Exhibit F-3 –Draft Environmental Impact Report Appendices Volume 2 (J-M) — Fresno City Council, December 14, 2023 (part 4 of 4)

L
O
W
E
R
U
P
P
E
R
L
O
W
E
R
City of Fresno
332 Cabinet
44 Detector Plus Setup
ID Number:

LOCATION:

DETECTOR ASSIGNMENTS ISOLATORS
U
P
P
E
R
Marks @ Ray Johnson
1337
ID: 1337 NAME: Marks @ Ray Johnson
DATE ATMS or

CABINET BY
2/23/2021

ATMS JT

CHANGES MADE

TIMING UPDATES AND MODIFICATIONS
Updated First Phases Ø2 & Ø6 to start green with a 6 second All Red-Start and removed Yellow Start from phases Ø4 & Ø8.

Also updated the Advanced Schedule, Console Parameters, and turned ON the Occupancy & Volume attributes for all 44 detectors.

Page 13 ends

Active but not used
Not used/No Lane
Date: 2/23/2021
By: JT
FAR
SPEED: 45
PED FT: 92
17 11
PED FT:

M
A
R
K
S

RAY JOHNSON
48 I
1 0
L
12 3
1 M
A
R
K
S
FAR
J
1 U
I
4 U
I
4 L
I8U
Advance Loops
FAR Loop:

I
1 1
U
Detector Layout for the intersection of:
42 2
20 38
φ
27 3 3
15 27
FAR
FAR Loop: 285
Advance Loops
2 9 34 6
SPEED: 25
9 I6L9
Advance Loops
FAR Loop: 285
17 I7L
I6L
J
2 L
J
2 L
16 44
J
1 1
U
J
4 L
J
4 U
54 J
1 0
L
J
2 U

MARKS & RAY JOHNSON
SPEED: 45
φ 6
φ
4 φ
4 φ 52

INTERSECTION ID
1337
J
9 U
J
9 U
I
2 L
I
2 L
I
2 U
NORTH

Location: Designed By:

System: District: Intalled By:

Master At: I/C: Service Info:

Timing Change: By: Date Start: Date End: Designed: Installed:

Intersection Layout
C3CB
FEC4 B2AB
F29E

Page 12 ends

Page 8 ends

191A
191A

Page 4 ends

Page 11 ends

86F7 0D5D

Page 5 ends

68FD

Page 3 ends

D68F

Page 7 ends

D7FF

Page 10 ends

Page 2 ends

Page 6 ends

85AF

Page 9 ends

DEPARTMENT OF TRANSPORTATION Caltrans TSCP Ver 2.21
2070 Controller Timing ChartState of California
[ ]
[ ]8)
5)
2)
[ ]
[ ]
[ ]
[ ]6)
1)
[ ]4)
FLASH
7)
3)
[ ]
E
S
P
H
A
F)
[ ]
[ ]
[ ]
[ ]
E
R
E)
O
L
B)
[ ]C)
V
A)
[ ]
D)
P
A
Comments and Notes:

RAM Checksum
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4

CONFIGURATION PHASE FLAGS
Call To Phase ( 2-1-2-1 ) Omit On Green
Pedestrian ( 2-1-3 )
Permitted
1 Restricted
2 Vehicle Min
3 vehicle Max
4 Pedestrian
5 Bicyle
6 Red
7 Yellow
8 Force/Max
Double Entry
Overlap Parent Omit No Start Not
Rest In Walk
A [Arrow A]
Rest In Red
B [Arrow B]
Walk2
C [OL A]
Max Green 2
D [OL B]
Max Green 3
E [OL C]
First Green Phases
F [OL D]
Yellow Start Phases
Vehicle Calls
Pedestrian Calls
Yellow Start Overlaps
Startup All-Red
Yellow Flash Phases
Yellow Flash Overlap
Flash In Red Phases
Flash In Red Overlap
Single Exit Phase
Driveway Signal Phases
Driveway Signal Overlaps
Leading Ped Phases
Protected Permissive
- 2 - - - 6 - 8
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- 2 - - - - - -
- 2 - - - 6 - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - 4 - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - 6 - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - 8
- - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - - - 6 - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- 2 - - - 6 - 8
- 2 - - - 6 - 8
- - - - - - - -

6.0 - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - -
Phases ( 2-1-1-1 )
Phase Recalls ( 2-1-1-2 )
Phase Locks ( 2-1-1-3 ) Phase Features ( 2-1-1-4 )
Startup ( 2-1-1-5 )
2 8
3 4
7 5
1 6
Flashing Colors ( 2-1-2-2 ) Special Operation ( 2-1-2-3 ) Protected Permissive ( 2-1-2-4 )
P8
P4
P7
P1
P2
P3
P5
P6
Overlap ( 2-1-4 )
D7FF PAGE 2 CHECKSUM:

DEPARTMENT OF TRANSPORTATION
State of California
[-] 332 Cabinet Overlap Assignment - For Reference Only Location: CA 180 @ N Marks Ave WB Ramp Caltrans TSCP Ver 2.21 8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 P
H
A
S
E

T
I
M
I
N
G
PHASE ( 2-2 ) -1- -2- -3- -4- -5- -6- -7- -8-
--- Walk 1 ---
Flash Don't Walk
Minimum Green
Det Limit
Max Initial
Max Green 1
Max Green 2
Max Green 3
Extension
Maximum Gap
Minimum Gap
Add Per Vehicle
Reduce Gap By
Reduce Every
Yellow
All-Red
--- Walk 2 ---
Delay/Early Walk
Solid Don't Walk
Bike Green
Bike All-Red
0 7 0 0 0 0 0 0
0 18 0 0 0 0 0 0
0 10 0 0 0 10 0 8
0 20 0 0 0 20 0 20
0 0 0 0 0 0 0 0
0 25 0 0 0 25 0 25
0 35 0 0 0 35 0 35
0 0 0 0 0 0 0 0

0.0 4.9 0.0 0.0 0.0 4.9 0.0 5.2

0.0 6.8 0.0 0.0 0.0 6.8 0.0 7.2

0.0 2.0 0.0 0.0 0.0 2.0 0.0 2.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.1 0.0 0.0 0.0 0.1 0.0 0.1

1.0 0.5 1.0 1.0 1.0 0.5 1.0 0.4

3.0 4.8 3.0 3.0 3.0 4.8 3.0 4.4

0.0 2.0 0.0 0.0 0.0 2.0 0.0 2.0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Ped/Bike (2-3)
C [OL A]

0.0 Green

0.0 0.0

5.0 0.0

0.0 0.0 0.0

5.0 B [Arrow B]

5.0 A [Arrow A] E [OL C]

5.0 Red

0.0 0.0
Yellow

0.0 0.0

0.0 D [OL B] F [OL D]

5.0 5.0

5.0 Red Revert ( 2-5 ) Overlap ( 2-4 )
Time
B2AB CHECKSUM:

Caltrans TSCP Ver 2.21 Location:DEPARTMENT OF TRANSPORTATION 0 OFF
0 Max/Gap Out ( 2-7 )
Max Cnt
Gap Cnt Red To Se ( 2-6 )
Red To Sec
State of California
-2- -6- -4- -8- -7- -3- -5- -1-
PAGE 3

