Cities Index.
Att 11 Exhibit A - Technical Studies

San Mateo City Council
May 18, 2026

Document
Att 11 Exhibit A - Technical Studies
Meeting
May 18, 2026
Body
San Mateo City Council
Pages
1,150
Original file
409.6 MB
Text extracted from the city's file for reading and search. Open the original on sanmateo.primegov.com. That file is the official record.

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 28 56 52 0 32 72 76 0 12 252 8 0 8 108 4 0 708 Heavy Trucks 0 4 4 0 0 4 0 16 4 0 4 4 40
Buses
Pedestrians 20 16 16 20 72
Bicycles 0 4 0 0 0 4 0 0 0 0 4 0 12
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S B St -- E 4th Ave QC JOB #: 16225522
CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
165 115
81 46 38
228 17 26 162
486 0.93 117
535 32 19 594
30 72 70
97 172
Peak-Hour: 5:10 PM -- 6:10 PM
Peak 15-Min: 5:10 PM -- 5:25 PM

0.6 0.9
0 2.2 0

0.4 0 3.8 1.2
1 0.9

0.9 0 0 1
0 0 1.4
1 0.6
91 94 117
49 0 4 0
0 2
2 0
1 0
0 2 3
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S B St
(Northbound)
S B St
(Southbound)
E 4th Ave
(Eastbound)
E 4th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 1 5 5 0 2 7 3 0 0 48 3 0 2 10 2 0 88
4:05 PM 2 3 9 0 0 5 5 0 2 51 4 0 0 18 0 0 99
4:10 PM 0 8 3 0 4 4 4 0 2 38 1 0 2 5 1 0 72
4:15 PM 2 7 6 0 1 5 2 0 1 31 2 0 0 3 2 0 62
4:20 PM 0 2 6 0 4 0 8 0 2 36 1 0 1 11 2 0 73
4:25 PM 0 5 2 0 1 3 4 0 2 33 0 0 2 9 2 0 63
4:30 PM 0 7 1 0 2 3 4 0 2 45 1 0 1 6 0 0 72
4:35 PM 2 3 10 0 1 5 6 0 3 31 1 0 2 9 2 0 75
4:40 PM 0 3 2 0 2 3 4 0 3 38 2 0 0 6 4 0 67
4:45 PM 4 7 3 0 4 4 8 0 4 42 2 0 1 11 3 0 93
4:50 PM 2 9 9 0 4 7 6 0 0 30 4 0 0 3 3 0 77
4:55 PM 2 7 7 0 4 4 5 0 1 46 5 0 0 10 0 0 91 932
5:00 PM 1 4 6 0 6 0 9 0 0 43 2 0 2 7 1 0 81 925
5:05 PM 1 10 7 0 1 2 5 0 3 42 4 0 0 4 3 0 82 908
5:10 PM 3 2 10 0 0 2 6 0 2 53 4 0 2 8 4 0 96 932
5:15 PM 2 11 7 0 6 2 4 0 3 48 2 0 1 6 4 0 96 966
5:20 PM 2 3 3 0 4 2 12 0 1 48 3 0 0 7 2 0 87 980
5:25 PM 1 8 6 0 3 7 5 0 2 35 2 0 1 9 1 0 80 997
5:30 PM 3 9 4 0 2 3 6 0 2 47 0 0 0 10 1 0 87 1012
5:35 PM 3 5 4 0 1 7 9 0 2 37 2 0 6 12 4 0 92 1029
5:40 PM 5 5 13 0 0 6 4 0 0 22 1 0 3 8 1 0 68 1030
5:45 PM 2 10 1 0 5 3 7 0 0 48 5 0 2 10 3 0 96 1033
5:50 PM 3 4 4 0 3 5 6 0 0 32 3 0 2 8 1 0 71 1027
5:55 PM 2 7 4 0 5 3 5 0 1 36 3 0 1 12 3 0 82 1018
6:00 PM 4 5 6 0 5 1 7 0 3 34 5 0 1 16 1 0 88 1025
6:05 PM 0 3 8 0 4 5 10 0 1 46 2 0 0 11 1 0 91 1034
6:10 PM 1 4 6 0 1 4 9 0 2 34 2 0 0 10 1 0 74 1012
6:15 PM 2 10 4 0 5 5 7 0 3 47 3 0 1 13 2 0 102 1018
6:20 PM 1 5 10 0 1 3 8 0 2 35 2 0 1 13 2 0 83 1014
6:25 PM 1 4 6 0 3 5 12 0 2 30 2 0 2 7 1 0 75 1009
6:30 PM 1 4 5 0 2 6 8 0 0 37 2 0 1 14 2 0 82 1004
6:35 PM 3 6 7 0 5 6 7 0 4 32 4 0 2 6 2 0 84 996
6:40 PM 3 2 5 0 3 5 4 0 3 32 2 0 1 14 3 0 77 1005
6:45 PM 6 2 2 0 2 6 12 0 0 29 3 0 3 4 2 0 71 980
6:50 PM 2 8 3 0 4 3 3 0 2 25 1 0 1 4 1 0 57 966
6:55 PM 0 4 3 0 1 5 5 0 1 38 1 0 1 11 5 0 75 959

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 28 64 80 0 40 24 88 0 24 596 36 0 12 84 40 0 1116 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 4 4
Buses
Pedestrians 68 96 144 92 400
Bicycles 0 4 0 0 12 0 0 4 0 0 0 8 28
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Railroad Ave -- E 4th Ave QC JOB #: 16225523 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
32 0
19 10 3
120 0 0 108
341 0.84 101
342 1 7 344
0 0 0
18 0
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:25 AM -- 8:40 AM
0 0
0 0 0

2.5 0 0 2.8

3.5 3

3.5 0 0 3.5
0 0 0
0 0
22 11 3
19 0 1 1
0 1
5 3
0 0
0 0 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Railroad Ave
(Northbound)
S Railroad Ave
(Southbound)
E 4th Ave
(Eastbound)
E 4th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 14 0 0 0 3 0 0 17
7:05 AM 0 0 0 0 1 0 2 0 0 13 0 0 1 6 0 0 23
7:10 AM 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 12
7:15 AM 0 0 0 0 0 1 1 0 0 18 0 0 0 4 0 0 24
7:20 AM 0 0 0 0 0 0 1 0 0 17 0 0 0 3 0 0 21
7:25 AM 0 0 0 0 0 1 0 0 0 23 0 0 0 6 0 0 30
7:30 AM 0 0 0 0 0 1 0 0 0 12 0 0 1 6 0 0 20
7:35 AM 0 0 0 0 0 0 1 0 0 15 0 0 0 5 0 0 21
7:40 AM 0 0 0 0 0 1 1 0 0 16 0 0 0 4 0 0 22
7:45 AM 0 0 0 0 0 1 0 0 0 24 0 0 0 9 0 0 34
7:50 AM 0 0 0 0 0 1 3 0 0 20 0 0 0 12 0 0 36
7:55 AM 0 0 0 0 0 2 3 0 0 16 0 0 1 9 0 0 31 291
8:00 AM 0 0 0 0 0 2 2 0 0 35 0 0 0 6 0 0 45 319
8:05 AM 0 0 0 0 0 1 2 0 0 28 0 0 1 7 0 0 39 335
8:10 AM 0 0 0 0 0 2 0 0 0 26 0 0 0 12 0 0 40 363
8:15 AM 0 0 0 0 0 0 1 0 0 32 0 0 0 2 0 0 35 374
8:20 AM 0 0 0 0 0 1 3 0 0 29 0 0 0 8 0 0 41 394
8:25 AM 0 0 0 0 0 0 1 0 0 36 0 0 1 10 0 0 48 412
8:30 AM 0 0 0 0 0 0 1 0 0 25 1 0 1 4 0 0 32 424
8:35 AM 0 0 0 0 1 0 2 0 0 43 0 0 2 15 0 0 63 466
8:40 AM 0 0 0 0 2 0 1 0 0 27 0 0 1 7 0 0 38 482
8:45 AM 0 0 0 0 0 0 0 0 0 25 0 0 0 5 0 0 30 478
8:50 AM 0 0 0 0 0 0 0 0 0 19 1 0 0 12 0 0 32 474
8:55 AM 0 0 0 0 0 0 1 0 0 14 0 0 0 10 0 0 25 468
9:00 AM 0 0 0 0 0 3 2 0 0 24 1 0 1 5 0 0 36 459
9:05 AM 0 0 0 0 1 1 1 0 0 29 0 0 1 14 0 0 47 467
9:10 AM 0 0 0 0 0 0 2 0 0 25 0 0 1 5 0 0 33 460
9:15 AM 0 0 0 0 0 0 1 0 0 14 0 0 0 7 0 0 22 447
9:20 AM 0 0 0 0 0 0 2 0 0 17 0 0 0 7 0 0 26 432
9:25 AM 0 0 0 0 2 0 3 0 0 28 0 0 0 7 0 0 40 424
9:30 AM 0 0 0 0 1 0 0 0 0 26 0 0 0 5 0 0 32 424
9:35 AM 0 0 0 0 1 0 1 0 0 31 0 0 2 9 0 0 44 405
9:40 AM 0 0 0 0 0 0 0 0 0 21 0 0 0 4 0 0 25 392
9:45 AM 0 0 0 0 2 0 1 0 0 27 0 0 0 15 0 0 45 407
9:50 AM 0 0 0 0 0 1 4 0 0 23 0 0 0 10 0 0 38 413
9:55 AM 0 0 0 0 1 0 0 0 0 27 0 0 1 4 0 0 33 421

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 4 0 16 0 0 416 4 0 16 116 0 0 572
Heavy Trucks 0 0 0 0 0 0 0 12 0 0 0 0 12
Buses
Pedestrians 4 32 20 0 56
Bicycles 0 0 0 0 4 0 0 4 0 0 4 0 12
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Railroad Ave -- E 4th Ave QC JOB #: 16225524 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
32 0
27 2 3
135 0 0 112
613 0.88 108
618 5 4 616
0 0 0
11 0
Peak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:10 PM -- 5:25 PM
0 0
0 0 0

0.7 0 0 0.9

1.5 0.9

1.5 0 0 1.5
0 0 0
0 0
70 10 2
2 0 0 0
0 0
6 1
0 1
0 0 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Railroad Ave
(Northbound)
S Railroad Ave
(Southbound)
E 4th Ave
(Eastbound)
E 4th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 0 0 0 1 4 0 0 53 0 0 0 11 0 0 69
4:05 PM 0 0 0 0 0 1 1 0 0 47 0 0 0 13 0 0 62
4:10 PM 0 0 0 0 0 0 1 0 0 44 0 0 0 13 0 0 58
4:15 PM 0 0 0 0 2 0 1 0 0 49 0 0 0 2 0 0 54
4:20 PM 0 0 0 0 0 1 2 0 0 50 2 0 1 11 0 0 67
4:25 PM 0 0 0 0 2 0 2 0 0 37 0 0 1 7 0 0 49
4:30 PM 0 0 0 0 0 0 1 0 0 41 1 0 0 9 0 0 52
4:35 PM 0 0 0 0 0 0 3 0 0 42 0 0 1 9 0 0 55
4:40 PM 0 0 0 0 1 0 2 0 0 23 0 0 1 10 0 0 37
4:45 PM 0 0 0 0 0 0 1 0 0 63 0 0 1 11 0 0 76
4:50 PM 0 0 0 0 0 0 2 0 0 41 0 0 0 10 0 0 53
4:55 PM 0 0 0 0 1 0 3 0 0 52 1 0 0 9 0 0 66 698
5:00 PM 0 0 0 0 1 0 3 0 0 56 1 0 0 5 0 0 66 695
5:05 PM 0 0 0 0 0 0 0 0 0 40 1 0 0 4 0 0 45 678
5:10 PM 0 0 0 0 0 0 2 0 0 67 1 0 0 14 0 0 84 704
5:15 PM 0 0 0 0 0 0 2 0 0 60 1 0 1 6 0 0 70 720
5:20 PM 0 0 0 0 0 0 2 0 0 48 0 0 0 13 0 0 63 716
5:25 PM 0 0 0 0 0 0 4 0 0 45 0 0 0 11 0 0 60 727
5:30 PM 0 0 0 0 0 1 3 0 0 43 0 0 0 4 0 0 51 726
5:35 PM 0 0 0 0 1 0 4 0 0 58 0 0 2 11 0 0 76 747
5:40 PM 0 0 0 0 0 1 1 0 0 40 0 0 0 10 0 0 52 762
5:45 PM 0 0 0 0 1 0 4 0 0 38 0 0 1 11 0 0 55 741
5:50 PM 0 0 0 0 1 0 1 0 0 53 0 0 1 14 0 0 70 758
5:55 PM 0 0 0 0 0 0 1 0 0 31 0 0 1 11 0 0 44 736
6:00 PM 0 0 0 0 0 0 1 0 0 43 0 0 1 19 0 0 64 734
6:05 PM 0 0 0 0 2 1 3 0 0 52 1 0 0 7 0 0 66 755
6:10 PM 0 0 0 0 0 0 1 0 0 39 0 0 1 11 0 0 52 723
6:15 PM 0 0 0 0 0 1 4 0 0 46 0 0 0 9 0 0 60 713
6:20 PM 0 0 0 0 1 1 5 0 0 55 0 0 0 13 0 0 75 725
6:25 PM 0 0 0 0 0 0 1 0 0 47 0 0 0 7 0 0 55 720
6:30 PM 0 0 0 0 0 1 3 0 0 34 0 0 0 10 0 0 48 717
6:35 PM 0 0 0 0 0 1 2 0 0 50 0 0 0 14 0 0 67 708
6:40 PM 0 0 0 0 0 2 4 0 0 37 1 0 0 6 0 0 50 706
6:45 PM 0 0 0 0 0 0 4 0 0 48 0 0 0 13 0 0 65 716
6:50 PM 0 0 0 0 1 0 2 0 0 23 1 0 0 8 0 0 35 681
6:55 PM 0 0 0 0 0 3 1 0 0 42 0 0 0 14 0 0 60 697

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 0 0 24 0 0 700 8 0 4 132 0 0 868
Heavy Trucks 0 0 0 0 0 0 0 12 0 0 4 0 16
Buses
Pedestrians 0 52 20 0 72
Bicycles 0 0 0 0 0 0 0 4 0 4 4 0 12
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Claremont St -- E 4th Ave QC JOB #: 16225525 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
122 111
13 65 44
109 14 11 107
329 0.92 90
347 4 6 405
6 86 32
75 124
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:25 AM -- 8:40 AM

6.6 2.7
0 6.2 9.1

2.8 7.1 0 1.9

3.3 1.1

3.5 0 16.7 4.2

33.3 2.3 6.3

6.7 4.8
14 7 14
8 1 1 2
0 2
6 2
0 1
0 2 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Claremont St
(Northbound)
S Claremont St
(Southbound)
E 4th Ave
(Eastbound)
E 4th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 2 0 2 2 3 0 0 9 0 0 2 0 0 0 20
7:05 AM 1 3 3 0 2 0 0 0 0 12 2 0 0 4 0 0 27
7:10 AM 1 3 1 0 1 3 0 0 0 10 1 0 0 3 0 0 23
7:15 AM 0 1 6 0 6 1 0 0 0 18 0 0 0 1 1 0 34
7:20 AM 1 0 3 0 1 2 1 0 0 19 0 0 0 6 0 0 33
7:25 AM 0 2 5 0 1 3 0 0 0 20 0 0 1 4 0 0 36
7:30 AM 0 2 3 0 0 5 0 0 1 14 0 0 1 9 0 0 35
7:35 AM 0 1 3 0 3 3 0 0 3 13 0 0 0 2 0 0 28
7:40 AM 0 2 0 0 2 2 0 0 1 12 0 0 0 5 0 0 24
7:45 AM 0 6 3 0 2 2 3 0 1 32 1 0 0 9 1 0 60
7:50 AM 1 6 4 0 7 5 1 0 0 17 0 0 1 10 2 0 54
7:55 AM 0 6 2 0 3 4 1 0 0 20 0 0 0 9 0 0 45 419
8:00 AM 0 11 1 0 4 12 0 0 2 26 0 0 0 5 2 0 63 462
8:05 AM 0 4 2 0 4 8 1 0 0 26 1 0 0 9 0 0 55 490
8:10 AM 1 6 3 0 2 8 2 0 0 27 0 0 3 6 0 0 58 525
8:15 AM 1 6 2 0 8 3 0 0 0 35 0 0 2 4 1 0 62 553
8:20 AM 0 11 2 0 1 5 2 0 2 22 0 0 0 6 1 0 52 572
8:25 AM 1 10 4 0 5 9 1 0 3 35 0 0 0 5 1 0 74 610
8:30 AM 0 5 0 0 5 3 1 0 2 33 0 0 0 12 0 0 61 636
8:35 AM 1 7 4 0 0 4 1 0 3 27 1 0 0 6 1 0 55 663
8:40 AM 1 8 5 0 3 2 0 0 1 29 1 0 0 9 2 0 61 700
8:45 AM 0 1 0 0 3 5 1 0 0 24 0 0 0 7 2 0 43 683
8:50 AM 0 7 1 0 1 5 0 0 1 12 0 0 0 9 0 0 36 665
8:55 AM 1 6 3 0 6 5 2 0 1 16 0 0 0 9 1 0 50 670
9:00 AM 0 1 3 0 1 1 2 0 1 28 0 0 0 8 1 0 46 653
9:05 AM 0 5 1 0 8 5 1 0 0 26 1 0 0 7 0 0 54 652
9:10 AM 0 5 3 0 4 3 1 0 1 21 0 0 0 7 0 0 45 639
9:15 AM 0 2 0 0 2 6 0 0 0 13 0 0 1 6 2 0 32 609
9:20 AM 2 3 0 0 8 2 1 0 1 21 0 0 0 5 0 0 43 600
9:25 AM 0 5 4 0 2 3 2 0 3 23 0 0 0 8 1 0 51 577
9:30 AM 0 3 2 0 3 1 2 0 0 30 0 0 1 3 2 0 47 563
9:35 AM 0 2 1 0 4 2 0 0 3 21 1 0 1 8 1 0 44 552
9:40 AM 0 0 2 0 4 3 0 0 1 28 0 0 0 8 0 0 46 537
9:45 AM 1 4 1 0 5 5 3 0 0 27 0 0 0 9 0 0 55 549
9:50 AM 1 3 2 0 2 8 1 0 2 19 0 0 0 7 1 0 46 559
9:55 AM 0 3 1 0 5 3 2 0 3 23 1 0 0 4 0 0 45 554

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 8 88 32 0 40 64 12 0 32 380 4 0 0 92 8 0 760 Heavy Trucks 0 0 4 4 4 0 4 12 0 0 0 0 28
Buses
Pedestrians 4 20 0 24 48
Bicycles 0 4 0 4 4 0 0 4 0 0 4 4 24
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Claremont St -- E 4th Ave QC JOB #: 16225526 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
201 80
31 88 82
119 9 5 89
589 0.93 80
607 9 4 714
8 66 43
101 117
Peak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:20 PM -- 5:35 PM
0 0
0 0 0

0.8 0 0 0

1.5 0

1.5 0 0 1.3

12.5 0 0
0 0.9
34 4 23
5 1 5 2
0 0
5 1
1 0
0 2 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Claremont St
(Northbound)
S Claremont St
(Southbound)
E 4th Ave
(Eastbound)
E 4th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 1 4 6 0 2 4 3 0 0 51 0 0 0 6 0 0 77
4:05 PM 1 4 7 0 8 13 3 0 1 46 2 0 1 10 0 0 96
4:10 PM 0 10 2 0 10 5 2 0 2 51 2 0 1 8 0 0 93
4:15 PM 0 6 4 0 10 3 0 0 1 47 2 0 0 6 0 0 79
4:20 PM 0 3 5 0 11 6 4 0 1 46 0 0 0 9 0 0 85
4:25 PM 0 7 2 0 10 4 2 0 0 39 1 0 0 5 1 0 71
4:30 PM 2 10 6 0 13 3 2 0 0 37 0 0 0 6 0 0 79
4:35 PM 1 2 7 0 12 7 6 0 2 42 0 0 0 7 0 0 86
4:40 PM 0 7 2 0 6 4 1 0 1 36 0 0 0 7 0 0 64
4:45 PM 2 5 4 0 7 12 4 0 0 46 2 0 0 9 0 0 91
4:50 PM 0 3 1 0 15 2 1 0 0 46 0 0 0 5 0 0 73
4:55 PM 0 3 2 0 7 9 3 0 0 59 0 0 1 5 0 0 89 983
5:00 PM 0 7 5 0 12 5 4 0 0 38 0 0 1 3 0 0 75 981
5:05 PM 0 6 5 0 7 9 1 0 2 43 0 0 0 8 0 0 81 966
5:10 PM 1 6 1 0 5 10 2 0 0 51 1 0 0 7 0 0 84 957
5:15 PM 1 6 3 0 3 4 0 0 1 69 0 0 1 7 1 0 96 974
5:20 PM 2 6 3 0 8 8 6 0 1 46 0 0 0 3 0 0 83 972
5:25 PM 0 7 9 0 2 9 1 0 3 48 2 0 1 9 1 0 92 993
5:30 PM 2 11 5 0 3 8 3 0 1 53 2 0 0 10 1 0 99 1013
5:35 PM 0 1 5 0 7 5 2 0 0 50 1 0 0 6 2 0 79 1006
5:40 PM 0 5 0 0 6 7 4 0 1 40 1 0 0 8 0 0 72 1014
5:45 PM 0 6 4 0 8 6 2 0 0 37 2 0 1 11 0 0 77 1000
5:50 PM 1 4 5 0 9 7 1 0 2 38 4 0 0 9 1 0 81 1008
5:55 PM 0 4 3 0 5 4 4 0 1 37 0 0 1 17 0 0 76 995
6:00 PM 2 6 0 0 9 7 2 0 0 47 1 0 0 11 1 0 86 1006
6:05 PM 0 4 4 0 9 4 1 0 0 48 2 0 1 7 0 0 80 1005
6:10 PM 1 2 3 0 4 3 2 0 1 36 0 0 0 6 0 0 58 979
6:15 PM 0 4 1 0 7 3 1 0 1 52 2 0 1 12 1 0 85 968
6:20 PM 2 6 3 0 1 5 1 0 2 43 1 0 0 8 0 0 72 957
6:25 PM 0 4 3 0 8 5 4 0 0 49 1 0 0 4 1 0 79 944
6:30 PM 0 2 2 0 5 1 2 0 1 25 2 0 0 8 0 0 48 893
6:35 PM 0 3 2 0 6 4 6 0 1 52 1 0 0 8 0 0 83 897
6:40 PM 0 7 0 0 1 4 4 0 1 36 1 0 1 9 1 0 65 890
6:45 PM 1 11 4 0 9 10 2 0 3 38 1 0 0 5 1 0 85 898
6:50 PM 1 3 4 0 6 4 2 0 2 24 0 0 0 3 2 0 51 868
6:55 PM 0 2 1 0 9 3 3 0 2 39 4 0 0 14 1 0 78 870

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 16 96 68 0 52 100 40 0 20 588 16 0 4 88 8 0 1096 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 0 0 4
Buses
Pedestrians 0 48 0 36 84
Bicycles 0 0 0 4 12 0 0 0 4 0 0 0 20
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Railroad Ave (offset) -- E 5th Ave QC JOB #: 16225529 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
17 0
7 9 1
143 0 0 149
191 0.89 136
196 5 13 192
0 0 0
27 0
Peak-Hour: 7:50 AM -- 8:50 AM
Peak 15-Min: 8:05 AM -- 8:20 AM
0 0
0 0 0

4.2 0 0 4

2.1 4.4
2 0 0 2.1
0 0 0
0 0
5 8 0
3 0 1 0
0 0
2 2
0 0
0 0 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Railroad Ave (offset)
(Northbound)
S Railroad Ave (offset)
(Southbound)
E 5th Ave
(Eastbound)
E 5th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 7 0 0 10
7:05 AM 0 0 0 0 1 0 0 0 0 8 0 0 0 6 0 0 15
7:10 AM 0 0 0 0 0 0 0 0 0 8 0 0 1 2 0 0 11
7:15 AM 0 0 0 0 0 0 1 0 0 10 0 0 0 2 0 0 13
7:20 AM 0 0 0 0 0 0 0 0 0 5 1 0 0 2 0 0 8
7:25 AM 0 0 0 0 0 0 1 0 0 4 0 0 0 11 0 0 16
7:30 AM 0 0 0 0 0 0 0 0 0 5 0 0 1 4 0 0 10
7:35 AM 0 0 0 0 0 1 1 0 0 10 0 0 1 9 0 0 22
7:40 AM 0 0 0 0 1 0 0 0 0 9 0 0 0 9 0 0 19
7:45 AM 0 0 0 0 0 0 1 0 0 5 0 0 1 12 0 0 19
7:50 AM 0 0 0 0 0 2 1 0 0 16 1 0 2 11 0 0 33
7:55 AM 0 0 0 0 0 1 0 0 0 13 0 0 1 14 0 0 29 205
8:00 AM 0 0 0 0 0 1 1 0 0 18 1 0 1 15 0 0 37 232
8:05 AM 0 0 0 0 0 0 2 0 0 15 1 0 1 16 0 0 35 252
8:10 AM 0 0 0 0 0 2 0 0 0 10 0 0 1 16 0 0 29 270
8:15 AM 0 0 0 0 0 0 0 0 0 23 1 0 1 13 0 0 38 295
8:20 AM 0 0 0 0 0 0 1 0 0 18 0 0 0 9 0 0 28 315
8:25 AM 0 0 0 0 1 0 0 0 0 18 0 0 1 8 0 0 28 327
8:30 AM 0 0 0 0 0 3 1 0 0 16 1 0 0 6 0 0 27 344
8:35 AM 0 0 0 0 0 0 0 0 0 11 0 0 3 16 0 0 30 352
8:40 AM 0 0 0 0 0 0 1 0 0 18 0 0 2 7 0 0 28 361
8:45 AM 0 0 0 0 0 0 0 0 0 15 0 0 0 5 0 0 20 362
8:50 AM 0 0 0 0 0 0 1 0 0 6 0 0 1 10 0 0 18 347
8:55 AM 0 0 0 0 0 2 0 0 0 8 0 0 0 12 0 0 22 340
9:00 AM 0 0 0 0 0 4 0 0 0 12 0 0 1 10 0 0 27 330
9:05 AM 0 0 0 0 0 0 1 0 0 18 0 0 1 12 0 0 32 327
9:10 AM 0 0 0 0 0 0 1 0 0 12 3 0 2 10 0 0 28 326
9:15 AM 0 0 0 0 0 0 0 0 0 6 0 0 0 13 0 0 19 307
9:20 AM 0 0 0 0 0 0 0 0 0 11 1 0 2 5 0 0 19 298
9:25 AM 0 0 0 0 0 0 0 0 0 13 0 0 1 9 0 0 23 293
9:30 AM 0 0 0 0 0 0 0 0 0 11 0 0 1 7 0 0 19 285
9:35 AM 0 0 0 0 0 2 0 0 0 7 2 0 1 8 0 0 20 275
9:40 AM 0 0 0 0 0 0 0 0 0 11 0 0 0 9 0 0 20 267
9:45 AM 0 0 0 0 0 0 0 0 0 10 0 0 2 8 0 0 20 267
9:50 AM 0 0 0 0 1 0 0 0 0 5 0 0 7 7 0 0 20 269
9:55 AM 0 0 0 0 0 0 1 0 0 9 0 0 1 6 0 0 17 264

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 0 8 8 0 0 192 8 0 12 180 0 0 408
Heavy Trucks 0 0 0 0 0 0 0 4 0 0 12 0 16
Buses
Pedestrians 12 4 8 0 24
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Railroad Ave (offset) -- E 5th Ave QC JOB #: 16225530 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
11 0
6 4 1
168 0 0 180
303 0.85 162
307 4 18 304
0 0 0
26 0
Peak-Hour: 4:50 PM -- 5:50 PM
Peak 15-Min: 5:15 PM -- 5:30 PM
0 0
0 0 0

0.6 0 0 1.1
2 0.6
2 0 5.6 2
0 0 0

3.8 0
30 4 3
4 0 1 0
0 0
6 2
0 0
0 0 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Railroad Ave (offset)
(Northbound)
S Railroad Ave (offset)
(Southbound)
E 5th Ave
(Eastbound)
E 5th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 0 0 0 0 1 0 0 23 2 0 4 9 0 0 39
4:05 PM 0 0 0 0 0 1 0 0 0 36 0 0 2 13 0 0 52
4:10 PM 0 0 0 0 0 0 0 0 0 28 1 0 3 13 0 0 45
4:15 PM 0 0 0 0 0 2 0 0 0 26 0 0 0 11 0 0 39
4:20 PM 0 0 0 0 0 0 2 0 0 22 1 0 2 14 0 0 41
4:25 PM 0 0 0 0 1 0 1 0 0 16 1 0 2 15 0 0 36
4:30 PM 0 0 0 0 0 0 0 0 0 22 2 0 2 9 0 0 35
4:35 PM 0 0 0 0 0 0 1 0 0 19 2 0 0 11 0 0 33
4:40 PM 0 0 0 0 0 1 0 0 0 16 0 0 2 10 0 0 29
4:45 PM 0 0 0 0 1 0 0 0 0 17 0 0 1 14 0 0 33
4:50 PM 0 0 0 0 0 0 0 0 0 20 0 0 2 13 0 0 35
4:55 PM 0 0 0 0 0 0 1 0 0 21 1 0 3 14 0 0 40 457
5:00 PM 0 0 0 0 0 0 1 0 0 24 1 0 3 13 0 0 42 460
5:05 PM 0 0 0 0 0 0 1 0 0 26 0 0 0 16 0 0 43 451
5:10 PM 0 0 0 0 0 1 0 0 0 19 0 0 0 14 0 0 34 440
5:15 PM 0 0 0 0 1 1 0 0 0 32 0 0 1 16 0 0 51 452
5:20 PM 0 0 0 0 0 0 0 0 0 38 0 0 1 15 0 0 54 465
5:25 PM 0 0 0 0 0 0 1 0 0 29 0 0 3 9 0 0 42 471
5:30 PM 0 0 0 0 0 1 1 0 0 27 1 0 2 11 0 0 43 479
5:35 PM 0 0 0 0 0 0 1 0 0 28 0 0 1 12 0 0 42 488
5:40 PM 0 0 0 0 0 0 0 0 0 16 1 0 2 11 0 0 30 489
5:45 PM 0 0 0 0 0 1 0 0 0 23 0 0 0 18 0 0 42 498
5:50 PM 0 0 0 0 0 0 1 0 0 18 0 0 1 13 0 0 33 496
5:55 PM 0 0 0 0 0 0 1 0 0 13 1 0 1 10 0 0 26 482
6:00 PM 0 0 0 0 0 1 0 0 0 25 1 0 1 10 0 0 38 478
6:05 PM 0 0 0 0 1 0 1 0 0 24 0 0 1 12 0 0 39 474
6:10 PM 0 0 0 0 1 0 0 0 0 14 0 0 2 12 0 0 29 469
6:15 PM 0 0 0 0 0 0 1 0 0 23 0 0 0 15 0 0 39 457
6:20 PM 0 0 0 0 0 1 0 0 0 26 0 0 0 14 0 0 41 444
6:25 PM 0 0 0 0 0 0 0 0 0 12 0 0 0 11 0 0 23 425
6:30 PM 0 0 0 0 0 1 0 0 0 28 0 0 0 20 0 0 49 431
6:35 PM 0 0 0 0 0 0 2 0 0 16 0 0 0 15 0 0 33 422
6:40 PM 0 0 0 0 0 2 0 0 0 17 0 0 1 16 0 0 36 428
6:45 PM 0 0 0 0 0 0 1 0 0 19 0 0 0 17 0 0 37 423
6:50 PM 0 0 0 0 0 0 1 0 0 19 0 0 0 12 0 0 32 422
6:55 PM 0 0 0 0 0 2 0 0 0 19 0 0 1 8 0 0 30 426

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 0 0 0 0 4 4 4 0 0 396 0 0 20 160 0 0 588
Heavy Trucks 0 0 0 0 0 0 0 8 0 4 0 0 12
Buses
Pedestrians 12 36 4 8 60
Bicycles 0 0 0 0 0 0 0 0 0 0 4 0 4
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Claremont St -- E 5th Ave QC JOB #: 16225531 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
79 116
7 64 8
150 17 15 205
154 0.87 128
191 20 62 180
15 84 18
146 117
Peak-Hour: 7:55 AM -- 8:55 AM
Peak 15-Min: 8:00 AM -- 8:15 AM

6.3 3.4

28.6 4.7 0

4.7 0 0 4.4

2.6 3.9

2.1 0 6.5 2.2
0 4.8 0

4.8 3.4
7 0 7
6 0 1 0
0 2
2 2
0 1
0 1 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Claremont St
(Northbound)
S Claremont St
(Southbound)
E 5th Ave
(Eastbound)
E 5th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 1 0 0 1 3 1 0 1 8 0 0 1 6 0 0 22
7:05 AM 1 5 0 0 0 1 1 0 1 3 1 0 3 3 0 0 19
7:10 AM 0 4 0 0 1 2 1 0 2 5 2 0 2 4 1 0 24
7:15 AM 0 1 1 0 0 2 0 0 4 5 0 0 2 2 2 0 19
7:20 AM 0 3 2 0 0 1 1 0 1 4 0 0 3 0 0 0 15
7:25 AM 0 6 0 0 1 0 2 0 0 6 0 0 2 7 1 0 25
7:30 AM 1 4 3 0 1 5 0 0 1 3 0 0 6 8 0 0 32
7:35 AM 1 1 3 0 1 0 0 0 3 6 1 0 6 9 0 0 31
7:40 AM 0 3 0 0 0 1 0 0 0 7 0 0 6 8 1 0 26
7:45 AM 1 7 1 0 2 2 1 0 2 5 0 0 3 14 1 0 39
7:50 AM 1 9 0 0 0 2 0 0 1 7 1 0 4 11 1 0 37
7:55 AM 1 6 1 0 1 6 0 0 2 13 0 0 2 12 2 0 46 335
8:00 AM 1 8 0 0 1 7 1 0 1 16 2 0 8 14 1 0 60 373
8:05 AM 0 5 0 0 1 9 0 0 2 12 1 0 11 14 0 0 55 409
8:10 AM 2 5 2 0 0 7 2 0 3 12 1 0 3 16 2 0 55 440
8:15 AM 2 8 1 0 1 7 0 0 0 13 0 0 5 12 0 0 49 470
8:20 AM 1 9 2 0 1 5 0 0 3 19 2 0 4 10 2 0 58 513
8:25 AM 0 11 2 0 1 6 0 0 3 12 4 0 4 5 1 0 49 537
8:30 AM 1 6 1 0 1 3 0 0 1 11 2 0 11 12 1 0 50 555
8:35 AM 4 8 2 0 0 3 2 0 1 13 1 0 2 10 1 0 47 571
8:40 AM 0 10 3 0 0 2 1 0 1 8 2 0 4 7 3 0 41 586
8:45 AM 1 2 2 0 0 5 0 0 0 15 2 0 5 8 0 0 40 587
8:50 AM 2 6 2 0 1 4 1 0 0 10 3 0 3 8 2 0 42 592
8:55 AM 0 8 2 0 0 4 0 0 1 5 1 0 2 7 1 0 31 577
9:00 AM 3 5 0 0 0 1 1 0 0 7 3 0 6 12 2 0 40 557
9:05 AM 3 3 1 0 1 4 1 0 1 16 2 0 4 6 0 0 42 544
9:10 AM 1 6 2 0 0 3 0 0 2 10 1 0 2 7 1 0 35 524
9:15 AM 3 1 2 0 0 3 1 0 0 8 0 0 4 11 0 0 33 508
9:20 AM 3 3 0 0 0 5 1 0 2 3 2 0 5 5 1 0 30 480
9:25 AM 0 2 2 0 2 1 0 0 4 5 5 0 7 14 3 0 45 476
9:30 AM 0 3 3 0 0 0 1 0 0 10 0 0 2 4 2 0 25 451
9:35 AM 2 3 4 0 0 1 1 0 1 10 0 0 1 9 0 0 32 436
9:40 AM 2 1 3 0 1 0 1 0 1 8 0 0 1 3 0 0 21 416
9:45 AM 0 5 2 0 1 2 1 0 0 6 2 0 5 12 0 0 36 412
9:50 AM 1 4 2 0 2 7 0 0 2 6 2 0 2 8 0 0 36 406
9:55 AM 0 4 1 0 0 4 1 0 0 9 2 0 5 6 0 0 32 407

