The world changed dramatically several months ago. Recovery may take several detours over the next few months. Our plan is to respond quickly but thoughtfully in the near term and consider strategic and creative solutions over the long term.