OVERLAP TIMING
CA 180 @ N Marks Ave WB Ramp
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 Det Type Phases Lock
Slot Delay Extend Recall Port
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
Count+Call+Extend 1 - - - - - - - NO 0 0.0 10 3.2 Count+Call+Extend 1 - - - - - - - NO 0 0.0 10 7.2 Extend - 2 - - - - - - NO 0 0.0 10 1.1
Extend - 2 - - - - - - NO 0 0.0 10 1.5
Call+Extend - 2 - - - - - - NO 0 0.0 10 4.5
Limited - 2 - - - - - - NO 0 0.0 10 6.2
Limited - 2 - - - - - - NO 0 2.0 10 2.1
Limited - 2 - - - - - - NO 0 2.0 10 7.4
Count+Call+Extend - - 3 - - - - - NO 0 0.0 10 3.4 Count+Call+Extend - - 3 - - - - - NO 0 0.0 10 7.6 Extend - - - 4 - - - - NO 0 0.0 10 1.3
Extend - - - 4 - - - - NO 0 0.0 10 1.7
Call+Extend - - - 4 - - - - NO 0 0.0 10 4.7
Limited - - - 4 - - - - NO 15 0.0 10 6.4
Limited - - - 4 - - - - NO 0 0.0 10 2.3
Limited - - - 4 - - - - NO 0 0.0 10 7.8
Call+Extend 1 - - - - - - - NO 0 0.0 10 3.6
Call+Extend - - 3 - - - - - NO 0 0.0 10 3.8
Count+Call - 2 - - - - - - NO 0 0.0 10 4.1
Count+Call - - - 4 - - - - NO 0 0.0 10 4.2
Count+Call+Extend - - - - 5 - - - NO 0 0.0 10 3.1 Count+Call+Extend - - - - 5 - - - NO 0 0.0 10 7.1 Extend - - - - - 6 - - NO 0 0.0 10 1.2
Extend - - - - - 6 - - NO 0 0.0 10 1.6
Call+Extend - - - - - 6 - - NO 0 0.0 10 4.6
Limited - - - - - 6 - - NO 0 0.0 10 6.3
Limited - - - - - 6 - - NO 0 2.0 10 2.2
Limited - - - - - 6 - - NO 0 2.0 10 7.3
Count+Call+Extend - - - - - - 7 - NO 0 0.0 10 3.3 Count+Call+Extend - - - - - - 7 - NO 0 0.0 10 7.5 Extend - - - - - - - 8 NO 0 0.0 10 1.4
Extend - - - - - - - 8 NO 2 0.0 10 1.8
Call+Extend - - - - - - - 8 NO 15 0.0 10 4.8
Limited - - - - - - - 8 NO 15 0.0 10 6.5
Limited - - - - - - - 8 NO 0 0.0 10 2.4
Limited - - - - - - - 8 NO 0 0.0 10 7.7
Call+Extend - - - - 5 - - - NO 0 0.0 10 3.5
Call+Extend - - - - - - 7 - NO 0 0.0 10 3.7
Count+Call - - - - - 6 - - NO 0 0.0 10 4.3
Count+Call - - - - - - - 8 NO 0 0.0 10 4.4
Pedestrian - 2 - - - - - - NO 0 0.0 10 5.1
Pedestrian - - - 4 - - - - NO 0 0.0 10 5.3
Pedestrian - - - - - 6 - - NO 0 0.0 10 5.2
Pedestrian - - - - - - - 8 NO 0 0.0 10 5.4 44
32 31
13 39
3 8
16 14
21 38
9 4
36 15
22 27
11 43
37 33
17 7
1 5
30 34
25 18
6 40
24 29
35 26
28 12
Det
10 23
19 42
41 20
2 Detector Attributes (5-1) Detector Configuration (5-2)

DETECTORS
CHECKSUM: 0D5D
0 Failure Times (5-3) Minutes
Maximum On Time 0
Fail Reset Time
Detectors 25-32
- - - - - - - -
Detectors 41-44
- - - - - - - -
Detectors 17-24 - - - - - - - -
Detectors 33-40
Failure Override (5-4)
- - - - - - - -
- - - - - - - -
- - - - - - - -
Detectors 1-8
Detectors 9-16
CIC Operation (5-6-1)
Enable in Plans - - - - - - - - -
Multiplier

0.50 Smoothing 0.66 0.66

1.0 4.0

0.66 Demand CIC Values (5-6-2) Occupancy Volume

0.33 Exponent
0 0
0 0 0
0 6 Sys Det
0 7
14 2
0 Sys Det 10
0 0
5 0
15 16 12 13
Detector-to-Phase Assignment (5-6-3)
3 1
Phase
0 8
9 Phase
0 4
11 0
0 0
0 0
System Detector Assignment (5-5)
3 Det Num
8 0
5 11 13
0 0
7 0
9 0 0 0 Det Num
0 6
15 0 0
Sys Det
1 0
0 14
4 12
2 Sys Det
0 0
16 10

DEPARTMENT OF TRANSPORTATION
State of California
Input File Port-Bit Assignments
332 Cabinet - For Reference Only
1 2 3 4 75 86 9 10 11 1412 13

3.2 1.1 4.5 2.1 3.4 2.31.3 4.13.64.7 5.26.6 6.75.1

1.5 7.6 6.41.77.2 7.87.46.2 6.85.3 5.43.8 4.2 2.7

3.3 5.62.84.34.81.2 4.6 2.43.1 1.4 2.52.2 5.53.5

7.5 6.51.6 5.7 2.67.3 7.7 3.7 5.86.17.1 4.46.3 1.8
I-
J-
PAGE 7
Caltrans TSCP Ver 2.21 Location: CA 180 @ N Marks Ave WB Ramp 7J9L
4I8U
3I5L
6I13U
4I8L
8I13L
2I2U
8J6U
4I10L
3I9L
8J6L
6J4U
2I12U
1I1L
3I5U
6J10U
4I6L
1I1U
7J5L
2I2L
8J7U
4I7U
6J4L
8J7L
6J2U
8J10L
2I3U
4I7L
2I10U
2I4L
1I9U
8J8U
2I4U
4I12L
6J3U
5J9U
4I6U
8J8L
5J1L
7J5U
2I3L
5J1U
6J3L
6J2L
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 Table 1 (8-2-1) Table 2 (8-2-2) Table 3 (8-2-3) Table 4 (8-2-4) Table 5 (8-2-5) Table 6 (8-2-6) Time Plan OS Hour Plan OS Hour Plan OS Hour Plan OS Hour Plan OS Hour Plan OS 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A Sun Sat
1 Mon
2 1
Fri
1 Tue
2 Wed
1 1
Thu
Weekday Table Assignments (8-2-7)

WEEKDAY ASSIGNMENT
85AF CHECKSUM:PAGE 8

DEPARTMENT OF TRANSPORTATION

TOD SCHEDULE
State of California
Caltrans TSCP Ver 2.21 CA 180 @ N Marks Ave WB RampLocation:
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 # Mnth Week DOW Table Mnth Day DOW Table
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
Floating Holiday Table (8-2-8)
10 13
12 2
9 5
8 6
7 15
16 4
14 11
1 #
3 Fixed Holiday Table (8-2-9)
2100
- - - - - - - -
5 - - - - - - - -
Action End
- - - - - - - -
- - - - - - - 0000
- 2 - - - 6 - 8
2 - - - - - - - 0
- - - - - - - 0000
0000
0 - - - - - - -
0530
0 0000
27 0000
4 Start
0000
1 1 2 3 4 5 6 7
0 - - - - - - - -
DOW #
0000
Action Codes: 18. Max Green 3

0. None 19. Rest in Walk

1. Permitted 20. Rest in Red

2. Restricted 21. Free Lag Phases

4. Veh Min Recall 22. Special Functions

5. Veh Max Recall 23. Truck Preempt

6. Ped Recall 24. Conditional Service

7. Bike Recall 25. Conditional Service

8. Red Lock 26. Leading Ped

9. Yellow Lock

10. Force/Max Lock 41. Protected Permissive

11.Double Entry 42. Protected Permissive

12. Y-Coord C Action Code = Phases added to normal setting

13. Y-Coord D --------------------------------------------------------

14. Free 100+Action Code = Phases removed

15. Flashing 200+Action Code = Phases replaced

16. Walk 2

17. Max Green 2

0000
3 - - - - - - -
0000
0 10
0 - - - - - - - -
8 0
0000
- - - - - - - -
- - - - - - - -
0000
7 - - - - - - -
- - - - - - -
- - - - - - - -
0000
- - - - - - - -
0000
0000
- - - - - - -
9 0000
0000 6
- - - - - - - 0
0000
0 0000
0000 0
0000
- - - - - - - -
0000 12
- - - - - - -
13 15
0 0000
0000
0000
- - - - - - -
0000 - - - - - - - -
0 - - - - - - - -
- - - - - - -
0000
- - - - - - - - 0000
- - - - - - -
11 0000
14 - - - - - - - -
0 - - - - - - - 0
Hebrew
- - - - - - - -
118
Holiday
North Latidude
Ped Recall
8 Daylight Saving
Local Time Zone
West Longitude
34 YES
- - - - - - - -
Sabbath
Solar Clock Data (8-4)
TOD Functions (8-3)
Phases
Sabbatical Clock (8-5)
Daylight Saving (8-6)

DEPARTMENT OF TRANSPORTATION

HOLIDAY TABLES
PAGE 9 CHECKSUM: FEC4
State of California
Location: CA 180 @ N Marks Ave WB Ramp Caltrans TSCP Ver 2.21 0000 0 - - - - - - - - - - - - - - - 0000 16
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4

COMMUNICATIONS
C2 (6-1-1) C20 (6-1-2) C21 (6-1-3)
Address
Protocol
Limit Access
Baud
Parity
Data Bits
Stop Bits
RTS On Time
RTS Off Time
Handshaking
0 0 0
AB3418 AB3418 AB3418
None None None
1200 1200 1200
None None None
8 data bits 8 data bits 8 data bits
1 stop bit 1 stop bit 1 stop bit
20 20 20
20 20 20
Normal Normal Normal
RTS Off Time
Limit Access
Parity
RTS On Time
Address
Stop Bits
Data Bits
Baud
Protocol
Handshaking
Data Bits
RTS Off Time
Parity
Stop Bits
Limit Access
Handshaking
RTS On Time
Protocol
Address
Baud
00 Data