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 12 72 8 0 8 92 12 0 24 160 16 0 88 176 12 0 680 Heavy Trucks 0 4 0 0 0 4 0 4 0 0 0 0 12
Buses
Pedestrians 0 4 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 4 4 0 8
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S Claremont St -- E 5th Ave QC JOB #: 16225532 CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
95 119
12 66 17
178 29 25 223
258 0.85 153
302 15 45 315
13 65 40
126 118
Peak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:15 PM -- 5:30 PM
0 0.8
0 0 0

1.1 0 4 1.3

1.2 1.3

1.3 6.7 0 1.3
0 0 2.5

0.8 0.8
18 5 12
8 0 3 1
0 1
5 2
0 0
0 2 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S Claremont St
(Northbound)
S Claremont St
(Southbound)
E 5th Ave
(Eastbound)
E 5th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 1 6 3 0 0 5 2 0 5 17 1 0 3 9 0 0 52
4:05 PM 0 4 2 0 1 9 0 0 3 19 1 0 1 11 2 0 53
4:10 PM 0 10 2 0 4 7 0 0 2 24 3 0 3 16 1 0 72
4:15 PM 1 8 0 0 0 2 0 0 4 20 2 0 4 8 0 0 49
4:20 PM 0 4 5 0 1 5 2 0 2 22 3 0 5 11 1 0 61
4:25 PM 0 6 2 0 1 3 1 0 1 17 2 0 2 19 1 0 55
4:30 PM 5 11 5 0 0 4 0 0 4 12 3 0 1 8 1 0 54
4:35 PM 0 10 4 0 0 6 1 0 2 16 2 0 4 11 0 0 56
4:40 PM 3 7 5 0 1 2 1 0 1 14 3 0 4 7 1 0 49
4:45 PM 2 4 4 0 3 8 0 0 0 17 2 0 5 9 3 0 57
4:50 PM 1 5 1 0 0 5 1 0 1 18 2 0 5 14 1 0 54
4:55 PM 2 5 2 0 1 5 2 0 1 14 2 0 6 13 0 0 53 665
5:00 PM 2 7 4 0 1 3 1 0 2 18 2 0 2 12 2 0 56 669
5:05 PM 3 7 4 0 1 4 4 0 1 23 1 0 2 12 1 0 63 679
5:10 PM 0 3 5 0 3 6 0 0 0 20 0 0 2 13 4 0 56 663
5:15 PM 1 5 6 0 0 4 0 0 5 25 3 0 6 17 2 0 74 688
5:20 PM 1 8 3 0 3 8 0 0 6 28 0 0 7 13 1 0 78 705
5:25 PM 1 7 2 0 4 4 0 0 5 23 1 0 2 14 3 0 66 716
5:30 PM 0 7 2 0 0 9 1 0 5 27 0 0 3 11 4 0 69 731
5:35 PM 0 5 3 0 0 5 1 0 3 19 2 0 2 10 2 0 52 727
5:40 PM 0 2 4 0 1 5 2 0 0 26 0 0 3 15 2 0 60 738
5:45 PM 0 7 0 0 1 7 1 0 2 18 1 0 4 12 2 0 55 736
5:50 PM 0 5 2 0 0 9 1 0 2 16 0 0 2 15 2 0 54 736
5:55 PM 0 6 1 0 0 2 2 0 2 16 0 0 7 9 1 0 46 729
6:00 PM 0 4 2 0 1 8 0 0 1 15 1 0 2 11 1 0 46 719
6:05 PM 0 5 1 0 3 2 1 0 4 17 2 0 5 12 1 0 53 709
6:10 PM 1 3 0 0 1 2 1 0 3 20 1 0 3 13 1 0 49 702
6:15 PM 3 4 0 0 2 2 0 0 2 18 1 0 0 11 0 0 43 671
6:20 PM 0 5 2 0 1 2 1 0 4 18 1 0 0 13 0 0 47 640
6:25 PM 0 5 2 0 0 5 1 0 2 17 0 0 2 12 0 0 46 620
6:30 PM 1 2 1 0 1 2 0 0 2 18 0 0 0 14 0 0 41 592
6:35 PM 0 3 2 0 1 6 0 0 3 18 0 0 1 19 2 0 55 595
6:40 PM 1 5 2 0 1 4 2 0 0 14 0 0 0 11 1 0 41 576
6:45 PM 1 8 1 0 2 6 0 0 7 13 0 0 3 18 0 0 59 580
6:50 PM 0 6 1 0 1 3 0 0 1 16 0 0 4 13 1 0 46 572
6:55 PM 0 2 2 0 3 1 0 0 1 19 1 0 1 8 0 0 38 564

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 12 80 44 0 28 64 0 0 64 304 16 0 60 176 24 0 872 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 4 4 12
Buses
Pedestrians 28 12 16 4 60
Bicycles 0 0 0 4 4 0 0 0 0 0 4 0 12
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S B St -- E 5th Ave QC JOB #: 16225537
CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
82 118
27 52 3
192 19 9 150
160 0.90 123
217 38 18 191
42 90 28
108 160
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 7:55 AM -- 8:10 AM

8.5 3.4

11.1 7.7 0

3.1 5.3 22.2 4

3.1 2.4

2.8 0 5.6 2.6
0 1.1 0

4.6 0.6
2 10 20
10 1 1 1
1 0
2 2
0 1
0 1 0
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S B St
(Northbound)
S B St
(Southbound)
E 5th Ave
(Eastbound)
E 5th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 1 0 0 1 4 1 0 0 2 2 0 4 5 0 0 20
7:05 AM 5 5 0 0 0 1 0 0 2 5 0 0 2 4 0 0 24
7:10 AM 1 4 2 0 0 1 1 0 0 6 1 0 1 4 0 0 21
7:15 AM 2 3 2 0 0 1 1 0 1 5 2 0 0 3 0 0 20
7:20 AM 2 6 0 0 0 3 1 0 0 5 1 0 1 1 0 0 20
7:25 AM 1 7 0 0 0 2 2 0 0 3 2 0 0 12 0 0 29
7:30 AM 3 6 1 0 0 1 3 0 0 6 1 0 1 6 0 0 28
7:35 AM 4 3 2 0 0 2 0 0 3 9 0 0 2 5 0 0 30
7:40 AM 1 8 3 0 0 3 2 0 1 3 2 0 1 7 1 0 32
7:45 AM 7 6 0 0 0 6 3 0 0 6 0 0 1 15 0 0 44
7:50 AM 5 5 6 0 1 7 1 0 1 8 4 0 0 9 0 0 47
7:55 AM 2 6 2 0 1 3 3 0 3 11 2 0 3 12 1 0 49 364
8:00 AM 3 13 3 0 0 6 3 0 3 18 4 0 3 10 2 0 68 412
8:05 AM 1 5 3 0 0 4 2 0 3 13 2 0 3 14 2 0 52 440
8:10 AM 1 6 0 0 0 5 3 0 0 8 2 0 2 13 1 0 41 460
8:15 AM 3 7 3 0 0 3 0 0 1 22 6 0 1 11 0 0 57 497
8:20 AM 2 7 3 0 0 7 1 0 0 14 3 0 1 8 0 0 46 523
8:25 AM 4 11 2 0 1 0 0 0 1 18 6 0 0 5 0 0 48 542
8:30 AM 2 6 2 0 0 4 4 0 1 17 3 0 0 7 1 0 47 561
8:35 AM 6 10 2 0 0 5 2 0 4 8 2 0 1 13 2 0 55 586
8:40 AM 6 8 2 0 0 2 5 0 2 17 4 0 3 6 0 0 55 609
8:45 AM 1 5 1 0 0 5 1 0 4 10 5 0 0 5 0 0 37 602
8:50 AM 4 6 1 0 0 6 1 0 1 6 9 0 2 8 2 0 46 601
8:55 AM 5 11 0 0 1 0 2 0 3 8 2 0 2 11 0 0 45 597
9:00 AM 5 6 1 0 0 6 2 0 2 14 2 0 1 7 2 0 48 577
9:05 AM 1 6 1 0 0 6 0 0 3 17 5 0 4 7 0 0 50 575
9:10 AM 3 2 1 0 1 4 3 0 0 9 5 0 2 11 0 0 41 575
9:15 AM 1 4 2 0 0 2 4 0 2 6 4 0 2 8 1 0 36 554
9:20 AM 3 4 2 0 1 2 2 0 1 10 2 0 0 6 1 0 34 542
9:25 AM 2 7 3 0 2 2 2 0 3 12 3 0 1 7 2 0 46 540
9:30 AM 2 4 2 0 1 4 1 0 4 6 1 0 1 5 1 0 32 525
9:35 AM 2 5 1 0 0 1 0 0 1 9 4 0 1 5 2 0 31 501
9:40 AM 2 9 1 0 0 3 1 0 3 7 0 0 1 9 0 0 36 482
9:45 AM 1 5 2 0 1 4 3 0 2 6 0 0 3 5 1 0 33 478
9:50 AM 4 4 2 0 1 4 1 0 1 4 4 0 0 6 0 0 31 463
9:55 AM 1 5 1 0 1 7 3 0 2 9 1 0 1 5 0 0 36 454

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 24 96 32 0 4 52 32 0 36 168 32 0 36 144 20 0 676 Heavy Trucks 0 4 0 0 4 4 0 4 0 0 4 4 24
Buses
Pedestrians 12 8 16 24 60
Bicycles 0 0 0 0 0 0 4 4 0 0 4 0 12
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: S B St -- E 5th Ave QC JOB #: 16225538
CITY/STATE: San Mateo, CA DATE: Wed, May 24 2023
87 186
22 59 6
178 54 22 170
252 0.91 128
371 65 20 303
28 110 45
144 183
Peak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:15 PM -- 5:30 PM

1.1 1.1
0 1.7 0

0.6 0 0 0.6

2.4 0.8

1.6 0 0 2.3
0 1.8 2.2

0.7 1.6
22 34 11
16 1 7 1
0 2
5 0
1 1
1 0 2
N/A

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

N/A N/A
N/A
5-Min Count
Period
Beginning At
S B St
(Northbound)
S B St
(Southbound)
E 5th Ave
(Eastbound)
E 5th Ave
(Westbound) Total Hourly
Totals
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 5 10 0 0 10 2 0 6 16 6 0 2 9 0 0 66
4:05 PM 6 9 3 0 0 7 1 0 3 21 7 0 2 9 2 0 70
4:10 PM 3 9 9 0 2 3 3 0 3 25 8 0 3 12 0 0 80
4:15 PM 0 11 4 0 1 2 2 0 3 19 6 0 1 8 0 0 57
4:20 PM 3 5 3 0 0 3 0 0 4 16 2 0 4 13 1 0 54
4:25 PM 1 4 4 0 0 4 1 0 3 15 2 0 4 10 0 0 48
4:30 PM 3 3 3 0 0 1 1 0 3 17 5 0 0 7 0 0 43
4:35 PM 4 10 2 0 0 4 5 0 6 20 8 0 2 7 0 0 68
4:40 PM 1 3 7 0 0 0 2 0 0 6 2 0 2 8 0 0 31
4:45 PM 3 9 3 0 0 2 2 0 6 15 8 0 2 9 3 0 62
4:50 PM 5 9 4 0 1 9 3 0 8 20 6 0 3 8 0 0 76
4:55 PM 2 8 3 0 1 5 2 0 2 17 9 0 2 10 2 0 63 718
5:00 PM 2 10 1 0 0 4 1 0 2 19 2 0 3 10 3 0 57 709
5:05 PM 3 9 4 0 1 3 3 0 3 24 2 0 0 15 3 0 70 709
5:10 PM 4 13 4 0 1 5 1 0 6 12 5 0 1 15 0 0 67 696
5:15 PM 4 11 4 0 0 3 0 0 6 30 7 0 3 12 0 0 80 719
5:20 PM 3 7 4 0 0 6 0 0 3 30 5 0 1 14 0 0 73 738
5:25 PM 1 8 1 0 0 5 2 0 6 29 6 0 3 6 2 0 69 759
5:30 PM 0 9 3 0 0 4 2 0 3 28 2 0 0 9 3 0 63 779
5:35 PM 0 11 8 0 1 7 2 0 4 13 8 0 0 12 2 0 68 779
5:40 PM 1 6 6 0 1 6 4 0 5 15 5 0 2 8 4 0 63 811
5:45 PM 7 7 4 0 1 4 5 0 1 13 1 0 1 12 4 0 60 809
5:50 PM 1 9 3 0 2 6 2 0 2 12 4 0 2 11 1 0 55 788
5:55 PM 3 8 3 0 0 2 3 0 3 10 3 0 1 10 2 0 48 773
6:00 PM 1 7 2 0 0 4 3 0 4 23 3 0 2 6 1 0 56 772
6:05 PM 0 7 2 0 0 4 3 0 4 21 1 0 3 12 1 0 58 760
6:10 PM 2 11 8 0 0 4 1 0 3 13 1 0 2 9 1 0 55 748
6:15 PM 4 9 6 0 1 2 5 0 4 8 5 0 2 10 1 0 57 725
6:20 PM 5 9 3 0 1 3 1 0 4 22 5 0 2 12 0 0 67 719
6:25 PM 3 7 2 0 1 4 5 0 3 10 2 0 3 8 2 0 50 700
6:30 PM 1 8 6 0 0 1 4 0 3 20 4 0 2 16 0 0 65 702
6:35 PM 5 6 0 0 1 3 8 0 3 17 8 0 4 9 4 0 68 702
6:40 PM 5 5 3 0 1 9 1 0 2 13 6 0 3 13 1 0 62 701
6:45 PM 0 5 3 0 1 3 5 0 1 15 7 0 4 11 5 0 60 701
6:50 PM 0 8 2 0 1 2 1 0 3 15 3 0 1 8 3 0 47 693
6:55 PM 0 2 3 0 1 4 5 0 3 15 5 0 2 4 2 0 46 691

Page 1 of 2 ends

Peak 15-Min
Flowrates
Northbound Southbound Eastbound Westbound
Total
Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 32 104 36 0 0 56 8 0 60 356 72 0 28 128 8 0 888 Heavy Trucks 0 0 0 0 0 0 0 8 0 0 0 0 8
Buses
Pedestrians 12 44 52 12 120
Bicycles 0 0 4 0 16 4 0 0 0 0 0 4 28
Scooters
Comments:

Report generated on 6/2/2023 4:36 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 2 of 2 ends

24 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 30 30 30
01:00 AM 14 14 14
02:00 AM 5 5 5
03:00 AM 11 11 11
04:00 AM 14 14 14
05:00 AM 57 57 57
06:00 AM 142 142 142
07:00 AM 224 224 224
08:00 AM 403 403 403
09:00 AM 331 331 331
10:00 AM 320 320 320
11:00 AM 384 384 384
12:00 PM 463 463 463
01:00 PM 448 448 448
02:00 PM 438 438 438
03:00 PM 520 520 520
04:00 PM 539 539 539
05:00 PM 592 592 592
06:00 PM 444 444 444
07:00 PM 469 469 469
08:00 PM 413 413 413
09:00 PM 301 301 301
10:00 PM 184 184 184
11:00 PM 67 67 67
Day Total 6813 6813 6813
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
8:00 AM
403
8:00 AM
403
8:00 AM
403
PM Peak
Volume
5:00 PM
592
5:00 PM
592
5:00 PM
592
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 40 40 40
01:00 AM 20 20 20
02:00 AM 5 5 5
03:00 AM 15 15 15
04:00 AM 21 21 21
05:00 AM 83 83 83
06:00 AM 207 207 207
07:00 AM 340 340 340
08:00 AM 568 568 568
09:00 AM 480 480 480
10:00 AM 455 455 455
11:00 AM 578 578 578
12:00 PM 680 680 680
01:00 PM 643 643 643
02:00 PM 651 651 651
03:00 PM 747 747 747
04:00 PM 793 793 793
05:00 PM 870 870 870
06:00 PM 661 661 661
07:00 PM 656 656 656
08:00 PM 560 560 560
09:00 PM 409 409 409
10:00 PM 235 235 235
11:00 PM 88 88 88
Day Total 9805 9805 9805
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
11:00 AM
578
11:00 AM
578
11:00 AM
578
PM Peak
Volume
5:00 PM
870
5:00 PM
870
5:00 PM
870
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 10 10 10
01:00 AM 6 6 6
02:00 AM 0 0 0
03:00 AM 4 4 4
04:00 AM 7 7 7
05:00 AM 26 26 26
06:00 AM 65 65 65
07:00 AM 116 116 116
08:00 AM 165 165 165
09:00 AM 149 149 149
10:00 AM 135 135 135
11:00 AM 194 194 194
12:00 PM 217 217 217
01:00 PM 195 195 195
02:00 PM 213 213 213
03:00 PM 227 227 227
04:00 PM 254 254 254
05:00 PM 278 278 278
06:00 PM 217 217 217
07:00 PM 187 187 187
08:00 PM 147 147 147
09:00 PM 108 108 108
10:00 PM 51 51 51
11:00 PM 21 21 21
Day Total 2992 2992 2992
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
11:00 AM
194
11:00 AM
194
11:00 AM
194
PM Peak
Volume
5:00 PM
278
5:00 PM
278
5:00 PM
278
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 7 7 7
01:00 AM 6 6 6
02:00 AM 2 2 2
03:00 AM 4 4 4
04:00 AM 4 4 4
05:00 AM 20 20 20
06:00 AM 53 53 53
07:00 AM 99 99 99
08:00 AM 199 199 199
09:00 AM 121 121 121
10:00 AM 130 130 130
11:00 AM 142 142 142
12:00 PM 155 155 155
01:00 PM 160 160 160
02:00 PM 146 146 146
03:00 PM 193 193 193
04:00 PM 211 211 211
05:00 PM 212 212 212
06:00 PM 168 168 168
07:00 PM 146 146 146
08:00 PM 121 121 121
09:00 PM 73 73 73
10:00 PM 31 31 31
11:00 PM 11 11 11
Day Total 2414 2414 2414
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
8:00 AM
199
8:00 AM
199
8:00 AM
199
PM Peak
Volume
5:00 PM
212
5:00 PM
212
5:00 PM
212
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 9 9 9
01:00 AM 8 8 8
02:00 AM 2 2 2
03:00 AM 8 8 8
04:00 AM 9 9 9
05:00 AM 30 30 30
06:00 AM 93 93 93
07:00 AM 176 176 176
08:00 AM 320 320 320
09:00 AM 235 235 235
10:00 AM 236 236 236
11:00 AM 268 268 268
12:00 PM 275 275 275
01:00 PM 280 280 280
02:00 PM 266 266 266
03:00 PM 325 325 325
04:00 PM 330 330 330
05:00 PM 326 326 326
06:00 PM 320 320 320
07:00 PM 239 239 239
08:00 PM 190 190 190
09:00 PM 123 123 123
10:00 PM 49 49 49
11:00 PM 22 22 22
Day Total 4139 4139 4139
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
8:00 AM
320
8:00 AM
320
8:00 AM
320
PM Peak
Volume
4:00 PM
330
4:00 PM
330
4:00 PM
330
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 2 2 2
01:00 AM 2 2 2
02:00 AM 0 0 0
03:00 AM 4 4 4
04:00 AM 5 5 5
05:00 AM 10 10 10
06:00 AM 40 40 40
07:00 AM 77 77 77
08:00 AM 121 121 121
09:00 AM 114 114 114
10:00 AM 106 106 106
11:00 AM 126 126 126
12:00 PM 120 120 120
01:00 PM 120 120 120
02:00 PM 120 120 120
03:00 PM 132 132 132
04:00 PM 119 119 119
05:00 PM 114 114 114
06:00 PM 152 152 152
07:00 PM 93 93 93
08:00 PM 69 69 69
09:00 PM 50 50 50
10:00 PM 18 18 18
11:00 PM 11 11 11
Day Total 1725 1725 1725
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
11:00 AM
126
11:00 AM
126
11:00 AM
126
PM Peak
Volume
6:00 PM
152
6:00 PM
152
6:00 PM
152
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S Railroad Ave btwn 4th and 5th QC JOB #: 16225515 SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 23 May 23
12:00 AM 0 0 0
01:00 AM 0 0 0
02:00 AM 0 0 0
03:00 AM 1 1 1
04:00 AM 0 0 0
05:00 AM 4 4 4
06:00 AM 30 30 30
07:00 AM 15 15 15
08:00 AM 20 20 20
09:00 AM 10 10 10
10:00 AM 14 14 14
11:00 AM 6 6 6
12:00 PM 15 15 15
01:00 PM 15 15 15
02:00 PM 13 13 13
03:00 PM 12 12 12
04:00 PM 14 14 14
05:00 PM 20 20 20
06:00 PM 11 11 11
07:00 PM 19 19 19
08:00 PM 13 13 13
09:00 PM 4 4 4
10:00 PM 2 2 2
11:00 PM 1 1 1
Day Total 239 239 239
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
6:00 AM
30 6:00 AM
30 6:00 AM
30 PM Peak
Volume
5:00 PM
20 5:00 PM
20 5:00 PM
20 Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 24 May 23
12:00 AM 8 8 8
01:00 AM 4 4 4
02:00 AM 2 2 2
03:00 AM 5 5 5
04:00 AM 6 6 6
05:00 AM 21 21 21
06:00 AM 50 50 50
07:00 AM 105 105 105
08:00 AM 166 166 166
09:00 AM 139 139 139
10:00 AM 155 155 155
11:00 AM 166 166 166
12:00 PM 175 175 175
01:00 PM 191 191 191
02:00 PM 180 180 180
03:00 PM 148 148 148
04:00 PM 188 188 188
05:00 PM 218 218 218
06:00 PM 220 220 220
07:00 PM 195 195 195
08:00 PM 120 120 120
09:00 PM 84 84 84
10:00 PM 34 34 34
11:00 PM 19 19 19
Day Total 2599 2599 2599
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
8:00 AM
166
8:00 AM
166
8:00 AM
166
PM Peak
Volume
6:00 PM
220
6:00 PM
220
6:00 PM
220
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB, SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 24 May 23
12:00 AM 10 10 10
01:00 AM 8 8 8
02:00 AM 2 2 2
03:00 AM 13 13 13
04:00 AM 11 11 11
05:00 AM 38 38 38
06:00 AM 95 95 95
07:00 AM 190 190 190
08:00 AM 294 294 294
09:00 AM 262 262 262
10:00 AM 294 294 294
11:00 AM 356 356 356
12:00 PM 343 343 343
01:00 PM 357 357 357
02:00 PM 352 352 352
03:00 PM 272 272 272
04:00 PM 349 349 349
05:00 PM 427 427 427
06:00 PM 411 411 411
07:00 PM 360 360 360
08:00 PM 233 233 233
09:00 PM 148 148 148
10:00 PM 55 55 55
11:00 PM 32 32 32
Day Total 4912 4912 4912
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
11:00 AM
356
11:00 AM
356
11:00 AM
356
PM Peak
Volume
5:00 PM
427
5:00 PM
427
5:00 PM
427
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
Hourly Traffic
Sat Sun Average Week
Hourly Traffic
Average Week Profile 24 May 23
12:00 AM 2 2 2
01:00 AM 4 4 4
02:00 AM 0 0 0
03:00 AM 8 8 8
04:00 AM 5 5 5
05:00 AM 17 17 17
06:00 AM 45 45 45
07:00 AM 85 85 85
08:00 AM 128 128 128
09:00 AM 123 123 123
10:00 AM 139 139 139
11:00 AM 190 190 190
12:00 PM 168 168 168
01:00 PM 166 166 166
02:00 PM 172 172 172
03:00 PM 124 124 124
04:00 PM 161 161 161
05:00 PM 209 209 209
06:00 PM 191 191 191
07:00 PM 165 165 165
08:00 PM 113 113 113
09:00 PM 64 64 64
10:00 PM 21 21 21
11:00 PM 13 13 13
Day Total 2313 2313 2313
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
Volume
11:00 AM
190
11:00 AM
190
11:00 AM
190
PM Peak
Volume
5:00 PM
209
5:00 PM
209
5:00 PM
209
Comments:

Report generated on 5/30/2023 10:12 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 6 6 6
12:15 AM 11 11 11
12:30 AM 8 8 8
12:45 AM 5 5 5
01:00 AM 6 6 6
01:15 AM 3 3 3
01:30 AM 2 2 2
01:45 AM 3 3 3
02:00 AM 1 1 1
02:15 AM 1 1 1
02:30 AM 2 2 2
02:45 AM 1 1 1
03:00 AM 2 2 2
03:15 AM 3 3 3
03:30 AM 0 0 0
03:45 AM 6 6 6
04:00 AM 3 3 3
04:15 AM 3 3 3
04:30 AM 2 2 2
04:45 AM 6 6 6
05:00 AM 12 12 12
05:15 AM 10 10 10
05:30 AM 15 15 15
05:45 AM 20 20 20
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 30 30 30
06:15 AM 32 32 32
06:30 AM 42 42 42
06:45 AM 38 38 38
07:00 AM 48 48 48
07:15 AM 46 46 46
07:30 AM 49 49 49
07:45 AM 81 81 81
08:00 AM 96 96 96
08:15 AM 106 106 106
08:30 AM 107 107 107
08:45 AM 94 94 94
09:00 AM 84 84 84
09:15 AM 81 81 81
09:30 AM 78 78 78
09:45 AM 88 88 88
10:00 AM 88 88 88
10:15 AM 84 84 84
10:30 AM 78 78 78
10:45 AM 70 70 70
11:00 AM 84 84 84
11:15 AM 78 78 78
11:30 AM 113 113 113
11:45 AM 109 109 109
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 116 116 116
12:15 PM 98 98 98
12:30 PM 117 117 117
12:45 PM 132 132 132
01:00 PM 106 106 106
01:15 PM 118 118 118
01:30 PM 110 110 110
01:45 PM 114 114 114
02:00 PM 111 111 111
02:15 PM 100 100 100
02:30 PM 121 121 121
02:45 PM 106 106 106
03:00 PM 139 139 139
03:15 PM 115 115 115
03:30 PM 134 134 134
03:45 PM 132 132 132
04:00 PM 125 125 125
04:15 PM 142 142 142
04:30 PM 146 146 146
04:45 PM 126 126 126
05:00 PM 147 147 147
05:15 PM 153 153 153
05:30 PM 159 159 159
05:45 PM 133 133 133
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 123 123 123
06:15 PM 117 117 117
06:30 PM 106 106 106
06:45 PM 98 98 98
07:00 PM 132 132 132
07:15 PM 116 116 116
07:30 PM 119 119 119
07:45 PM 102 102 102
08:00 PM 116 116 116
08:15 PM 98 98 98
08:30 PM 88 88 88
08:45 PM 111 111 111
09:00 PM 100 100 100
09:15 PM 72 72 72
09:30 PM 69 69 69
09:45 PM 60 60 60
10:00 PM 68 68 68
10:15 PM 44 44 44
10:30 PM 42 42 42
10:45 PM 30 30 30
11:00 PM 22 22 22
11:15 PM 23 23 23
11:30 PM 15 15 15
11:45 PM 7 7 7
Day Total 6813 6813 6813
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
11:30 AM
113
11:30 AM
113
11:30 AM
113
PM Peak
15-min Vol
5:30 PM
159
5:30 PM
159
5:30 PM
159
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 7 7 7
12:15 AM 15 15 15
12:30 AM 12 12 12
12:45 AM 6 6 6
01:00 AM 8 8 8
01:15 AM 5 5 5
01:30 AM 2 2 2
01:45 AM 5 5 5
02:00 AM 1 1 1
02:15 AM 1 1 1
02:30 AM 2 2 2
02:45 AM 1 1 1
03:00 AM 2 2 2
03:15 AM 3 3 3
03:30 AM 0 0 0
03:45 AM 10 10 10
04:00 AM 3 3 3
04:15 AM 4 4 4
04:30 AM 4 4 4
04:45 AM 10 10 10
05:00 AM 16 16 16
05:15 AM 14 14 14
05:30 AM 20 20 20
05:45 AM 33 33 33
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 46 46 46
06:15 AM 50 50 50
06:30 AM 61 61 61
06:45 AM 50 50 50
07:00 AM 74 74 74
07:15 AM 69 69 69
07:30 AM 75 75 75
07:45 AM 122 122 122
08:00 AM 150 150 150
08:15 AM 140 140 140
08:30 AM 158 158 158
08:45 AM 120 120 120
09:00 AM 122 122 122
09:15 AM 110 110 110
09:30 AM 118 118 118
09:45 AM 130 130 130
10:00 AM 118 118 118
10:15 AM 126 126 126
10:30 AM 119 119 119
10:45 AM 92 92 92
11:00 AM 116 116 116
11:15 AM 113 113 113
11:30 AM 188 188 188
11:45 AM 161 161 161
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 174 174 174
12:15 PM 152 152 152
12:30 PM 166 166 166
12:45 PM 188 188 188
01:00 PM 145 145 145
01:15 PM 160 160 160
01:30 PM 170 170 170
01:45 PM 168 168 168
02:00 PM 157 157 157
02:15 PM 141 141 141
02:30 PM 181 181 181
02:45 PM 172 172 172
03:00 PM 194 194 194
03:15 PM 155 155 155
03:30 PM 198 198 198
03:45 PM 200 200 200
04:00 PM 181 181 181
04:15 PM 214 214 214
04:30 PM 223 223 223
04:45 PM 175 175 175
05:00 PM 217 217 217
05:15 PM 221 221 221
05:30 PM 245 245 245
05:45 PM 187 187 187
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 194 194 194
06:15 PM 167 167 167
06:30 PM 160 160 160
06:45 PM 140 140 140
07:00 PM 180 180 180
07:15 PM 165 165 165
07:30 PM 167 167 167
07:45 PM 144 144 144
08:00 PM 160 160 160
08:15 PM 128 128 128
08:30 PM 120 120 120
08:45 PM 152 152 152
09:00 PM 138 138 138
09:15 PM 97 97 97
09:30 PM 89 89 89
09:45 PM 85 85 85
10:00 PM 83 83 83
10:15 PM 56 56 56
10:30 PM 53 53 53
10:45 PM 43 43 43
11:00 PM 29 29 29
11:15 PM 31 31 31
11:30 PM 17 17 17
11:45 PM 11 11 11
Day Total 9805 9805 9805
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
11:30 AM
188
11:30 AM
188
11:30 AM
188
PM Peak
15-min Vol
5:30 PM
245
5:30 PM
245
5:30 PM
245
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 1 1 1
12:15 AM 4 4 4
12:30 AM 4 4 4
12:45 AM 1 1 1
01:00 AM 2 2 2
01:15 AM 2 2 2
01:30 AM 0 0 0
01:45 AM 2 2 2
02:00 AM 0 0 0
02:15 AM 0 0 0
02:30 AM 0 0 0
02:45 AM 0 0 0
03:00 AM 0 0 0
03:15 AM 0 0 0
03:30 AM 0 0 0
03:45 AM 4 4 4
04:00 AM 0 0 0
04:15 AM 1 1 1
04:30 AM 2 2 2
04:45 AM 4 4 4
05:00 AM 4 4 4
05:15 AM 4 4 4
05:30 AM 5 5 5
05:45 AM 13 13 13
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 16 16 16
06:15 AM 18 18 18
06:30 AM 19 19 19
06:45 AM 12 12 12
07:00 AM 26 26 26
07:15 AM 23 23 23
07:30 AM 26 26 26
07:45 AM 41 41 41
08:00 AM 54 54 54
08:15 AM 34 34 34
08:30 AM 51 51 51
08:45 AM 26 26 26
09:00 AM 38 38 38
09:15 AM 29 29 29
09:30 AM 40 40 40
09:45 AM 42 42 42
10:00 AM 30 30 30
10:15 AM 42 42 42
10:30 AM 41 41 41
10:45 AM 22 22 22
11:00 AM 32 32 32
11:15 AM 35 35 35
11:30 AM 75 75 75
11:45 AM 52 52 52
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 58 58 58
12:15 PM 54 54 54
12:30 PM 49 49 49
12:45 PM 56 56 56
01:00 PM 39 39 39
01:15 PM 42 42 42
01:30 PM 60 60 60
01:45 PM 54 54 54
02:00 PM 46 46 46
02:15 PM 41 41 41
02:30 PM 60 60 60
02:45 PM 66 66 66
03:00 PM 55 55 55
03:15 PM 40 40 40
03:30 PM 64 64 64
03:45 PM 68 68 68
04:00 PM 56 56 56
04:15 PM 72 72 72
04:30 PM 77 77 77
04:45 PM 49 49 49
05:00 PM 70 70 70
05:15 PM 68 68 68
05:30 PM 86 86 86
05:45 PM 54 54 54
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: E 4th Ave btwn B and Railroad QC JOB #: 16225513 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 71 71 71
06:15 PM 50 50 50
06:30 PM 54 54 54
06:45 PM 42 42 42
07:00 PM 48 48 48
07:15 PM 49 49 49
07:30 PM 48 48 48
07:45 PM 42 42 42
08:00 PM 44 44 44
08:15 PM 30 30 30
08:30 PM 32 32 32
08:45 PM 41 41 41
09:00 PM 38 38 38
09:15 PM 25 25 25
09:30 PM 20 20 20
09:45 PM 25 25 25
10:00 PM 15 15 15
10:15 PM 12 12 12
10:30 PM 11 11 11
10:45 PM 13 13 13
11:00 PM 7 7 7
11:15 PM 8 8 8
11:30 PM 2 2 2
11:45 PM 4 4 4
Day Total 2992 2992 2992
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
11:30 AM
75 11:30 AM
75 11:30 AM
75 PM Peak
15-min Vol
5:30 PM
86 5:30 PM
86 5:30 PM
86 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 0 0 0
12:15 AM 0 0 0
12:30 AM 4 4 4
12:45 AM 3 3 3
01:00 AM 1 1 1
01:15 AM 4 4 4
01:30 AM 1 1 1
01:45 AM 0 0 0
02:00 AM 0 0 0
02:15 AM 1 1 1
02:30 AM 0 0 0
02:45 AM 1 1 1
03:00 AM 1 1 1
03:15 AM 0 0 0
03:30 AM 3 3 3
03:45 AM 0 0 0
04:00 AM 0 0 0
04:15 AM 1 1 1
04:30 AM 3 3 3
04:45 AM 0 0 0
05:00 AM 4 4 4
05:15 AM 4 4 4
05:30 AM 5 5 5
05:45 AM 7 7 7
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 9 9 9
06:15 AM 19 19 19
06:30 AM 14 14 14
06:45 AM 11 11 11
07:00 AM 25 25 25
07:15 AM 18 18 18
07:30 AM 25 25 25
07:45 AM 31 31 31
08:00 AM 46 46 46
08:15 AM 46 46 46
08:30 AM 67 67 67
08:45 AM 40 40 40
09:00 AM 31 31 31
09:15 AM 41 41 41
09:30 AM 21 21 21
09:45 AM 28 28 28
10:00 AM 35 35 35
10:15 AM 34 34 34
10:30 AM 30 30 30
10:45 AM 31 31 31
11:00 AM 32 32 32
11:15 AM 39 39 39
11:30 AM 30 30 30
11:45 AM 41 41 41
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 36 36 36
12:15 PM 43 43 43
12:30 PM 38 38 38
12:45 PM 38 38 38
01:00 PM 52 52 52
01:15 PM 41 41 41
01:30 PM 32 32 32
01:45 PM 35 35 35
02:00 PM 40 40 40
02:15 PM 27 27 27
02:30 PM 32 32 32
02:45 PM 47 47 47
03:00 PM 50 50 50
03:15 PM 56 56 56
03:30 PM 49 49 49
03:45 PM 38 38 38
04:00 PM 59 59 59
04:15 PM 55 55 55
04:30 PM 54 54 54
04:45 PM 43 43 43
05:00 PM 58 58 58
05:15 PM 58 58 58
05:30 PM 54 54 54
05:45 PM 42 42 42
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 45 45 45
06:15 PM 47 47 47
06:30 PM 47 47 47
06:45 PM 29 29 29
07:00 PM 41 41 41
07:15 PM 43 43 43
07:30 PM 31 31 31
07:45 PM 31 31 31
08:00 PM 28 28 28
08:15 PM 33 33 33
08:30 PM 29 29 29
08:45 PM 31 31 31
09:00 PM 28 28 28
09:15 PM 19 19 19
09:30 PM 15 15 15
09:45 PM 11 11 11
10:00 PM 10 10 10
10:15 PM 10 10 10
10:30 PM 6 6 6
10:45 PM 5 5 5
11:00 PM 6 6 6
11:15 PM 4 4 4
11:30 PM 0 0 0
11:45 PM 1 1 1
Day Total 2414 2414 2414
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
8:30 AM
67 8:30 AM
67 8:30 AM
67 PM Peak
15-min Vol
4:00 PM
59 4:00 PM
59 4:00 PM
59 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 0 0 0
12:15 AM 1 1 1
12:30 AM 4 4 4
12:45 AM 4 4 4
01:00 AM 1 1 1
01:15 AM 5 5 5
01:30 AM 2 2 2
01:45 AM 0 0 0
02:00 AM 0 0 0
02:15 AM 1 1 1
02:30 AM 0 0 0
02:45 AM 1 1 1
03:00 AM 1 1 1
03:15 AM 1 1 1
03:30 AM 5 5 5
03:45 AM 1 1 1
04:00 AM 1 1 1
04:15 AM 1 1 1
04:30 AM 4 4 4
04:45 AM 3 3 3
05:00 AM 5 5 5
05:15 AM 6 6 6
05:30 AM 7 7 7
05:45 AM 12 12 12
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 16 16 16
06:15 AM 29 29 29
06:30 AM 22 22 22
06:45 AM 26 26 26
07:00 AM 33 33 33
07:15 AM 28 28 28
07:30 AM 51 51 51
07:45 AM 64 64 64
08:00 AM 75 75 75
08:15 AM 73 73 73
08:30 AM 98 98 98
08:45 AM 74 74 74
09:00 AM 59 59 59
09:15 AM 73 73 73
09:30 AM 47 47 47
09:45 AM 56 56 56
10:00 AM 56 56 56
10:15 AM 64 64 64
10:30 AM 59 59 59
10:45 AM 57 57 57
11:00 AM 60 60 60
11:15 AM 70 70 70
11:30 AM 65 65 65
11:45 AM 73 73 73
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 65 65 65
12:15 PM 74 74 74
12:30 PM 64 64 64
12:45 PM 72 72 72
01:00 PM 84 84 84
01:15 PM 69 69 69
01:30 PM 56 56 56
01:45 PM 71 71 71
02:00 PM 66 66 66
02:15 PM 52 52 52
02:30 PM 66 66 66
02:45 PM 82 82 82
03:00 PM 87 87 87
03:15 PM 88 88 88
03:30 PM 84 84 84
03:45 PM 66 66 66
04:00 PM 94 94 94
04:15 PM 81 81 81
04:30 PM 83 83 83
04:45 PM 72 72 72
05:00 PM 92 92 92
05:15 PM 84 84 84
05:30 PM 81 81 81
05:45 PM 69 69 69
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: EB, WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 95 95 95
06:15 PM 75 75 75
06:30 PM 87 87 87
06:45 PM 63 63 63
07:00 PM 60 60 60
07:15 PM 78 78 78
07:30 PM 51 51 51
07:45 PM 50 50 50
08:00 PM 54 54 54
08:15 PM 51 51 51
08:30 PM 45 45 45
08:45 PM 40 40 40
09:00 PM 42 42 42
09:15 PM 34 34 34
09:30 PM 26 26 26
09:45 PM 21 21 21
10:00 PM 17 17 17
10:15 PM 15 15 15
10:30 PM 8 8 8
10:45 PM 9 9 9
11:00 PM 11 11 11
11:15 PM 5 5 5
11:30 PM 4 4 4
11:45 PM 2 2 2
Day Total 4139 4139 4139
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
8:30 AM
98 8:30 AM
98 8:30 AM
98 PM Peak
15-min Vol
6:00 PM
95 6:00 PM
95 6:00 PM
95 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 0 0 0
12:15 AM 1 1 1
12:30 AM 0 0 0
12:45 AM 1 1 1
01:00 AM 0 0 0
01:15 AM 1 1 1
01:30 AM 1 1 1
01:45 AM 0 0 0
02:00 AM 0 0 0
02:15 AM 0 0 0
02:30 AM 0 0 0
02:45 AM 0 0 0
03:00 AM 0 0 0
03:15 AM 1 1 1
03:30 AM 2 2 2
03:45 AM 1 1 1
04:00 AM 1 1 1
04:15 AM 0 0 0
04:30 AM 1 1 1
04:45 AM 3 3 3
05:00 AM 1 1 1
05:15 AM 2 2 2
05:30 AM 2 2 2
05:45 AM 5 5 5
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 7 7 7
06:15 AM 10 10 10
06:30 AM 8 8 8
06:45 AM 15 15 15
07:00 AM 8 8 8
07:15 AM 10 10 10
07:30 AM 26 26 26
07:45 AM 33 33 33
08:00 AM 29 29 29
08:15 AM 27 27 27
08:30 AM 31 31 31
08:45 AM 34 34 34
09:00 AM 28 28 28
09:15 AM 32 32 32
09:30 AM 26 26 26
09:45 AM 28 28 28
10:00 AM 21 21 21
10:15 AM 30 30 30
10:30 AM 29 29 29
10:45 AM 26 26 26
11:00 AM 28 28 28
11:15 AM 31 31 31
11:30 AM 35 35 35
11:45 AM 32 32 32
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 29 29 29
12:15 PM 31 31 31
12:30 PM 26 26 26
12:45 PM 34 34 34
01:00 PM 32 32 32
01:15 PM 28 28 28
01:30 PM 24 24 24
01:45 PM 36 36 36
02:00 PM 26 26 26
02:15 PM 25 25 25
02:30 PM 34 34 34
02:45 PM 35 35 35
03:00 PM 37 37 37
03:15 PM 32 32 32
03:30 PM 35 35 35
03:45 PM 28 28 28
04:00 PM 35 35 35
04:15 PM 26 26 26
04:30 PM 29 29 29
04:45 PM 29 29 29
05:00 PM 34 34 34
05:15 PM 26 26 26
05:30 PM 27 27 27
05:45 PM 27 27 27
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: E 5th Ave btwn B and Railroad QC JOB #: 16225514 SPECIFIC LOCATION: DIRECTION: WB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 50 50 50
06:15 PM 28 28 28
06:30 PM 40 40 40
06:45 PM 34 34 34
07:00 PM 19 19 19
07:15 PM 35 35 35
07:30 PM 20 20 20
07:45 PM 19 19 19
08:00 PM 26 26 26
08:15 PM 18 18 18
08:30 PM 16 16 16
08:45 PM 9 9 9
09:00 PM 14 14 14
09:15 PM 15 15 15
09:30 PM 11 11 11
09:45 PM 10 10 10
10:00 PM 7 7 7
10:15 PM 5 5 5
10:30 PM 2 2 2
10:45 PM 4 4 4
11:00 PM 5 5 5
11:15 PM 1 1 1
11:30 PM 4 4 4
11:45 PM 1 1 1
Day Total 1725 1725 1725
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
11:30 AM
35 11:30 AM
35 11:30 AM
35 PM Peak
15-min Vol
6:00 PM
50 6:00 PM
50 6:00 PM
50 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S Railroad Ave btwn 4th and 5th QC JOB #: 16225515 SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 AM 0 0 0
12:15 AM 0 0 0
12:30 AM 0 0 0
12:45 AM 0 0 0
01:00 AM 0 0 0
01:15 AM 0 0 0
01:30 AM 0 0 0
01:45 AM 0 0 0
02:00 AM 0 0 0
02:15 AM 0 0 0
02:30 AM 0 0 0
02:45 AM 0 0 0
03:00 AM 0 0 0
03:15 AM 0 0 0
03:30 AM 1 1 1
03:45 AM 0 0 0
04:00 AM 0 0 0
04:15 AM 0 0 0
04:30 AM 0 0 0
04:45 AM 0 0 0
05:00 AM 1 1 1
05:15 AM 1 1 1
05:30 AM 0 0 0
05:45 AM 2 2 2
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: S Railroad Ave btwn 4th and 5th QC JOB #: 16225515 SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 AM 3 3 3
06:15 AM 15 15 15
06:30 AM 7 7 7
06:45 AM 5 5 5
07:00 AM 3 3 3
07:15 AM 2 2 2
07:30 AM 3 3 3
07:45 AM 7 7 7
08:00 AM 4 4 4
08:15 AM 5 5 5
08:30 AM 4 4 4
08:45 AM 7 7 7
09:00 AM 4 4 4
09:15 AM 1 1 1
09:30 AM 2 2 2
09:45 AM 3 3 3
10:00 AM 0 0 0
10:15 AM 3 3 3
10:30 AM 5 5 5
10:45 AM 6 6 6
11:00 AM 1 1 1
11:15 AM 1 1 1
11:30 AM 1 1 1
11:45 AM 3 3 3
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: S Railroad Ave btwn 4th and 5th QC JOB #: 16225515 SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
12:00 PM 5 5 5
12:15 PM 2 2 2
12:30 PM 4 4 4
12:45 PM 4 4 4
01:00 PM 7 7 7
01:15 PM 1 1 1
01:30 PM 5 5 5
01:45 PM 2 2 2
02:00 PM 1 1 1
02:15 PM 0 0 0
02:30 PM 9 9 9
02:45 PM 3 3 3
03:00 PM 2 2 2
03:15 PM 5 5 5
03:30 PM 4 4 4
03:45 PM 1 1 1
04:00 PM 3 3 3
04:15 PM 4 4 4
04:30 PM 3 3 3
04:45 PM 4 4 4
05:00 PM 5 5 5
05:15 PM 5 5 5
05:30 PM 8 8 8
05:45 PM 2 2 2
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: S Railroad Ave btwn 4th and 5th QC JOB #: 16225515 SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 23 2023 - May 23 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 23 May 23
06:00 PM 2 2 2
06:15 PM 4 4 4
06:30 PM 2 2 2
06:45 PM 3 3 3
07:00 PM 4 4 4
07:15 PM 2 2 2
07:30 PM 5 5 5
07:45 PM 8 8 8
08:00 PM 5 5 5
08:15 PM 4 4 4
08:30 PM 1 1 1
08:45 PM 3 3 3
09:00 PM 0 0 0
09:15 PM 1 1 1
09:30 PM 3 3 3
09:45 PM 0 0 0
10:00 PM 0 0 0
10:15 PM 2 2 2
10:30 PM 0 0 0
10:45 PM 0 0 0
11:00 PM 0 0 0
11:15 PM 1 1 1
11:30 PM 0 0 0
11:45 PM 0 0 0
Day Total 239 239 239
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
6:15 AM
15 6:15 AM
15 6:15 AM
15 PM Peak
15-min Vol
2:30 PM
9 2:30 PM
9 2:30 PM
9 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
12:00 AM 4 4 4
12:15 AM 1 1 1
12:30 AM 0 0 0
12:45 AM 3 3 3
01:00 AM 0 0 0
01:15 AM 0 0 0
01:30 AM 1 1 1
01:45 AM 3 3 3
02:00 AM 0 0 0
02:15 AM 0 0 0
02:30 AM 0 0 0
02:45 AM 2 2 2
03:00 AM 2 2 2
03:15 AM 1 1 1
03:30 AM 0 0 0
03:45 AM 2 2 2
04:00 AM 1 1 1
04:15 AM 1 1 1
04:30 AM 0 0 0
04:45 AM 4 4 4
05:00 AM 2 2 2
05:15 AM 6 6 6
05:30 AM 6 6 6
05:45 AM 7 7 7
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
06:00 AM 6 6 6
06:15 AM 16 16 16
06:30 AM 12 12 12
06:45 AM 16 16 16
07:00 AM 18 18 18
07:15 AM 20 20 20
07:30 AM 26 26 26
07:45 AM 41 41 41
08:00 AM 50 50 50
08:15 AM 30 30 30
08:30 AM 43 43 43
08:45 AM 43 43 43
09:00 AM 36 36 36
09:15 AM 33 33 33
09:30 AM 35 35 35
09:45 AM 35 35 35
10:00 AM 48 48 48
10:15 AM 35 35 35
10:30 AM 38 38 38
10:45 AM 34 34 34
11:00 AM 46 46 46
11:15 AM 46 46 46
11:30 AM 30 30 30
11:45 AM 44 44 44
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
12:00 PM 50 50 50
12:15 PM 43 43 43
12:30 PM 35 35 35
12:45 PM 47 47 47
01:00 PM 50 50 50
01:15 PM 57 57 57
01:30 PM 44 44 44
01:45 PM 40 40 40
02:00 PM 54 54 54
02:15 PM 44 44 44
02:30 PM 42 42 42
02:45 PM 40 40 40
03:00 PM 46 46 46
03:15 PM 40 40 40
03:30 PM 32 32 32
03:45 PM 30 30 30
04:00 PM 56 56 56
04:15 PM 32 32 32
04:30 PM 32 32 32
04:45 PM 68 68 68
05:00 PM 53 53 53
05:15 PM 50 50 50
05:30 PM 66 66 66
05:45 PM 49 49 49
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
06:00 PM 50 50 50
06:15 PM 62 62 62
06:30 PM 54 54 54
06:45 PM 54 54 54
07:00 PM 62 62 62
07:15 PM 56 56 56
07:30 PM 39 39 39
07:45 PM 38 38 38
08:00 PM 44 44 44
08:15 PM 24 24 24
08:30 PM 24 24 24
08:45 PM 28 28 28
09:00 PM 24 24 24
09:15 PM 20 20 20
09:30 PM 22 22 22
09:45 PM 18 18 18
10:00 PM 12 12 12
10:15 PM 10 10 10
10:30 PM 11 11 11
10:45 PM 1 1 1
11:00 PM 6 6 6
11:15 PM 4 4 4
11:30 PM 3 3 3
11:45 PM 6 6 6
Day Total 2599 2599 2599
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
8:00 AM
50 8:00 AM
50 8:00 AM
50 PM Peak
15-min Vol
4:45 PM
68 4:45 PM
68 4:45 PM
68 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB, SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
12:00 AM 5 5 5
12:15 AM 1 1 1
12:30 AM 0 0 0
12:45 AM 4 4 4
01:00 AM 0 0 0
01:15 AM 1 1 1
01:30 AM 2 2 2
01:45 AM 5 5 5
02:00 AM 0 0 0
02:15 AM 0 0 0
02:30 AM 0 0 0
02:45 AM 2 2 2
03:00 AM 5 5 5
03:15 AM 2 2 2
03:30 AM 1 1 1
03:45 AM 5 5 5
04:00 AM 1 1 1
04:15 AM 1 1 1
04:30 AM 1 1 1
04:45 AM 8 8 8
05:00 AM 2 2 2
05:15 AM 10 10 10
05:30 AM 10 10 10
05:45 AM 16 16 16
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB, SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
06:00 AM 14 14 14
06:15 AM 31 31 31
06:30 AM 24 24 24
06:45 AM 26 26 26
07:00 AM 31 31 31
07:15 AM 38 38 38
07:30 AM 42 42 42
07:45 AM 79 79 79
08:00 AM 87 87 87
08:15 AM 53 53 53
08:30 AM 78 78 78
08:45 AM 76 76 76
09:00 AM 64 64 64
09:15 AM 65 65 65
09:30 AM 63 63 63
09:45 AM 70 70 70
10:00 AM 88 88 88
10:15 AM 65 65 65
10:30 AM 74 74 74
10:45 AM 67 67 67
11:00 AM 92 92 92
11:15 AM 88 88 88
11:30 AM 72 72 72
11:45 AM 104 104 104
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB, SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
12:00 PM 92 92 92
12:15 PM 89 89 89
12:30 PM 68 68 68
12:45 PM 94 94 94
01:00 PM 92 92 92
01:15 PM 105 105 105
01:30 PM 80 80 80
01:45 PM 80 80 80
02:00 PM 107 107 107
02:15 PM 80 80 80
02:30 PM 86 86 86
02:45 PM 79 79 79
03:00 PM 82 82 82
03:15 PM 77 77 77
03:30 PM 51 51 51
03:45 PM 62 62 62
04:00 PM 106 106 106
04:15 PM 64 64 64
04:30 PM 61 61 61
04:45 PM 118 118 118
05:00 PM 106 106 106
05:15 PM 96 96 96
05:30 PM 128 128 128
05:45 PM 97 97 97
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: NB, SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
06:00 PM 92 92 92
06:15 PM 116 116 116
06:30 PM 104 104 104
06:45 PM 99 99 99
07:00 PM 119 119 119
07:15 PM 100 100 100
07:30 PM 73 73 73
07:45 PM 68 68 68
08:00 PM 84 84 84
08:15 PM 46 46 46
08:30 PM 48 48 48
08:45 PM 55 55 55
09:00 PM 40 40 40
09:15 PM 37 37 37
09:30 PM 38 38 38
09:45 PM 33 33 33
10:00 PM 18 18 18
10:15 PM 16 16 16
10:30 PM 17 17 17
10:45 PM 4 4 4
11:00 PM 12 12 12
11:15 PM 8 8 8
11:30 PM 5 5 5
11:45 PM 7 7 7
Day Total 4912 4912 4912
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
11:45 AM
104
11:45 AM
104
11:45 AM
104
PM Peak
15-min Vol
5:30 PM
128
5:30 PM
128
5:30 PM
128
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 24 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
12:00 AM 1 1 1
12:15 AM 0 0 0
12:30 AM 0 0 0
12:45 AM 1 1 1
01:00 AM 0 0 0
01:15 AM 1 1 1
01:30 AM 1 1 1
01:45 AM 2 2 2
02:00 AM 0 0 0
02:15 AM 0 0 0
02:30 AM 0 0 0
02:45 AM 0 0 0
03:00 AM 3 3 3
03:15 AM 1 1 1
03:30 AM 1 1 1
03:45 AM 3 3 3
04:00 AM 0 0 0
04:15 AM 0 0 0
04:30 AM 1 1 1
04:45 AM 4 4 4
05:00 AM 0 0 0
05:15 AM 4 4 4
05:30 AM 4 4 4
05:45 AM 9 9 9
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 48 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
06:00 AM 8 8 8
06:15 AM 15 15 15
06:30 AM 12 12 12
06:45 AM 10 10 10
07:00 AM 13 13 13
07:15 AM 18 18 18
07:30 AM 16 16 16
07:45 AM 38 38 38
08:00 AM 37 37 37
08:15 AM 23 23 23
08:30 AM 35 35 35
08:45 AM 33 33 33
09:00 AM 28 28 28
09:15 AM 32 32 32
09:30 AM 28 28 28
09:45 AM 35 35 35
10:00 AM 40 40 40
10:15 AM 30 30 30
10:30 AM 36 36 36
10:45 AM 33 33 33
11:00 AM 46 46 46
11:15 AM 42 42 42
11:30 AM 42 42 42
11:45 AM 60 60 60
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 72 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
12:00 PM 42 42 42
12:15 PM 46 46 46
12:30 PM 33 33 33
12:45 PM 47 47 47
01:00 PM 42 42 42
01:15 PM 48 48 48
01:30 PM 36 36 36
01:45 PM 40 40 40
02:00 PM 53 53 53
02:15 PM 36 36 36
02:30 PM 44 44 44
02:45 PM 39 39 39
03:00 PM 36 36 36
03:15 PM 37 37 37
03:30 PM 19 19 19
03:45 PM 32 32 32
04:00 PM 50 50 50
04:15 PM 32 32 32
04:30 PM 29 29 29
04:45 PM 50 50 50
05:00 PM 53 53 53
05:15 PM 46 46 46
05:30 PM 62 62 62
05:45 PM 48 48 48
Day Total
% Weekday
Average
% Week
Average
AM Peak
15-min Vol
PM Peak
15-min Vol
Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 96 Type of report: Tube Count - Volume Data
LOCATION: S B St btwn 4th and 5th QC JOB #: 16225516
SPECIFIC LOCATION: DIRECTION: SB
CITY/STATE: San Mateo, CA DATE: May 24 2023 - May 24 2023 Start Time
Mon Tue Wed Thu Fri Average Weekday
15-min Traffic
Sat Sun Average Week
15-min Traffic
Average Week Profile 24 May 23
06:00 PM 42 42 42
06:15 PM 54 54 54
06:30 PM 50 50 50
06:45 PM 45 45 45
07:00 PM 57 57 57
07:15 PM 44 44 44
07:30 PM 34 34 34
07:45 PM 30 30 30
08:00 PM 40 40 40
08:15 PM 22 22 22
08:30 PM 24 24 24
08:45 PM 27 27 27
09:00 PM 16 16 16
09:15 PM 17 17 17
09:30 PM 16 16 16
09:45 PM 15 15 15
10:00 PM 6 6 6
10:15 PM 6 6 6
10:30 PM 6 6 6
10:45 PM 3 3 3
11:00 PM 6 6 6
11:15 PM 4 4 4
11:30 PM 2 2 2
11:45 PM 1 1 1
Day Total 2313 2313 2313
% Weekday
Average
100%
% Week
Average
100% 100%
AM Peak
15-min Vol
11:45 AM
60 11:45 AM
60 11:45 AM
60 PM Peak
15-min Vol
5:30 PM
62 5:30 PM
62 5:30 PM
62 Comments:

Report generated on 5/30/2023 10:13 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) Appendix B: LOS Calculation
Worksheets
Intersection Operations Summary
Intersection Control
Type1
LOS
Threshold
Peak
Hour
Existing Opening Year Opening Year Plus
Project Cumulative Cumulative Plus Project
Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS
East 4th
Avenue/South
B Street
Signal Mid-D
(45 Secs)
AM 17 B 16 B 17 B 17 B 17 B
PM 22 C 23 C 23 C 29 C 30 C
East 4th
Avenue/South
Railroad
Avenue
SSC E
AM <10 A (SB) <10 A (SB) <10 A (SB) <10 A (SB) <10 A (SB) PM <10 A (SB) <10 A (SB) <10 A (SB) <10 A (SB) <10 A (SB) East 4th
Avenue/South
Claremont
Street
Signal Mid-D
(45 Secs)
AM 14 B 15 B 15 B 17 B 17 B
PM 15 B 16 B 16 B 20 C 20 C
East 5th
Avenue/South
B Street
Signal Mid-D
(45 Secs)
AM 16 B 16 B 17 B 16 B 16 B
PM 19 B 24 C 25 C 36 D 38 D
East 5th
Avenue/South
Railroad
Avenue
SSC E
AM <10 A (SB) <10 A (SB) 11 B (SB) <10 A (SB) 11 B (SB) PM <10 A (SB) <10 A (SB) 15 B (SB) 10 B (SB) 16 C (SB)
East 5
Avenue/South
Claremont
Street
SSC E
AM <10 A <10 A <10 A 14 B 15 B
PM 12 B 12 B 14 B 20 C 24 C
Note: Intersections with unacceptable operations are bolded

1. Signal = signalized intersection. SSC = side stop controlled intersection.

Source: Fehr & Peers, 2024.

HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/01/2024
Existing AM 445 B St TIA 10:55 am 12/15/2021 AM Existing Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 260 14 12 102 7 25 42 51 31 58 72 Future Volume (veh/h) 7 260 14 12 102 7 25 42 51 31 58 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.93 0.98 0.93 0.98 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1657 1323 1710 1697 1523 1710 1683 1657 1710 1670 1697 Adj Flow Rate, veh/h 7 274 3 13 107 1 26 44 0 33 61 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 29 0 1 14 0 2 4 0 3 1
Cap, veh/h 73 578 6 86 270 2 282 417 0 270 433 0
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.47 0.47 0.00 0.47 0.47 0.00 Sat Flow, veh/h 25 2899 31 66 1354 12 410 887 0 386 922 0 Grp Volume(v), veh/h 159 0 125 121 0 0 70 0 0 94 0 0
Grp Sat Flow(s),veh/h/ln 1644 0 1311 1432 0 0 1297 0 0 1309 0 0 Q Serve(g_s), s 0.0 0.0 4.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 4.7 3.9 0.0 0.0 1.3 0.0 0.0 1.7 0.0 0.0 Prop In Lane 0.04 0.02 0.11 0.01 0.37 0.00 0.35 0.00
Lane Grp Cap(c), veh/h 396 0 261 358 0 0 699 0 0 703 0 0 V/C Ratio(X) 0.40 0.00 0.48 0.34 0.00 0.00 0.10 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 630 0 450 556 0 0 699 0 0 703 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.91 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.5 0.0 19.5 19.2 0.0 0.0 8.1 0.0 0.0 8.2 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.5 0.2 0.0 0.0 0.3 0.0 0.0 0.4 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 1.7 0.0 1.4 1.3 0.0 0.0 0.4 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.7 0.0 20.0 19.4 0.0 0.0 8.3 0.0 0.0 8.6 0.0 0.0 LnGrp LOS B A C B A A A A A A A A
Approach Vol, veh/h 284 121 70 94
Approach Delay, s/veh 19.9 19.4 8.3 8.6
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.1 34.9 20.1 34.9
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 19 * 18 * 19 * 18
Max Q Clear Time (g_c+I1), s 6.7 3.7 5.9 3.3
Green Ext Time (p_c), s 0.9 0.2 0.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/06/2024
Existing AM 445 B St TIA 10:55 am 12/15/2021 AM Existing Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 326 4 6 90 11 6 78 32 44 65 13 Future Volume (veh/h) 14 326 4 6 90 11 6 78 32 44 65 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.97 0.96 0.98 0.94 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1617 1670 1710 1483 1697 1710 1270 1683 1630 1590 1630 1710 Adj Flow Rate, veh/h 15 354 2 7 98 1 7 85 3 48 71 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 3 0 17 1 0 33 2 6 9 6 0
Cap, veh/h 87 1584 9 78 760 7 62 243 8 136 154 7
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 58 2896 16 43 1389 14 39 1360 46 363 864 41 Grp Volume(v), veh/h 206 0 165 106 0 0 95 0 0 123 0 0
Grp Sat Flow(s),veh/h/ln 1644 0 1326 1446 0 0 1445 0 0 1268 0 0 Q Serve(g_s), s 0.0 0.0 4.5 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 4.5 0.0 4.5 2.4 0.0 0.0 4.0 0.0 0.0 5.8 0.0 0.0 Prop In Lane 0.07 0.01 0.07 0.01 0.07 0.03 0.39 0.03
Lane Grp Cap(c), veh/h 954 0 725 846 0 0 314 0 0 298 0 0 V/C Ratio(X) 0.22 0.00 0.23 0.13 0.00 0.00 0.30 0.00 0.00 0.41 0.00 0.00 Avail Cap(c_a), veh/h 954 0 725 846 0 0 534 0 0 485 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 8.2 7.7 0.0 0.0 25.2 0.0 0.0 25.9 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.7 0.3 0.0 0.0 0.2 0.0 0.0 0.3 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 1.6 0.0 1.3 0.8 0.0 0.0 1.4 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.7 0.0 8.9 8.0 0.0 0.0 25.4 0.0 0.0 26.2 0.0 0.0 LnGrp LOS A A A C C
Approach Vol, veh/h 371 106 95 123
Approach Delay, s/veh 8.8 8.0 25.4 26.2
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.9 22.1 47.9 22.1
Change Period (Y+Rc), s 9.6 9.6 9.6 9.6
Max Green Setting (Gmax), s 27.4 23.4 27.4 23.4
Max Q Clear Time (g_c+I1), s 6.5 7.8 4.4 6.0
Green Ext Time (p_c), s 3.1 0.4 0.7 0.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 14.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 04/30/2024
Existing AM 445 B St TIA 10:55 am 12/15/2021 AM Existing Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 165 38 18 117 9 42 90 28 3 52 29 Future Volume (veh/h) 19 165 38 18 117 9 42 90 28 3 52 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.95 0.98 0.96 0.99 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1643 1670 1710 1630 1683 1417 1710 1697 1710 1710 1603 1563 Adj Flow Rate, veh/h 21 183 18 20 130 2 47 100 9 3 58 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 3 0 6 2 22 0 1 0 0 8 11
Cap, veh/h 86 271 25 94 293 4 236 437 36 78 644 0
Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.47 0.47 0.47 0.47 0.47 0.00 Sat Flow, veh/h 66 1222 114 91 1320 19 323 933 77 19 1375 0 Grp Volume(v), veh/h 222 0 0 152 0 0 156 0 0 61 0 0
Grp Sat Flow(s),veh/h/ln 1401 0 0 1430 0 0 1332 0 0 1394 0 0 Q Serve(g_s), s 1.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.9 0.0 0.0 4.9 0.0 0.0 3.5 0.0 0.0 1.2 0.0 0.0 Prop In Lane 0.09 0.08 0.13 0.01 0.30 0.06 0.05 0.00
Lane Grp Cap(c), veh/h 383 0 0 392 0 0 710 0 0 722 0 0
V/C Ratio(X) 0.58 0.00 0.00 0.39 0.00 0.00 0.22 0.00 0.00 0.08 0.00 0.00 Avail Cap(c_a), veh/h 626 0 0 597 0 0 710 0 0 722 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d), s/veh 19.7 0.0 0.0 18.6 0.0 0.0 8.7 0.0 0.0 8.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.2 0.0 0.0 0.7 0.0 0.0 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 2.5 0.0 0.0 1.6 0.0 0.0 1.1 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 0.0 0.0 18.8 0.0 0.0 9.4 0.0 0.0 8.3 0.0 0.0 LnGrp LOS C A A B A A A A A A A A
Approach Vol, veh/h 222 152 156 61
Approach Delay, s/veh 20.2 18.8 9.4 8.3
Approach LOS C B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 34.3 20.7 34.3 20.7
Change Period (Y+Rc), s 8.5 8.5 8.5 * 8.5
Max Green Setting (Gmax), s 17.5 20.5 17.5 * 22
Max Q Clear Time (g_c+I1), s 5.5 6.9 3.2 9.9
Green Ext Time (p_c), s 0.4 0.4 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
5: S Claremont St & E 5th Ave Existing AM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 154 21 62 128 15 15 84 18 8 60 7
Future Vol, veh/h 17 154 21 62 128 15 15 84 18 8 60 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 3 0 7 4 0 0 5 0 0 5 29
Mvmt Flow 20 177 24 71 147 17 17 97 21 9 69 8
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.7 10.2 9.3 8.9