00.0 00.0
3 00
00 00
1 00.0
00 2
00 00
00 OP

00.0 00.0

00.0 00.0
4 00
# OP

00.0 00.0
Data Data

00.0 00.0

00.0 00.0
OP

00.0 00
Data
00 00 00

00.0 00
00 00.0
5 00.0

00.0 00.0

00.0 00

00.0 00.0 00.0

00.0 00.0

00.0 8

00.0 6
9 00 00.0 00
00 00
00 00.0
00 00.0

00.0 00.0
00 00

00.0 00.0

00.0 00.0
00 00 7 00.0
00 00

00.0 10

00.0 00 00.0
00 00

00.0 00.0

00.0 00.0
00 00.0

00.0 00.0 00
11 00

00.0 00
14 00

00.0 16

00.0 00.0

00.0 00.0
00 00
00 00 00

00.0 00.0
00 00.0 00.0 13
00 00.0
00 00
00 00

00.0 12

00.0 00.0 00

00.0 00.0
15 00.0
0 0
10 Local Toll
0 Delay
Phone Number
0 Callback Numbers (6-3...3)
0 0
0 0
Area Code
0 - 0
0 10
Long Distance
0 - 0
0 10
Line Out
0 0
0 - 0

SOFT LOGIC CALLBACK NUMBERS
Phone Number
Area Code
Line Out
Long Distance
Delay
Local Toll
Local Toll
Long Distance
Line Out
Delay
Phone Number
Area Code
IP Address
1 Broadcast
Netmask
53 255
Network (6-4)
Address
27000
10 Gateway 254
17 52 53
52 10
Port
Static IP IP Mode
Protocol
255
52 AB3418
255
53 0
10 255

NETWORK
Soft Logic ( 6-2 )
CHECKSUM:PAGE 10 68FD

DEPARTMENT OF TRANSPORTATION
State of California
Caltrans TSCP Ver 2.21 CA 180 @ N Marks Ave WB RampLocation:
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4

RAILROAD PREEMPTION
RR
1 (3-1-1) Timing Phase Flags (3-1-2) Pedestrian Flags (3-1-3) Overlap Flags (3-1-4) Delay Grn Hold Yel Flash Red Flash Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash Clear 1
Clear 2
Clear 3
Hold
Exit
Min Grn
Ped Clr
Phase Green Overlap Green Vehicle Recall Ped Call Port Latching Power-Up RR
2 (3-2-1) Phase Flags (3-2-2) Pedestrian Flags (3-2-3) Overlap Flags (3-2-4) Delay Grn Hold Yel Flash Red Flash Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash Clear 1
Clear 2
Clear 3
Hold
Exit
Min Grn
Ped Clr
Exit Ph Grn Exit Ovl Grn Exit Veh Recall Exit Ped Call Port Latching Power-Up 0 10 - 2 - - 5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - 4 - 6 - 8 - - - - - - - - - - - - - - - - - - 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5 0
0 - - - - - - - - - - - - - - 1 2 3 4 5 6 7 8 - 2 - 4 - 6 - 8 2.5 Yes Flashing 0 10 - - - 4 - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - 4 - 6 - 8 - - - - - - - - - - - - - - - - - - 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 0
0 0 - - - - - - - - - - - - - - - - - 4 - - 7 - - - - - - - - - 2.6 Yes Dark Exit Parameters (3-1-5) Configuration (3-1-6)
Timing
Exit Parameters (3-2-5) Configuration (3-2-6)

DEPARTMENT OF TRANSPORTATION
State of California
Port
Max
0 30
Advance
Overlap Grn
Phase Termination
Clear Phase Green

5.5 Delay
- 2 - - 5 - - -
Preempt Timers
No
30 - - - - - -
Latching
EVA
(3-A)
EVB
(3-B)
Phase

5.6 No
Phase Termination
Advance
- - - 4 - - 7 -
Port
- - - - - -
Delay
Preempt Timers
Latching
Phase Green Max Clear
30 30 0
Overlap Grn

EMERGENCY VEHICLE PREEMPTION
1 - - - - 6 - -
EVC
(3-C) Phase Green
0 Advance 5.7
Phase Termination
Preempt Timers Overlap Grn
30 Clear
- - - - - -
Latching
No
30 Max Delay
Port
Overlap Grn
Port
Phase Green
Latching
30 30
Max
0 Clear
Advance
- - 3 - - - - 8
Preempt Timers
- - - - - -
Delay
Phase Phase Termination

5.8 No
EVD
(3-D)
C3CB PAGE 11 CHECKSUM:

Caltrans TSCP Ver 2.21 CA 180 @ N Marks Ave WB RampLocation:
0 1 2 3 4 5 6 7 8 - - - - - - - - - - - - - - - - A B C D E F - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 2 3 - - 6 - - - - - - - - - - - - - - - - - 2 - - - 6 - - - - - 4 - - - 8 - - - - - - - - - - - - - - Gate Port
Gate Port

0.0 0.0
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 INPUTS
7 Wire I/C(2-1-5-1)
Input Port Input Port
Enable R1 Free
Max ON R2 D2
Max OFF R3 D3
Manual Control(2-1-5-2)
Input Port
Manual Adv
Adv Enable
Cabinet Staus (2-1-5-3)
Input Port
Flash Bus
Door Ajar
Flash Sense
Stop Time
Special Function (2-1-5-4)
Input Port
1 2
3 4
Battery Backup (2-1-5-5)
Port Operation
Y-Coordination (2-1-5-6)
Port C Port D
No 3.8 3.6
0 3.5 2.8
0 3.7 6.1

0.0 0.0

6.7 6.8

0.0 0.0

2.7 Flashing

6.1 2.8
24 10
9 287
1 1214
265 6 8
13 11
4 0 X
B
0 0
Loadswitch Assignments ( 2-1-6 )
2 22 A 3
OUTPUTS Loadswitch Codes:
0 Unused (no output) 51-57 Special Functions 1-8 Vehicle 1-8 71-72 Seven Wire I/C 9-14 Overlap A-F
21-28 Ped 1-8 + middle output of 41-47 Special Functions loadswitches 3 and 6 41 Protected Permissive Flashing Phase 1
43 Protected Permissive Flashing Phase 3
45 Protected Permissive Flashing Phase 5
47 Protected Permissive Flashing Phase 7

DEPARTMENT OF TRANSPORTATION
State of California
PAGE 12 CHECKSUM: D68F
Location: Caltrans TSCP Ver 2.21 CA 180 @ N Marks Ave WB Ramp 8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 Y-Coord Plans (7-C,D) Long Grn No Grn Offset Perm 1 2 3 4 5 6 7 8 Coord Lag Min Recall Restricted Plan C
Plan D
0 0 0 0 0 0 0 0 0 0 0 0 - 2 - - - 6 - - - 2 - 4 - 6 - 8 - - - - - - - - - - - - - - - - 0 0 0 0 0 0 0 0 0 0 0 0 - 2 - - - 6 - - - 2 - 4 - 6 - 8 - - - - - - - - - - - - - - - - Force-Offs
0 Phase 1
Minimum
Phase 5
Minimum
0 0
0 0
Green
Extend
Early
Green
Phase 6
Minimum
0 0 0
Phase 7
Minimum
Inhibit
Cycles
0 0
0 0 0 0
0 Local Plans (3-E) 1...9 1...19
Plan 2 0
Phase 2
Minimum
0 0 0
0 0
Phase 8
Minimum
0 Phase 3
Minimum
Plan 1
Phase 4
Minimum

TRANSIT PRIORITY
0 0
0 0
0 0 0
Plan 3
0 0
0 0
0 0
0 0 0
0 0
Plan 4
0 0
0 0
0 0 0
Plan 5
0 0 0 0
0 0 0 0 0 0
0 0 0
0 0
0 0 0
0 Plan 6
0 0
0 0
0 0
Plan 8 0 0
0 0
0 0
0 0
0 Plan 7
0 0
0 0
0 0
0 0 0
0 0
0 Plan 9 0 0
0 0
0 0
0 0
0 0
0 0
0 0 Plan 12
0 0
0 0
0 0
0 0 0 0 0
0 0 0
0 0
0 0
Plan 13
0 0
0 0
0 0 0
Plan 11
0 0
0 0 0
0 0
0 0
0 0
0 0 0
0 Plan 15
0 0 0
0 0
0 0
0 Plan 16
0 0 0 0 0
Plan 14
0 0
0 0 0
0 Plan 19 0
0 0 0
0 0
Plan 18
0 0 0 0 0
0 0 0 0
0 0
Plan 17
0 0 0 0
- - - - - - - -
Max Green Password
Plan 1-9 Timeout
Hold Phase
- - - - - - - - 30
- - - - - - - -
0 Plan 11-19
Enable Priority in Plan (3-E-A) Free Plans (3-E-E) Access Utilities (9-5) Slave
Output

0.0 0.0
Clearance
0 - - - - - - - - 0.0 0.0
Passage Slave
Input
Sign
Output
Det 3
Port CarryOver Det 4
Port Phase Green Det 2
Port Next Priority

0.0 0.0 0 0.0 0
Truck Priority (3-F)