HCM LOS A B A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 13% 9% 30% 11%
Vol Thru, % 72% 80% 62% 80%
Vol Right, % 15% 11% 7% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 117 192 205 75
LT Vol 15 17 62 8
Through Vol 84 154 128 60
RT Vol 18 21 15 7
Lane Flow Rate 134 221 236 86
Geometry Grp 1 1 1 1
Degree of Util (X) 0.188 0.288 0.318 0.123
Departure Headway (Hd) 5.03 4.699 4.854 5.133
Convergence, Y/N Yes Yes Yes Yes
Cap 707 759 735 692
Service Time 3.103 2.76 2.916 3.212
HCM Lane V/C Ratio 0.19 0.291 0.321 0.124
HCM Control Delay 9.3 9.7 10.2 8.9
HCM Lane LOS A A B A
HCM 95th-tile Q 0.7 1.2 1.4 0.4
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Existing AM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 341 1 7 102 0 0 0 0 3 10 19
Future Vol, veh/h 0 341 1 7 102 0 0 0 0 3 10 19
Conflicting Peds, #/hr 22 0 19 19 0 22 0 0 0 3 0 11
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 0 4 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 0 406 1 8 121 0 0 0 0 4 12 23
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 426 0 0 343 563 132
Stage 1 - - - - - - 137 137 -
Stage 2 - - - - - - 206 426 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1144 - 0 645 438 923
Stage 1 0 - - - - 0 895 787 -
Stage 2 0 - - - - 0 814 589 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1144 - - 640 0 913
Mov Cap-2 Maneuver - - - - - - 640 0 -
Stage 1 - - - - - - 895 0 -
Stage 2 - - - - - - 808 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.5 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1144 - 863
HCM Lane V/C Ratio - - 0.007 - 0.044
HCM Control Delay (s) - - 8.2 - 9.4
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.1
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Existing AM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 191 5 14 136 0 0 0 0 1 9 8
Future Vol, veh/h 0 191 5 14 136 0 0 0 0 1 9 8
Conflicting Peds, #/hr 5 0 3 3 0 5 8 0 0 0 0 8
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0
Mvmt Flow 0 215 6 16 153 0 0 0 0 1 10 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 224 0 0 403 409 161
Stage 1 - - - - - - 185 185 -
Stage 2 - - - - - - 218 224 -
Critical Hdwy - - - 4.1 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1357 - 0 607 535 889
Stage 1 0 - - - - 0 852 751 -
Stage 2 0 - - - - 0 823 722 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1357 - - 599 0 882
Mov Cap-2 Maneuver - - - - - - 599 0 -
Stage 1 - - - - - - 852 0 -
Stage 2 - - - - - - 812 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.7 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1357 - 838
HCM Lane V/C Ratio - - 0.012 - 0.024
HCM Control Delay (s) - - 7.7 0 9.4
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 - 0.1
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/01/2024
Existing PM 445 B St TIA 10:18 am 09/12/2023 PM Existing Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 496 32 19 117 26 30 72 84 38 46 81 Future Volume (veh/h) 17 496 32 19 117 26 30 72 84 38 46 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.79 0.97 0.81 0.90 0.91 0.95 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1697 1710 1710 1697 1657 1710 1710 1697 1710 1683 1710 Adj Flow Rate, veh/h 18 533 23 20 126 11 32 77 8 41 49 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, % 0 1 0 0 1 4 0 0 1 0 2 0
Cap, veh/h 68 665 28 71 214 17 212 451 44 325 347 0
Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.48 0.48 0.48 0.48 0.48 0.00 Sat Flow, veh/h 42 2813 119 36 904 71 292 933 90 506 717 0 Grp Volume(v), veh/h 325 0 249 157 0 0 117 0 0 90 0 0
Grp Sat Flow(s),veh/h/ln 1682 0 1292 1011 0 0 1315 0 0 1223 0 0 Q Serve(g_s), s 0.0 0.0 11.9 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.8 0.0 11.9 12.4 0.0 0.0 2.9 0.0 0.0 1.9 0.0 0.0 Prop In Lane 0.06 0.09 0.13 0.07 0.27 0.07 0.46 0.00
Lane Grp Cap(c), veh/h 456 0 305 301 0 0 707 0 0 672 0 0 V/C Ratio(X) 0.71 0.00 0.82 0.52 0.00 0.00 0.17 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 596 0 415 407 0 0 707 0 0 672 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.93 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.4 0.0 23.5 21.4 0.0 0.0 9.4 0.0 0.0 9.2 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 6.4 0.5 0.0 0.0 0.5 0.0 0.0 0.4 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 4.7 0.0 4.0 2.0 0.0 0.0 0.9 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 0.0 29.9 21.9 0.0 0.0 9.9 0.0 0.0 9.6 0.0 0.0 LnGrp LOS C A C C A A A A A A A A
Approach Vol, veh/h 574 157 117 90
Approach Delay, s/veh 27.1 21.9 9.9 9.6
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.5 40.5 24.5 40.5
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 21 * 26 * 21 * 26
Max Q Clear Time (g_c+I1), s 13.9 3.9 14.4 4.9
Green Ext Time (p_c), s 1.5 0.3 0.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/01/2024
Existing PM 445 B St TIA 10:18 am 09/12/2023 PM Existing Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 598 9 4 73 5 8 66 45 82 88 31
Future Volume (veh/h) 9 598 9 4 73 5 8 66 45 82 88 31
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.95 0.99 1.00 0.97 1.00 0.97 0.91 Parking Bus, Adj 1.00 1.00 0.88 1.00 0.88 1.00 1.00 0.88 1.00 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1710 1710 1537 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 10 643 8 4 78 0 9 71 0 88 95 18
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, % 0 2 0 0 0 0 13 0 0 0 0 0
Cap, veh/h 60 1586 20 67 770 0 70 268 0 161 132 22
Arrive On Green 0.54 0.54 0.54 0.54 0.54 0.00 0.19 0.19 0.00 0.19 0.19 0.19 Sat Flow, veh/h 13 2959 36 25 1436 0 65 1412 0 462 696 114 Grp Volume(v), veh/h 369 0 292 82 0 0 80 0 0 201 0 0
Grp Sat Flow(s),veh/h/ln 1677 0 1331 1461 0 0 1477 0 0 1271 0 0 Q Serve(g_s), s 0.0 0.0 9.1 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 0.0 Cycle Q Clear(g_c), s 9.1 0.0 9.1 1.6 0.0 0.0 2.8 0.0 0.0 10.5 0.0 0.0 Prop In Lane 0.03 0.03 0.05 0.00 0.11 0.00 0.44 0.09
Lane Grp Cap(c), veh/h 952 0 714 837 0 0 337 0 0 315 0 0 V/C Ratio(X) 0.39 0.00 0.41 0.10 0.00 0.00 0.24 0.00 0.00 0.64 0.00 0.00 Avail Cap(c_a), veh/h 952 0 714 837 0 0 542 0 0 492 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 9.6 0.0 9.7 7.9 0.0 0.0 24.1 0.0 0.0 27.1 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 1.7 0.2 0.0 0.0 0.1 0.0 0.0 0.7 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 3.3 0.0 2.7 0.6 0.0 0.0 1.1 0.0 0.0 3.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.8 0.0 11.4 8.1 0.0 0.0 24.2 0.0 0.0 27.8 0.0 0.0 LnGrp LOS B A B A A A C A A C A A
Approach Vol, veh/h 661 82 80 201
Approach Delay, s/veh 11.1 8.1 24.2 27.8
Approach LOS B A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.1 22.9 47.1 22.9
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 11.1 12.5 3.6 4.8
Green Ext Time (p_c), s 5.3 0.6 0.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/01/2024
Existing PM 445 B St TIA 10:18 am 09/12/2023 PM Existing Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 256 65 20 128 22 28 110 45 6 69 22 Future Volume (veh/h) 54 256 65 20 128 22 28 110 45 6 69 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.94 0.99 0.97 0.97 0.96 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1697 1710 1710 1683 1683 1710 1683 1710 Adj Flow Rate, veh/h 59 281 50 22 141 10 31 121 19 7 76 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 0 0 1 0 0 2 2 0 2 0
Cap, veh/h 108 338 56 90 399 26 134 433 63 82 578 0
Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.41 0.41 0.41 0.41 0.41 0.00 Sat Flow, veh/h 137 1043 174 85 1233 81 166 1045 151 52 1393 0 Grp Volume(v), veh/h 390 0 0 173 0 0 171 0 0 83 0 0
Grp Sat Flow(s),veh/h/ln 1354 0 0 1400 0 0 1362 0 0 1445 0 0 Q Serve(g_s), s 11.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 17.7 0.0 0.0 5.9 0.0 0.0 5.1 0.0 0.0 2.0 0.0 0.0 Prop In Lane 0.15 0.13 0.13 0.06 0.18 0.11 0.08 0.00
Lane Grp Cap(c), veh/h 502 0 0 516 0 0 630 0 0 659 0 0
V/C Ratio(X) 0.78 0.00 0.00 0.34 0.00 0.00 0.27 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 593 0 0 607 0 0 630 0 0 659 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.00 0.00 Uniform Delay (d), s/veh 20.7 0.0 0.0 16.9 0.0 0.0 12.6 0.0 0.0 11.7 0.0 0.0 Incr Delay (d2), s/veh 4.4 0.0 0.0 0.1 0.0 0.0 1.1 0.0 0.0 0.4 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 5.8 0.0 0.0 1.9 0.0 0.0 1.7 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.1 0.0 0.0 17.0 0.0 0.0 13.7 0.0 0.0 12.1 0.0 0.0 LnGrp LOS C A A B A A B A A B A A
Approach Vol, veh/h 390 173 171 83
Approach Delay, s/veh 25.1 17.0 13.7 12.1
Approach LOS C B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 35.5 29.5 35.5 29.5
Change Period (Y+Rc), s 8.5 8.5 8.5 8.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 7.1 7.9 4.0 19.7
Green Ext Time (p_c), s 0.5 0.6 0.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
HCM 6th AWSC
5: S Claremont St & E 5th Ave Existing PM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh11.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 260 15 45 153 25 17 65 40 19 70 12 Future Vol, veh/h 29 260 15 45 153 25 17 65 40 19 70 12 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 1 7 0 1 4 0 0 3 0 0 0
Mvmt Flow 34 306 18 53 180 29 20 76 47 22 82 14
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 13 11.2 10.1 10.1

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 14% 10% 20% 19%
Vol Thru, % 53% 86% 69% 69%
Vol Right, % 33% 5% 11% 12%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 122 304 223 101
LT Vol 17 29 45 19
Through Vol 65 260 153 70
RT Vol 40 15 25 12
Lane Flow Rate 144 358 262 119
Geometry Grp 1 1 1 1
Degree of Util (X) 0.221 0.499 0.374 0.189
Departure Headway (Hd) 5.534 5.026 5.138 5.714
Convergence, Y/N Yes Yes Yes Yes
Cap 647 719 700 627
Service Time 3.574 3.057 3.172 3.756
HCM Lane V/C Ratio 0.223 0.498 0.374 0.19
HCM Control Delay 10.1 13 11.2 10.1
HCM Lane LOS B B B B
HCM 95th-tile Q 0.8 2.8 1.7 0.7
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Existing PM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 613 5 4 108 0 0 0 0 3 2 54
Future Vol, veh/h 0 613 5 4 108 0 0 0 0 3 2 54
Conflicting Peds, #/hr 70 0 2 2 0 70 10 0 2 2 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0
Mvmt Flow 0 697 6 5 123 0 0 0 0 3 2 61
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 705 0 0 484 838 133
Stage 1 - - - - - - 133 133 -
Stage 2 - - - - - - 351 705 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 902 - 0 531 305 922
Stage 1 0 - - - - 0 898 790 -
Stage 2 0 - - - - 0 690 442 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 902 - - 528 0 913
Mov Cap-2 Maneuver - - - - - - 528 0 -
Stage 1 - - - - - - 898 0 -
Stage 2 - - - - - - 686 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.3 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 902 - 879
HCM Lane V/C Ratio - - 0.005 - 0.076
HCM Control Delay (s) - - 9 - 9.4
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.2
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Existing PM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 303 4 18 164 0 0 0 0 1 4 6
Future Vol, veh/h 0 303 4 18 164 0 0 0 0 1 4 6
Conflicting Peds, #/hr 30 0 4 4 0 30 4 0 3 3 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 2 0 6 1 0 0 0 0 0 0 0
Mvmt Flow 0 356 5 21 193 0 0 0 0 1 5 7
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 365 0 0 597 600 197
Stage 1 - - - - - - 235 235 -
Stage 2 - - - - - - 362 365 -
Critical Hdwy - - - 4.16 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.254 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1172 - 0 469 417 849
Stage 1 0 - - - - 0 809 714 -
Stage 2 0 - - - - 0 709 627 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1172 - - 460 0 846
Mov Cap-2 Maneuver - - - - - - 460 0 -
Stage 1 - - - - - - 809 0 -
Stage 2 - - - - - - 695 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.8 9.9

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1172 - 755
HCM Lane V/C Ratio - - 0.018 - 0.017
HCM Control Delay (s) - - 8.1 0 9.9
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 - 0.1
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/01/2024
Existing Plus Project AM 8:32 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 305 14 12 107 7 26 42 55 31 58 72 Future Volume (veh/h) 7 305 14 12 107 7 26 42 55 31 58 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.93 0.98 0.93 0.98 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1657 1323 1710 1697 1523 1710 1683 1657 1710 1670 1697 Adj Flow Rate, veh/h 7 321 6 13 113 1 27 44 0 33 61 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 29 0 1 14 0 2 4 0 3 1
Cap, veh/h 72 574 11 85 271 2 288 409 0 270 433 0
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.47 0.47 0.00 0.47 0.47 0.00 Sat Flow, veh/h 21 2877 53 63 1356 11 421 871 0 386 922 0 Grp Volume(v), veh/h 187 0 147 127 0 0 71 0 0 94 0 0
Grp Sat Flow(s),veh/h/ln 1646 0 1305 1430 0 0 1292 0 0 1309 0 0 Q Serve(g_s), s 0.0 0.0 5.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 5.6 4.1 0.0 0.0 1.3 0.0 0.0 1.7 0.0 0.0 Prop In Lane 0.04 0.04 0.10 0.01 0.38 0.00 0.35 0.00
Lane Grp Cap(c), veh/h 396 0 260 357 0 0 697 0 0 703 0 0 V/C Ratio(X) 0.47 0.00 0.57 0.36 0.00 0.00 0.10 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 631 0 448 555 0 0 697 0 0 703 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.90 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.9 0.0 19.9 19.3 0.0 0.0 8.1 0.0 0.0 8.2 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.7 0.2 0.0 0.0 0.3 0.0 0.0 0.4 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 2.0 0.0 1.6 1.4 0.0 0.0 0.5 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 0.0 20.6 19.5 0.0 0.0 8.3 0.0 0.0 8.6 0.0 0.0 LnGrp LOS C A C B A A A A A A A A
Approach Vol, veh/h 334 127 71 94
Approach Delay, s/veh 20.4 19.5 8.3 8.6
Approach LOS C B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.1 34.9 20.1 34.9
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 19 * 18 * 19 * 18
Max Q Clear Time (g_c+I1), s 7.6 3.7 6.1 3.3
Green Ext Time (p_c), s 1.0 0.2 0.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/01/2024
Existing Plus Project AM 8:32 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 330 4 6 108 11 10 80 32 44 69 28 Future Volume (veh/h) 14 330 4 6 108 11 10 80 32 44 69 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.97 0.96 0.98 0.94 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1617 1670 1710 1483 1697 1710 1270 1683 1630 1590 1630 1710 Adj Flow Rate, veh/h 15 359 2 7 117 4 11 87 8 48 75 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 3 0 17 1 0 33 2 6 9 6 0
Cap, veh/h 86 1584 9 71 750 25 68 223 19 127 150 20
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 56 2897 16 31 1372 45 63 1250 107 318 840 113 Grp Volume(v), veh/h 209 0 167 128 0 0 106 0 0 135 0 0
Grp Sat Flow(s),veh/h/ln 1643 0 1326 1448 0 0 1419 0 0 1271 0 0 Q Serve(g_s), s 0.0 0.0 4.6 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 Cycle Q Clear(g_c), s 4.5 0.0 4.6 3.0 0.0 0.0 4.5 0.0 0.0 6.5 0.0 0.0 Prop In Lane 0.07 0.01 0.05 0.03 0.10 0.08 0.36 0.09
Lane Grp Cap(c), veh/h 953 0 725 846 0 0 311 0 0 297 0 0 V/C Ratio(X) 0.22 0.00 0.23 0.15 0.00 0.00 0.34 0.00 0.00 0.45 0.00 0.00 Avail Cap(c_a), veh/h 953 0 725 846 0 0 526 0 0 484 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 8.2 7.9 0.0 0.0 25.5 0.0 0.0 26.2 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.7 0.4 0.0 0.0 0.2 0.0 0.0 0.4 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 1.6 0.0 1.3 1.0 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.7 0.0 9.0 8.2 0.0 0.0 25.7 0.0 0.0 26.5 0.0 0.0 LnGrp LOS A A A A A A C A A C A A
Approach Vol, veh/h 376 128 106 135
Approach Delay, s/veh 8.8 8.2 25.7 26.5
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.9 22.1 47.9 22.1
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 6.6 8.5 5.0 6.5
Green Ext Time (p_c), s 3.1 0.4 0.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/01/2024
Existing Plus Project AM 8:32 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 177 39 20 131 9 42 95 29 3 52 29 Future Volume (veh/h) 19 177 39 20 131 9 42 95 29 3 52 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.98 0.96 0.99 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1643 1670 1710 1630 1683 1417 1710 1697 1710 1710 1603 1563 Adj Flow Rate, veh/h 21 197 20 22 146 3 47 106 10 3 58 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 3 0 6 2 22 0 1 0 0 8 11
Cap, veh/h 85 284 27 95 305 6 224 437 38 77 631 0
Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.46 0.46 0.46 0.46 0.46 0.00 Sat Flow, veh/h 60 1223 118 91 1314 25 305 952 82 19 1375 0 Grp Volume(v), veh/h 238 0 0 171 0 0 163 0 0 61 0 0
Grp Sat Flow(s),veh/h/ln 1402 0 0 1430 0 0 1339 0 0 1394 0 0 Q Serve(g_s), s 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 8.5 0.0 0.0 5.6 0.0 0.0 3.7 0.0 0.0 1.2 0.0 0.0 Prop In Lane 0.09 0.08 0.13 0.02 0.29 0.06 0.05 0.00
Lane Grp Cap(c), veh/h 397 0 0 406 0 0 698 0 0 708 0 0
V/C Ratio(X) 0.60 0.00 0.00 0.42 0.00 0.00 0.23 0.00 0.00 0.09 0.00 0.00 Avail Cap(c_a), veh/h 627 0 0 597 0 0 698 0 0 708 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d), s/veh 19.5 0.0 0.0 18.4 0.0 0.0 9.1 0.0 0.0 8.4 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.3 0.0 0.0 0.8 0.0 0.0 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 2.7 0.0 0.0 1.8 0.0 0.0 1.2 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 0.0 0.0 18.6 0.0 0.0 9.8 0.0 0.0 8.6 0.0 0.0 LnGrp LOS B A A B A A A A A A A A
Approach Vol, veh/h 238 171 163 61
Approach Delay, s/veh 20.0 18.6 9.8 8.6
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 33.7 21.3 33.7 21.3
Change Period (Y+Rc), s 8.5 8.5 8.5 * 8.5
Max Green Setting (Gmax), s 17.5 20.5 17.5 * 22
Max Q Clear Time (g_c+I1), s 5.7 7.6 3.2 10.5
Green Ext Time (p_c), s 0.4 0.5 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
5: S Claremont St & E 5th Ave Existing Plus Project AM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 165 28 62 136 15 15 84 18 12 60 7 Future Vol, veh/h 23 165 28 62 136 15 15 84 18 12 60 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 3 0 7 4 0 0 5 0 0 5 29
Mvmt Flow 26 190 32 71 156 17 17 97 21 14 69 8
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.1 10.5 9.4 9.1

HCM LOS B B A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 13% 11% 29% 15%
Vol Thru, % 72% 76% 64% 76%
Vol Right, % 15% 13% 7% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 117 216 213 79
LT Vol 15 23 62 12
Through Vol 84 165 136 60
RT Vol 18 28 15 7
Lane Flow Rate 134 248 245 91
Geometry Grp 1 1 1 1
Degree of Util (X) 0.192 0.326 0.334 0.132
Departure Headway (Hd) 5.129 4.724 4.908 5.239
Convergence, Y/N Yes Yes Yes Yes
Cap 693 755 727 676
Service Time 3.213 2.794 2.979 3.331
HCM Lane V/C Ratio 0.193 0.328 0.337 0.135
HCM Control Delay 9.4 10.1 10.5 9.1
HCM Lane LOS A B B A
HCM 95th-tile Q 0.7 1.4 1.5 0.5
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Existing Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 345 46 40 106 0 0 0 0 3 10 20
Future Vol, veh/h 0 345 46 40 106 0 0 0 0 3 10 20
Conflicting Peds, #/hr 22 0 19 19 0 22 0 0 0 3 0 11
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 0 4 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 0 411 55 48 126 0 0 0 0 4 12 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 485 0 0 431 707 137
Stage 1 - - - - - - 222 222 -
Stage 2 - - - - - - 209 485 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1088 - 0 571 363 917
Stage 1 0 - - - - 0 820 723 -
Stage 2 0 - - - - 0 812 555 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1088 - - 544 0 907
Mov Cap-2 Maneuver - - - - - - 544 0 -
Stage 1 - - - - - - 820 0 -
Stage 2 - - - - - - 774 0 -
Approach EB WB SB
HCM Control Delay, s 0 2.3 9.5

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1088 - 834
HCM Lane V/C Ratio - - 0.044 - 0.047
HCM Control Delay (s) - - 8.5 - 9.5
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0.1 - 0.1
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Existing Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 204 5 17 141 0 0 0 0 12 9 19
Future Vol, veh/h 0 204 5 17 141 0 0 0 0 12 9 19
Conflicting Peds, #/hr 5 0 3 3 0 5 8 0 0 0 0 8
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0
Mvmt Flow 0 229 6 19 158 0 0 0 0 13 10 21
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 238 0 0 428 434 166
Stage 1 - - - - - - 196 196 -
Stage 2 - - - - - - 232 238 -
Critical Hdwy - - - 4.1 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1341 - 0 588 518 884
Stage 1 0 - - - - 0 842 742 -
Stage 2 0 - - - - 0 811 712 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1341 - - 579 0 877
Mov Cap-2 Maneuver - - - - - - 579 0 -
Stage 1 - - - - - - 842 0 -
Stage 2 - - - - - - 798 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.8 10.2

HCM LOS B
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1341 - 731
HCM Lane V/C Ratio - - 0.014 - 0.061
HCM Control Delay (s) - - 7.7 0 10.2
HCM Lane LOS - - A A B
HCM 95th %tile Q(veh) - - 0 - 0.2
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/01/2024
Existing Plus Project PM 8:57 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 505 32 19 121 19 31 72 84 38 46 81 Future Volume (veh/h) 17 505 32 19 121 19 31 72 84 38 46 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 0.79 0.97 0.81 0.90 0.91 0.95 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1697 1710 1710 1697 1657 1710 1710 1697 1710 1683 1710 Adj Flow Rate, veh/h 18 543 23 20 130 8 33 77 9 41 49 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, % 0 1 0 0 1 4 0 0 1 0 2 0
Cap, veh/h 68 674 28 71 223 12 213 440 48 324 345 0
Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.48 0.48 0.48 0.48 0.48 0.00 Sat Flow, veh/h 41 2817 117 36 931 52 296 915 99 506 717 0 Grp Volume(v), veh/h 331 0 253 158 0 0 119 0 0 90 0 0
Grp Sat Flow(s),veh/h/ln 1682 0 1293 1018 0 0 1310 0 0 1223 0 0 Q Serve(g_s), s 0.0 0.0 12.1 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.0 0.0 12.1 12.7 0.0 0.0 3.0 0.0 0.0 1.9 0.0 0.0 Prop In Lane 0.05 0.09 0.13 0.05 0.28 0.08 0.46 0.00
Lane Grp Cap(c), veh/h 461 0 310 306 0 0 701 0 0 668 0 0 V/C Ratio(X) 0.72 0.00 0.82 0.52 0.00 0.00 0.17 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 596 0 416 409 0 0 701 0 0 668 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.93 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.4 0.0 23.4 21.3 0.0 0.0 9.5 0.0 0.0 9.3 0.0 0.0 Incr Delay (d2), s/veh 1.8 0.0 6.8 0.5 0.0 0.0 0.5 0.0 0.0 0.4 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 4.8 0.0 4.1 2.0 0.0 0.0 1.0 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.1 0.0 30.2 21.8 0.0 0.0 10.0 0.0 0.0 9.7 0.0 0.0 LnGrp LOS C A C C A A B A A A A A
Approach Vol, veh/h 584 158 119 90
Approach Delay, s/veh 27.3 21.8 10.0 9.7
Approach LOS C C B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.7 40.3 24.7 40.3
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 21 * 26 * 21 * 26
Max Q Clear Time (g_c+I1), s 14.1 3.9 14.7 5.0
Green Ext Time (p_c), s 1.5 0.3 0.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/01/2024
Existing Plus Project PM 8:57 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 598 9 4 73 5 8 83 50 82 92 37
Future Volume (veh/h) 9 598 9 4 73 5 8 83 50 82 92 37
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.95 0.99 1.00 0.97 0.95 0.97 0.91 Parking Bus, Adj 1.00 1.00 0.88 1.00 0.88 1.00 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1710 1710 1537 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 10 643 8 4 78 0 9 89 8 88 99 22
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, % 0 2 0 0 0 0 13 0 0 0 0 0
Cap, veh/h 60 1577 19 67 766 0 65 251 21 160 136 26
Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.00 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 13 2959 36 25 1436 0 49 1301 110 451 704 136 Grp Volume(v), veh/h 369 0 292 82 0 0 106 0 0 209 0 0
Grp Sat Flow(s),veh/h/ln 1677 0 1331 1461 0 0 1460 0 0 1291 0 0 Q Serve(g_s), s 0.0 0.0 9.2 0.0 0.0 0.0 0.0 0.0 0.0 6.3 0.0 0.0 Cycle Q Clear(g_c), s 9.2 0.0 9.2 1.6 0.0 0.0 4.4 0.0 0.0 10.7 0.0 0.0 Prop In Lane 0.03 0.03 0.05 0.00 0.08 0.08 0.42 0.11
Lane Grp Cap(c), veh/h 947 0 710 833 0 0 337 0 0 322 0 0 V/C Ratio(X) 0.39 0.00 0.41 0.10 0.00 0.00 0.31 0.00 0.00 0.65 0.00 0.00 Avail Cap(c_a), veh/h 947 0 710 833 0 0 537 0 0 494 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 9.8 0.0 9.8 8.0 0.0 0.0 24.6 0.0 0.0 26.9 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 1.8 0.2 0.0 0.0 0.2 0.0 0.0 0.7 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 3.3 0.0 2.7 0.6 0.0 0.0 1.5 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.0 0.0 11.5 8.3 0.0 0.0 24.8 0.0 0.0 27.7 0.0 0.0 LnGrp LOS B A B A A A C A A C A A
Approach Vol, veh/h 661 82 106 209
Approach Delay, s/veh 11.2 8.3 24.8 27.7
Approach LOS B A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 46.9 23.1 46.9 23.1
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 11.2 12.7 3.6 6.4
Green Ext Time (p_c), s 5.3 0.6 0.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/01/2024
Existing Plus Project PM 8:57 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 267 66 26 182 22 28 111 46 6 69 22 Future Volume (veh/h) 54 267 66 26 182 22 28 111 46 6 69 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.94 0.99 0.97 0.97 0.96 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1697 1710 1710 1683 1683 1710 1683 1710 Adj Flow Rate, veh/h 59 293 52 29 200 13 31 122 20 7 76 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 0 0 1 0 0 2 2 0 2 0
Cap, veh/h 107 347 58 90 406 25 131 426 64 81 570 0
Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.41 0.41 0.41 0.41 0.41 0.00 Sat Flow, veh/h 133 1052 175 84 1231 75 162 1043 157 52 1393 0 Grp Volume(v), veh/h 404 0 0 242 0 0 173 0 0 83 0 0
Grp Sat Flow(s),veh/h/ln 1360 0 0 1389 0 0 1362 0 0 1445 0 0 Q Serve(g_s), s 9.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 18.3 0.0 0.0 8.6 0.0 0.0 5.3 0.0 0.0 2.0 0.0 0.0 Prop In Lane 0.15 0.13 0.12 0.05 0.18 0.12 0.08 0.00
Lane Grp Cap(c), veh/h 512 0 0 520 0 0 622 0 0 651 0 0
V/C Ratio(X) 0.79 0.00 0.00 0.47 0.00 0.00 0.28 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 594 0 0 604 0 0 622 0 0 651 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.95 0.00 0.00 Uniform Delay (d), s/veh 20.5 0.0 0.0 17.5 0.0 0.0 12.9 0.0 0.0 11.9 0.0 0.0 Incr Delay (d2), s/veh 5.2 0.0 0.0 0.2 0.0 0.0 1.1 0.0 0.0 0.4 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 6.1 0.0 0.0 2.8 0.0 0.0 1.8 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.7 0.0 0.0 17.7 0.0 0.0 14.0 0.0 0.0 12.3 0.0 0.0 LnGrp LOS C A A B A A B A A B A A
Approach Vol, veh/h 404 242 173 83
Approach Delay, s/veh 25.7 17.7 14.0 12.3
Approach LOS C B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 35.1 29.9 35.1 29.9
Change Period (Y+Rc), s 8.5 8.5 8.5 8.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 7.3 10.6 4.0 20.3
Green Ext Time (p_c), s 0.6 0.8 0.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
HCM 6th AWSC
5: S Claremont St & E 5th Ave Existing Plus Project PM
445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh13.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 51 298 15 45 168 25 17 65 40 19 74 12 Future Vol, veh/h 51 298 15 45 168 25 17 65 40 19 74 12 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 1 7 0 1 4 0 0 3 0 0 0
Mvmt Flow 60 351 18 53 198 29 20 76 47 22 87 14
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 15.9 12.1 10.6 10.6

HCM LOS C B B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 14% 14% 19% 18%
Vol Thru, % 53% 82% 71% 70%
Vol Right, % 33% 4% 11% 11%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 122 364 238 105
LT Vol 17 51 45 19
Through Vol 65 298 168 74
RT Vol 40 15 25 12
Lane Flow Rate 144 428 280 124
Geometry Grp 1 1 1 1
Degree of Util (X) 0.232 0.61 0.413 0.206
Departure Headway (Hd) 5.813 5.129 5.306 5.991
Convergence, Y/N Yes Yes Yes Yes
Cap 616 702 678 597
Service Time 3.872 3.171 3.352 4.051
HCM Lane V/C Ratio 0.234 0.61 0.413 0.208
HCM Control Delay 10.6 15.9 12.1 10.6
HCM Lane LOS B C B B
HCM 95th-tile Q 0.9 4.2 2 0.8
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Existing Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 613 14 10 108 0 0 0 0 3 2 51
Future Vol, veh/h 0 613 14 10 108 0 0 0 0 3 2 51
Conflicting Peds, #/hr 70 0 2 2 0 70 10 0 2 2 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0
Mvmt Flow 0 697 16 11 123 0 0 0 0 3 2 58
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 715 0 0 496 860 133
Stage 1 - - - - - - 145 145 -
Stage 2 - - - - - - 351 715 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 895 - 0 522 296 922
Stage 1 0 - - - - 0 887 781 -
Stage 2 0 - - - - 0 690 438 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 895 - - 515 0 913
Mov Cap-2 Maneuver - - - - - - 515 0 -
Stage 1 - - - - - - 887 0 -
Stage 2 - - - - - - 681 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.8 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 895 - 875
HCM Lane V/C Ratio - - 0.013 - 0.073
HCM Control Delay (s) - - 9.1 - 9.4
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.2
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Existing Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 315 4 18 179 0 0 0 0 49 4 51
Future Vol, veh/h 0 315 4 18 179 0 0 0 0 49 4 51
Conflicting Peds, #/hr 30 0 4 4 0 30 4 0 3 3 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 2 0 6 1 0 0 0 0 0 0 0
Mvmt Flow 0 371 5 21 211 0 0 0 0 58 5 60
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 380 0 0 630 633 215
Stage 1 - - - - - - 253 253 -
Stage 2 - - - - - - 377 380 -
Critical Hdwy - - - 4.16 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.254 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1157 - 0 449 400 830
Stage 1 0 - - - - 0 794 701 -
Stage 2 0 - - - - 0 698 617 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1157 - - 440 0 827
Mov Cap-2 Maneuver - - - - - - 440 0 -
Stage 1 - - - - - - 794 0 -
Stage 2 - - - - - - 683 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.7 12.9

HCM LOS B
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1157 - 578
HCM Lane V/C Ratio - - 0.018 - 0.212
HCM Control Delay (s) - - 8.2 0 12.9
HCM Lane LOS - - A A B
HCM 95th %tile Q(veh) - - 0.1 - 0.8
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/01/2024
Opening Year No Project AM 9:15 am 12/28/2023 Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 253 15 12 100 7 25 39 51 29 58 72 Future Volume (veh/h) 7 253 15 12 100 7 25 39 51 29 58 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.93 0.98 1.00 0.98 0.97 0.99 0.95 Parking Bus, Adj 1.00 1.00 0.88 1.00 0.88 1.00 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1657 1323 1710 1697 1523 1710 1683 1657 1710 1670 1697 Adj Flow Rate, veh/h 7 266 14 13 105 0 26 41 14 31 61 68 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 29 0 1 14 0 2 4 0 3 1
Cap, veh/h 73 550 28 86 272 0 241 334 102 157 263 252
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.00 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 24 2759 143 68 1366 0 329 711 217 167 559 537 Grp Volume(v), veh/h 161 0 126 118 0 0 81 0 0 160 0 0
Grp Sat Flow(s),veh/h/ln 1644 0 1282 1434 0 0 1257 0 0 1263 0 0 Q Serve(g_s), s 0.0 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 4.8 3.3 0.0 0.0 1.8 0.0 0.0 4.0 0.0 0.0 Prop In Lane 0.04 0.11 0.11 0.00 0.32 0.17 0.19 0.42
Lane Grp Cap(c), veh/h 396 0 255 359 0 0 677 0 0 672 0 0 V/C Ratio(X) 0.41 0.00 0.49 0.33 0.00 0.00 0.12 0.00 0.00 0.24 0.00 0.00 Avail Cap(c_a), veh/h 630 0 440 557 0 0 677 0 0 672 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.89 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.5 0.0 19.5 18.9 0.0 0.0 8.2 0.0 0.0 8.8 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.5 0.2 0.0 0.0 0.3 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 1.4 1.2 0.0 0.0 0.5 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 0.0 20.1 19.1 0.0 0.0 8.5 0.0 0.0 9.6 0.0 0.0 LnGrp LOS B A C B A A A A A A A A
Approach Vol, veh/h 287 118 81 160
Approach Delay, s/veh 19.9 19.1 8.5 9.6
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.1 34.9 20.1 34.9
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 19 * 18 * 19 * 18
Max Q Clear Time (g_c+I1), s 6.8 6.0 5.3 3.8
Green Ext Time (p_c), s 0.9 0.5 0.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/01/2024
Opening Year No Project AM 9:15 am 12/28/2023 Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 321 4 6 82 10 6 89 47 39 91 13 Future Volume (veh/h) 29 321 4 6 82 10 6 89 47 39 91 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 1.00 0.98 0.96 0.98 0.94 Parking Bus, Adj 1.00 1.00 0.88 1.00 0.88 1.00 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1617 1670 1710 1483 1697 1710 1270 1683 1630 1590 1630 1710 Adj Flow Rate, veh/h 32 349 2 7 89 0 7 97 10 42 99 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 3 0 17 1 0 33 2 6 9 6 0
Cap, veh/h 152 1496 8 83 762 0 60 227 22 111 181 8
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.00 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 170 2735 15 50 1393 0 33 1271 125 251 1014 45 Grp Volume(v), veh/h 212 0 171 96 0 0 114 0 0 146 0 0
Grp Sat Flow(s),veh/h/ln 1594 0 1326 1443 0 0 1429 0 0 1310 0 0 Q Serve(g_s), s 0.0 0.0 4.7 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 Cycle Q Clear(g_c), s 4.6 0.0 4.7 1.9 0.0 0.0 4.9 0.0 0.0 6.9 0.0 0.0 Prop In Lane 0.15 0.01 0.07 0.00 0.06 0.09 0.29 0.03
Lane Grp Cap(c), veh/h 931 0 725 844 0 0 310 0 0 300 0 0 V/C Ratio(X) 0.23 0.00 0.24 0.11 0.00 0.00 0.37 0.00 0.00 0.49 0.00 0.00 Avail Cap(c_a), veh/h 931 0 725 844 0 0 528 0 0 494 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 8.3 7.6 0.0 0.0 25.6 0.0 0.0 26.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.8 0.3 0.0 0.0 0.3 0.0 0.0 0.4 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 1.6 0.0 1.4 0.7 0.0 0.0 1.7 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.8 0.0 9.0 7.9 0.0 0.0 25.9 0.0 0.0 26.8 0.0 0.0 LnGrp LOS A A A A A A C A A C A A
Approach Vol, veh/h 383 96 114 146
Approach Delay, s/veh 8.9 7.9 25.9 26.8
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.9 22.1 47.9 22.1
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 6.7 8.9 3.9 6.9
Green Ext Time (p_c), s 3.2 0.4 0.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/06/2024
Opening Year No Project AM 9:15 am 12/28/2023 Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 232 42 18 191 9 49 88 28 3 52 34 Future Volume (veh/h) 18 232 42 18 191 9 49 88 28 3 52 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.98 0.96 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1643 1670 1710 1630 1683 1417 1710 1697 1710 1710 1603 1563 Adj Flow Rate, veh/h 20 258 27 20 212 6 54 98 9 3 58 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 3 0 6 2 22 0 1 0 0 8 11
Cap, veh/h 81 338 34 86 368 10 237 370 31 76 576 0
Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.42 0.42 0.42 0.42 0.42 0.00 Sat Flow, veh/h 42 1239 124 56 1350 36 358 886 74 18 1377 0 Grp Volume(v), veh/h 305 0 0 238 0 0 161 0 0 61 0 0
Grp Sat Flow(s),veh/h/ln 1406 0 0 1442 0 0 1317 0 0 1395 0 0 Q Serve(g_s), s 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.0 0.0 0.0 7.8 0.0 0.0 4.0 0.0 0.0 1.3 0.0 0.0 Prop In Lane 0.07 0.09 0.08 0.03 0.34 0.06 0.05 0.00
Lane Grp Cap(c), veh/h 453 0 0 464 0 0 638 0 0 652 0 0
V/C Ratio(X) 0.67 0.00 0.00 0.51 0.00 0.00 0.25 0.00 0.00 0.09 0.00 0.00 Avail Cap(c_a), veh/h 628 0 0 602 0 0 638 0 0 652 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d), s/veh 18.5 0.0 0.0 17.4 0.0 0.0 10.5 0.0 0.0 9.7 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.3 0.0 0.0 0.9 0.0 0.0 0.3 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 3.4 0.0 0.0 2.4 0.0 0.0 1.3 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.1 0.0 0.0 17.7 0.0 0.0 11.4 0.0 0.0 10.0 0.0 0.0 LnGrp LOS B B B A
Approach Vol, veh/h 305 238 161 61
Approach Delay, s/veh 19.1 17.7 11.4 10.0
Approach LOS B B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.5 23.5 31.5 23.5
Change Period (Y+Rc), s 8.5 8.5 8.5 * 8.5
Max Green Setting (Gmax), s 17.5 20.5 17.5 * 22
Max Q Clear Time (g_c+I1), s 6.0 9.8 3.3 13.0
Green Ext Time (p_c), s 0.4 0.7 0.1 0.9
Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
5: S Claremont St & E 5th Ave Opening Year No Project AM 445 S B St TIA Synchro 11 Report
12/28/2023
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 154 21 62 128 15 15 84 18 8 60 7
Future Vol, veh/h 17 154 21 62 128 15 15 84 18 8 60 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 3 0 7 4 0 0 5 0 0 5 29
Mvmt Flow 20 177 24 71 147 17 17 97 21 9 69 8
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.7 10.2 9.3 8.9

HCM LOS A B A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 13% 9% 30% 11%
Vol Thru, % 72% 80% 62% 80%
Vol Right, % 15% 11% 7% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 117 192 205 75
LT Vol 15 17 62 8
Through Vol 84 154 128 60
RT Vol 18 21 15 7
Lane Flow Rate 134 221 236 86
Geometry Grp 1 1 1 1
Degree of Util (X) 0.188 0.288 0.318 0.123
Departure Headway (Hd) 5.03 4.699 4.854 5.133
Convergence, Y/N Yes Yes Yes Yes
Cap 707 759 735 692
Service Time 3.103 2.76 2.916 3.212
HCM Lane V/C Ratio 0.19 0.291 0.321 0.124
HCM Control Delay 9.3 9.7 10.2 8.9
HCM Lane LOS A A B A
HCM 95th-tile Q 0.7 1.2 1.4 0.4
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Opening Year No Project AM 445 S B St TIA Synchro 11 Report
12/28/2023
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 341 1 7 102 0 0 0 0 3 10 19
Future Vol, veh/h 0 341 1 7 102 0 0 0 0 3 10 19
Conflicting Peds, #/hr 22 0 19 19 0 22 0 0 0 3 0 11
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 0 4 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 0 406 1 8 121 0 0 0 0 4 12 23
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 426 0 0 343 563 132
Stage 1 - - - - - - 137 137 -
Stage 2 - - - - - - 206 426 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1144 - 0 645 438 923
Stage 1 0 - - - - 0 895 787 -
Stage 2 0 - - - - 0 814 589 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1144 - - 640 0 913
Mov Cap-2 Maneuver - - - - - - 640 0 -
Stage 1 - - - - - - 895 0 -
Stage 2 - - - - - - 808 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.5 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1144 - 863
HCM Lane V/C Ratio - - 0.007 - 0.044
HCM Control Delay (s) - - 8.2 - 9.4
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.1
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Opening Year No Project AM 445 S B St TIA Synchro 11 Report
12/28/2023
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 225 16 15 206 0 0 0 0 0 9 20
Future Vol, veh/h 0 225 16 15 206 0 0 0 0 0 9 20
Conflicting Peds, #/hr 5 0 3 3 0 5 8 0 0 0 0 8
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0
Mvmt Flow 0 253 18 17 231 0 0 0 0 0 10 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 274 0 0 527 539 239
Stage 1 - - - - - - 265 265 -
Stage 2 - - - - - - 262 274 -
Critical Hdwy - - - 4.1 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1301 - 0 515 452 805
Stage 1 0 - - - - 0 784 693 -
Stage 2 0 - - - - 0 786 687 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1301 - - 507 0 799
Mov Cap-2 Maneuver - - - - - - 507 0 -
Stage 1 - - - - - - 784 0 -
Stage 2 - - - - - - 774 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.5 9.7

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1301 - 799
HCM Lane V/C Ratio - - 0.013 - 0.041
HCM Control Delay (s) - - 7.8 0 9.7
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 - 0.1
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/01/2024
Opening Year No Project PM 9:31 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 494 33 19 110 19 31 75 86 16 46 81 Future Volume (veh/h) 17 494 33 19 110 19 31 75 86 16 46 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.94 0.79 0.96 0.81 0.90 0.91 0.95 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1697 1710 1710 1697 1657 1710 1710 1697 1710 1683 1710 Adj Flow Rate, veh/h 18 531 23 20 118 7 33 81 12 17 49 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, % 0 1 0 0 1 4 0 0 1 0 2 0
Cap, veh/h 68 663 28 72 219 12 204 441 61 203 513 0
Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.48 0.48 0.48 0.48 0.48 0.00 Sat Flow, veh/h 42 2812 120 39 929 49 276 911 125 274 1058 0 Grp Volume(v), veh/h 324 0 248 145 0 0 126 0 0 66 0 0
Grp Sat Flow(s),veh/h/ln 1682 0 1291 1017 0 0 1312 0 0 1333 0 0 Q Serve(g_s), s 0.0 0.0 11.8 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.8 0.0 11.8 12.4 0.0 0.0 3.2 0.0 0.0 1.4 0.0 0.0 Prop In Lane 0.06 0.09 0.14 0.05 0.26 0.10 0.26 0.00
Lane Grp Cap(c), veh/h 455 0 304 303 0 0 705 0 0 715 0 0 V/C Ratio(X) 0.71 0.00 0.82 0.48 0.00 0.00 0.18 0.00 0.00 0.09 0.00 0.00 Avail Cap(c_a), veh/h 596 0 415 409 0 0 705 0 0 715 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.90 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.5 0.0 23.5 21.2 0.0 0.0 9.5 0.0 0.0 9.0 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 6.3 0.4 0.0 0.0 0.5 0.0 0.0 0.3 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 4.6 0.0 4.0 1.8 0.0 0.0 1.0 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 0.0 29.8 21.7 0.0 0.0 10.0 0.0 0.0 9.3 0.0 0.0 LnGrp LOS C A C C A A A A A A A A
Approach Vol, veh/h 572 145 126 66
Approach Delay, s/veh 27.1 21.7 10.0 9.3
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.4 40.6 24.4 40.6
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 21 * 26 * 21 * 26
Max Q Clear Time (g_c+I1), s 13.8 3.4 14.4 5.2
Green Ext Time (p_c), s 1.5 0.2 0.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/01/2024
Opening Year No Project PM 9:31 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 566 9 4 71 3 8 57 80 83 109 40 Future Volume (veh/h) 3 566 9 4 71 3 8 57 80 83 109 40
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.94 0.99 1.00 0.97 1.00 0.97 0.92 Parking Bus, Adj 1.00 1.00 0.88 1.00 0.88 1.00 1.00 0.88 1.00 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1710 1710 1537 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 3 609 7 4 76 0 9 61 0 89 117 26
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 0 0 0 0 13 0 0 0 0 0
Cap, veh/h 53 1536 18 67 741 0 74 294 0 156 154 30
Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.00 0.21 0.21 0.00 0.21 0.21 0.21 Sat Flow, veh/h 2 2978 34 26 1437 0 77 1399 0 402 735 144 Grp Volume(v), veh/h 345 0 274 80 0 0 70 0 0 232 0 0
Grp Sat Flow(s),veh/h/ln 1682 0 1332 1462 0 0 1476 0 0 1281 0 0 Q Serve(g_s), s 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.0 9.8 0.0 0.0 Cycle Q Clear(g_c), s 8.8 0.0 8.8 1.7 0.0 0.0 2.4 0.0 0.0 12.2 0.0 0.0 Prop In Lane 0.01 0.03 0.05 0.00 0.13 0.00 0.38 0.11
Lane Grp Cap(c), veh/h 920 0 687 808 0 0 368 0 0 340 0 0 V/C Ratio(X) 0.38 0.00 0.40 0.10 0.00 0.00 0.19 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 920 0 687 808 0 0 542 0 0 495 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 10.3 0.0 10.3 8.6 0.0 0.0 22.8 0.0 0.0 26.5 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 1.7 0.2 0.0 0.0 0.1 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 2.6 0.6 0.0 0.0 0.9 0.0 0.0 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 0.0 12.1 8.9 0.0 0.0 22.9 0.0 0.0 27.3 0.0 0.0 LnGrp LOS B A B A A A C A A C A A
Approach Vol, veh/h 619 80 70 232
Approach Delay, s/veh 11.7 8.9 22.9 27.3
Approach LOS B A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 45.7 24.3 45.7 24.3
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 10.8 14.2 3.7 4.4
Green Ext Time (p_c), s 5.0 0.6 0.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/01/2024
Opening Year No Project PM 9:31 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 360 66 20 208 22 32 108 45 6 66 26 Future Volume (veh/h) 62 360 66 20 208 22 32 108 45 6 66 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.95 1.00 0.97 0.96 0.95 0.97 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1697 1710 1710 1683 1683 1710 1683 1710 Adj Flow Rate, veh/h 68 396 58 22 229 14 35 119 19 7 73 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 0 0 1 0 0 2 2 0 2 0
Cap, veh/h 110 427 59 80 499 29 129 355 51 77 483 0
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.35 0.35 0.35 0.35 0.35 0.00 Sat Flow, veh/h 122 1089 151 50 1273 74 180 1024 149 50 1396 0 Grp Volume(v), veh/h 522 0 0 265 0 0 173 0 0 80 0 0
Grp Sat Flow(s),veh/h/ln 1362 0 0 1397 0 0 1353 0 0 1446 0 0 Q Serve(g_s), s 15.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 24.5 0.0 0.0 8.7 0.0 0.0 5.8 0.0 0.0 2.1 0.0 0.0 Prop In Lane 0.13 0.11 0.08 0.05 0.20 0.11 0.09 0.00
Lane Grp Cap(c), veh/h 597 0 0 608 0 0 535 0 0 561 0 0
V/C Ratio(X) 0.87 0.00 0.00 0.44 0.00 0.00 0.32 0.00 0.00 0.14 0.00 0.00 Avail Cap(c_a), veh/h 597 0 0 608 0 0 535 0 0 561 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.97 0.00 0.00 Uniform Delay (d), s/veh 19.2 0.0 0.0 14.6 0.0 0.0 15.8 0.0 0.0 14.6 0.0 0.0 Incr Delay (d2), s/veh 13.1 0.0 0.0 0.2 0.0 0.0 1.6 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 9.2 0.0 0.0 2.7 0.0 0.0 2.0 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 0.0 0.0 14.8 0.0 0.0 17.4 0.0 0.0 15.1 0.0 0.0 LnGrp LOS C A A B A A B A A B A A
Approach Vol, veh/h 522 265 173 80
Approach Delay, s/veh 32.4 14.8 17.4 15.1
Approach LOS C B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.0 34.0 31.0 34.0
Change Period (Y+Rc), s 8.5 8.5 8.5 8.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 7.8 10.7 4.1 26.5
Green Ext Time (p_c), s 0.5 0.9 0.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
HCM 6th AWSC
5: S Claremont St & E 5th Ave Opening Year No Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh11.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 260 15 45 153 25 17 65 40 19 70 12 Future Vol, veh/h 29 260 15 45 153 25 17 65 40 19 70 12 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 1 7 0 1 4 0 0 3 0 0 0
Mvmt Flow 34 306 18 53 180 29 20 76 47 22 82 14
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 13 11.2 10.1 10.1

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 14% 10% 20% 19%
Vol Thru, % 53% 86% 69% 69%
Vol Right, % 33% 5% 11% 12%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 122 304 223 101
LT Vol 17 29 45 19
Through Vol 65 260 153 70
RT Vol 40 15 25 12
Lane Flow Rate 144 358 262 119
Geometry Grp 1 1 1 1
Degree of Util (X) 0.221 0.499 0.374 0.189
Departure Headway (Hd) 5.534 5.026 5.138 5.714
Convergence, Y/N Yes Yes Yes Yes
Cap 647 719 700 627
Service Time 3.574 3.057 3.172 3.756
HCM Lane V/C Ratio 0.223 0.498 0.374 0.19
HCM Control Delay 10.1 13 11.2 10.1
HCM Lane LOS B B B B
HCM 95th-tile Q 0.8 2.8 1.7 0.7
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Opening Year No Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 613 5 4 108 0 0 0 0 3 2 47
Future Vol, veh/h 0 613 5 4 108 0 0 0 0 3 2 47
Conflicting Peds, #/hr 70 0 2 2 0 70 10 0 2 2 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0
Mvmt Flow 0 697 6 5 123 0 0 0 0 3 2 53
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 705 0 0 484 838 133
Stage 1 - - - - - - 133 133 -
Stage 2 - - - - - - 351 705 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 902 - 0 531 305 922
Stage 1 0 - - - - 0 898 790 -
Stage 2 0 - - - - 0 690 442 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 902 - - 528 0 913
Mov Cap-2 Maneuver - - - - - - 528 0 -
Stage 1 - - - - - - 898 0 -
Stage 2 - - - - - - 686 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.3 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 902 - 875
HCM Lane V/C Ratio - - 0.005 - 0.068
HCM Control Delay (s) - - 9 - 9.4
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.2
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Opening Year No Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 390 20 23 207 0 2 0 2 0 4 33
Future Vol, veh/h 0 390 20 23 207 0 2 0 2 0 4 33
Conflicting Peds, #/hr 30 0 4 4 0 30 4 0 3 3 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 2 0 6 1 0 0 0 0 0 0 0
Mvmt Flow 0 459 24 27 244 0 2 0 2 0 5 39
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 487 0 0 772 785 248
Stage 1 - - - - - - 298 298 -
Stage 2 - - - - - - 474 487 -
Critical Hdwy - - - 4.16 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.254 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1056 - 0 371 327 796
Stage 1 0 - - - - 0 758 671 -
Stage 2 0 - - - - 0 630 554 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1056 - - 360 0 793
Mov Cap-2 Maneuver - - - - - - 360 0 -
Stage 1 - - - - - - 758 0 -
Stage 2 - - - - - - 611 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.8 9.8

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1056 - 793
HCM Lane V/C Ratio - - 0.026 - 0.055
HCM Control Delay (s) - - 8.5 0 9.8
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 - 0.2
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/03/2024
Opening Year Plus Project AM 9:54 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 298 15 12 105 7 26 39 54 29 58 72 Future Volume (veh/h) 7 298 15 12 105 7 26 39 54 29 58 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.93 0.98 0.93 0.98 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1657 1323 1710 1697 1523 1710 1683 1657 1710 1670 1697 Adj Flow Rate, veh/h 7 314 5 13 111 1 27 41 0 31 61 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 29 0 1 14 0 2 4 0 3 1
Cap, veh/h 72 576 9 85 270 2 299 396 0 261 445 0
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.47 0.47 0.00 0.47 0.47 0.00 Sat Flow, veh/h 22 2886 45 64 1355 11 441 843 0 369 948 0 Grp Volume(v), veh/h 182 0 144 125 0 0 68 0 0 92 0 0
Grp Sat Flow(s),veh/h/ln 1646 0 1307 1430 0 0 1284 0 0 1317 0 0 Q Serve(g_s), s 0.0 0.0 5.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.4 0.0 5.4 4.1 0.0 0.0 1.2 0.0 0.0 1.7 0.0 0.0 Prop In Lane 0.04 0.03 0.10 0.01 0.40 0.00 0.34 0.00
Lane Grp Cap(c), veh/h 396 0 261 358 0 0 694 0 0 706 0 0 V/C Ratio(X) 0.46 0.00 0.55 0.35 0.00 0.00 0.10 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 631 0 449 555 0 0 694 0 0 706 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.89 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.8 0.0 19.8 19.2 0.0 0.0 8.1 0.0 0.0 8.2 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.7 0.2 0.0 0.0 0.3 0.0 0.0 0.4 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 2.0 0.0 1.6 1.3 0.0 0.0 0.4 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 0.0 20.5 19.5 0.0 0.0 8.3 0.0 0.0 8.6 0.0 0.0 LnGrp LOS C A C B A A A A A A A A
Approach Vol, veh/h 326 125 68 92
Approach Delay, s/veh 20.3 19.5 8.3 8.6
Approach LOS C B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.1 34.9 20.1 34.9
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 19 * 18 * 19 * 18
Max Q Clear Time (g_c+I1), s 7.4 3.7 6.1 3.2
Green Ext Time (p_c), s 1.0 0.2 0.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/03/2024
Opening Year Plus Project AM 9:54 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 325 4 6 105 10 6 91 47 39 95 33 Future Volume (veh/h) 29 325 4 6 105 10 6 91 47 39 95 33 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.98 0.96 0.98 0.94 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1617 1670 1710 1483 1697 1710 1270 1683 1630 1590 1630 1710 Adj Flow Rate, veh/h 32 353 2 7 114 2 7 99 11 42 103 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 3 0 17 1 0 33 2 6 9 6 0
Cap, veh/h 151 1495 8 73 763 13 60 226 24 106 170 22
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 167 2733 15 33 1394 24 32 1261 134 229 951 122 Grp Volume(v), veh/h 214 0 173 123 0 0 117 0 0 160 0 0
Grp Sat Flow(s),veh/h/ln 1590 0 1326 1451 0 0 1427 0 0 1302 0 0 Q Serve(g_s), s 0.0 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 Cycle Q Clear(g_c), s 4.6 0.0 4.8 2.9 0.0 0.0 5.1 0.0 0.0 7.8 0.0 0.0 Prop In Lane 0.15 0.01 0.06 0.02 0.06 0.09 0.26 0.09
Lane Grp Cap(c), veh/h 929 0 725 848 0 0 310 0 0 298 0 0 V/C Ratio(X) 0.23 0.00 0.24 0.15 0.00 0.00 0.38 0.00 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 929 0 725 848 0 0 527 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 8.3 7.8 0.0 0.0 25.7 0.0 0.0 26.7 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.8 0.4 0.0 0.0 0.3 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 1.7 0.0 1.4 0.9 0.0 0.0 1.7 0.0 0.0 2.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.8 0.0 9.0 8.2 0.0 0.0 26.0 0.0 0.0 27.2 0.0 0.0 LnGrp LOS A A A A A A C A A C A A
Approach Vol, veh/h 387 123 117 160
Approach Delay, s/veh 8.9 8.2 26.0 27.2
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.9 22.1 47.9 22.1
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 6.8 9.8 4.9 7.1
Green Ext Time (p_c), s 3.2 0.5 0.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/03/2024
Opening Year Plus Project AM 9:54 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 244 43 20 230 9 49 93 29 3 52 34 Future Volume (veh/h) 18 244 43 20 230 9 49 93 29 3 52 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.98 0.96 0.98 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1643 1670 1710 1630 1683 1417 1710 1697 1710 1710 1603 1563 Adj Flow Rate, veh/h 20 271 29 22 256 6 54 103 10 3 58 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 3 0 6 2 22 0 1 0 0 8 11
Cap, veh/h 80 349 36 84 382 9 228 374 33 75 572 0
Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.42 0.42 0.42 0.42 0.42 0.00 Sat Flow, veh/h 40 1243 128 53 1362 31 343 899 79 18 1377 0 Grp Volume(v), veh/h 320 0 0 284 0 0 167 0 0 61 0 0
Grp Sat Flow(s),veh/h/ln 1411 0 0 1445 0 0 1322 0 0 1394 0 0 Q Serve(g_s), s 2.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.7 0.0 0.0 9.7 0.0 0.0 4.2 0.0 0.0 1.3 0.0 0.0 Prop In Lane 0.06 0.09 0.08 0.02 0.32 0.06 0.05 0.00
Lane Grp Cap(c), veh/h 464 0 0 475 0 0 635 0 0 647 0 0
V/C Ratio(X) 0.69 0.00 0.00 0.60 0.00 0.00 0.26 0.00 0.00 0.09 0.00 0.00 Avail Cap(c_a), veh/h 655 0 0 593 0 0 635 0 0 647 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d), s/veh 18.7 0.0 0.0 18.0 0.0 0.0 10.8 0.0 0.0 9.9 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.5 0.0 0.0 1.0 0.0 0.0 0.3 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 3.6 0.0 0.0 3.1 0.0 0.0 1.4 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 0.0 18.4 0.0 0.0 11.8 0.0 0.0 10.2 0.0 0.0 LnGrp LOS B A A B A A B A A B A A
Approach Vol, veh/h 320 284 167 61
Approach Delay, s/veh 19.4 18.4 11.8 10.2
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.8 24.2 31.8 24.2
Change Period (Y+Rc), s 8.5 8.5 8.5 * 8.5
Max Green Setting (Gmax), s 17.5 20.5 17.5 * 24
Max Q Clear Time (g_c+I1), s 6.2 11.7 3.3 13.7
Green Ext Time (p_c), s 0.4 0.8 0.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
5: S Claremont St & E 5th Ave Opening Year Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 165 21 62 136 15 15 84 18 8 60 7
Future Vol, veh/h 23 165 21 62 136 15 15 84 18 8 60 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 3 0 7 4 0 0 5 0 0 5 29
Mvmt Flow 26 190 24 71 156 17 17 97 21 9 69 8
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10 10.4 9.4 9

HCM LOS A B A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 13% 11% 29% 11%
Vol Thru, % 72% 79% 64% 80%
Vol Right, % 15% 10% 7% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 117 209 213 75
LT Vol 15 23 62 8
Through Vol 84 165 136 60
RT Vol 18 21 15 7
Lane Flow Rate 134 240 245 86
Geometry Grp 1 1 1 1
Degree of Util (X) 0.191 0.315 0.332 0.125
Departure Headway (Hd) 5.101 4.727 4.884 5.207
Convergence, Y/N Yes Yes Yes Yes
Cap 697 754 730 681
Service Time 3.18 2.794 2.952 3.293
HCM Lane V/C Ratio 0.192 0.318 0.336 0.126
HCM Control Delay 9.4 10 10.4 9
HCM Lane LOS A A B A
HCM 95th-tile Q 0.7 1.4 1.5 0.4
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Opening Year Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 345 46 40 106 0 0 0 0 3 10 19
Future Vol, veh/h 0 345 46 40 106 0 0 0 0 3 10 19
Conflicting Peds, #/hr 22 0 19 19 0 22 0 0 0 3 0 11
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 0 4 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 0 411 55 48 126 0 0 0 0 4 12 23
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 485 0 0 431 707 137
Stage 1 - - - - - - 222 222 -
Stage 2 - - - - - - 209 485 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1088 - 0 571 363 917
Stage 1 0 - - - - 0 820 723 -
Stage 2 0 - - - - 0 812 555 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1088 - - 544 0 907
Mov Cap-2 Maneuver - - - - - - 544 0 -
Stage 1 - - - - - - 820 0 -
Stage 2 - - - - - - 774 0 -
Approach EB WB SB
HCM Control Delay, s 0 2.3 9.5

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1088 - 831
HCM Lane V/C Ratio - - 0.044 - 0.046
HCM Control Delay (s) - - 8.5 - 9.5
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0.1 - 0.1
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Opening Year Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 250 20 15 211 0 1 1 5 11 9 51
Future Vol, veh/h 0 250 20 15 211 0 1 1 5 11 9 51
Conflicting Peds, #/hr 5 0 3 3 0 5 8 0 0 0 0 8
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0
Mvmt Flow 0 281 22 17 237 0 1 1 6 12 10 57
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 306 0 0 563 577 245
Stage 1 - - - - - - 271 271 -
Stage 2 - - - - - - 292 306 -
Critical Hdwy - - - 4.1 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1266 - 0 491 430 799
Stage 1 0 - - - - 0 779 689 -
Stage 2 0 - - - - 0 762 665 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1266 - - 484 0 793
Mov Cap-2 Maneuver - - - - - - 484 0 -
Stage 1 - - - - - - 779 0 -
Stage 2 - - - - - - 751 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.5 10.7

HCM LOS B
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1266 - 712
HCM Lane V/C Ratio - - 0.013 - 0.112
HCM Control Delay (s) - - 7.9 0 10.7
HCM Lane LOS - - A A B
HCM 95th %tile Q(veh) - - 0 - 0.4
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/03/2024
Opening Year Plus Project PM 10:02 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 500 33 19 114 19 32 75 86 30 46 81 Future Volume (veh/h) 17 500 33 19 114 19 32 75 86 30 46 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.79 0.97 0.81 0.90 0.91 0.95 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1697 1710 1710 1697 1657 1710 1710 1697 1710 1683 1710 Adj Flow Rate, veh/h 18 538 24 20 123 8 34 81 12 32 49 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, % 0 1 0 0 1 4 0 0 1 0 2 0
Cap, veh/h 68 669 29 72 220 13 207 435 60 288 392 0
Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.48 0.48 0.48 0.48 0.48 0.00 Sat Flow, veh/h 41 2808 123 37 925 54 283 903 124 437 813 0 Grp Volume(v), veh/h 329 0 251 151 0 0 127 0 0 81 0 0
Grp Sat Flow(s),veh/h/ln 1683 0 1290 1016 0 0 1310 0 0 1251 0 0 Q Serve(g_s), s 0.0 0.0 12.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.9 0.0 12.0 12.6 0.0 0.0 3.2 0.0 0.0 1.7 0.0 0.0 Prop In Lane 0.05 0.10 0.13 0.05 0.27 0.09 0.40 0.00
Lane Grp Cap(c), veh/h 459 0 307 305 0 0 701 0 0 680 0 0 V/C Ratio(X) 0.72 0.00 0.82 0.50 0.00 0.00 0.18 0.00 0.00 0.12 0.00 0.00 Avail Cap(c_a), veh/h 596 0 415 408 0 0 701 0 0 680 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.90 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.4 0.0 23.4 21.2 0.0 0.0 9.6 0.0 0.0 9.2 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 6.7 0.5 0.0 0.0 0.5 0.0 0.0 0.4 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 4.7 0.0 4.0 1.9 0.0 0.0 1.0 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.1 0.0 30.1 21.7 0.0 0.0 10.1 0.0 0.0 9.5 0.0 0.0 LnGrp LOS C A C C A A B A A A A A
Approach Vol, veh/h 580 151 127 81
Approach Delay, s/veh 27.3 21.7 10.1 9.5
Approach LOS C C B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.6 40.4 24.6 40.4
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 21 * 26 * 21 * 26
Max Q Clear Time (g_c+I1), s 14.0 3.7 14.6 5.2
Green Ext Time (p_c), s 1.5 0.3 0.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/03/2024
Opening Year Plus Project PM 10:02 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 566 9 4 71 3 8 63 80 83 113 40 Future Volume (veh/h) 35 566 9 4 71 3 8 63 80 83 113 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.94 0.99 1.00 0.97 1.00 0.97 0.92 Parking Bus, Adj 1.00 1.00 0.88 1.00 0.88 1.00 1.00 0.88 1.00 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1710 1710 1537 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 38 609 7 4 76 0 9 68 0 89 122 25
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, % 0 2 0 0 0 0 13 0 0 0 0 0
Cap, veh/h 108 1459 16 67 738 0 71 299 0 155 160 29
Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.00 0.21 0.21 0.00 0.21 0.21 0.21 Sat Flow, veh/h 100 2839 32 25 1437 0 65 1413 0 396 753 136 Grp Volume(v), veh/h 362 0 292 80 0 0 77 0 0 236 0 0
Grp Sat Flow(s),veh/h/ln 1638 0 1332 1462 0 0 1478 0 0 1285 0 0 Q Serve(g_s), s 0.0 0.0 9.5 0.0 0.0 0.0 0.0 0.0 0.0 9.7 0.0 0.0 Cycle Q Clear(g_c), s 9.3 0.0 9.5 1.7 0.0 0.0 2.6 0.0 0.0 12.3 0.0 0.0 Prop In Lane 0.10 0.02 0.05 0.00 0.12 0.00 0.38 0.11
Lane Grp Cap(c), veh/h 899 0 684 805 0 0 371 0 0 343 0 0 V/C Ratio(X) 0.40 0.00 0.43 0.10 0.00 0.00 0.21 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 899 0 684 805 0 0 543 0 0 496 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 10.5 0.0 10.6 8.7 0.0 0.0 22.8 0.0 0.0 26.4 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 1.9 0.2 0.0 0.0 0.1 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 2.9 0.6 0.0 0.0 1.0 0.0 0.0 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.9 0.0 12.5 8.9 0.0 0.0 22.9 0.0 0.0 27.3 0.0 0.0 LnGrp LOS B A B A A A C A A C A A
Approach Vol, veh/h 654 80 77 236
Approach Delay, s/veh 12.2 8.9 22.9 27.3
Approach LOS B A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 45.6 24.4 45.6 24.4
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 11.5 14.3 3.7 4.6
Green Ext Time (p_c), s 5.2 0.6 0.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 16.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/03/2024
Opening Year Plus Project PM 10:02 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 371 67 26 262 22 32 108 46 6 66 26 Future Volume (veh/h) 62 371 67 26 262 22 32 108 46 6 66 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.95 1.00 0.97 0.96 0.95 0.97 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1697 1710 1710 1683 1683 1710 1683 1710 Adj Flow Rate, veh/h 68 408 59 29 288 16 35 119 20 7 73 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 0 0 1 0 0 2 2 0 2 0
Cap, veh/h 109 431 59 82 487 26 128 352 54 77 483 0
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.35 0.35 0.35 0.35 0.35 0.00 Sat Flow, veh/h 120 1099 151 57 1241 65 178 1018 155 50 1396 0 Grp Volume(v), veh/h 535 0 0 333 0 0 174 0 0 80 0 0
Grp Sat Flow(s),veh/h/ln 1370 0 0 1363 0 0 1352 0 0 1446 0 0 Q Serve(g_s), s 13.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 25.3 0.0 0.0 11.6 0.0 0.0 5.9 0.0 0.0 2.1 0.0 0.0 Prop In Lane 0.13 0.11 0.09 0.05 0.20 0.11 0.09 0.00
Lane Grp Cap(c), veh/h 600 0 0 595 0 0 535 0 0 561 0 0
V/C Ratio(X) 0.89 0.00 0.00 0.56 0.00 0.00 0.33 0.00 0.00 0.14 0.00 0.00 Avail Cap(c_a), veh/h 600 0 0 595 0 0 535 0 0 561 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d), s/veh 19.4 0.0 0.0 15.5 0.0 0.0 15.8 0.0 0.0 14.6 0.0 0.0 Incr Delay (d2), s/veh 15.1 0.0 0.0 0.7 0.0 0.0 1.6 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 9.7 0.0 0.0 3.7 0.0 0.0 2.0 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 0.0 0.0 16.2 0.0 0.0 17.4 0.0 0.0 15.1 0.0 0.0 LnGrp LOS C A A B A A B A A B A A
Approach Vol, veh/h 535 333 174 80
Approach Delay, s/veh 34.5 16.2 17.4 15.1
Approach LOS C B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.0 34.0 31.0 34.0
Change Period (Y+Rc), s 8.5 8.5 8.5 8.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 7.9 13.6 4.1 27.3
Green Ext Time (p_c), s 0.5 1.1 0.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
HCM 6th AWSC
5: S Claremont St & E 5th Ave Opening Year Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh13.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 51 298 15 45 161 25 17 65 40 30 80 12 Future Vol, veh/h 51 298 15 45 161 25 17 65 40 30 80 12 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 1 7 0 1 4 0 0 3 0 0 0
Mvmt Flow 60 351 18 53 189 29 20 76 47 35 94 14
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 16.3 12.1 10.7 11

HCM LOS C B B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 14% 14% 19% 25%
Vol Thru, % 53% 82% 70% 66%
Vol Right, % 33% 4% 11% 10%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 122 364 231 122
LT Vol 17 51 45 30
Through Vol 65 298 161 80
RT Vol 40 15 25 12
Lane Flow Rate 144 428 272 144
Geometry Grp 1 1 1 1
Degree of Util (X) 0.234 0.617 0.407 0.24
Departure Headway (Hd) 5.861 5.191 5.386 6.014
Convergence, Y/N Yes Yes Yes Yes
Cap 610 694 666 594
Service Time 3.926 3.239 3.439 4.079
HCM Lane V/C Ratio 0.236 0.617 0.408 0.242
HCM Control Delay 10.7 16.3 12.1 11
HCM Lane LOS B C B B
HCM 95th-tile Q 0.9 4.3 2 0.9
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Opening Year Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 613 14 10 108 0 0 0 0 3 2 47
Future Vol, veh/h 0 613 14 10 108 0 0 0 0 3 2 47
Conflicting Peds, #/hr 70 0 2 2 0 70 10 0 2 2 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0
Mvmt Flow 0 697 16 11 123 0 0 0 0 3 2 53
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 715 0 0 496 860 133
Stage 1 - - - - - - 145 145 -
Stage 2 - - - - - - 351 715 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 895 - 0 522 296 922
Stage 1 0 - - - - 0 887 781 -
Stage 2 0 - - - - 0 690 438 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 895 - - 515 0 913
Mov Cap-2 Maneuver - - - - - - 515 0 -
Stage 1 - - - - - - 887 0 -
Stage 2 - - - - - - 681 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.8 9.4

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 895 - 873
HCM Lane V/C Ratio - - 0.013 - 0.068
HCM Control Delay (s) - - 9.1 - 9.4
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.2
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Opening Year Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 403 20 23 222 0 0 0 0 46 4 78
Future Vol, veh/h 0 403 20 23 222 0 0 0 0 46 4 78
Conflicting Peds, #/hr 30 0 4 4 0 30 4 0 3 3 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 2 0 6 1 0 0 0 0 0 0 0
Mvmt Flow 0 474 24 27 261 0 0 0 0 54 5 92
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 502 0 0 804 817 265
Stage 1 - - - - - - 315 315 -
Stage 2 - - - - - - 489 502 -
Critical Hdwy - - - 4.16 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.254 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1042 - 0 355 313 779
Stage 1 0 - - - - 0 744 659 -
Stage 2 0 - - - - 0 621 545 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1042 - - 344 0 776
Mov Cap-2 Maneuver - - - - - - 344 0 -
Stage 1 - - - - - - 744 0 -
Stage 2 - - - - - - 602 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.8 14.5