TRUCK PRIORITY

DEPARTMENT OF TRANSPORTATION

YELLOW YIELD COORDINATION
State of California
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
PAGE 13 CHECKSUM: 86F7
Caltrans TSCP Ver 2.21 CA 180 @ N Marks Ave WB RampLocation:
0 0 0 0 0 Green Factor 0 0 0 0 0 0
*** Enable in Plans Input Type Stop Go
Queue Jump (3-E-B)
Hold PhaseGrn Hold

0.0 0.0 OPT
OPT
0 0
0 0
- - - - - - - -
- - - - - - - -
0 0
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4

DEPARTMENT OF TRANSPORTATION
State of California
Caltrans TSCP Ver 2.21 CA 180 @ N Marks Ave WB RampLocation:

Model 2070 Model ID
Manufacturer ID
AB3418
Caltrans TSCP Ver 2.21
Protocol Revision ID

CONTROLLER ID
8/25/21 1:25 PM CA 180@N Marks Ave WB Ramp / 180 & Marks WB - 42180008.4 Location: Designed By:

System: District: Intalled By:

Master At: I/C: Service Info:

Timing Change: By: Date Start: Date End: Designed: Installed:

Intersection Layout
C3CB
46BF A4C9
F29E

Page 12 ends

Page 8 ends

191A
191A

Page 4 ends

Page 11 ends

86F7 D8B5

Page 5 ends

BAC2

Page 3 ends

EF20

Page 7 ends

7579

Page 10 ends

Page 2 ends

Page 6 ends

85AF

Page 9 ends

RAM Checksum
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3

CONFIGURATION PHASE FLAGS
Call To Phase ( 2-1-2-1 ) Omit On Green
Pedestrian ( 2-1-3 )
Permitted
1 Restricted
2 Vehicle Min
3 vehicle Max
4 Pedestrian
5 Bicyle
6 Red
7 Yellow
8 Force/Max
Double Entry
Overlap Parent Omit No Start Not
Rest In Walk
A [Arrow A]
Rest In Red
B [Arrow B]
Walk2
C [OL A]
Max Green 2
D [OL B]
Max Green 3
E [OL C]
First Green Phases
F [OL D]
Yellow Start Phases
Vehicle Calls
Pedestrian Calls
Yellow Start Overlaps
Startup All-Red
Yellow Flash Phases
Yellow Flash Overlap
Flash In Red Phases
Flash In Red Overlap
Single Exit Phase
Driveway Signal Phases
Driveway Signal Overlaps
Leading Ped Phases
Protected Permissive
- 2 - 4 - 6 - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- 2 - - - 6 - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - 6 - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- - - - - - - - - - - - - - - -
- - - - - - - -
- - - - - - - -
- 2 - - - 6 - -
- - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - 4 - 6 - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - - - 6 - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- 2 - 4 - 6 - -
- 2 - 4 - 6 - -
- - - - - - - -

DEPARTMENT OF TRANSPORTATION
State of California
[-] 332 Cabinet Overlap Assignment - For Reference Only Location: CA 180 EB Ramp @ N Marks Ave Caltrans TSCP Ver 2.21 8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 P
H
A
S
E

T
I
M
I
N
G
PHASE ( 2-2 ) -1- -2- -3- -4- -5- -6- -7- -8-
--- Walk 1 ---
Flash Don't Walk
Minimum Green
Det Limit
Max Initial
Max Green 1
Max Green 2
Max Green 3
Extension
Maximum Gap
Minimum Gap
Add Per Vehicle
Reduce Gap By
Reduce Every
Yellow
All-Red
--- Walk 2 ---
Delay/Early Walk
Solid Don't Walk
Bike Green
Bike All-Red
0 0 0 0 0 7 0 0
0 0 0 0 0 12 0 0
0 10 0 8 0 10 0 0
0 20 0 20 0 20 0 0
0 0 0 0 0 0 0 0
0 25 0 20 0 25 0 0
0 35 0 30 0 35 0 0
0 0 0 0 0 0 0 0

0.0 4.9 0.0 4.9 0.0 4.9 0.0 0.0

0.0 6.8 0.0 6.8 0.0 6.8 0.0 0.0

0.0 2.0 0.0 2.0 0.0 2.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.0

0.0 0.5 0.0 0.4 0.0 0.5 0.0 0.0

3.0 4.8 3.0 4.8 3.0 4.8 3.0 3.0

0.0 2.1 0.0 2.0 0.0 2.1 0.0 0.0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Ped/Bike (2-3)
C [OL A]

0.0 Green

0.0 0.0

5.0 0.0

0.0 0.0 0.0

5.0 B [Arrow B]

5.0 A [Arrow A] E [OL C]

5.0 Red

0.0 0.0
Yellow

0.0 0.0

0.0 D [OL B] F [OL D]

5.0 5.0

5.0 Red Revert ( 2-5 ) Overlap ( 2-4 )
Time
A4C9 CHECKSUM:

Caltrans TSCP Ver 2.21 Location:DEPARTMENT OF TRANSPORTATION 4 OFF
3 Max/Gap Out ( 2-7 )
Max Cnt
Gap Cnt Red To Se ( 2-6 )
Red To Sec
State of California
-2- -6- -4- -8- -7- -3- -5- -1-
PAGE 3

OVERLAP TIMING
CA 180 EB Ramp @ N Marks Ave
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 Det Type Phases Lock
Slot Delay Extend Recall Port
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
Count+Call+Extend 1 - - - - - - - NO 0 0.0 10 3.2 Count+Call+Extend 1 - - - - - - - NO 0 0.0 10 7.2 Extend - 2 - - - - - - NO 0 0.0 10 1.1
Extend - 2 - - - - - - NO 0 0.0 10 1.5
Call+Extend - 2 - - - - - - NO 0 0.0 10 4.5
Limited - 2 - - - - - - NO 0 0.0 10 6.2
Limited - 2 - - - - - - NO 0 2.0 10 2.1
Limited - 2 - - - - - - NO 0 2.0 10 7.4
Count+Call+Extend - - 3 - - - - - NO 0 0.0 10 3.4 Count+Call+Extend - - 3 - - - - - NO 0 0.0 10 7.6 Count+Call+Extend - - - 4 - - - - NO 2 0.0 10 1.3 Count+Call+Extend - - - 4 - - - - NO 2 0.0 10 1.7 Call+Extend - - - 4 - - - - NO 0 0.0 10 4.7
Limited - - - 4 - - - - NO 15 2.0 10 6.4
Limited - - - 4 - - - - NO 0 2.0 10 2.3
Limited - - - 4 - - - - NO 0 0.0 10 7.8
Call+Extend 1 - - - - - - - NO 0 0.0 10 3.6
Call+Extend - - 3 - - - - - NO 0 0.0 10 3.8
Count+Call - 2 - - - - - - NO 0 0.0 10 4.1
Count+Call - - - 4 - - - - NO 0 0.0 10 4.2
Count+Call+Extend - - - - 5 - - - NO 0 0.0 10 3.1 Count+Call+Extend - - - - 5 - - - NO 0 0.0 10 7.1 Extend - - - - - 6 - - NO 0 0.0 10 1.2
Extend - - - - - 6 - - NO 0 0.0 10 1.6
Call+Extend - - - - - 6 - - NO 0 0.0 10 4.6
Limited - - - - - 6 - - NO 0 0.0 10 6.3
Limited - - - - - 6 - - NO 0 0.0 10 2.2
Limited - - - - - 6 - - NO 0 0.0 10 7.3
Count+Call+Extend - - - - - - 7 - NO 0 0.0 10 3.3 Count+Call+Extend - - - - - - 7 - NO 0 0.0 10 7.5 Extend - - - - - - - 8 NO 0 2.0 10 1.4
Extend - - - - - - - 8 NO 0 2.0 10 1.8
Call+Extend - - - - - - - 8 NO 0 0.0 10 4.8
Limited - - - - - - - 8 NO 0 0.0 10 6.5
Limited - - - - - - - 8 NO 0 0.0 10 2.4
Limited - - - - - - - 8 NO 0 0.0 10 7.7
Call+Extend - - - - 5 - - - NO 0 0.0 10 3.5
Call+Extend - - - - - - 7 - NO 0 0.0 10 3.7
Count+Call - - - - - 6 - - NO 0 0.0 10 4.3
Count+Call - - - - - - - 8 NO 0 0.0 10 4.4
Pedestrian - 2 - - - - - - NO 0 0.0 10 5.1
Pedestrian - - - 4 - - - - NO 0 0.0 10 5.3
Pedestrian - - - - - 6 - - NO 0 0.0 10 5.2
Pedestrian - - - - - - - 8 NO 0 0.0 10 5.4 44
32 31
13 39
3 8
16 14
21 38
9 4
36 15
22 27
11 43
37 33
17 7
1 5
30 34
25 18
6 40
24 29
35 26
28 12
Det
10 23
19 42
41 20
2 Detector Attributes (5-1) Detector Configuration (5-2)

DETECTORS
CHECKSUM: D8B5
0 Failure Times (5-3) Minutes
Maximum On Time 0
Fail Reset Time
Detectors 25-32
- - - - - - - -
Detectors 41-44
- - - - - - - -
Detectors 17-24 - - - - - - - -
Detectors 33-40
Failure Override (5-4)
- - - - - - - -
- - - - - - - -
- - - - - - - -
Detectors 1-8
Detectors 9-16
CIC Operation (5-6-1)
Enable in Plans - - - - - - - - -
Multiplier

0.50 Smoothing 0.66 0.66

1.0 4.0

0.66 Demand CIC Values (5-6-2) Occupancy Volume

DEPARTMENT OF TRANSPORTATION
State of California
Input File Port-Bit Assignments
332 Cabinet - For Reference Only
1 2 3 4 75 86 9 10 11 1412 13

3.2 1.1 4.5 2.1 3.4 2.31.3 4.13.64.7 5.26.6 6.75.1

1.5 7.6 6.41.77.2 7.87.46.2 6.85.3 5.43.8 4.2 2.7

3.3 5.62.84.34.81.2 4.6 2.43.1 1.4 2.52.2 5.53.5

7.5 6.51.6 5.7 2.67.3 7.7 3.7 5.86.17.1 4.46.3 1.8
I-
J-
PAGE 7
Caltrans TSCP Ver 2.21 Location: CA 180 EB Ramp @ N Marks Ave 7J9L
4I8U
3I5L
6I13U
4I8L
8I13L
2I2U
8J6U
4I10L
3I9L
8J6L
6J4U
2I12U
1I1L
3I5U
6J10U
4I6L
1I1U
7J5L
2I2L
8J7U
4I7U
6J4L
8J7L
6J2U
8J10L
2I3U
4I7L
2I10U
2I4L
1I9U
8J8U
2I4U
4I12L
6J3U
5J9U
4I6U
8J8L
5J1L
7J5U
2I3L
5J1U
6J3L
6J2L
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 Table 1 (8-2-1) Table 2 (8-2-2) Table 3 (8-2-3) Table 4 (8-2-4) Table 5 (8-2-5) Table 6 (8-2-6) Time Plan OS Hour Plan OS Hour Plan OS Hour Plan OS Hour Plan OS Hour Plan OS 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A 0000 0 A Sun Sat
1 Mon
2 1
Fri
1 Tue
2 Wed
1 1
Thu
Weekday Table Assignments (8-2-7)

WEEKDAY ASSIGNMENT
85AF CHECKSUM:PAGE 8

DEPARTMENT OF TRANSPORTATION

TOD SCHEDULE
State of California
Caltrans TSCP Ver 2.21 CA 180 EB Ramp @ N Marks AveLocation:
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 # Mnth Week DOW Table Mnth Day DOW Table
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
0 0 - - - - - - - 0 0 0 - - - - - - - 0
Floating Holiday Table (8-2-8)
10 13
12 2
9 5
8 6
7 15
16 4
14 11
1 #
3 Fixed Holiday Table (8-2-9)
2100
- - - - - - - -
5 - - - - - - - -
Action End
- - - - - - - -
- - - - - - - 0000
- 2 - 4 - 6 - -
2 - - - - - - - 0
- - - - - - - 0000
0000
0 - - - - - - -
0530
0 0000
27 0000
4 Start
0000
1 1 2 3 4 5 6 7
0 - - - - - - - -
DOW #
0000
Action Codes: 18. Max Green 3

0. None 19. Rest in Walk

1. Permitted 20. Rest in Red

2. Restricted 21. Free Lag Phases

4. Veh Min Recall 22. Special Functions

5. Veh Max Recall 23. Truck Preempt

6. Ped Recall 24. Conditional Service

7. Bike Recall 25. Conditional Service

8. Red Lock 26. Leading Ped

9. Yellow Lock

10. Force/Max Lock 41. Protected Permissive

11.Double Entry 42. Protected Permissive

12. Y-Coord C Action Code = Phases added to normal setting

13. Y-Coord D --------------------------------------------------------

14. Free 100+Action Code = Phases removed

15. Flashing 200+Action Code = Phases replaced

16. Walk 2

17. Max Green 2

DEPARTMENT OF TRANSPORTATION

HOLIDAY TABLES
PAGE 9 CHECKSUM: 46BF
State of California
Location: CA 180 EB Ramp @ N Marks Ave Caltrans TSCP Ver 2.21 0000 0 - - - - - - - - - - - - - - - 0000 16
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3

00.0 00.0
3 00
00 00
1 00.0
00 2
00 00
00 OP

00.0 00.0

00.0 00.0
4 00
# OP

00.0 00.0
Data Data

00.0 00.0

00.0 00.0
OP

00.0 00
Data
00 00 00

00.0 00
00 00.0
5 00.0

00.0 00.0

00.0 00

00.0 00.0 00.0

00.0 00.0

00.0 8

00.0 6
9 00 00.0 00
00 00
00 00.0
00 00.0

00.0 00.0
00 00

00.0 00.0

00.0 00.0
00 00 7 00.0
00 00

00.0 10

00.0 00 00.0
00 00

00.0 00.0

00.0 00.0
00 00.0

00.0 00.0 00
11 00

00.0 00
14 00

00.0 16

00.0 00.0

00.0 00.0
00 00
00 00 00

00.0 00.0
00 00.0 00.0 13
00 00.0
00 00
00 00

00.0 12

00.0 00.0 00

00.0 00.0
15 00.0
0 0
10 Local Toll
0 Delay
Phone Number
0 Callback Numbers (6-3...3)
0 0
0 0
Area Code
0 - 0
0 10
Long Distance
0 - 0
0 10
Line Out
0 0
0 - 0

SOFT LOGIC CALLBACK NUMBERS
Phone Number
Area Code
Line Out
Long Distance
Delay
Local Toll
Local Toll
Long Distance
Line Out
Delay
Phone Number
Area Code
IP Address
1 Broadcast
Netmask
168
255
Network (6-4)
Address
27000
192
Gateway 254
1 13 168
13 192
Port
Static IP IP Mode
Protocol
255
13 AB3418
255
168
0 192
255

NETWORK
Soft Logic ( 6-2 )
CHECKSUM:PAGE 10 BAC2

DEPARTMENT OF TRANSPORTATION
State of California
Caltrans TSCP Ver 2.21 CA 180 EB Ramp @ N Marks AveLocation:
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3

DEPARTMENT OF TRANSPORTATION
State of California
Port
Max
0 30
Advance
Overlap Grn
Phase Termination
Clear Phase Green

5.5 Delay
- 2 - - 5 - - -
Preempt Timers
No
30 - - - - - -
Latching
EVA
(3-A)
EVB
(3-B)
Phase

5.6 No
Phase Termination
Advance
- - - 4 - - 7 -
Port
- - - - - -
Delay
Preempt Timers
Latching
Phase Green Max Clear
30 30 0
Overlap Grn

5.8 No
EVD
(3-D)
C3CB PAGE 11 CHECKSUM:

Caltrans TSCP Ver 2.21 CA 180 EB Ramp @ N Marks AveLocation:
0 1 2 3 4 5 6 7 8 - - - - - - - - - - - - - - - - A B C D E F - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 2 3 - - 6 - - - - - - - - - - - - - - - - - 2 - - - 6 - - - - - 4 - - - 8 - - - - - - - - - - - - - - Gate Port
Gate Port

0.0 0.0
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 INPUTS
7 Wire I/C(2-1-5-1)
Input Port Input Port
Enable R1 Free
Max ON R2 D2
Max OFF R3 D3
Manual Control(2-1-5-2)
Input Port
Manual Adv
Adv Enable
Cabinet Staus (2-1-5-3)
Input Port
Flash Bus
Door Ajar
Flash Sense
Stop Time
Special Function (2-1-5-4)
Input Port
1 2
3 4
Battery Backup (2-1-5-5)
Port Operation
Y-Coordination (2-1-5-6)
Port C Port D
No 3.8 3.6
0 3.5 2.8
0 3.7 6.1

6.6 6.6

0.0 0.0

6.7 6.8

0.0 0.0

2.7 Flashing

DEPARTMENT OF TRANSPORTATION
State of California
PAGE 12 CHECKSUM: EF20
Location: Caltrans TSCP Ver 2.21 CA 180 EB Ramp @ N Marks Ave 8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 Y-Coord Plans (7-C,D) Long Grn No Grn Offset Perm 1 2 3 4 5 6 7 8 Coord Lag Min Recall Restricted Plan C
Plan D
0 0 0 0 0 0 0 0 0 0 0 0 - 2 - - - 6 - - - 2 - 4 - 6 - 8 - - - - - - - - - - - - - - - - 0 0 0 0 0 0 0 0 0 0 0 0 - 2 - - - 6 - - - 2 - 4 - 6 - 8 - - - - - - - - - - - - - - - - Force-Offs
0 Phase 1
Minimum
Phase 5
Minimum
0 0
0 0
Green
Extend
Early
Green
Phase 6
Minimum
0 0 0
Phase 7
Minimum
Inhibit
Cycles
0 0
0 0 0 0
0 Local Plans (3-E) 1...9 1...19
Plan 2 0
Phase 2
Minimum
0 0 0
0 0
Phase 8
Minimum
0 Phase 3
Minimum
Plan 1
Phase 4
Minimum