HCM LOS B
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1042 - 529
HCM Lane V/C Ratio - - 0.026 - 0.285
HCM Control Delay (s) - - 8.5 0 14.5
HCM Lane LOS - - A A B
HCM 95th %tile Q(veh) - - 0.1 - 1.2
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/03/2024
Cumulative Year No Project AM 11:21 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 335 20 20 145 10 39 60 77 50 90 110 Future Volume (veh/h) 10 335 20 20 145 10 39 60 77 50 90 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.93 0.98 0.93 0.98 0.97 0.99 0.95 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1657 1323 1710 1697 1523 1710 1683 1657 1710 1670 1697 Adj Flow Rate, veh/h 11 353 8 21 153 5 41 63 1 53 95 36 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 29 0 1 14 0 2 4 0 3 1
Cap, veh/h 76 568 13 86 232 7 290 389 6 222 346 117
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 34 2846 64 66 1164 35 425 828 12 292 736 250 Grp Volume(v), veh/h 208 0 164 179 0 0 105 0 0 184 0 0
Grp Sat Flow(s),veh/h/ln 1641 0 1302 1266 0 0 1265 0 0 1278 0 0 Q Serve(g_s), s 0.0 0.0 6.3 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.3 0.0 6.3 7.5 0.0 0.0 2.2 0.0 0.0 4.4 0.0 0.0 Prop In Lane 0.05 0.05 0.12 0.03 0.39 0.01 0.29 0.20
Lane Grp Cap(c), veh/h 396 0 260 326 0 0 685 0 0 685 0 0 V/C Ratio(X) 0.53 0.00 0.63 0.55 0.00 0.00 0.15 0.00 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 628 0 448 519 0 0 685 0 0 685 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.78 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.2 0.0 20.2 20.2 0.0 0.0 8.3 0.0 0.0 8.9 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.9 0.5 0.0 0.0 0.4 0.0 0.0 1.0 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 1.9 2.0 0.0 0.0 0.7 0.0 0.0 1.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 0.0 21.1 20.8 0.0 0.0 8.7 0.0 0.0 9.9 0.0 0.0 LnGrp LOS C A C C A A A A A A A A
Approach Vol, veh/h 372 179 105 184
Approach Delay, s/veh 20.8 20.8 8.7 9.9
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.1 34.9 20.1 34.9
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 19 * 18 * 19 * 18
Max Q Clear Time (g_c+I1), s 8.3 6.4 9.5 4.2
Green Ext Time (p_c), s 1.1 0.5 0.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/06/2024
Cumulative Year No Project AM 11:21 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 426 10 10 217 20 10 108 60 60 156 20 Future Volume (veh/h) 30 426 10 10 217 20 10 108 60 60 156 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 0.99 0.97 0.99 0.95 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1617 1670 1710 1483 1697 1710 1270 1683 1630 1590 1630 1710 Adj Flow Rate, veh/h 33 463 8 11 236 14 11 117 27 65 170 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 3 0 17 1 0 33 2 6 9 6 0
Cap, veh/h 116 1396 24 64 685 39 64 247 54 120 214 17
Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 115 2751 47 20 1349 78 41 1132 248 254 979 79 Grp Volume(v), veh/h 278 0 226 261 0 0 155 0 0 250 0 0
Grp Sat Flow(s),veh/h/ln 1594 0 1319 1447 0 0 1421 0 0 1312 0 0 Q Serve(g_s), s 0.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0 0.0 6.0 0.0 0.0 Cycle Q Clear(g_c), s 6.9 0.0 7.1 7.5 0.0 0.0 6.7 0.0 0.0 12.7 0.0 0.0 Prop In Lane 0.12 0.04 0.04 0.05 0.07 0.17 0.26 0.06
Lane Grp Cap(c), veh/h 866 0 670 788 0 0 365 0 0 351 0 0 V/C Ratio(X) 0.32 0.00 0.34 0.33 0.00 0.00 0.42 0.00 0.00 0.71 0.00 0.00 Avail Cap(c_a), veh/h 866 0 670 788 0 0 524 0 0 495 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 10.2 0.0 10.2 10.3 0.0 0.0 24.0 0.0 0.0 26.2 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 1.4 1.1 0.0 0.0 0.3 0.0 0.0 1.0 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 2.5 0.0 2.1 2.4 0.0 0.0 2.2 0.0 0.0 4.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.2 0.0 11.6 11.4 0.0 0.0 24.3 0.0 0.0 27.2 0.0 0.0 LnGrp LOS B B B C C
Approach Vol, veh/h 504 261 155 250
Approach Delay, s/veh 11.4 11.4 24.3 27.2
Approach LOS B B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 45.1 24.9 45.1 24.9
Change Period (Y+Rc), s 9.6 9.6 9.6 9.6
Max Green Setting (Gmax), s 27.4 23.4 27.4 23.4
Max Q Clear Time (g_c+I1), s 9.1 14.7 9.5 8.7
Green Ext Time (p_c), s 4.2 0.7 2.0 0.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/03/2024
Cumulative Year No Project AM 11:21 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 228 59 28 156 10 60 125 39 0 80 40 Future Volume (veh/h) 30 228 59 28 156 10 60 125 39 0 80 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.98 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1643 1670 1710 1630 1683 1417 1710 1697 1710 1710 1603 1563 Adj Flow Rate, veh/h 33 253 38 31 173 4 67 139 22 0 89 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 3 0 6 2 22 0 1 0 0 8 11
Cap, veh/h 93 328 47 106 366 8 206 365 52 0 574 0
Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.41 0.41 0.41 0.00 0.41 0.00 Sat Flow, veh/h 76 1143 162 111 1275 27 299 891 127 0 1403 0 Grp Volume(v), veh/h 324 0 0 208 0 0 228 0 0 0 89 0
Grp Sat Flow(s),veh/h/ln 1381 0 0 1413 0 0 1318 0 0 0 1403 0 Q Serve(g_s), s 5.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 0.0 0.0 2.2 0.0 Cycle Q Clear(g_c), s 12.1 0.0 0.0 6.6 0.0 0.0 6.4 0.0 0.0 0.0 2.2 0.0 Prop In Lane 0.10 0.12 0.15 0.02 0.29 0.10 0.00 0.00
Lane Grp Cap(c), veh/h 467 0 0 480 0 0 622 0 0 0 574 0
V/C Ratio(X) 0.69 0.00 0.00 0.43 0.00 0.00 0.37 0.00 0.00 0.00 0.16 0.00 Avail Cap(c_a), veh/h 646 0 0 584 0 0 622 0 0 0 574 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.86 0.00 Uniform Delay (d), s/veh 18.5 0.0 0.0 16.6 0.0 0.0 11.6 0.0 0.0 0.0 10.4 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.2 0.0 0.0 1.7 0.0 0.0 0.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 0.0 2.1 0.0 0.0 2.0 0.0 0.0 0.0 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.2 0.0 0.0 16.8 0.0 0.0 13.3 0.0 0.0 0.0 10.9 0.0 LnGrp LOS B A A B A A B A A A B A
Approach Vol, veh/h 324 208 228 89
Approach Delay, s/veh 19.2 16.8 13.3 10.9
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.4 24.6 31.4 24.6
Change Period (Y+Rc), s 8.5 8.5 8.5 * 8.5
Max Green Setting (Gmax), s 17.5 20.5 17.5 * 24
Max Q Clear Time (g_c+I1), s 8.4 8.6 4.2 14.1
Green Ext Time (p_c), s 0.6 0.6 0.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
5: S Claremont St & E 5th Ave Cumulative Year No Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh 14
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 199 20 90 252 20 20 90 20 40 80 10 Future Vol, veh/h 24 199 20 90 252 20 20 90 20 40 80 10 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 3 0 7 4 0 0 5 0 0 5 29
Mvmt Flow 28 229 23 103 290 23 23 103 23 46 92 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.5 17.1 11.1 11.2

HCM LOS B C B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 15% 10% 25% 31%
Vol Thru, % 69% 82% 70% 62%
Vol Right, % 15% 8% 6% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 130 243 362 130
LT Vol 20 24 90 40
Through Vol 90 199 252 80
RT Vol 20 20 20 10
Lane Flow Rate 149 279 416 149
Geometry Grp 1 1 1 1
Degree of Util (X) 0.25 0.423 0.624 0.253
Departure Headway (Hd) 6.025 5.447 5.398 6.099
Convergence, Y/N Yes Yes Yes Yes
Cap 593 659 666 586
Service Time 4.097 3.507 3.45 4.171
HCM Lane V/C Ratio 0.251 0.423 0.625 0.254
HCM Control Delay 11.1 12.5 17.1 11.2
HCM Lane LOS B B C B
HCM 95th-tile Q 1 2.1 4.4 1
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Cumulative Year No Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 496 1 7 146 0 0 0 0 0 10 30
Future Vol, veh/h 0 496 1 7 146 0 0 0 0 0 10 30
Conflicting Peds, #/hr 22 0 19 19 0 22 0 0 0 3 0 11
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 0 4 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 0 590 1 8 174 0 0 0 0 0 12 36
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 610 0 0 488 800 185
Stage 1 - - - - - - 190 190 -
Stage 2 - - - - - - 298 610 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 979 - 0 528 320 862
Stage 1 0 - - - - 0 847 747 -
Stage 2 0 - - - - 0 733 488 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 979 - - 523 0 853
Mov Cap-2 Maneuver - - - - - - 523 0 -
Stage 1 - - - - - - 847 0 -
Stage 2 - - - - - - 726 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.4 9.5

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 979 - 853
HCM Lane V/C Ratio - - 0.009 - 0.056
HCM Control Delay (s) - - 8.7 - 9.5
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0 - 0.2
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Cumulative Year No Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 267 10 20 195 0 0 0 0 0 10 40
Future Vol, veh/h 0 267 10 20 195 0 0 0 0 0 10 40
Conflicting Peds, #/hr 5 0 3 3 0 5 8 0 0 0 0 8
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0
Mvmt Flow 0 300 11 22 219 0 0 0 0 0 11 45
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 314 0 0 569 577 227
Stage 1 - - - - - - 263 263 -
Stage 2 - - - - - - 306 314 -
Critical Hdwy - - - 4.1 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1258 - 0 487 430 817
Stage 1 0 - - - - 0 786 694 -
Stage 2 0 - - - - 0 751 660 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1258 - - 477 0 811
Mov Cap-2 Maneuver - - - - - - 477 0 -
Stage 1 - - - - - - 786 0 -
Stage 2 - - - - - - 736 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.7 9.8

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1258 - 811
HCM Lane V/C Ratio - - 0.018 - 0.069
HCM Control Delay (s) - - 7.9 0 9.8
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 - 0.2
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/03/2024
Cumulative Year No Project PM 11:21 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 724 50 30 166 30 39 110 120 60 70 120 Future Volume (veh/h) 30 724 50 30 166 30 39 110 120 60 70 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.84 1.00 0.86 0.92 0.90 0.97 0.83 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1697 1710 1710 1697 1657 1710 1710 1697 1710 1683 1710 Adj Flow Rate, veh/h 32 778 42 32 178 19 42 118 100 65 75 38 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, % 0 1 0 0 1 4 0 0 1 0 2 0
Cap, veh/h 77 868 46 70 227 21 115 261 195 219 222 99
Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 56 2701 144 21 707 66 127 654 488 359 557 249 Grp Volume(v), veh/h 474 0 378 229 0 0 260 0 0 178 0 0
Grp Sat Flow(s),veh/h/ln 1608 0 1293 793 0 0 1270 0 0 1164 0 0 Q Serve(g_s), s 0.0 0.0 18.2 2.2 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 18.3 0.0 18.2 20.4 0.0 0.0 9.5 0.0 0.0 6.3 0.0 0.0 Prop In Lane 0.07 0.11 0.14 0.08 0.16 0.38 0.37 0.21
Lane Grp Cap(c), veh/h 576 0 416 318 0 0 570 0 0 540 0 0 V/C Ratio(X) 0.82 0.00 0.91 0.72 0.00 0.00 0.46 0.00 0.00 0.33 0.00 0.00 Avail Cap(c_a), veh/h 576 0 416 318 0 0 570 0 0 540 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.73 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.9 0.0 21.1 18.5 0.0 0.0 14.6 0.0 0.0 13.6 0.0 0.0 Incr Delay (d2), s/veh 8.8 0.0 23.1 6.7 0.0 0.0 1.9 0.0 0.0 1.6 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 7.8 0.0 7.8 3.2 0.0 0.0 3.0 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 0.0 44.3 25.2 0.0 0.0 16.5 0.0 0.0 15.2 0.0 0.0 LnGrp LOS C A D C A A B A A B A A
Approach Vol, veh/h 852 229 260 178
Approach Delay, s/veh 36.2 25.2 16.5 15.2
Approach LOS D C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.0 35.0 30.0 35.0
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 21 * 26 * 21 * 26
Max Q Clear Time (g_c+I1), s 20.3 8.3 22.4 11.5
Green Ext Time (p_c), s 0.3 0.7 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 28.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/06/2024
Cumulative Year No Project PM 11:21 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 780 50 20 130 10 30 74 110 110 116 40 Future Volume (veh/h) 60 780 50 20 130 10 30 74 110 110 116 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.94 1.00 0.96 0.98 0.93 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1710 1710 1537 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 65 839 44 22 140 6 32 80 38 118 125 43 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, % 0 2 0 0 0 0 13 0 0 0 0 0
Cap, veh/h 122 1242 64 92 462 18 106 206 85 187 158 48
Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 135 2613 135 72 971 39 174 824 338 456 630 192 Grp Volume(v), veh/h 521 0 427 168 0 0 150 0 0 286 0 0
Grp Sat Flow(s),veh/h/ln 1576 0 1306 1081 0 0 1336 0 0 1279 0 0 Q Serve(g_s), s 0.0 0.0 17.9 1.0 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 Cycle Q Clear(g_c), s 18.1 0.0 17.9 18.8 0.0 0.0 6.2 0.0 0.0 14.9 0.0 0.0 Prop In Lane 0.12 0.10 0.13 0.04 0.21 0.25 0.41 0.15
Lane Grp Cap(c), veh/h 807 0 621 572 0 0 397 0 0 393 0 0 V/C Ratio(X) 0.64 0.00 0.69 0.29 0.00 0.00 0.38 0.00 0.00 0.73 0.00 0.00 Avail Cap(c_a), veh/h 807 0 621 572 0 0 504 0 0 494 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 14.1 0.0 14.3 11.1 0.0 0.0 22.0 0.0 0.0 25.0 0.0 0.0 Incr Delay (d2), s/veh 4.0 0.0 6.1 1.3 0.0 0.0 0.2 0.0 0.0 2.4 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 6.7 0.0 5.9 1.6 0.0 0.0 2.0 0.0 0.0 4.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.1 0.0 20.4 12.4 0.0 0.0 22.2 0.0 0.0 27.4 0.0 0.0 LnGrp LOS B C B C C
Approach Vol, veh/h 948 168 150 286
Approach Delay, s/veh 19.1 12.4 22.2 27.4
Approach LOS B B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 42.9 27.1 42.9 27.1
Change Period (Y+Rc), s 9.6 9.6 9.6 9.6
Max Green Setting (Gmax), s 27.4 23.4 27.4 23.4
Max Q Clear Time (g_c+I1), s 20.1 16.9 20.8 8.2
Green Ext Time (p_c), s 4.4 0.7 0.6 0.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 20.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/03/2024
Cumulative Year No Project PM 11:21 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 369 99 24 136 30 40 160 69 10 100 30 Future Volume (veh/h) 80 369 99 24 136 30 40 160 69 10 100 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.95 1.00 0.97 0.97 0.95 0.98 0.92 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1697 1710 1710 1683 1683 1710 1683 1710 Adj Flow Rate, veh/h 88 405 87 26 149 14 44 176 44 11 110 8 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 0 0 1 0 0 2 2 0 2 0
Cap, veh/h 123 387 79 99 426 37 111 343 78 76 445 30
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.35 0.35 0.35 0.11 0.11 0.11 Sat Flow, veh/h 152 987 201 91 1085 94 134 991 225 46 1284 88 Grp Volume(v), veh/h 580 0 0 189 0 0 264 0 0 129 0 0
Grp Sat Flow(s),veh/h/ln 1339 0 0 1270 0 0 1350 0 0 1419 0 0 Q Serve(g_s), s 19.4 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 25.5 0.0 0.0 5.9 0.0 0.0 9.8 0.0 0.0 5.3 0.0 0.0 Prop In Lane 0.15 0.15 0.14 0.07 0.17 0.17 0.09 0.06
Lane Grp Cap(c), veh/h 589 0 0 561 0 0 532 0 0 551 0 0
V/C Ratio(X) 0.98 0.00 0.00 0.34 0.00 0.00 0.50 0.00 0.00 0.23 0.00 0.00 Avail Cap(c_a), veh/h 589 0 0 561 0 0 532 0 0 551 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.78 0.00 0.00 Uniform Delay (d), s/veh 20.8 0.0 0.0 13.8 0.0 0.0 17.1 0.0 0.0 21.2 0.0 0.0 Incr Delay (d2), s/veh 32.9 0.0 0.0 0.1 0.0 0.0 3.3 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.9 0.0 0.0 1.8 0.0 0.0 3.4 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 0.0 0.0 13.9 0.0 0.0 20.4 0.0 0.0 21.9 0.0 0.0 LnGrp LOS D A A B A A C A A C A A
Approach Vol, veh/h 580 189 264 129
Approach Delay, s/veh 53.7 13.9 20.4 21.9
Approach LOS D B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.0 34.0 31.0 34.0
Change Period (Y+Rc), s 8.5 8.5 8.5 8.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 11.8 7.9 7.3 27.5
Green Ext Time (p_c), s 0.8 0.7 0.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D
HCM 6th AWSC
5: S Claremont St & E 5th Ave Cumulative Year No Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh19.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 312 30 30 282 20 20 115 40 50 80 10 Future Vol, veh/h 40 312 30 30 282 20 20 115 40 50 80 10 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 1 7 0 1 4 0 0 3 0 0 0
Mvmt Flow 47 367 35 35 332 24 24 135 47 59 94 12
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 24.2 20 14 13.4

HCM LOS C C B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 11% 10% 9% 36%
Vol Thru, % 66% 82% 85% 57%
Vol Right, % 23% 8% 6% 7%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 175 382 332 140
LT Vol 20 40 30 50
Through Vol 115 312 282 80
RT Vol 40 30 20 10
Lane Flow Rate 206 449 391 165
Geometry Grp 1 1 1 1
Degree of Util (X) 0.385 0.742 0.657 0.32
Departure Headway (Hd) 6.729 5.942 6.053 6.996
Convergence, Y/N Yes Yes Yes Yes
Cap 533 607 594 512
Service Time 4.799 3.997 4.112 5.07
HCM Lane V/C Ratio 0.386 0.74 0.658 0.322
HCM Control Delay 14 24.2 20 13.4
HCM Lane LOS B C C B
HCM 95th-tile Q 1.8 6.5 4.8 1.4
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Cumulative Year No Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 900 1 4 160 0 0 0 0 0 0 70
Future Vol, veh/h 0 900 1 4 160 0 0 0 0 0 0 70
Conflicting Peds, #/hr 70 0 2 2 0 70 10 0 2 2 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0
Mvmt Flow 0 1023 1 5 182 0 0 0 0 0 0 80
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 1026 0 0 706 1218 192
Stage 1 - - - - - - 192 192 -
Stage 2 - - - - - - 514 1026 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 685 - 0 390 182 855
Stage 1 0 - - - - 0 845 745 -
Stage 2 0 - - - - 0 571 315 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 685 - - 387 0 847
Mov Cap-2 Maneuver - - - - - - 387 0 -
Stage 1 - - - - - - 845 0 -
Stage 2 - - - - - - 566 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.3 9.7

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 685 - 847
HCM Lane V/C Ratio - - 0.007 - 0.094
HCM Control Delay (s) - - 10.3 - 9.7
HCM Lane LOS - - B - A
HCM 95th %tile Q(veh) - - 0 - 0.3
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Cumulative Year No Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 438 10 30 225 0 0 0 0 0 10 33
Future Vol, veh/h 0 438 10 30 225 0 0 0 0 0 10 33
Conflicting Peds, #/hr 30 0 4 4 0 30 4 0 3 3 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 2 0 6 1 0 0 0 0 0 0 0
Mvmt Flow 0 515 12 35 265 0 0 0 0 0 12 39
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 531 0 0 859 866 269
Stage 1 - - - - - - 335 335 -
Stage 2 - - - - - - 524 531 -
Critical Hdwy - - - 4.16 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.254 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1016 - 0 329 293 775
Stage 1 0 - - - - 0 729 646 -
Stage 2 0 - - - - 0 598 529 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1016 - - 316 0 772
Mov Cap-2 Maneuver - - - - - - 316 0 -
Stage 1 - - - - - - 729 0 -
Stage 2 - - - - - - 574 0 -
Approach EB WB SB
HCM Control Delay, s 0 1 10

HCM LOS B
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1016 - 772
HCM Lane V/C Ratio - - 0.035 - 0.066
HCM Control Delay (s) - - 8.7 0 10
HCM Lane LOS - - A A B
HCM 95th %tile Q(veh) - - 0.1 - 0.2
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/03/2024
Cumulative Year Plus Project AM 11:38 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 380 20 20 150 10 40 60 80 50 90 110 Future Volume (veh/h) 10 380 20 20 150 10 40 60 80 50 90 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.94 0.98 0.93 0.99 0.97 0.99 0.95 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1657 1323 1710 1697 1523 1710 1683 1657 1710 1670 1697 Adj Flow Rate, veh/h 11 400 10 21 158 5 42 63 2 53 95 116 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 29 0 1 14 0 2 4 0 3 1
Cap, veh/h 75 594 15 85 233 7 284 371 11 158 244 254
Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 30 2845 70 56 1116 33 420 806 23 173 530 551 Grp Volume(v), veh/h 236 0 185 184 0 0 107 0 0 264 0 0
Grp Sat Flow(s),veh/h/ln 1644 0 1301 1205 0 0 1249 0 0 1255 0 0 Q Serve(g_s), s 0.0 0.0 7.2 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.2 0.0 7.2 8.2 0.0 0.0 2.3 0.0 0.0 7.4 0.0 0.0 Prop In Lane 0.05 0.05 0.11 0.03 0.39 0.02 0.20 0.44
Lane Grp Cap(c), veh/h 412 0 272 325 0 0 666 0 0 656 0 0 V/C Ratio(X) 0.57 0.00 0.68 0.57 0.00 0.00 0.16 0.00 0.00 0.40 0.00 0.00 Avail Cap(c_a), veh/h 629 0 447 504 0 0 666 0 0 656 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.74 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.1 0.0 20.1 19.9 0.0 0.0 8.6 0.0 0.0 10.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.1 0.6 0.0 0.0 0.4 0.0 0.0 1.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.1 2.0 0.0 0.0 0.7 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 0.0 21.2 20.4 0.0 0.0 9.0 0.0 0.0 11.9 0.0 0.0 LnGrp LOS C A C C A A A A A B A A
Approach Vol, veh/h 421 184 107 264
Approach Delay, s/veh 20.8 20.4 9.0 11.9
Approach LOS C C A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.6 34.4 20.6 34.4
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 19 * 18 * 19 * 18
Max Q Clear Time (g_c+I1), s 9.2 9.4 10.2 4.3
Green Ext Time (p_c), s 1.2 0.7 0.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/03/2024
Cumulative Year Plus Project AM 11:38 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 430 10 10 220 20 10 110 60 60 160 20 Future Volume (veh/h) 30 430 10 10 220 20 10 110 60 60 160 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 0.99 0.97 0.99 0.95 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1617 1670 1710 1483 1697 1710 1270 1683 1630 1590 1630 1710 Adj Flow Rate, veh/h 33 467 8 11 239 14 11 120 27 65 174 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 3 0 17 1 0 33 2 6 9 6 0
Cap, veh/h 115 1390 23 63 682 39 64 252 54 120 218 17
Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 114 2754 46 20 1351 77 40 1139 243 250 986 78 Grp Volume(v), veh/h 280 0 228 264 0 0 158 0 0 254 0 0
Grp Sat Flow(s),veh/h/ln 1594 0 1319 1447 0 0 1422 0 0 1313 0 0 Q Serve(g_s), s 0.0 0.0 7.2 0.0 0.0 0.0 0.0 0.0 0.0 6.1 0.0 0.0 Cycle Q Clear(g_c), s 7.0 0.0 7.2 7.6 0.0 0.0 6.8 0.0 0.0 12.9 0.0 0.0 Prop In Lane 0.12 0.04 0.04 0.05 0.07 0.17 0.26 0.06
Lane Grp Cap(c), veh/h 862 0 666 784 0 0 369 0 0 355 0 0 V/C Ratio(X) 0.32 0.00 0.34 0.34 0.00 0.00 0.43 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 862 0 666 784 0 0 524 0 0 495 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 10.3 0.0 10.4 10.5 0.0 0.0 23.9 0.0 0.0 26.1 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 1.4 1.2 0.0 0.0 0.3 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 2.6 0.0 2.2 2.5 0.0 0.0 2.3 0.0 0.0 4.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 0.0 11.8 11.6 0.0 0.0 24.2 0.0 0.0 27.3 0.0 0.0 LnGrp LOS B A B B A A C A A C A A
Approach Vol, veh/h 508 264 158 254
Approach Delay, s/veh 11.5 11.6 24.2 27.3
Approach LOS B B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 44.9 25.1 44.9 25.1
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 9.2 14.9 9.6 8.8
Green Ext Time (p_c), s 4.2 0.7 2.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/03/2024
Cumulative Year Plus Project AM 11:38 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 240 60 30 170 10 60 130 40 0 80 40 Future Volume (veh/h) 30 240 60 30 170 10 60 130 40 0 80 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.98 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 0.88 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1643 1670 1710 1630 1683 1417 1710 1697 1710 1710 1603 1563 Adj Flow Rate, veh/h 33 267 41 33 189 5 67 144 22 0 89 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 3 0 6 2 22 0 1 0 0 8 11
Cap, veh/h 92 340 49 106 377 9 198 362 50 0 560 0
Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.40 0.40 0.40 0.00 0.40 0.00 Sat Flow, veh/h 72 1143 166 109 1266 31 290 908 125 0 1403 0 Grp Volume(v), veh/h 341 0 0 227 0 0 233 0 0 0 89 0
Grp Sat Flow(s),veh/h/ln 1381 0 0 1405 0 0 1322 0 0 0 1403 0 Q Serve(g_s), s 5.3 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 0.0 2.3 0.0 Cycle Q Clear(g_c), s 12.8 0.0 0.0 7.2 0.0 0.0 6.7 0.0 0.0 0.0 2.3 0.0 Prop In Lane 0.10 0.12 0.15 0.02 0.29 0.09 0.00 0.00
Lane Grp Cap(c), veh/h 482 0 0 492 0 0 610 0 0 0 560 0
V/C Ratio(X) 0.71 0.00 0.00 0.46 0.00 0.00 0.38 0.00 0.00 0.00 0.16 0.00 Avail Cap(c_a), veh/h 646 0 0 582 0 0 610 0 0 0 560 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.85 0.00 Uniform Delay (d), s/veh 18.2 0.0 0.0 16.3 0.0 0.0 12.1 0.0 0.0 0.0 10.8 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.3 0.0 0.0 1.8 0.0 0.0 0.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.0 2.3 0.0 0.0 2.2 0.0 0.0 0.0 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 0.0 16.6 0.0 0.0 13.9 0.0 0.0 0.0 11.3 0.0 LnGrp LOS B A A B A A B A A A B A
Approach Vol, veh/h 341 227 233 89
Approach Delay, s/veh 19.4 16.6 13.9 11.3
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.8 25.2 30.8 25.2
Change Period (Y+Rc), s 8.5 8.5 8.5 * 8.5
Max Green Setting (Gmax), s 17.5 20.5 17.5 * 24
Max Q Clear Time (g_c+I1), s 8.7 9.2 4.3 14.8
Green Ext Time (p_c), s 0.6 0.7 0.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
5: S Claremont St & E 5th Ave Cumulative Year Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh14.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 210 20 90 260 20 20 90 20 30 100 10 Future Vol, veh/h 30 210 20 90 260 20 20 90 20 30 100 10 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 3 0 7 4 0 0 5 0 0 5 29
Mvmt Flow 34 241 23 103 299 23 23 103 23 34 115 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 13.3 18.2 11.4 11.7

HCM LOS B C B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 15% 12% 24% 21%
Vol Thru, % 69% 81% 70% 71%
Vol Right, % 15% 8% 5% 7%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 130 260 370 140
LT Vol 20 30 90 30
Through Vol 90 210 260 100
RT Vol 20 20 20 10
Lane Flow Rate 149 299 425 161
Geometry Grp 1 1 1 1
Degree of Util (X) 0.256 0.46 0.649 0.277
Departure Headway (Hd) 6.161 5.538 5.491 6.193
Convergence, Y/N Yes Yes Yes Yes
Cap 578 646 655 576
Service Time 4.249 3.608 3.554 4.278
HCM Lane V/C Ratio 0.258 0.463 0.649 0.28
HCM Control Delay 11.4 13.3 18.2 11.7
HCM Lane LOS B B C B
HCM 95th-tile Q 1 2.4 4.8 1.1
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Cumulative Year Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 500 50 40 170 0 0 0 0 0 10 30
Future Vol, veh/h 0 500 50 40 170 0 0 0 0 0 10 30
Conflicting Peds, #/hr 22 0 19 19 0 22 0 0 0 3 0 11
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 0 4 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 0 595 60 48 202 0 0 0 0 0 12 36
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 674 0 0 599 972 213
Stage 1 - - - - - - 298 298 -
Stage 2 - - - - - - 301 674 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 927 - 0 453 254 832
Stage 1 0 - - - - 0 758 671 -
Stage 2 0 - - - - 0 731 457 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 927 - - 427 0 823
Mov Cap-2 Maneuver - - - - - - 427 0 -
Stage 1 - - - - - - 758 0 -
Stage 2 - - - - - - 689 0 -
Approach EB WB SB
HCM Control Delay, s 0 1.7 9.6

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 927 - 823
HCM Lane V/C Ratio - - 0.051 - 0.058
HCM Control Delay (s) - - 9.1 - 9.6
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - 0.2 - 0.2
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Cumulative Year Plus Project AM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 280 10 20 200 0 0 0 0 10 10 50
Future Vol, veh/h 0 280 10 20 200 0 0 0 0 10 10 50
Conflicting Peds, #/hr 5 0 3 3 0 5 8 0 0 0 0 8
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0
Mvmt Flow 0 315 11 22 225 0 0 0 0 11 11 56
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 329 0 0 590 598 233
Stage 1 - - - - - - 269 269 -
Stage 2 - - - - - - 321 329 -
Critical Hdwy - - - 4.1 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1242 - 0 474 418 811
Stage 1 0 - - - - 0 781 690 -
Stage 2 0 - - - - 0 740 650 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1242 - - 465 0 805
Mov Cap-2 Maneuver - - - - - - 465 0 -
Stage 1 - - - - - - 781 0 -
Stage 2 - - - - - - 725 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.7 10.6

HCM LOS B
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1242 - 718
HCM Lane V/C Ratio - - 0.018 - 0.11
HCM Control Delay (s) - - 8 0 10.6
HCM Lane LOS - - A A B
HCM 95th %tile Q(veh) - - 0.1 - 0.4
HCM 6th Signalized Intersection Summary
14: S B St & E 4th Ave 05/03/2024
Cumulative Year Plus Project PM 11:39 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 730 50 30 170 30 40 110 120 60 70 120 Future Volume (veh/h) 30 730 50 30 170 30 40 110 120 60 70 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.84 1.00 0.86 0.92 0.90 0.97 0.83 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1697 1710 1710 1697 1657 1710 1710 1697 1710 1683 1710 Adj Flow Rate, veh/h 32 785 42 32 183 19 43 118 101 65 75 38 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, % 0 1 0 0 1 4 0 0 1 0 2 0
Cap, veh/h 77 868 46 69 225 20 116 259 195 218 222 99
Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 56 2698 142 18 698 63 130 649 489 358 556 248 Grp Volume(v), veh/h 477 0 382 234 0 0 262 0 0 178 0 0
Grp Sat Flow(s),veh/h/ln 1603 0 1293 780 0 0 1268 0 0 1163 0 0 Q Serve(g_s), s 0.0 0.0 18.5 2.3 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 18.5 0.0 18.5 20.8 0.0 0.0 9.6 0.0 0.0 6.3 0.0 0.0 Prop In Lane 0.07 0.11 0.14 0.08 0.16 0.39 0.37 0.21
Lane Grp Cap(c), veh/h 575 0 416 314 0 0 570 0 0 539 0 0 V/C Ratio(X) 0.83 0.00 0.92 0.75 0.00 0.00 0.46 0.00 0.00 0.33 0.00 0.00 Avail Cap(c_a), veh/h 575 0 416 314 0 0 570 0 0 539 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.73 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.0 0.0 21.2 18.7 0.0 0.0 14.6 0.0 0.0 13.6 0.0 0.0 Incr Delay (d2), s/veh 9.4 0.0 24.7 8.4 0.0 0.0 1.9 0.0 0.0 1.6 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 8.0 0.0 8.0 3.4 0.0 0.0 3.0 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.4 0.0 46.0 27.0 0.0 0.0 16.6 0.0 0.0 15.2 0.0 0.0 LnGrp LOS C A D C A A B A A B A A
Approach Vol, veh/h 859 234 262 178
Approach Delay, s/veh 37.3 27.0 16.6 15.2
Approach LOS D C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.0 35.0 30.0 35.0
Change Period (Y+Rc), s * 9.1 * 9.1 * 9.1 * 9.1
Max Green Setting (Gmax), s * 21 * 26 * 21 * 26
Max Q Clear Time (g_c+I1), s 20.5 8.3 22.8 11.6
Green Ext Time (p_c), s 0.2 0.7 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: S Claremont St & E 4th Ave 05/03/2024
Cumulative Year Plus Project PM 11:39 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 800 50 20 130 10 30 80 110 110 120 40 Future Volume (veh/h) 50 800 50 20 130 10 30 80 110 110 120 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.94 1.00 0.96 0.98 0.93 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1710 1710 1537 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 54 860 43 22 140 5 32 86 59 118 129 29 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, % 0 2 0 0 0 0 13 0 0 0 0 0
Cap, veh/h 107 1277 63 92 464 15 96 190 113 187 163 33
Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 106 2685 132 72 975 32 141 761 451 454 653 130 Grp Volume(v), veh/h 531 0 426 167 0 0 177 0 0 276 0 0
Grp Sat Flow(s),veh/h/ln 1616 0 1307 1079 0 0 1353 0 0 1238 0 0 Q Serve(g_s), s 0.0 0.0 17.8 1.0 0.0 0.0 0.0 0.0 0.0 7.3 0.0 0.0 Cycle Q Clear(g_c), s 17.7 0.0 17.8 18.7 0.0 0.0 7.7 0.0 0.0 14.9 0.0 0.0 Prop In Lane 0.10 0.10 0.13 0.03 0.18 0.33 0.43 0.11
Lane Grp Cap(c), veh/h 825 0 622 572 0 0 399 0 0 383 0 0 V/C Ratio(X) 0.64 0.00 0.69 0.29 0.00 0.00 0.44 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 825 0 622 572 0 0 507 0 0 483 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d), s/veh 14.1 0.0 14.3 11.1 0.0 0.0 22.6 0.0 0.0 25.1 0.0 0.0 Incr Delay (d2), s/veh 3.8 0.0 6.1 1.3 0.0 0.0 0.3 0.0 0.0 2.3 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 6.8 0.0 5.8 1.6 0.0 0.0 2.4 0.0 0.0 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.0 0.0 20.3 12.4 0.0 0.0 22.8 0.0 0.0 27.3 0.0 0.0 LnGrp LOS B A C B A A C A A C A A
Approach Vol, veh/h 957 167 177 276
Approach Delay, s/veh 19.0 12.4 22.8 27.3
Approach LOS B B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 42.9 27.1 42.9 27.1
Change Period (Y+Rc), s * 9.6 * 9.6 * 9.6 * 9.6
Max Green Setting (Gmax), s * 27 * 23 * 27 * 23
Max Q Clear Time (g_c+I1), s 19.8 16.9 20.7 9.7
Green Ext Time (p_c), s 4.6 0.6 0.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
17: S B St & E 5th Ave 05/03/2024
Cumulative Year Plus Project PM 11:39 am 12/28/2023 Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 380 100 30 190 30 40 160 70 10 100 30 Future Volume (veh/h) 80 380 100 30 190 30 40 160 70 10 100 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.95 1.00 0.97 0.97 0.95 0.98 0.92 Parking Bus, Adj 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 1.00 1.00 0.88 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1710 1683 1710 1710 1697 1710 1710 1683 1683 1710 1683 1710 Adj Flow Rate, veh/h 88 418 88 33 209 20 44 176 44 11 110 8 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 0 0 1 0 0 2 2 0 2 0
Cap, veh/h 122 391 78 94 439 39 111 343 78 76 445 30
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.35 0.35 0.35 0.11 0.11 0.11 Sat Flow, veh/h 149 997 199 81 1118 99 134 991 225 46 1284 88 Grp Volume(v), veh/h 594 0 0 262 0 0 264 0 0 129 0 0
Grp Sat Flow(s),veh/h/ln 1346 0 0 1299 0 0 1350 0 0 1419 0 0 Q Serve(g_s), s 16.9 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 25.5 0.0 0.0 8.6 0.0 0.0 9.8 0.0 0.0 5.3 0.0 0.0 Prop In Lane 0.15 0.15 0.13 0.08 0.17 0.17 0.09 0.06
Lane Grp Cap(c), veh/h 592 0 0 572 0 0 532 0 0 551 0 0
V/C Ratio(X) 1.00 0.00 0.00 0.46 0.00 0.00 0.50 0.00 0.00 0.23 0.00 0.00 Avail Cap(c_a), veh/h 592 0 0 572 0 0 532 0 0 551 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.78 0.00 0.00 Uniform Delay (d), s/veh 20.9 0.0 0.0 14.6 0.0 0.0 17.1 0.0 0.0 21.2 0.0 0.0 Incr Delay (d2), s/veh 38.0 0.0 0.0 0.2 0.0 0.0 3.3 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.0 0.0 0.0 2.7 0.0 0.0 3.4 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.9 0.0 0.0 14.8 0.0 0.0 20.4 0.0 0.0 21.9 0.0 0.0 LnGrp LOS F A A B A A C A A C A A
Approach Vol, veh/h 594 262 264 129
Approach Delay, s/veh 58.9 14.8 20.4 21.9
Approach LOS E B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.0 34.0 31.0 34.0
Change Period (Y+Rc), s 8.5 8.5 8.5 8.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 11.8 10.6 7.3 27.5
Green Ext Time (p_c), s 0.8 1.0 0.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
HCM 6th AWSC
5: S Claremont St & E 5th Ave Cumulative Year Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Intersection Delay, s/veh24.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 350 30 30 290 20 20 90 40 30 100 30 Future Vol, veh/h 50 350 30 30 290 20 20 90 40 30 100 30 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 1 7 0 1 4 0 0 3 0 0 0
Mvmt Flow 59 412 35 35 341 24 24 106 47 35 118 35
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 33.3 21.9 13.8 14.2

HCM LOS D C B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 13% 12% 9% 19%
Vol Thru, % 60% 81% 85% 62%
Vol Right, % 27% 7% 6% 19%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 150 430 340 160
LT Vol 20 50 30 30
Through Vol 90 350 290 100
RT Vol 40 30 20 30
Lane Flow Rate 176 506 400 188
Geometry Grp 1 1 1 1
Degree of Util (X) 0.345 0.843 0.688 0.368
Departure Headway (Hd) 7.033 5.998 6.189 7.044
Convergence, Y/N Yes Yes Yes Yes
Cap 508 602 580 508
Service Time 5.12 4.062 4.259 5.132
HCM Lane V/C Ratio 0.346 0.841 0.69 0.37
HCM Control Delay 13.8 33.3 21.9 14.2
HCM Lane LOS B D C B
HCM 95th-tile Q 1.5 9.1 5.3 1.7
HCM 6th TWSC
15: S Railroad Ave & E 4th Ave Cumulative Year Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 900 10 10 160 0 0 0 0 0 0 70
Future Vol, veh/h 0 900 10 10 160 0 0 0 0 0 0 70
Conflicting Peds, #/hr 70 0 2 2 0 70 10 0 2 2 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081298944 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 2 0 0 1 0 0 0 0 0 0 0
Mvmt Flow 0 1023 11 11 182 0 0 0 0 0 0 80
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 1036 0 0 718 1240 192
Stage 1 - - - - - - 204 204 -
Stage 2 - - - - - - 514 1036 -
Critical Hdwy - - - 4.1 - - 6.6 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.8 5.5 -
Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 679 - 0 383 177 855
Stage 1 0 - - - - 0 835 737 -
Stage 2 0 - - - - 0 571 311 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 679 - - 376 0 847
Mov Cap-2 Maneuver - - - - - - 376 0 -
Stage 1 - - - - - - 835 0 -
Stage 2 - - - - - - 561 0 -
Approach EB WB SB
HCM Control Delay, s 0 0.6 9.7

HCM LOS A
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 679 - 847
HCM Lane V/C Ratio - - 0.017 - 0.094
HCM Control Delay (s) - - 10.4 - 9.7
HCM Lane LOS - - B - A
HCM 95th %tile Q(veh) - - 0.1 - 0.3
HCM 6th TWSC
18: S Railroad Ave & E 5th Ave Cumulative Year Plus Project PM 445 S B St TIA Synchro 11 Report
12/28/2023 Fehr & Peers
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 450 10 30 240 0 0 0 0 50 10 80
Future Vol, veh/h 0 450 10 30 240 0 0 0 0 50 10 80
Conflicting Peds, #/hr 30 0 4 4 0 30 4 0 3 3 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 1081278464 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 2 0 6 1 0 0 0 0 0 0 0
Mvmt Flow 0 529 12 35 282 0 0 0 0 59 12 94
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 0 545 0 0 890 897 286
Stage 1 - - - - - - 352 352 -
Stage 2 - - - - - - 538 545 -
Critical Hdwy - - - 4.16 - - 6.4 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 5.4 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.4 5.5 -
Follow-up Hdwy - - - 2.254 - - 3.5 4 3.3
Pot Cap-1 Maneuver 0 - - 1004 - 0 316 281 758
Stage 1 0 - - - - 0 716 635 -
Stage 2 0 - - - - 0 589 522 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 1004 - - 303 0 755
Mov Cap-2 Maneuver - - - - - - 303 0 -
Stage 1 - - - - - - 716 0 -
Stage 2 - - - - - - 565 0 -
Approach EB WB SB
HCM Control Delay, s 0 1 16.4

HCM LOS C
Minor Lane/Major Mvmt EBT EBR WBL WBT SBLn1
Capacity (veh/h) - - 1004 - 480
HCM Lane V/C Ratio - - 0.035 - 0.343
HCM Control Delay (s) - - 8.7 0 16.4
HCM Lane LOS - - A A C
HCM 95th %tile Q(veh) - - 0.1 - 1.5
Appendix C: Site Plan Review
Supporting Materials
ADDRESS OF PROJECT:

COMMERCIAL: 401-445 S B STREET
SAN MATEO, CA 94401
RESIDENTIAL 307 E 4TH AVENUE
SAN MATEO, CA 94401
ASSESSOR'S PARCEL NUMBER: 034-179-010, 034-179-020, 034-179-030, 034-179-040, 034-179-050, 034-179-060 EXISTING ZONING DISTRICT: CENTRAL BUSINESS DISTRICT (CBD/R) 2009 DOWNTOWN PLAN AREA: DOWNTOWN RETAIL CORE
LOT SIZE (SQ. FT.): +/- 50,600 SQ. FT.