0.0 0.0
Clearance
0 - - - - - - - - 0.0 0.0
Passage Slave
Input
Sign
Output
Det 3
Port CarryOver Det 4
Port Phase Green Det 2
Port Next Priority

0.0 0.0 0 0.0 0
Truck Priority (3-F)

TRUCK PRIORITY

DEPARTMENT OF TRANSPORTATION

YELLOW YIELD COORDINATION
State of California
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
Green Factor
PAGE 13 CHECKSUM: 86F7
Caltrans TSCP Ver 2.21 CA 180 EB Ramp @ N Marks AveLocation:
0 0 0 0 0 Green Factor 0 0 0 0 0 0
*** Enable in Plans Input Type Stop Go
Queue Jump (3-E-B)
Hold PhaseGrn Hold

0.0 0.0 OPT
OPT
0 0
0 0
- - - - - - - -
- - - - - - - -
0 0
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3

DEPARTMENT OF TRANSPORTATION
State of California
Caltrans TSCP Ver 2.21 CA 180 EB Ramp @ N Marks AveLocation:

Model 2070 Model ID
Manufacturer ID
AB3418
Caltrans TSCP Ver 2.21
Protocol Revision ID

CONTROLLER ID
8/25/21 1:24 PM CA 180 EB Ramp@N Marks Ave / 180 & Marks EB - 42180007.3 T RAFFIC I MPACT STUDY
N OVEMBER 2021
2740 W EST N IELSEN A VENUE W AREHOUSE P ROJECT F RESNO , C ALIFORNIA

R:\SNN2101\TIS\2740 West Nielsen Warehouse TIS.docx (11/23/21) 106 APPENDIX C:

VOLUME DEVELOPMENT WORKSHEETS
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project 1M a r k s Avenue/Belmont Avenue
2016 count
NBL 49 49 1 50 97 97 2 99
NBT 261 261 7 268 589 589 7 596
NBR 67 67 3 70 76 76 4 80
SBL 39 39 0 39 25 25 0 25
SBT 424 424 25 449 259 259 34 293
SBR 28 28 0 28 26 26 0 26
EBL 24 24 0 24 24 24 0 24
EBT 127 127 0 127 174 174 0 174
EBR 87 87 7 94 63 63 9 72
W B L 3 93 9 1 3 5 2 3 63 6 1 6 5 2
WBT 78 78 0 78 126 126 0 126
WBR 11 11 0 11 53 53 0 53
North Leg
Approach 0 0 491 491 25 516 0 0 310 310 34 344
Departure 0 0 296 296 7 303 0 0 666 666 7 673
Total 0 0 787 787 32 819 0 0 976 976 41 1,017
South Leg
Approach 0 0 377 377 11 388 0 0 762 762 13 775
Departure 0 0 550 550 45 595 0 0 358 358 59 417
Total 0 0 927 927 56 983 0 0 1,120 1,120 72 1,192
East Leg
Approach 0 0 128 128 13 141 0 0 215 215 16 231
Departure 0 0 233 233 3 236 0 0 275 275 4 279
Total 0 0 361 361 16 377 0 0 490 490 20 510
West Leg
Approach 0 0 238 238 7 245 0 0 261 261 9 270
Departure 0 0 155 155 1 156 0 0 249 249 2 251
Total 0 0 393 393 8 401 0 0 510 510 11 521
Total Approaches
Approach 0 0 1,234 1,234 56 1,290 0 0 1,548 1,548 72 1,620 Departure 0 0 1,234 1,234 56 1,290 0 0 1,548 1,548 72 1,620 Total 0 0 2,468 2,468 112 2,580 0 0 3,096 3,096 144 3,240 A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
2M a r k s Avenue/Nielsen Avenue
NBL 55 55 62 0 62 36 36 37 0 37
NBT 227 82 309 349 0 349 371 177 548 568 0 568
N B R 6 2 6 27 0 2 8 9 8 3 5 3 53 6 3 8 7 4
SBL 8 8 9 0 9 9 9 10 0 10
SB
T 212 114 326 343 0 343 192 81 273 318 0 318
SBR 31 31 34 0 34 18 18 20 0 20
EBL 11 11 12 0 12 22 22 24 0 24
EB
T 66 7 1 8 3 3 3 1 4
EBR 40 40 42 0 42 35 35 41 0 41
WBL 17 17 18 7 25 67 67 78 9 87
WBT 44 4 0 4 8 8 9 0 9
WBR 9 9 10 0 10 10 10 11 0 11
North Leg
Approach 251 114 365 386 0 386 219 81 300 348 0 348
Departure 247 82 329 371 0 371 403 177 580 603 0 603
Total 498 196 694 757 0 757 622 258 880 951 0 951
South Leg
Approach 344 82 426 481 28 509 442 177 619 641 38 679
Departure 269 114 383 403 7 410 294 81 375 437 9 446
Total 613 196 809 884 35 919 736 258 994 1,078 47 1,125 East Leg
Approach 30 0 30 32 7 39 85 0 85 98 9 107
Departure 76 0 76 86 29 115 47 0 47 49 39 88
Total 106 0 106 118 36 154 132 0 132 147 48 195
West Leg
Approach 57 0 57 61 1 62 60 0 60 68 1 69
Departure 90 0 90 100 0 100 62 0 62 66 0 66
Total 147 0 147 161 1 162 122 0 122 134 1 135
Total Approaches
Approach 682 196 878 960 36 996 806 258 1,064 1,155 48 1,203 Departure 682 196 878 960 36 996 806 258 1,064 1,155 48 1,203 Total 1,364 392 1,756 1,920 72 1, 992 1,612 516 2,128 2,310 96 2,406 R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
3M a r k s Avenue/Ray Johnson Drive
NBL 0 0 0 0 0 0 0 0 0 0
NBT 351 128 479 479 28 507 430 205 635 635 38 673
NBR 6 6 6 0 6 10 10 10 0 10
SBL 3 3 3 0 3 4 4 4 0 4
SB
T 260 139 399 399 7 406 304 128 432 432 9 441
SBR 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0
EB
T 00 0 0 0 0 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0
WBL 8 8 8 0 8 17 17 17 0 17
WBT 00 0 0 0 0 0 0 0 0
WBR 3 3 3 0 3 6 6 6 0 6
North Leg
Approach 263 139 402 402 7 409 308 128 436 436 9 445
Departure 354 128 482 482 28 510 436 205 641 641 38 679 Total 617 267 884 884 35 919 744 334 1,078 1,078 47 1,125 South Leg
Approach 357 128 485 485 28 513 440 205 645 645 38 683
Departure 268 139 407 407 7 414 321 128 449 449 9 458
Total 625 267 892 892 35 927 761 334 1,095 1,095 47 1,142 East Leg
Approach 11 0 11 11 0 11 23 0 23 23 0 23
Departure 9 0 9 9 0 9 14 0 14 14 0 14
Total 20 0 20 20 0 20 37 0 37 37 0 37
West Leg
Approach 00 0 0 00 0 0 0 0 00
Departure 0 0 0 0 0 0 0 0 0 0 0 0
T o t a l 0 000 0 0 0000 0 0
Total Approaches
Approach 631 267 898 898 35 933 771 334 1,105 1,105 47 1,152 Departure 631 267 898 898 35 933 771 334 1,105 1,105 47 1,152 Total 1,262 534 1,796 1,796 70 1, 866 1,542 667 2,209 2,209 94 2,303 R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
4M a r k s Avenue/SR‐180 Westbound Ramps
NBL 0 0 0 0 0 0 0 0 0 0
NBT 82 82 82 5 87 144 144 144 5 149
NBR 11 11 11 0 11 15 15 15 0 15
SBL 0 0 0 0 0 0 0 0 0 0
SBT 263 139 402 402 7 409 297 128 425 425 9 434
SBR 24 24 24 0 24 23 23 23 0 23
EBL 0 0 0 0 0 0 0 0 0 0
EB
T 00 0 0 0 0 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0
WBL 180 180 180 0 180 242 242 242 0 242
WBT 00 0 0 0 0 0 0 0 0
WBR 267 128 395 395 23 418 313 205 518 518 32 550
North Leg
Approach 287 139 426 426 7 433 320 128 448 448 9 457
Departure 349 128 477 477 28 505 457 205 662 662 37 699 Total 636 267 903 903 35 938 777 334 1,111 1,111 46 1,157 South Leg
Approach 93 0 93 93 5 98 159 0 159 159 5 164
Departure 443 139 582 582 7 589 539 128 667 667 9 676
Total 536 139 675 675 12 687 698 128 826 826 14 840
East Leg
Approach 447 128 575 575 23 598 555 205 760 760 32 792
Departure 11 0 11 11 0 11 15 0 15 15 0 15
Total 458 128 586 586 23 609 570 205 775 775 32 807
West Leg
Approach 00 0 0 00 0 0 0 0 00
Departure 24 0 24 24 0 24 23 0 23 23 0 23
Total 24 0 24 24 0 24 23 0 23 23 0 23
Total Approaches
Approach 827 267 1,094 1,094 35 1, 129 1,034 334 1,368 1,368 46 1,414 Departure 827 267 1,094 1,094 35 1,129 1,034 334 1,368 1,368 46 1,414 Total 1,654 534 2,188 2,188 70 2, 258 2,068 667 2,735 2,735 92 2,827 R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
5M a r k s Avenue/SR‐180 Eastbound Ramps
NBL 0 0 0 0 0 0 0 0 0 0
NBT 83 83 83 3 86 140 140 140 3 143
NBR 223 223 223 0 223 266 266 266 0 266
SBL 0 0 0 0 0 0 0 0 0 0
SBT 289 289 291 0 291 360 360 359 1 360
SBR 150 139 289 291 7 298 181 128 309 308 8 316
EBL 10 10 10 2 12 19 19 19 2 21
EBT 00 0 0 0 0 0 0 0 0
EBR 11 11 11 0 11 20 20 20 0 20
WBL 0 0 0 0 0 0 0 0 0 0
WBT 00 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0
North Leg
Approach 439 139 578 582 7 589 541 128 669 667 9 676
Departure 93 0 93 93 5 98 159 0 159 159 5 164
Total 532 139 671 675 12 687 700 128 828 826 14 840
South Leg
Approach 306 0 306 306 3 309 406 0 406 406 3 409
Departure 300 0 300 302 0 302 380 0 380 379 1 380
Total 606 0 606 608 3 611 786 0 786 785 4 789
East Leg
Approach 00 0 0 00 0 0 0 0 00
Departure 223 0 223 223 0 223 266 0 266 266 0 266
Total 223 0 223 223 0 223 266 0 266 266 0 266
West Leg
Approach 21 0 21 21 2 23 39 0 39 39 2 41
Departure 150 139 289 291 7 298 181 128 309 308 8 316
Total 171 139 310 312 9 321 220 128 348 347 10 357
Total Approaches
Approach 766 139 905 909 12 921 986 128 1,114 1,112 14 1,126 Departure 766 139 905 909 12 921 986 128 1,114 1,112 14 1,126 Total 1,532 279 1,811 1,819 24 1, 843 1,972 256 2,228 2,224 28 2,252 R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
6 Hughes Avenue/Belmont Avenue
NBL 6 6 6 0 6 14 14 14 0 14
NBT 27 27 27 1 28 42 42 42 1 43
NBR 33 33 33 5 38 56 56 56 5 61
SBL 26 26 26 0 26 40 40 40 0 40
SBT 22 22 22 3 25 47 47 47 5 52
SBR 15 15 15 0 15 15 15 15 0 15
EBL 20 20 20 0 20 37 37 37 0 37
EBT 192 192 192 3 195 239 239 239 4 243
EBR 17 17 17 0 17 10 10 10 0 10
W B L 2 7 2 72 7 1 7 4 4 4 3 4 34 3 2 0 6 3
WBT 152 152 152 12 164 190 190 190 15 205
WBR 15 15 15 0 15 34 34 34 0 34
North Leg
Approach 63 0 63 63 3 66 102 0 102 102 5 107
Departure 62 0 62 62 1 63 113 0 113 113 1 114
Total 125 0 125 125 4 129 215 0 215 215 6 221
South Leg
Approach 66 0 66 66 6 72 112 0 112 112 6 118
Departure 66 0 66 66 20 86 100 0 100 100 25 125
Total 132 0 132 132 26 158 212 0 212 212 31 243
East Leg
Approach 194 0 194 194 29 223 267 0 267 267 35 302
Departure 251 0 251 251 8 259 335 0 335 335 9 344
Total 445 0 445 445 37 482 602 0 602 602 44 646
West Leg
Approach 229 0 229 229 3 232 286 0 286 286 4 290
Departure 173 0 173 173 12 185 219 0 219 219 15 234
Total 402 0 402 402 15 417 505 0 505 505 19 524
Total Approaches
Approach 552 0 552 552 41 593 767 0 767 767 50 817
Departure 552 0 552 552 41 593 767 0 767 767 50 817
Total 1,104 0 1,104 1,104 82 1, 186 1,534 0 1,534 1,534 100 1,634 R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Year COVID Adjusted Balanced Net Existing Year COVID Adjusted Balanced Net Existing 2,021 Non‐COVID 2,021 2,021 Project With 2,021 Non ‐COVID 2,021 2,021 Project With Counts Adjustments Volumes Volumes Trips Project Counts Adjustment s Volumes Volumes Trips Project A.M. Peak Hour P.M. Peak Hour
Table B‐1 ‐ Existing (2021) Peak Hour Volume Summary
7 Hughes Avenue/Nielsen Avenue
NBL 5 5 5 4 9 25 25 25 6 31
NBT 44 44 44 2 46 83 83 83 2 85
NBR 1 1 1 0 1 3 3 3 0 3
S B L 8 88 2 1 0 9 99 2 1 1
SBT 46 46 46 1 47 73 73 73 1 74
SBR 10 10 10 0 10 13 13 13 0 13