FLOOR AREA RATIO (FAR): 3.0
ALLOWABLE BUILDING AREA: 151,800 SQ. FT. (3.0 FAR)
FRONT SETBACK: NONE
SIDE SETBACK: NONE
REAR SETBACK: NONE
EXISTING GROSS BUILDING AREA: BUILDING 1 (302 E. 4TH AVE): 5,500 SF BUILDING 2 (407-411 S B ST): 4,152 SF
BUILDING 3 (415-445 S B ST): 36,049 SF
TOTAL: 45,701 SF
PARKING ZONE: CPID LIMITED PARKING ZONE (LPZ)
REQUIRED (SMMC 27.64.100)
RETAIL (1.9/1,000): 23 STALLS
OFFICE (2.6/1,000): 374 STALLS
RESIDENTIAL (0.5/UNIT): 30 STALLS
NOTE: AB2097 RELIEVES PROJECT OF PARKING REQUIREMENTS

PROVIDED

COMMERCIAL RESIDENTIAL
STANDARD: 33 11
COMPACT: 32 0
STACKER: 28 22
ACCESSIBLE (CBC 11B): 4 STD / 1 VAN 1 STD / 1 VAN
ACCESSIBLE EV: 1 STD / 1 VAN 1 VAN
TOTAL: 100 36
EVCS/EV CAPABLE: 25/27 6/31
NOTE: EV STALLS ARE NOT DISTINGUISHED IN TOTAL

BIKE PARKING

COMMERCIAL
SHORT TERM REQ'D - OFFICE (1/20,000 SF): 8
SHORT TERM REQ'D - RETAIL (1/2,000 SF): 7
LONG TERM REQ'D - OFFICE (1/10,000 SF): 15
LONG TERM REQ'D - RETAIL (1/12,000 SF): 1
PROVIDED SHORT TERM: 16
PROVIDED LONG TERM: 56

RESIDENTIAL
SHORT TERM REQ'D - S & 1 BR (0.05/UNIT): 2
2 BR & 3 BR(0.1/UNIT): 6
LONG TERM REQ'D - S & 1 BR (1/UNIT): 27
2 BR (1.25/UNIT: 28
3 BR (1.5/UNIT): 28
PROVIDED SHORT TERM: 8
PROVIDED LONG TERM: 84

PROJECT SITE
PROPOSED BUILDING AREA PER SMMC 27.04.200:

COMMERCIAL: 1ST FLOOR 30,167 RESIDENTIAL: 1ST FLOOR 15,532 2ND FLOOR 29,067 2ND FLOOR 11,036
3RD FLOOR 29,067 3RD FLOOR 11,079
4TH FLOOR 29,067 4TH FLOOR 11,079
5TH FLOOR 27,552 5TH FLOOR 11,079
6TH FLOOR 17,950 6TH FLOOR 11,079
TOTAL 162,870 SF 7TH FLOOR 11,079
TOTAL 81,963
TOTAL: 244,833 SF (4.84 FAR, INCREASED BY

CA STATE DENSITY LAWS)
2 RMW
Architecture
Interiors
30 E Santa Clara St.

Suite 200
San Jose
California 95113
Office
408 294-8000
Fax
408 294-1747
rmw.com
SHEET NUMBER:

STAMP:
plot date :

REVISIONS :

NOT FOR

CONSTRUCTION
ISSUE:

ISSUE DATE:

SCALE:

PROJECT NUMBER:

CHECKED BY:

DRAWN BY:

SHEET NAME:

CLIENT:

PROJECT NAME & ADDRESS:
1/29/2024 3:34:57 PM
12" = 1'-0"
A0.1

COVER SHEET

PLANNING APPLICATION RESUBMITTAL
#2
01/29/2024
2202017.3
Checker
Author
445 S B STREET
SAN MATEO, CA, 94401

BESPOKE

GENERAL INFORMATION PARKING CALCULATIONS PROPOSED BUILDING AREA

VICINITY MAP

R ISSUED FOR REFERENCE ONLY

X ISSUED AS PART OF THIS SET
ISSUE LOG KEY:

SHEET # SHEET NAME
PLANNING APPLICATIONPLANNING RESUBMITTALPLANNING RESUBMITTAL#2ISSUE #4ISSUE #5

REMARKS

ARCHITECTURAL
A0.1 COVER SHEET X X X
A0.2 PROJECT INFORMATION X X X
A0.3 BASEMENT AND FIRST FLOOR CODE PLANS X X X
A0.4 SECOND AND THIRD FLOOR CODE PLANS X X X
A0.5 FOURTH AND FIFTH FLOOR CODE PLANS X X X
A0.6 SIXTH FLOOR CODE PLAN X X
A0.7 RENDERINGS X X X
A0.8 RENDERINGS X X X
A0.9 RENDERINGS X X X
A0.10 RENDERINGS X X X
A0.11 RENDERINGS X X X
A0.12 NEIGHBORHOOD CONTEXT X X X
A0.13 SHADOW STUDIES X X X
A0.14 SHADOW STUDIES X X X
A0.15 SHADOW STUDIES X X X
A0.16 FLOOR AREA PLANS X X
A0.17 FLOOR AREA PLANS X X
A0.18 FLOOR AREA PLANS X X
A0.19 FLOOR AREA PLANS X X
A0.20 BUILDING MASSING DIAGRAMS X X
A0.21 BUILDING MASSING DIAGRAMS X X
A0.22 ALLOWABLE OPENINGS X
A1.0 EXISTING SITE PLAN X X X
A1.1 PROPOSED SITE PLAN X X X
A2.0 BASEMENT PLAN X X X
A2.1 FIRST FLOOR PLAN X X X
A2.2 SECOND FLOOR PLAN X X X
A2.3 THIRD FLOOR PLAN X X X
A2.4 FOURTH FLOOR PLAN X X X
A2.5 FIFTH FLOOR PLAN X X X
A2.6 SIXTH FLOOR PLAN X X
A2.7 ROOF PLAN X X X
A3.0 EXTERIOR ELEVATIONS X X X
A3.1 EXTERIOR ELEVATIONS X X X
A3.2 STOREFRONT OPTIONS AND SECTIONS X X
A3.3 MATERIAL BOARD, ENLARGED PLANS, ELEVATIONS X X X
A4.0 BUILDING SECTIONS X X X
A5.0 ACCESSIBILITY DETAILS X X X
A5.1 ACCESSIBILITY DETAILS X X X
SURVEY
. TOPOGRAPHIC SURVEY X X X
CIVIL
C1.00 EXISTING CONDITIONS X X X
C2.00 CONCEPT GRADING AND DRAINAGE X X X
C2.10 CONCEPT STREET IMPROVEMENT SITE PLAN X X X
C3.00 CONCEPT DEMO UTILITIES X X X
C3.01 CONCEPT UTILITIES X X X
C4.00 CONCEPT STORMWATER MANAGEMENT PLAN - ON-SITE X X X C4.01 CONCEPT STORMWATER MANAGEMENT PLAN - OFF-SITE X X X PLANNING APPLICATION SUBMISSION FOR:

BESPOKE
401-445 S B STREET
SAN MATEO, CA 94401

SHEET INDEX
4TH & RAILROAD
307 E 4TH AVENUE
SAN MATEO, CA 94401
PLANNING APPLICATION SUBMISSION FOR:

R ISSUED FOR REFERENCE ONLY

X ISSUED AS PART OF THIS SET
ISSUE LOG KEY:

SHEET # SHEET NAME
PLANNING APPLICATIONPLANNING RESUBMITTALPLANNING RESUBMITTAL#2ISSUE #4ISSUE #5

REMARKS
C5.00 CONCEPT STORM DRAIN CAPACITY STUDY X X X
C6.00 CONCEPT TURINING ANALYSIS STUDY X X X

LANDSCAPE
L0.0 OPEN SPACE DIAGRAMS X X X
L0.1 ARBORIST REPORT X X
L0.2 ARBORIST REPORT X X
L0.3 ARBORIST REPORT X X
L0.4 TREE PLANTING FORM X X
L0.5 TREE DISPOSITION PLAN X
L1.0 LANDSCAPE PLAN, GROUND LEVEL X X X
L1.1 LANDSCAPE PLAN, 6TH LEVEL X X X
L2.0 IRRIGATION PLAN, GROUND LEVEL X X X
L2.1 IRRIGATION PLAN, 6TH LEVEL X X X
L2.2 IRRIGATION NOTES AND LEGEND X X X
TRASH
T0.0 COMMERCIAL TRASH ROUTE/STAGING PLAN X
T0.1 COMMERCIAL TRASH ROOM PLAN X

RESIDENTIAL ARCHITECTURAL
AR0.01 PROJECT INFORMATION X X X
AR0.31 EGRESS DIAGRAM FLOOR 1 X X
AR0.32 EGRESS DIAGRAM FLOOR 2 X X
AR0.33 EGRESS DIAGRAM FLOOR 3-7 X X
AR0.34 EGRESS DIAGRAM ROOF X X
AR0.41 ALLOWABLE AREA & OPENINGS X X
AR0.42 ALLOWABLE AREA & OPENINGS X X
AR0.43 ALLOWABLE AREA & OPENINGS X X
AR1.00 SITE PLAN X X X
AR2.01 FLOOR 1 PLAN X X X
AR2.02 FLOOR 2 PLAN X X X
AR2.03 FLOORS 3-7 PLAN X X X
AR2.04 ROOF PLAN X X X
AR3.01 BUILDING MATERIAL ELEVATIONS X X X
AR3.02 PERSPECTIVE VIEW RENDERINGS X X X
AR3.03 MATERIAL BOARD X X X
AR3.05 UNIT NATURAL LIGHT CONDITIONS X X
AR3.06 UNIT NATURAL LIGHT CONDITIONS X
AR3.10 BUILDING ELEVATIONS X X
AR3.20 BUILDING SECTIONS X X X
AR3.21 STREET WALL SECTION EXHIBITS X X X
AR10.40 WINDOW & STOREFRONT TYPES X X
AR10.41 WINDOW DETAI LS X X

RESIDENTIAL LANDSCAPE
LR1.0 LANDSCAPE PLAN LEVEL 2 AMENITY TERRACE X X X
LR1.1 LANDSCAPE RENDERINGS AMENITY TERRACE X X X
LR2.0 IRRIGATION PLAN LEVEL 2 AMENITY TERRACE X X
LR2.1 IRRIGATION NOTES AND LEGEND X X

RESIDENTIAL TRASH
TR0.0 RESIDENTIAL TRASH ROUTE/STAGING PLAN X
TR0.1 RESIDENTIAL TRASH ROOM PLAN X
TR1.1 SECTIONS AT RESIDENTIAL TRASH ROOM X
TR2.0 CHUTE DETAILS X
SHEET TOTAL: 93
1 1
1 1
1 1
1 1
02/01/2023
02/01/2023
09/22/2023
09/22/2023
1 1
# DESCRIPTION DATE
PLANNING APPLICATION 02/01/2023
1 PLANNING APPLICATION RESUBMITTAL 10/10/2023
2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024
2 2
2 2
2 2
01/29/2024
01/29/2024
2 2
2 2
36 Bikes
12 Bikes 16 Bikes
24 Bikes
DN
DN
UP
FEC
UP
FEC
4TH AVENUE5TH AVENUE

S B STREET

S RAILROAD AVE
1 PROPOSED BUILDING FOOTPRINT
30,834 SF

PROPOSED RESIDENTAIL BUILDING

SEE AR SERIES
2 3
4 4
4 4
5 5
40' - 2"
15' - 6"
38' - 2 5/8"
34' - 2 1/4"
9' - 8 1/8"
11' - 6 7/8"
51% OF FRONTAGE
115' - 5 3/8"
15% OF FRONTAGE
33' - 0"
34% OF FRONTAGE
78' - 0"
100%
OF FR
ONTA
GE
109' - 9"
FFE 101.00
FFE 99.96
FFE 100.82 FFE 100.63 FFE 100.44 FFE 100.34
FFE 98.37
FFE 97.33
FFE 97.12FFE 97.23FFE 97.39
+/- 100.80
+/- 99.72
+/- 99.75
+/- 96.38
10' - 0"
5' - 0"
1 2
6 29' - 3"
7 12' - 11 3/4"
18' - 8 1/4"
RMW
Architecture
Interiors
30 E Santa Clara St.

Suite 200
San Jose
California 95113
Office
408 294-8000
Fax
408 294-1747
rmw.com
SHEET NUMBER:

STAMP:
plot date :

REVISIONS :

NOT FOR

CONSTRUCTION
ISSUE:

ISSUE DATE:

SCALE:

PROJECT NUMBER:

CHECKED BY:

DRAWN BY:

SHEET NAME:

CLIENT:

PROJECT NAME & ADDRESS:
1/29/2024 3:38:29 PM
3/32" = 1'-0"
A1.1

PROPOSED SITE PLAN

PLANNING APPLICATION RESUBMITTAL
#2
01/29/2024
2202017.3
Checker
Author
445 S B STREET
SAN MATEO, CA, 94401

BESPOKE
3/32" = 1'-0" 1

SITE PLAN

KEYNOTES
# KEYNOTE DESCRIPTION
1 PROPOSED BUILDING
2 PROPOSED RESIDENTIAL BUILDING, SEE AR SERIES
3 PROPOSED OUTDOOR PLAZA
4 PROPOSED PLANTING AREAS. REFER TO LANDSCAPE AND CIVIL DRAWINGS 5 PROPOSED IMPROVEMENTS TO PUBLIC R.O.W. REFER TO CIVIL DRAWINGS 6 PROPOSE CITY OF SAN MATEO ACCESS EASEMENT
7 PROPOSED PUBLIC ART LOCATION
# DESCRIPTION DATE
PLANNING APPLICATION 02/01/2023
1 PLANNING APPLICATION RESUBMITTAL 10/10/2023
2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024
2 36 Bikes
12 Bikes 16 Bikes
24 Bikes
DN
S. RAILROAD AVENUE
E. 4TH AVENUE

LEASING OFFICE

YOUTH ROOM
MENS
WOMENS

PREP KITCHEN
STAIR 2
E. 5TH AVENUE
S. B STREET

COMMERCIAL OFFICE BUILDING
(NIC)
LOBBY

SELF HELP

STORAGE

SELF HELP /

HICAP OFFICE

BIKE ROOM

DINING ROOM

GARAGE ENTRY

JANITOR CLOSET

BREAK ROOM
ELEV

ELEV MECH

RESIDENT

SERVICES

MAINTENANCE
TRASH

TERMINATION
STAIR 1

ELECTRICAL

UTILITY ROOM
MIDPOINT OF R.O.W.
23' - 0"

SIDEWALK
12' - 0"
PUBLIC R.O.W.
70' - 0"
MID
P
OIN
T
OF R.O.W.
6' - 6"
SID
E
WALK
5' - 6"
P
U
BLIC
R.O.W.
20' - 0"
150' - 0"
110' - 0"

RESTROOM
SEE LANDSCAPE DRAWINGS (L1.0) FOR

LOCATIONS AND DIMENSIONS OF STREET

IMPROVEMENTS INCLUDING STREET TREES,
PLANTERS, SITE FURNISHINGS, AND BIKE RACKS.

SEE CIVIL DRAWINGS (C2.10 & C3.01) FOR LOCATIONS

AND DIMENSIONS OF STREET IMPROVEMENTS &

UTILITIES INCLUDING SIDEWALKS, CURBS, METERS,
POLES, PARKING & LOADING SPACES, AND EASEMENTS.
2 2

EXTENT OF PROJECTED OVERHANG AT ROOF CORNICE
1' - 0"
1' - 0"
2 +0'-0"
+0'-8 3/4"
-0'-3 3/8"
-0'-6 1/2"
PROJECT DATUM = CIVIL 97.97'
2 55' - 0"
MAIL
1/27/2022 11:45:41 AM
Project Status
Issue Date
2126
NS
SHEET NUMBER:

STAMP:
plot date :

REVISIONS :

ISSUE:

ISSUE DATE:

SCALE:

PROJECT NUMBER:

CHECKED BY:

DRAWN BY:

SHEET NAME:

CLIENT:

PROJECT NAME & ADDRESS:
# DESCRIPTION DATE
PLANNING APPLICATION 02/01/2023
TRUE
0' 32' 16' 32'
SCALE:
950 Howard Street
San Francisco, CA
94103
P. (415) 677-0966
SHEET SIZE:

ALL DRAWINGS AND WRITTEN MATERIAL

APPEARING HEREIN CONSTITUTE ORIGINAL,

AND UNPUBLISHED WORK OF THE

ARCHITECT AND MAY NOT BE DUPLICATED,

USED OR DISCLOSED WITHOUT THE
WRITTEN CONSENT OF THE ARCHITECT.
30 x 42
STAMP
1 PLANNING APPLICATION RESUBMITTAL 10/10/2023

PROJECT NORTH
2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024
1/16" = 1'-0"
1/26/2024 12:38:47 P
M
AR1.00
E 4TH AVE. & S RAILROAD AVE

SAN MATEO, CA

SITE PLAN

BESPOKE
1/16" = 1'-0"
SITE PLAN - FLOOR 1 PLAN 1
UP
DN
36 Bikes
UP
UP
12 Bikes 16 Bikes
24 Bikes
AR3.10
2 AR3.10
1 RAMP DN
417 SF

LEASING OFFICE
369 SF

YOUTH ROOM
234 SF
MENS
246 SF
WOMENS
539 SF

ELECTRICAL
3 AR3.20
____________
370 SF

PREP KITCHEN
STAIR 2
1 AR3.20
____________
2 AR3.20
____________
AR3.01
2 AR3.01
1 1
AR3.21
____________
2 AR3.21
____________
789 SF

BIKE ROOM
689 SF

SELF HELP STORAGE
1,999 SF

SELF HELP / HICAP OFFICE
766 SF
LOBBY
2,165 SF

DINING ROOM
ELEV
7' - 6 3/4"
315 SF

BREAK ROOM
144 SF

JANITOR CLOSET
93 SF

ELEV MECH
312 SF

RESIDENT SERVICES
323 SF

UTILITY ROOM

CORRIDOR
203 SF

SECURE STORAGE
6' - 0" 15' - 1 3/4" 5' - 0" 15' - 8" 5' - 0" 15' - 8" 5' - 0" 15' - 8" 5' - 0" 15' - 8" 5' - 0" 1' - 2 1/4" 6' - 0" 15' - 1 3/4" 5' - 0" 15' - 8" 5' - 0" 15' - 8" 5' - 0" 15' - 8" 20' - 8" 5' - 0" 15' - 8" 5' - 5 1/4" 16' - 7" 2' - 3" 576 SF

TRASH TERMINATION
STAIR 1
1' - 3"
361 SF

MAINTENANCE

GARAGE ENTRY
FIX-IT

10.0% 20.0%
5' - 6"

1.05 1.10

1.12 1.11

1.13 1.14

1.23 1.15

1.16 1.24

1.22 1.17

1.34 1.33

1.32 1.06

1.07 1.19

1.03 1.37

1.36 1.35

1.01 1.02

1.40 1.39

1.38 1.04
5' - 8"
5' - 5"
5' - 0"
76 SF

CLASSROOM STORAGE
69 SF

RESTROOM
3CY3CY3CY
8' - 3"

COMMERCIAL OFFICE BUILDING

COMMERCIAL OFFICE BUILDING
PLs
PLw

GARAGE RAMP
1' - 3"
6"
108' - 4"
108' - 4" 39' - 11"
148' - 3"
6"
S. RAILROAD AVENUE
E. 4TH AVENUE
8' - 9"
S3
S3 S1 S1
S3
S1
S2
S1
IS1 IS1 IS1
2 DISTANCE TO MAIN
BUILDING ENTRANCE = 90'-0"
MAIL
2 5' - 0"
5' - 1"
2 244"
174"
3' - 8"

4.9%
15' - 8"

1.08 5' - 8"
PLe
PLn
4 AR3.20
____________

4.9%
1/27/2022 11:45:41 AM
Project Status
Issue Date
2126
NS
SHEET NUMBER:

STAMP:
plot date :

REVISIONS :

ISSUE:

ISSUE DATE:

SCALE:

PROJECT NUMBER:

CHECKED BY:

DRAWN BY:

SHEET NAME:

CLIENT:

PROJECT NAME & ADDRESS:
# DESCRIPTION DATE
PLANNING APPLICATION 02/01/2023
TRUE
SCALE:
950 Howard Street
San Francisco, CA
94103
P. (415) 677-0966
SHEET SIZE:

ALL DRAWINGS AND WRITTEN MATERIAL

APPEARING HEREIN CONSTITUTE ORIGINAL,

AND UNPUBLISHED WORK OF THE

ARCHITECT AND MAY NOT BE DUPLICATED,

USED OR DISCLOSED WITHOUT THE
WRITTEN CONSENT OF THE ARCHITECT.
30 x 42
STAMP
1 PLANNING APPLICATION RESUBMITTAL 10/10/2023

PROJECT NORTH
2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024
3/16" = 1'-0"
1/26/2024 12:38:49 PM
AR2.01
E 4TH AVE. & S RAILROAD AVE

SAN MATEO, CA
FLOOR 1

BESPOKE
3/16" = 1'-0"
PLANNING - BUILDING PLAN - FLOOR 1 1
EAST 4TH AVENUE

SOUTH B STREET
RAILROAD AVENUE EAST 5TH AVENUE WEST SIDE OF S. B STREET PART OF DRAEGER'S PROJECT SHOWN FOR REFERENCE ONLY 18.00 12.00 16.00 22.00 135.00 22.00 25FT SIGHT TRIANGLE 25FT SIGHT TRIANGLE 25FT SIGHT TRIANGLE 55.00 5.50 (P) DRIVEWAY 1.80 3.00 4 4 4 4 4 4 4 4 6 88 6 6 6 6 66 START END END START END START START START END 6 END 9 END 9 START 1 10FT SIGHT TRIANGLE SEE NOTE 7 10 10 10 10 10 101010 10 1010 10 10 10 10 10 1111 3 3 3 3 3 R10.00R20.00 R10.00 R20.00 R20.00 R10.00 R20.00 R10.00 R20.00 R25.00 R12.00R12.00 13 1313 13 13 13 13 13 13 13 11 25.00 1 20.00 NO PARKING ZONE PER MUTCD 25.00 25.00 30.00 1 1 1 NO PARKING ZONE PER MUTCD 1 22.00 22.00 8.00 70.00 60.00 70.00 20.00 165.00 25FT SIGHT TRIANGLE 4 11.00 7.50 4.50 5.80 STREET LIGHT 14 STREET LIGHT STREET LIGHT 14 STREET LIGHT STREET LIGHT STREET LIGHT 3 STREET LIGHT 14 STREET LIGHT 14 TYP 14 TRAFFIC SIGNAL STREET LIGHT TYPTYP TYP 14 TRAFFIC SIGNAL TYP 25.00 20.00 TYP PARKING METER 16 16 16 16 PARKING METER 16 12 BENCH TYP STREET LIGHT PARKING METER PARKING METER PARKING METER16 PARKING METER PARKING METER 16 PARKING METER 16 16 PARKING METER 10.30 1 7.00 11.00 10.00 11.00 7.00 8.25 13.00 5.50 8.25 56.05 2.7515 17.30 16.40 21.75 14.25 8.00 16.00 16.00 6.00 10.00 5.70 10.00 10.30 24.00 15 86.95 22.00 17 3.00 6 END 6 START 12.70 B R8.00R11.00 BA A (P) BACK OF CURB (P) FACE OF CURB (P) TREE (P) DETECTABLE WARNING SURFACE (P) CURB RAMP (E) ADJACENT PROPERTY LINE (E) PROPERTY LINE (P) EDGE OF SIDEWALK EXISTING TREE TO BE REMOVED 25FT X 8FT PROPOSED LOADING ZONE EXISTING STRUCTURE TO BE REMOVED HIGH VISIBILITY CROSS WALK PER CITY OF SAN MATEO PEDESTRIAN MASTER PLAN AND MUTCD STANDARDS EXISTING STRUCTURE TO REMAIN PROPOSED CITY OF SAN MATEO ACCESS EASEMENT RELOCATE (E) PARKING METER TIME-LIMITED STALL 1011121314151617 TREATMENT PLANTER RAILROAD AVENUE R5.00 R3.00 R11.00 R2.00 R5.00 R11.00 R3.00 R2.00 8.25 13.20 5.50 8.30 ACCESS EASEMENT 2.75 8.00 5.75 8.00 8.00 8.00 PROPERTY LINE (TYP) RESIDENTIAL LOOSE BIN RESIDENTIAL COMPACTED BIN COMMERCIAL COMPACTED BIN COMMERCIAL COMPACTED BIN COMMERCIAL COMPACTED BIN PARKING COURTESY STRIP PROPOSED PUBLIC PARKING SPACE NOT USED RELOCATE EXISTING STRUCTURE CURB OPENING RAMP AND HANDRAILS 6-INCH CURB 7-INCH CURB 4-INCH CURB 6-INCH AC DIKE TO BE REMOVED AND REPLACED 123456789 1.5% 11.7% 3.00' SIDEWALK 2.50' DRIVEWAY LIP AT BOTTOM OF DRIVEWAY RAMP 12" ABOVE GUTTER GRADE (P) BUILDING 5.50' GUTTER PL (P) LANDSCAPE (P) PAVEMENT MARKING (P) PERMEABLE PAVEMENT MILL & OVERLAY CURB OPENING 3.00 1.00 0.50 5.50 PL RELOCATED STREET LIGHT 6" CURB PER PLANS 1.00 (P) BUILDING 0 10' 20' 40' NORTH NOTES 1. PROPOSED GRADES SHOWN ARE CONCEPTUAL. FINAL GRADES TO BE DEVELOPED DURING THE DESIGN PHASE. 2. FUTURE GRADING WILL CONFORM TO EXISTING CONDITIONS AT THE PROJECT PERIMETER. 3. ALL GRADING SHALL COMPLY WITH APPLICABLE PERMITS, LOCAL ORDINANCES AND RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. 4. PROPOSED PARKING COUNT REDUCED DUE TO THE SWITCH FROM DIAGONAL PARKING TO PARALLEL PARKING ON S. B STREET. 5. NO TREE PROTECTION PLAN IS REQUIRED AS ALL TREES ARE SLATED TO BE REMOVED AS A RESULT OF IMPACT FROM PARKING GARAGE, FOUNDATION EXCAVATION, AND RIGHT OF WAY IMPROVEMENTS. EXISTING TREE EVALUATION SCHEDULED WITH LANDSCAPE UNIT VALUE CAN BE FOUND IN ARBORIST REPORT. 6. STRIPING AND BIKE LANE PLANS PER CITY OF SAN MATEO 4TH AVE & 5TH AVE SECTION 130 IMPROVEMENTS PROJECTS. 7. GARAGE EXIT TO UTILIZE ALARM SYSTEM TO ALERT PEDESTRIANS OF CAR DEPARTURE. C2.10 CONCEPT STREET IMPROVEMENT SITE PLAN 1" = 20' PCRA 21-034.2 P:\2021\21-034.2_DTSM_Talbots\03_Design\01_CAD\01_Pre-App\C2.10 CONCEPT STREET IMPROVEMENT SITE PLAN.dwg ,C2.10,Piper Crawford,1/25/2024 10:48:40 AM,ARCH full bleed E1 (30.00 x 42.00 Inches) ,1:1 RMW Architecture Interiors 30 E Santa Clara St. Suite 200 San Jose California 95113 Office 408 294-8000 Fax 408 294-1747 rmw.com SHEET NUMBER: STAMP:
plot date : REVISIONS :NOT FOR CONSTRUCTION ISSUE: ISSUE DATE: SCALE: PROJECT NUMBER: CHECKED BY: DRAWN BY: SHEET NAME: CLIENT: PROJECT NAME & ADDRESS:1/6/2022 2:25:27 PM 445 S B STREET SAN MATEO, CA, 94401 www.sherwoodengineers.com 2548 Mission Street San Francisco, CA 94110 BESPOKE # DESCRIPTION DATE PLANNING APPLICATION 02/01/2023 1 PLANNING APPLICATION RESUBMITTAL 10/10/2023 2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024 PLANNING APPLICATION RESUBMITTAL#2 01/29/2024 KEYNOTES LEGEND PARKING COUNT EXISTING PROPOSED NET COUNT * PARKING SPOTS 23 16 -7 LOADING ZONE 0 1 1 TIME-LIMITED STALL 0 1 1 * SEE NOTE 4 C2.10 1 1 TRASH STAGING PLAN 1" = 10' 1 B DRIVEWAY SECTION CUT 2 2 2 2 2 2 A STREET LIGHT SECTION AT RAILROAD AVE 2 EAST 4TH AVENUE

SOUTH B STREET
RAILROAD AVENUE EAST 5TH AVENUE EAST 4TH AVENUE

SOUTH B STREET
RAILROAD AVENUE EAST 5TH AVENUE North 0 10' 20' 40' C6.00 CONCEPT TURNING ANALYSIS STUDY1" = 20' PCRA 21-034.2 P:\2021\21-034.2_DTSM_Talbots\03_Design\01_CAD\01_Pre-App\C6.00 CONCEPT TURNING ANALYSIS STUDY.dwg ,C6.00,Piper Crawford,1/25/2024 10:53:11 AM,ARCH full bleed E1 (30.00 x 42.00 Inches) ,1:1 RMW Architecture Interiors 30 E Santa Clara St. Suite 200 San Jose California 95113 Office 408 294-8000 Fax 408 294-1747 rmw.com SHEET NUMBER: STAMP:
plot date : REVISIONS :NOT FOR CONSTRUCTION ISSUE: ISSUE DATE: SCALE: PROJECT NUMBER: CHECKED BY: DRAWN BY: SHEET NAME: CLIENT: PROJECT NAME & ADDRESS:1/6/2022 2:25:27 PM 445 S B STREET SAN MATEO, CA, 94401 www.sherwoodengineers.com 2548 Mission Street San Francisco, CA 94110 BESPOKE # DESCRIPTION DATE PLANNING APPLICATION 02/01/2023 1 PLANNING APPLICATION RESUBMITTAL 10/10/2023 2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024 PLANNING APPLICATION RESUBMITTAL#2 01/29/2024 PASSENGER CAR TURNING ANALYSIS ALONG RAILROAD AVE SCALE: 1"=20' GARBAGE TRUCK TURNING ANALYSIS ALONG RAILROAD AVENUE SCALE: 1"=20' NOTES 1. GARBAGE TRUCK TO BE REPRESENTATIVE OF CITY OF SAN MATEO RECOLOGY GARBAGE TRUCK. 1 PASSENGER CAR VEHICLE PROFILE SCALE: 1" = 10' 1 GARBAGE TRUCK VEHICLE PROFILE SCALE: 1" = 10' 1 DN
DN
UP
FEC
UP
FEC
J
I
H
G
F
K
E
D
C
B
A
1 2 3 4 5 6 7 8 10 11 12 13
RR
9 J.5

12.8 E.8
E.9
107

ELECTRICAL ROOM
107A

TRANSFORMER ROOM
107B

TRANSFORMER ROOM
112

BIKE STORAGE
110

STORAGE
117

SERVICE CORRIDOR
113

STORAGE
111

ELEV EQMT
100A
RETAIL
101
STAIR 1
100C
RETAIL
100D
RETAIL
104

OFFICE LOBBY
100E
RETAIL 100F
RETAIL
115
OFFICE
UP
DN
36 Bikes
UP
UP
12 Bikes 16 Bikes
24 Bikes

RAMP DN
398 SF

LEASING OFFICE
369 SF

YOUTH ROOM
234 SF
MENS
246 SF
WOMENS
539 SF

ELECTRICAL
370 SF

PREP KITCHEN
STAIR 2
789 SF

BIKE ROOM
689 SF

SELF HELP STORAGE
1,999 SF

SELF HELP / HICAP OFFICE
766 SF
LOBBY
2,165 SF

DINING ROOM
ELEV
334 SF

BREAK ROOM
144 SF
JANITOR CLOSET 93 SF ELEV MECH
312 SF

RESIDENT SERVICES
323 SF

UTILITY ROOM

CORRIDOR
185 SF

SECURE STORAGE
STAIR 1
361 SF

MAINTENANCE

GARAGE ENTRY
FIX-IT

10.0% 20.4%

1.05 1.10

1.12 1.11

1.13 1.14

1.23 1.15

1.16 1.24

1.22 1.17

1.34 1.33

1.32 1.06

1.07 1.19

1.03 1.37

1.36 1.35

1.01 1.02

1.40 1.39

1.38 1.04
76 SF

CLASSROOM STORAGE
69 SF

RESTROOM

COMMERCIAL OFFICE BUILDING

COMMERCIAL OFFICE BUILDING
PLs
PLw

GARAGE RAMP
S. RAILROAD AVENUE
E. 4TH AVENUE
2 DISTANCE TO MAINBUILDING ENTRANCE = 90'-0"
MAIL
2 2

4.9%

4.9%

1.08 PLe
PLn
R W/C

OFFICE TRASH ROOM
SEE SHEET T0.1
WASTE: 4CY COMP
RECYCLE: 4CY COMP
PROJECTED COLLECTION SCHEDULE: OFFICE TRASH
SERVICE M Tu W Th F Sa Su
2 COMPOST: 2CY COMP
TOTAL 2 2 1 3 0
1 3
1 2
1 1
2 2
1 FRONT-LOAD COLLECTION VEHICLE

SHOWN LOADING CONTAINERS

FRONT-LOAD

CONTAINER
HEIL 28CY FRONT-LOAD

COLLECTION VEHICLE

TRASH ROUTE / STAGING PLAN
LEVEL 1 SCALE: NTS
GENERAL NOTES.

1. ANY DESIGNS OR SOLUTIONS SHOWN IN DRAWING, EITHER DIRECT OR IMPLIED,

ARE HEREBY CLARIFIED AS EXAMPLES AND SHALL NOT BE CONSIDERED COMPLETE DESIGNS FOR CONSTRUCTION. THESE DRAWINGS ARE INTENDED TO SUPPLEMENT THE SUBMITTAL PACKAGE FROM ARCHITECT.

2. ANY PARTIAL INFORMATION, OMISSIONS, OR INACCURATE DESCRIPTIONS OF

WORK SHOWN IN DRAWINGS, WHICH ARE NECESSARY TO PERFORM THE SCOPE OF WORK, SHALL NOT RELIEVE THE CONTRACTOR FROM COMPLETION OF WORK.

ALL WORK SHALL BE PERFORMED TO SATISFY THE MINIMUM REQUIREMENTS OF THE CURRENT APPLICABLE BUILDING CODES.

3. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF CONSTRUCTION. THE ARCHITECT SHALL BE PROMPTLY NOTIFIED OF ANY INCONSISTENCIES AND/OR DISCREPANCIES.

FRONT-LOAD

COLLECTION VEHICLE
RMW
Architecture
Interiors
30 E Santa Clara St.Suite 200San Jose
California 95113
Office
408 294-8000
Fax
408 294-1747
rmw.com
SHEET NUMBER:STAMP:
plot date :

REVISIONS :

NOT FOR

CONSTRUCTION
ISSUE:ISSUE DATE:

SCALE:

PROJECT NUMBER:

CHECKED BY:

DRAWN BY:

SHEET NAME:CLIENT:

PROJECT NAME & ADDRESS:

AMERICAN TRASH MANAGEMENT
1900 POWELL STREET, SUITE 220
EMERYVILLE, CALIFORNIA 94608P: 415.292.5400F: 415.292.5410 [email protected]
T0.0

TRASH ROUTE /

STAGING PLAN
Project Status
Issue Date
2202017.3
BM
445 S B STREET
SAN MATEO, CA, 94401

BESPOKE
# DESCRIPTION DATE
PLANNING APPLICATION 02/01/2023
SB
1 PLANNING APPLICATION RESUBMITTAL 10/10/2023
2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024

FRONT-LOAD COLLECTION VEHICLE

SHOWN LOADING CONTAINERS

FRONT-LOAD

CONTAINER
HEIL 28CY FRONT-LOAD

COLLECTION VEHICLE
DN
DN
UP
FEC
UP
FEC
J
I
H
G
F
K
E
D
C
B
A
1 2 3 4 5 6 7 8 10 11 12 13
RR
9 J.5

12.8 E.8
E.9
107

ELECTRICAL ROOM
107A

TRANSFORMER ROOM
107B

TRANSFORMER ROOM
112

BIKE STORAGE
110

STORAGE
117

SERVICE CORRIDOR
113

STORAGE
111

ELEV EQMT
100A
RETAIL
101
STAIR 1
100C
RETAIL
100D
RETAIL
104

OFFICE LOBBY
100E
RETAIL 100F
RETAIL
115
OFFICE
UP
DN
36 Bikes
UP
UP
12 Bikes 16 Bikes
24 Bikes

RAMP DN
398 SF

LEASING OFFICE
369 SF

YOUTH ROOM
234 SF
MENS
246 SF
WOMENS
539 SF

ELECTRICAL
370 SF

PREP KITCHEN
STAIR 2
789 SF

BIKE ROOM
689 SF

SELF HELP STORAGE
1,999 SF

SELF HELP / HICAP OFFICE
766 SF
LOBBY
2,165 SF

DINING ROOM
ELEV
334 SF

BREAK ROOM
144 SF
JANITOR CLOSET 93 SF ELEV MECH
312 SF

RESIDENT SERVICES
323 SF

UTILITY ROOM

CORRIDOR
185 SF

SECURE STORAGE
STAIR 1
361 SF

MAINTENANCE

GARAGE ENTRY
FIX-IT

10.0% 20.4%

1.05 1.10

1.12 1.11

1.13 1.14

1.23 1.15

1.16 1.24

1.22 1.17

1.34 1.33

1.32 1.06

1.07 1.19

1.03 1.37

1.36 1.35

1.011.02

1.40 1.39

1.38 1.04
76 SF

CLASSROOM STORAGE
69 SF

RESTROOM

COMMERCIAL OFFICE BUILDING

COMMERCIAL OFFICE BUILDING
PLs
PLw

GARAGE RAMP
S. RAILROAD AVENUE
E. 4TH AVENUE
2 DISTANCE TO MAIN
BUILDING ENTRANCE = 90'-0"
MAIL
2 2

4.9%

4.9%

1.08 PLe
PLn
R W/C

RESIDENTIAL TRASH ROOM
SEE SHEET TR0.1

FRONT-LOAD COLLECTION

VEHICLE

TRASH ROUTE / STAGING PLAN
LEVEL 1 SCALE: NTS
GENERAL NOTES.

1. ANY DESIGNS OR SOLUTIONS SHOWN IN DRAWING, EITHER DIRECT OR IMPLIED, ARE HEREBY CLARIFIED AS EXAMPLES AND SHALL NOT BE CONSIDERED COMPLETE DESIGNSFOR CONSTRUCTION. THESE DRAWINGS ARE INTENDED TO SUPPLEMENT THE SUBMITTAL PACKAGE FROM ARCHITECT.

2. ANY PARTIAL INFORMATION, OMISSIONS, OR INACCURATE DESCRIPTIONS OF WORK SHOWN

IN DRAWINGS, WHICH ARE NECESSARY TO PERFORM THE SCOPE OF WORK, SHALL NOT RELIEVE THE CONTRACTOR FROM COMPLETION OF WORK. ALL WORK SHALL BE

PERFORMED TO SATISFY THE MINIMUM REQUIREMENTS OF THE CURRENT APPLICABLE BUILDING CODES.

3. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF CONSTRUCTION. THE ARCHITECT SHALL BE PROMPTLY NOTIFIED OF ANY INCONSISTENCIES AND/OR DISCREPANCIES.

DESIGN ISSUES.

1. RELOCATE CHUTES PER PLAN. NOTE THIS IS THE BEST LAYOUT FOR CHUTES TO STACK VERTICALLY THROUGHOUT BUILDING.

2. AT UPPER LEVELS: REVISE CHUTE INTAKE VESTIBULES TO ACCOMMODATE RELOCATED CHUTES. PROVIDE 25" FROM CENTERLINE OF 30"Ø CHUTES TO FACE OF INTAKE WALL.

PROJECTED COLLECTION SCHEDULE: RESIDENTIAL TRASH AREA
WASTE - 3CY COMPACTED
SERVICE: M
RECYCLING - 3CY COMPACTED
Tu W Th F Sa
COMPOST - 2CY LOOSE
Su
TOTAL 112 11 00
1 1
11 1
1 SCALE:
934 Howard Street
San Francisco, CA
94103
P. (415) 677-0966
SHEET SIZE:

ALL DRAWINGS AND WRITTEN MATERIAL

APPEARING HEREIN CONSTITUTE ORIGINAL,

AND UNPUBLISHED WORK OF THE

ARCHITECT AND MAY NOT BE DUPLICATED,

USED OR DISCLOSED WITHOUT THE
WRITTEN CONSENT OF THE ARCHITECT.
30 x 42
STAMP
Project Status
Issue Date
2126
BM
SHEET NUMBER:STAMP:
plot date :

REVISIONS :

ISSUE:ISSUE DATE:

SCALE:

PROJECT NUMBER:

CHECKED BY:

DRAWN BY:

SHEET NAME:CLIENT:

PROJECT NAME & ADDRESS:
# DESCRIPTION DATE
PLANNING APPLICATION 02/01/2023
SB
1 PLANNING APPLICATION RESUBMITTAL 10/10/2023
2 PLANNING APPLICATION RESUBMITTAL #2 01/29/2024

AMERICAN TRASH MANAGEMENT
1900 POWELL STREET, SUITE 220
EMERYVILLE, CALIFORNIA 94608P: 415.292.5400F: 415.292.5410 [email protected]
As Indicated
TR0.0
4TH & RAILROAD
San Mateo, CA

TRASH ROUTE /

STAGING PLAN
4TH & RAILROAD
TRUE
0' 8' 16'
2548 MISSION STREET, SAN FRANCISCO, CA 94110
(415) 677-7300 | WWW.SHERWOODENGINEERS.COM
Technical Memorandum
February 8, 2023
To: Julia Klein
Principal Planner
City of San Mateo
Prepared by: Shannon Brown
Reviewed by: Courtney King, PE and Frederick Yukic, PE
Subject: Bespoke (Downtown San Mateo) - Sanitary Sewer Flows Evaluation Ms. Klein:

As part of the entitlement process for the proposed project at South B Street and 5th Avenue in the Downtown Core of San Mateo (Project), the City of San Mateo (City) has requested that Harvest Properties (Project Applicant) provide wastewater generation estimates for the existing site and proposed development. Sherwood Design Engineers, Inc. (SDE) has prepared this technical memorandum to establish a basis for these wastewater generation estimates.

To estimate the Project’s wastewater generation flows, water unit demand factors are used to calculate the projected water use for the proposed development. Standard consumptive factors are then applied to determine the projected wastewater flows. The water unit demand factors are developed from industry-standard literature references and information from similar, contemporary urban developments in alignment with the latest California Green Building Standards Code (CALGreen, 2019) and the Leadership in Energy and Environmental Design (LEED) rating system. The proposed water unit demand factors account for high-performance water conservation measures (such as low-flow fixtures), as required by CALGreen.

1. Existing Site
The existing site includes approximately 4,400 gross square feet (GSF) of restaurant space, 29,000 GSF of retail space, and 6,350 GSF of office space. The buildings on the existing site were built between the 1940’s and 1990’s; minimal upgrades have been made to the water fixtures (such as toilets and faucets) since when the buildings were originally built.

The existing site’s wastewater flows are calculated based on estimated water usage, assuming a 90% pass through for consumptive flows (such as sinks) and a 100% pass through for non-consumptive flows (such as toilet flushing).

Bespoke (Downtown San Mateo) - Sanitary Sewer Flows Evaluation February 8, 2023 MEMORANDUM | 1 / 10
2548 MISSION STREET, SAN FRANCISCO, CA 94110
(415) 677-7300 | WWW.SHERWOODENGINEERS.COM

1.1. Water Unit Demand Factors for Existing Site
Water usage is calculated based on the water unit demand factors presented in Table.1. These water unit demand factors align with expected performance for buildings built before CALGreen was established in 2009 and thus will be higher than the water unit demand factors for buildings built more recently that include high-performance water conservation measures (such as low-flow fixtures).

Table 1: Water Unit Demand Factors for Existing Site
Water Unit Demand Factor*
gpd/GSF
Office 0.042
Retail 0.017
Residential -
Restaurant 0.316
* based on average annual day demands

1.1.1. Office
The existing office water unit demand factor is based on average existing flow rates in California, in accordance with the comprehensive water use study: “Waste Not, Want Not” by Pacific Institute (2003).

Appendix E of the study, “Details of Commercial Water Use and Potential Savings by Sector”, which contains fixture flow rates for existing fixtures in California. Uses per day of fixtures are based on the SFPUC Water Use Calculator. Water demands for offices include restrooms, drinking fountains, and a small kitchen demand to account for office kitchens. Table 2 presents office fixture flows and a water unit demand build up using these flow rates. Application of these office fixture flows results in an interior office demand of 13 gallons per capita per day (gal/ca-d). Note that water use is dependent on assumptions about human behavior (e.g., faucet flow durations).

Accounting for a typical office density of 300 GSF/seat and a standard occupancy rate of 65% (adjusted for weekends, holidays, and business travel), the duty factor would be 0.042 gal/GSF-d.

Table 2: Existing Office Fixture Flows (Pacific Institute, SFPUC) Flow
Rate** Unit Duration* Unit FTE Uses/Day* Unit Demand(gal/ca-d) Lavatory Faucet 0.11 gal/use 1 use/flush 3 0.33
Water Closet 3 gal/flush 1 flush 3 9
Drinking Fountain 0.5 gal/min 0.25 min 3 0.38
Office Kitchen 10.1 gal/meal 0.33 meals 1 3.3
Total Unit Demand gal/ca-d 13
* per the SFPUC Water Use Calculator1
**per Pacific Institute, “Waste Not, Want Not”2
2 “Waste Not Want Not” Pacific Institute, Appendix E, 2003: https://pacinst.org/publication/waste-not-want-not/ 1 SFPUC District-scale Water Use Calculator, 2022:
https://sfpuc.org/construction-contracts/design-guidelines-standards/onsite-water-reuse Bespoke (Downtown San Mateo) - Sanitary Sewer Flows Evaluation February 8, 2023 MEMORANDUM | 2 / 10
2548 MISSION STREET, SAN FRANCISCO, CA 94110
(415) 677-7300 | WWW.SHERWOODENGINEERS.COM

1.1.2. Retail & Restaurant
Water demands at retail/commercial spaces can vary depending on the type of establishment. Retail spaces are expected to have demands primarily associated with restrooms for employees and transients (customers). Restaurants have a water demand for activities including cooking, cleaning, and consumption.

The existing retail and restaurant duty factors are based on average existing flow rates in California, from “Waste Not, Want Not” by Pacific Institute (2003). Appendix E of the study, “Details of Commercial Water Use and Potential Savings by Sector”. Uses per day of fixtures are based on the SFPUC Water Use Calculator and remain consistent between existing and proposed water demands for Retail.

Commercial kitchen fixture flows account for industry-standard equipment to serve restaurant cooking and cleaning needs. Restroom use by customers and staff is broken out from kitchen flows to account for any non-potable demands. Totalized commercial kitchen demands assume all potable demand.

Refer to Table 3 and Table 4 for estimated retail & restaurant fixture flows and existing unit demands.

Accounting for retail and restaurant density, the proposed duty factors for the Project’s retail spaces is

0.02 gal/GSF-d and for the Project’s restaurant spaces is 0.32 gal/GSF-d.

Table 3: Existing Retail Fixture Flows (Pacific Institute, SFPUC) Fixture Flows Staff (FTE) Transients
(customers) TOTAL
Flow
Rate** Unit Duration* Unit Uses/Day*
Unit
Demand
(gal/ca-d)
Uses
/Day
*
Unit
Demand
(gal/ca-d)
Unit
Demand
(gal/GSF-d)
Lavatory Faucet 0.11 gal/use 1 use/flush 3 0.33 0.5 0.055 Water Closet 3 gal/flush 1 flush 2 6 0.3 0.9
Unit Demand gal/ca-d 6.3 0.96 -
Retail Density* GSF/ca 550 130
Total Unit Demand gal/GSF-d 0.012 0.007 0.017
* per the SFPUC Water Use Calculator3
**per Pacific Institute, “Waste Not, Want Not”4
4 “Waste Not Want Not” Pacific Institute, Appendix E, 2003: https://pacinst.org/publication/waste-not-want-not/ 3 SFPUC District-scale Water Use Calculator, 2022:
https://sfpuc.org/construction-contracts/design-guidelines-standards/onsite-water-reuse Bespoke (Downtown San Mateo) - Sanitary Sewer Flows Evaluation February 8, 2023 MEMORANDUM | 3 / 10
2548 MISSION STREET, SAN FRANCISCO, CA 94110
(415) 677-7300 | WWW.SHERWOODENGINEERS.COM
Table 4: Existing Restaurant Fixture Flows (Pacific Institute, SFPUC) Fixture Flows Staff & Customers Unit
Demand
(gal/GSF-d) Flow
Rate** Unit Duration* Unit Uses/Day** Unit Demand(gal/ca-d) Lavatory Faucet 0.11 gal/use 1 use/flush 0.9 0.1
Water Closet 3 gal/flush 1 flush 0.9 2.6
Commercial Kitchen 7.21 gal/meal 1 meal 1 7.21
Unit Demand gal/ca-d 9.9
Restaurant Density* GSF/ca 31
Unit Demand gal/GSF-d 0.316
* per the SFPUC Water Use Calculator5
**per Pacific Institute, “Waste Not, Want Not”6

1.2. Water Usage and Wastewater Generation
The estimated existing water usage of 2,150 gal/d and wastewater generation of 2,039 are shown in Table 5. To determine Maximum Day Demand (MDD) a peaking factor of 3.0 is applied which results in 6,100 gal/h of wastewater generation. To calculate Peak Hour Demand (PHD) a peaking factor of 4.0 is applied which results in 8,200 gal/h of wastewater flows.

Table 5: Existing - Water Demands & Wastewater Flows
Water Usage Wastewater Generation Peak Wastewater Flows Annual Annual
Average
Annual Annual
Average

3.0 Peaking
Factor Applied

4.0 Peaking
Factor Applied
CCF per
year
MGY gal/d CCF per
year
MGY gpd gal/h gal/h
Office 132 0.10 270 128 0.10 262
Retail 240 0.18 492 239 0.18 489
Residential - - - - - -
Restaurant 679 0.51 1,391 629 0.47 1,288
Total 1,051 0.79 2,150 995 0.74 2,039 6,100 8,200
6 “Waste Not Want Not” Pacific Institute, Appendix E, 2003: https://pacinst.org/publication/waste-not-want-not/ 5 SFPUC District-scale Water Use Calculator, 2022:
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2. Proposed Development
The proposed development will include approximately 162,000 GSF of office space (540 seats), 12,000 GSF of retail space, 5,000 GSF of restaurant space, and 63,000 GSF of residential space (60 units). The proposed development will be in compliance with the latest CALGreen code, will pursue LEED Gold certification, and is being designed to run on all-electric systems with the potential exception of the restaurant tenant.

Wastewater flows for each option are calculated based on estimated water usage, assuming a 90% pass through for consumptive flows (such as sinks) and a 100% pass through for non-consumptive flows (such as toilet flushing). Water usage is calculated based on the proposed unit demand factors presented in Section 2.1.

To capture the range of potential wastewater flows for the Project, minimum, maximum, and expected occupancy scenarios were developed, as detailed in Sections 2.2 through 2.4.

2.1. Proposed Unit Demand Factors
The Project’s proposed water unit demand factors are presented in Table 6. The following sections describe the proposed water unit demand factors for each program at the Project.

Table 6: Proposed Water Unit Demand Factors
Water Unit Demand Factor*
gal/GSF-d
Office** 0.019
Retail 0.009
Restaurant 0.196
Residential*** 0.092
* based on average annual day demands
** includes recommended 50% factor of safety
*** based on the expected residential occupancy

2.1.1. Office
The proposed development will include approximately 162,000 GSF of office space (540 seats). The proposed office duty factor is based primarily on high efficiency fixtures required to meet LEED standards and in accordance with CALGreen (2019), Section 5.303 - Nonresidential Mandatory Measures, Indoor Water Use. Water demands for offices include restrooms, drinking fountains, and a small kitchen demand to account for office “micro-kitchens” with coffee/tea stations. Refer to Table 7 for office fixture flows and a unit demand build up using these standards. Application of these standard office fixture flows results in an interior office demand of 6 gal/ca-d. Note that water use is dependent on human behavior (e.g., faucet flow durations).

The projections for the proposed development indicate office density at the Project will be approximately 300 GSF/seat (540 seats). The projected average daily occupancy in the proposed offices is calculated by reviewing occupancy at the annual level to account for weekends, holidays, and working from home.

The resulting occupancy factor is 65%, or about 238 days of the year when offices are at full occupancy.

Accounting for office density and anticipated occupancy, the duty factor would be 0.012 gal/GSF-d.

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The City of San Mateo’s standard water consumption factor for per capita water usage estimates is 65 gal/ca-d
7 . This water consumption factor appears to be based on the full daily demand of a person living and working in San Mateo. As noted in a 2021 California Department of Water Resources study 8 , “current
statewide median indoor residential water use is 48 gallons per capita per day”. Using the City of San Mateo’s per capita water usage of 65 gal/d and the statewide median residential water usage of 48 gal/d, it can be deduced that non-residential per capita water use would be 17 gal/ca-d. These non-residential demands could include offices, restaurants, retail spaces, entertainment venues, etc.

Given the estimated non-residential water use and factoring in human behavior uncertainty, SDE recommends applying a 50% factor of safety to the built up office unit demand previously presented of 6 gal/ca-d. The resulting office unit demand is 9 gal/ca-d. Accounting for office density and anticipated occupancy, the proposed duty factor is 0.019 gal/GSF-d.

Table 7: Office Fixture Flows (LEED, CALGreen)
Fixture Flows
Unit Demand
Flow Rate Unit Duration Unit (gal/ca-d) FTE
Uses/Day
Lavatory Faucet 0.5 gal/min 0.5 min 3 0.75
Water Closet 1.28 gal/flush 1 flush 6 3.84
Drinking Fountain 0.5 gal/min 0.25 min 3 0.38
Kitchen Sink 1.8 gal/min 0.25 min 1 0.5
Dishwasher 3.5 gal/cycle 1 cycle 0.1 0.4
Total Unit Demand
(LEED, CALGreen) gal/ca-d 6
Proposed Unit Demand
(includes 50% factor of safety) gal/ca-d 9

2.1.2. Retail & Restaurant
The proposed development will include approximately 12,000 GSF of retail space and 5,000 GSF of restaurant space. Demands at retail/commercial spaces can vary depending on the type of establishment.

Retail spaces are expected to have demands associated with restrooms for employees and transients (customers). Restaurants have water demands for activities including cooking, cleaning, and consumption.

The proposed retail and restaurant duty factors are based primarily on high efficiency fixtures required to meet LEED standards and in accordance with CALGreen (2019), Section 5.303 - Nonresidential Mandatory Measures, Indoor Water Use, as well as industry-standard equipment to serve restaurant cooking and cleaning needs. Refer to Table 8 and Table 9 for estimated retail & restaurant fixture flows and proposed unit demands. Accounting for retail and restaurant density, the proposed water use factors for the Project’s retail spaces is 0.012 gal/GSF-d and for the Project’s restaurant spaces is 0.196 gal/GSF-d as shown in Tables 8 and 9.
8 California Department of Water Resources study, 2021: “Results of the Indoor Residential Water Use Study”. 7 Email from Karen Magallanes, City of San Mateo. September 7, 2022.

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Table 8: Retail Fixture Flows (LEED, CALGreen)
Fixture Flows Staff (FTE) Transients
(customers) TOTAL
Flow
Rate Unit Duration Unit Uses/Day
Unit
Demand
(gal/ca-d)
Uses/
Day
Unit
Demand
(gal/ca-d)
Unit
Demand
(gal/GSF-d)
Lavatory Faucet 0.5 gal/min 0.5 min 3 0.75 0.5 0.125
Water Closet 1.28 gal/flush 1 flush 3 3.84 0.3 0.384
Unit Demand gal/ca-d 4.6 0.51 -
Retail Density* GSF/ca 550 130
Total Unit Demand gal/GSF-d 0.008 0.004 0.009
* per the SFPUC Water Use Calculator9
Table 9: Restaurant Fixture Flows (LEED, CALGreen)
Fixture Flows Staff (FTE) Transients
(customers) Total
Flow
Rate Unit Duration Unit Uses/Day
Unit
Demand
(gal/ca-d)
Uses
/Day
Unit
Demand
(gal/ca-d)
Unit
Demand
(gpd/GSF)
Lavatory Faucet 0.5 gal/min 0.5 min 3 0.75 0.5 0.125
Water Closet 1.28 gal/flush 1 flush 3 3.84 0.3 0.384
Commercial
Kitchen* 5.1 gal/meal 1 meal 0 0 1 5.1
Unit Demand gal/ca-d 4.6 5.61 -
Restaurant Density* GSF/ca 435 30
Total Unit Demand gal/GSF-d 0.011 0.187 0.198
* per the SFPUC Water Use Calculator10
10 SFPUC District-scale Water Use Calculator, 2022:
https://sfpuc.org/construction-contracts/design-guidelines-standards/onsite-water-reuse 9 SFPUC District-scale Water Use Calculator, 2022:
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2.1.3. Residential
The Project plan proposes 60 residential units encompassing 63,000 GSF. Residential demands can vary depending on total occupancy. Residential demands are based on household fixtures that require water, such as showering, cooking, cleaning, clothes washing, and toilet flushing.

Project-specific interior residential demands were calculated based on the frequency of use and fixture flow rates of high efficiency residential fixtures, as defined by LEED and in accordance with the 2019 California Green Building Standards Code (CALGreen), Section 4.303 - Residential Mandatory Measures, Indoor Water Use. Refer to Table 10 for residential fixture flows and estimated daily water use. Based on these standard residential fixture flows, the resulting residential unit demand is 41 gal/ca-d. Accounting for expected residential occupancy, the proposed duty factor is 0.092 gal/GSF-d.

Table 10: Residential Fixture Flows (LEED, CALGreen)
Fixture Flows Residents
Flow
Rate Unit Duration Unit Uses/Day
Unit Demand
(gal/ca-d)
Shower 2 gal/min 8 min 1 16
Lavatory Faucet 1.5 gal/min 1 min 5 7.5
Residential Clothes Washer 13 gal/cycle 1 cycle 0.25 3.3 Water Closet 1.28 gal/flush 1 flush 5 6.4
Kitchen Sink 1.75 gal/min 1 min 4 7
Residential Dishwasher 3.5 gal/cycle 1 cycle 0.25 0.88
Unit Demand gal/ca-d 41

2.2. Wastewater Flows - Minimum Residential Occupancy Option The minimum residential occupancy option is based on minimum occupancy standards for affordable housing - 1 occupant per studio (15 units), 1 occupant per 1-bedroom (11 units), 2 occupants per 2-bedroom (17 units), and 3 occupants per 3-bedroom (17 units) 11 . For the proposed development, these
standards result in an average residential density of 1.8 occupants per residential unit and a total of 111 occupants.

The estimated water demands and wastewater flows for the minimum residential occupancy option are shown in Table 11. A peaking factor of 3.0 results in a MDD of 23,000 gal/h of wastewater flows, while a peaking factor of 4.0 results in a PHD of 30,000 gal/h of wastewater flows. 11 Email from Jennifer Wong, Alta Housing. January 30, 2023.

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Table 11: Proposed Development - Minimum Water Demands & Wastewater Flows Water Usage Wastewater Generation Peak Wastewater Flows Annual Annual
Average
Annual Annual
Average

3.0 Peaking
Factor Applied

4.0 Peaking
Factor Applied
CCF per
year
MGY gal/d CCF per
year
MGY gal/d gal/h gal/h
Office* 1,500 1.1 3,000 1,400 1.1 3,000
Retail 51 0.040 100 50 0.040 100
Restaurant 480 0.36 980 440 0.33 900
Residential 2,000 1.5 4,100 1,800 1.4 3,800
Total 4,000 3.0 8,200 3,800 2.8 7,700 23,000 30,000
* Includes 50% factor of safety for office wastewater flows

2.3. Wastewater Flows - Maximum Residential Occupancy Option The maximum residential occupancy option is based on maximum occupancy standards for affordable housing - 2 occupants per studio (7 units), 3 occupants per 1-bedroom (19 units), 5 occupants per 2-bedroom (17 units), and 7 occupants per 3-bedroom (17 units) 12 . For the proposed development, these
standards result in an average residential density of 4.6 occupants per residential unit and a total of 275 occupants.

The estimated water demands and wastewater flows for the maximum residential occupancy option are shown in Table 12. A peaking factor of 3.0 results in a MDD of 40,000 gal/h of wastewater flows, while a peaking factor of 4.0 results in a PHD of 53,000 gal/h of wastewater flows.

Table 12: Proposed Development - Maximum Water Demands & Wastewater Flows Water Usage Wastewater Generation Peak Wastewater Flows Annual Annual
Average
Annual Annual
Average

3.0 Peaking
Factor Applied

4.0 Peaking
Factor Applied
CCF per
year
MGY gal/day CCF per
year
MGY gal/day gal/h gal/h
Office* 1,500 1.1 3,000 1,400 1.1 3,000
Retail 51 0.040 100 50 0.040 100
Restaurant 480 0.36 980 440 0.33 900
Residential 5,000 3.7 10,000 4,500 3.4 9,300
Total 7,000 5.2 14,000 6,400 4.8 13,000 40,000 53,000
* Includes 50% factor of safety for office wastewater flows 12 Email from Jennifer Wong, Alta Housing. January 30, 2023.

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2.4. Wastewater Flows - Expected Residential Occupancy Option The expected residential occupancy option is based on the development’s expected occupancy - 1.5 occupants per studio (11 units), 1.5 occupants per 1-bedroom (15 units), 3 occupants per 2-bedroom (17 units), and 4.5 occupants per 3-bedroom (17 units) For the proposed development, these standards result in an average residential density of 2.6 occupants per residential unit and a total of 167 occupants.

The estimated water demands and wastewater flows for the expected residential occupancy option are shown in Table 13. A peaking factor of 3.0 results in a MDD of 27,000 gal/h of wastewater flows, while a peaking factor of 4.0 results in a PHD of 36,000 gal/h of wastewater flows.

Table 13: Proposed Development - Expected Water Demands & Wastewater Flows Water Usage Wastewater Generation Peak Wastewater Flows Annual Annual
Average
Annual Annual
Average

3.0 Peaking
Factor Applied

4.0 Peaking
Factor Applied
CCF per
year
MGY gal/day CCF per
year
MGY gal/day gal/h gal/h
Office* 1,500 1.1 3,000 1,400 1.1 3,000
Retail 51 0.040 100 50 0.040 100
Restaurant 480 0.36 980 440 0.33 900
Residential 2,700 2.0 5,500 2,500 1.9 5,000
Total 4,700 3.5 9,700 4,400 3.3 9,000 27,000 36,000
* Includes 50% factor of safety for office wastewater flows

3. Conclusions and Recommendations
The proposed development at South B Street and 5th Avenue will include approximately 162,000 GSF of office space (540 seats), 12,000 GSF of retail space, 63,000 GSF of residential space (60 units), and 5,000 GSF of restaurant space; replacing approximately 6,350 GSF of office space, 29,000 GSF of retail space, and 4,400 GSF of restaurant space that exists currently at the site. The minimum flow option assumes an occupancy of 111 residents, the maximum flow option assumes 275 residents, and the expected flow options assumes 167 residents.

Sherwood recommends that the City adopt the estimated water consumption unit demand factors for estimating the Project’s wastewater generation flows. Sherwood also recommends using a peaking factor of 4.0 to conservatively estimate the Project’s peak wastewater flows. Using a peaking factor of 4.0, the Project’s peak wastewater flows are estimated to be 36,000 gal/h for the Expected Residential Occupancy Option. The existing site’s peak wastewater flows are estimated to be 8,000 gal/h. Therefore, anticipated new wastewater flows for the Project are 28,000 gal/h at a maximum.

SDE is available to meet and discuss this information with City staff should any questions arise or should any additional information be required.

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January 12, 2024

CITY OF SAN MATEO
Public Works Department
Attn: Wendy Lao
330 West 20th Avenue
San Mateo, CA 94403
RE: 222 E. 4th Ave. and 445 S. B Street, San Mateo
Shared Storm Drain Piping Capacity
Dear Wendy,
There is a proposed 18” storm drain pipe for the development project located at 222 E 4th Ave (PA2021-071). The proposed 18” storm drain will have a maximum capacity of approximately 7 CFS. The development at 222 E 4th Ave. is proposing to contribute 0.15 CFS of storm drain runoff, based on the rational method calculation.

Because the 18” storm drain pipe has a capacity that far exceeds the needs for the 222 E 4th development, the new storm drain pipe appears to have capacity for the project located at 445 S. B Street.

Please see the attached “Pipe Capacity Exhibit” to illustrate this issue and resolve.

Sincerely,
KIER + WRIGHT

MARK KNUDSEN, PE

PRINCIPAL
[email protected],
408.727.6665
< < < << < < < X < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < < UP DN UP ISSUES AND REVISIONS ARCHITECTS KORTH SUNSERI HAGEY 222 EAST 4TH LANE PARTNERS No. Date Description 3350 Scott Boulevard, Building 22 Santa Clara, California 95054 Phone: (408) 727-6665 www.kierwright.com A 05/10/23 50% DD N KEY PLAN PROJECT NUMBER 19012.00 SCALE SHEET TITLE SHEET NUMBER B 07/17/23 100% DD C 09/25/23 50% CD D 12/01/23 PERMIT SETUTILITY PLAN S. ELLSWORTH AVENUE E. 4TH AVENUE E. 5TH AVENUE
S. B STREET PROPOSED PROJECT SEWER FLOWS NOTE: PROPOSED PROJECT WATER FLOWS EXISTING PROJECT SEWER FLOWS NET PROJECT SEWER FLOWS LEGEND C-501 NORTH 1"=20' C-501 ALL FRONTAGE IMPROVEMENTS LOCATED WITHIN THE PUBLIC RIGHT-OF-WAY ARE SHOWN FOR REFERENCE ONLY. STAKING AND CONSTRUCTION SHALL UTILIZE THE ENCROACHMENT PERMIT PACKAGE APPROVED BY PUBLIC WORKS. DISCHARGING STORM DRAINAGEFROM 9,324 SF OFROOF AREA
DISCHARGINGSTORM DRAINAGEFROM 11,200 SFOF ROOF AREA
Draft Print
01/11/2024 4:30:45 PM TREATING 2,700 SF OF
PAVEMENT IN DMA 12.

TOTAL DISCHARGE AREA = 23,224 SF
Q = C * I * A
Q = (0.9) * (0.31) * (0.533)
Q = 0.15 CFS

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