EBL 8 8 8 0 8 8 8 8 0 8
EBT 35 35 35 0 35 25 25 25 0 25
EBR 24 24 24 1 25 11 11 11 2 13
WBL 2 2 2 0 2 4 4 4 0 4
WBT 10 10 10 2 12 35 35 35 2 37
WBR 8 8 8 7 15 14 14 14 9 23
North Leg
Approach 64 0 64 64 3 67 95 0 95 95 3 98
Departure 60 0 60 60 9 69 105 0 105 105 11 116
Total 124 0 124 124 12 136 200 0 200 200 14 214
South Leg
Approach 50 0 50 50 6 56 111 0 111 111 8 119
Departure 72 0 72 72 2 74 88 0 88 88 3 91
Total 122 0 122 122 8 130 199 0 199 199 11 210
East Leg
Approach 20 0 20 20 9 29 53 0 53 53 11 64
Departure 44 0 44 44 2 46 37 0 37 37 2 39
Total 64 0 64 64 11 75 90 0 90 90 13 103
West Leg
Approach 67 0 67 67 1 68 44 0 44 44 2 46
Departure 25 0 25 25 6 31 73 0 73 73 8 81
Total 92 0 92 92 7 99 117 0 117 117 10 127
Total Approaches
Approach 201 0 201 201 19 220 303 0 303 303 24 327
Departure 201 0 201 201 19 220 303 0 303 303 24 327
Total 402 0 402 402 38 440 606 0 606 606 48 654
R:\SNN2101\TIS\Model.xlsx\Existing (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project 1 Marks Avenue/Belmont Avenue
NBL 49 2 3 54 1 55 97 4 4 105 2 107
NBT 261 10 3 274 7 281 589 24 10 623 7 630
NBR 67 3 1 71 3 74 76 3 2 81 4 85
SBL 39 2 1 42 0 42 25 1 0 26 0 26
SB
T 424 17 8 449 25 474 259 10 7 276 34 310
SBR 28 1 2 31 0 31 26 1 2 29 0 29
EBL 24 1 0 25 0 25 24 1 0 25 0 25
EB
T 127 5 13 145 0 145 174 7 16 197 0 197
EBR 87 3 1 91 7 98 63 3 1 67 9 76
WBL 39 2 0 41 13 54 36 1 2 39 16 55
WB
T 78 3 18 99 0 99 126 5 16 147 0 147
WBR 11 0 1 12 0 12 53 2 0 55 0 55
North Leg
Approach 491 20 11 522 25 547 310 12 9 331 34 365
Departure 296 11 4 311 7 318 666 27 10 703 7 710
Total 787 31 15 833 32 865 976 39 19 1,03
4 41 1,075
South Leg
Approach 377 15 7 399 11 410 762 31 16 809 13 822
Departure 550 22 9 581 45 626 358 14 10 382 59 441
Total 927 37 16 980 56 1,036 1,12
0 45 26 1,191 72 1,263
East Leg
Approach 128 5 19 152 13 165 215 8 18 241 16 257
Departure 233 10 15 258 3 261 275 11 18 304 4 308
Total 361 15 34 410 16 426 490 19 36 545 20 565
West Leg
Approach 238 9 14 261 7 268 261 11 17 289 9 298
Departure 155 6 23 184 1 185 249 10 22 281 2 283
Total 393 15 37 445 8 453 510 21 39 570 11 581
Total Approache
s
Approach 1,23 4 49 51 1,33 4 56 1,39 0 1,548 62 60 1,67 0 72 1,742 Departure 1,23 4 49 51 1,33 4 56 1,39 0 1,548 62 60 1,67 0 72 1,742 Total 2,468 98 102 2,668 112 2,78 0 3,096 124 120 3,34 0 144 3,48 4 AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary 2 Marks Avenue/Nielsen Avenue
NBL 62 2 1 65 0 65 37 1 2 40 0 40
NBT 349 14 8 371 0 371 568 23 16 607 0 607
NBR 70 3 6 79 28 107 36 1 2 39 38 77
SBL 9 0 0 9 0 9 10 0 0 10 0 10
SB
T 343 14 8 365 0 365 318 13 7 338 0 338
SBR 34 1 1 36 0 36 20 1 2 23 0 23
EBL 12 0 1 13 0 13 24 1 3 28 0 28
EB
T 70 0 7 1 8 30 1 4 1 5
EBR 42 2 1 45 0 45 41 2 2 45 0 45
WBL 18 1 2 21 7 28 78 3 7 88 9 97
WB
T 40 0 4 0 4 90 1 1 001 0
WBR 10 0 0 10 0 10 11 0 0 11 0 11
North Leg
Approach 386 15 9 410 0 410 348 14 9 371 0 371
Departure 371 14 9 394 0 394 603 24 19 646 0 646
Total 757 29 18 804 0 804 951 38 28 1,017 0 1,017
South Leg
Approach 481 19 15 515 28 543 641 25 20 686 38 724
Departure 403 17 11 431 7 438 437 18 16 471 9 480
Total 884 36 26 946 35 981 1,078 43 36 1,157 47 1,20
4 East Leg
Approach 32 1 2 35 7 42 98 3 8 109 9 118
Departure 86 3 6 95 29 124 49 1 3 53 39 92
Total 118 4 8 130 36 166 147 4 11 162 48 210
West Leg
Approach 61 2 2 65 1 66 68 3 6 77 1 78
Departure 100 3 2 105 0 105 66 2 5 73 0 73
Total 161 5 4 170 1 171 134 5 11 150 1 151
Total Approache
s
Approach 960 37 28 1,025 36 1,061 1,155 45 43 1,243 48 1,291 Departure 960 37 28 1,025 36 1,061 1,155 45 43 1,243 48 1,291 Total 1,92
0 74 56 2,05 0 72 2,122 2,31 0 90 86 2,486 96 2,582
R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary 3 Marks Avenue/Ray Johnson Drive
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 479 19 15 513 28 541 635 25 18 678 38 716
NBR 6 0 13 19 0 19 10 0 3 13 0 13
SBL 3 0 2 5 0 5 4 0 0 4 0 4
SB
T 399 16 9 424 7 431 432 17 16 465 9 474
SBR 0 0 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0 0 0
EB
T 00 0 0 0 0 00 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0
WBL 8 0 3 11 0 11 17 1 14 32 0 32
WB
T 00 0 0 0 0 00 0 0 0 0
WBR 3 0 0 3 0 3 6 0 2 8 0 8
North Leg
Approach 402 16 11 429 7 436 436 17 16 469 9 478
Departure 482 19 15 516 28 544 641 25 20 686 38 724
Total 884 35 26 945 35 980 1,078 42 36 1,156 47 1,202
South Leg
Approach 485 19 28 532 28 560 645 25 21 691 38 729
Departure 407 16 12 435 7 442 449 18 30 497 9 506
Total 892 35 40 967 35 1,002 1,095 43 51 1,189 47 1,235 East Leg
Approach 11 0 3 14 0 14 23 1 16 40 0 40
Departure 9 0 15 24 0 24 14 0 3 17 0 17
Total 20 0 18 38 0 38 37 1 19 57 0 57
West Leg
Approach 0 0 0 0 0 0 0 0 0 0 0 0
Departure 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0
Total Approache
s
Approach 898 35 42 975 35 1,01 0 1,105 43 53 1,201 47 1,247 Departure 898 35 42 975 35 1,01 0 1,105 43 53 1,201 47 1,247 Total 1,796 70 84 1,95 0 70 2,02 0 2,209 86 106 2,401 94 2,49 4 R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary 4 Marks Avenue/SR‐180 Westbound Ramps
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 82 3 21 106 5 111 144 6 14 164 5 169
NBR 11 0 0 11 0 11 15 1 0 16 0 16
SBL 0 0 0 0 0 0 0 0 0 0 0 0
SB
T 402 16 3 421 7 428 425 17 10 452 9 461
SBR 24 1 8 33 0 33 23 1 20 44 0 44
EBL 0 0 0 0 0 0 0 0 0 0 0 0
EB
T 00 0 0 0 0 00 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0
WBL 180 7 6 193 0 193 242 10 18 270 0 270
WB
T 00 0 0 0 0 00 0 0 0 0
WBR 395 16 3 414 23 437 518 21 3 542 32 574
North Leg
Approach 426 17 11 454 7 461 448 18 30 496 9 505
Departure 477 19 24 520 28 548 662 27 17 706 37 743
Total 903 36 35 974 35 1,009 1,111 45 47 1,203 46 1,248 South Leg
Approach 93 3 21 117 5 122 159 7 14 180 5 185
Departure 582 23 9 614 7 621 667 27 28 722 9 731
Total 675 26 30 731 12 743 826 34 42 902 14 916
East Leg
Approach 575 23 9 607 23 630 760 31 21 812 32 844
Departure 11 0 0 11 0 11 15 1 0 16 0 16
Total 586 23 9 618 23 641 775 32 21 828 32 860
West Leg
Approach 0 0 0 0 0 0 0 0 0 0 0 0
Departure 24 1 8 33 0 33 23 1 20 44 0 44
Total 24 1 8 33 0 33 23 1 20 44 0 44
Total Approache
s
Approach 1,09 4 43 41 1,178 35 1,213 1,368 56 65 1,489 46 1,53 4 Departure 1,09 4 43 41 1,178 35 1,213 1,368 56 65 1,489 46 1,53 4 Total 2,188 86 82 2,356 70 2,426 2,735 112 130 2,977 92 3,068 R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary 5 Marks Avenue/SR‐180 Eastbound Ramps
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 83 3 3 89 3 92 140 6 3 149 3 152
NBR 223 9 14 246 0 246 266 11 9 286 0 286
SBL 0 0 0 0 0 0 0 0 0 0 0 0
SB
T 291 12 6 309 0 309 359 14 18 391 1 392
SBR 291 12 1 304 7 311 308 12 7 327 8 335
EBL 10 0 18 28 2 30 19 1 11 31 2 33
EB
T 00 0 0 0 0 00 0 0 0 0
EBR 11 0 0 11 0 11 20 1 0 21 0 21
WBL 0 0 0 0 0 0 0 0 0 0 0 0
WB
T 00 0 0 0 0 00 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0 0 0
North Leg
Approach 582 24 7 613 7 620 667 26 25 718 9 727
Departure 93 3 21 117 5 122 159 7 14 180 5 185
Total 675 27 28 730 12 742 826 33 39 898 14 912
South Leg
Approach 306 12 17 335 3 338 406 17 12 435 3 438
Departure 302 12 6 320 0 320 379 15 18 412 1 413
Total 608 24 23 655 3 658 785 32 30 847 4 851
East Leg
Approach 0 0 0 0 0 0 0 0 0 0 0 0
Departure 223 9 14 246 0 246 266 11 9 286 0 286
Total 223 9 14 246 0 246 266 11 9 286 0 286
West Leg
Approach 21 0 18 39 2 41 39 2 11 52 2 54
Departure 291 12 1 304 7 311 308 12 7 327 8 335
Total 312 12 19 343 9 352 347 14 18 379 10 389
Total Approache
s
Approach 909 36 42 987 12 999 1,112 45 48 1,205 14 1,219 Departure 909 36 42 987 12 999 1,112 45 48 1,205 14 1,219 Total 1,819 72 84 1,975 24 1,998 2,22
4 90 96 2,41 0 28 2,438
R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary 6 Hughes Avenue/Belmont Avenue
NBL 6 0 1 7 0 7 14 1 8 23 0 23
NBT 27 1 1 29 1 30 42 2 8 52 1 53
NBR 33 1 4 38 5 43 56 2 20 78 5 83
SBL 26 1 0 27 0 27 40 2 0 42 0 42
SB
T 22 1 8 31 3 34 47 2 1 50 5 55
SBR 15 1 0 16 0 16 15 1 0 16 0 16
EBL 20 1 0 21 0 21 37 1 0 38 0 38
EB
T 192 8 15 215 3 218 239 10 18 267 4 271
EBR 17 1 8 26 0 26 10 0 1 11 0 11
WBL 27 1 20 48 17 65 43 2 3 48 20 68
WB
T 152 6 20 178 12 190 190 8 18 216 15 231
WBR 15 1 0 16 0 16 34 1 0 35 0 35
North Leg
Approach 63 3 8 74 3 77 102 5 1 108 5 113
Departure 62 3 1 66 1 67 113 4 8 125 1 126
Total 125 6 9 140 4 144 215 9 9 233 6 239
South Leg
Approach 66 2 6 74 6 80 112 5 36 153 6 159
Departure 66 3 36 105 20 125 100 4 5 109 25 134
Total 132 5 42 179 26 205 212 9 41 262 31 293
East Leg
Approach 194 8 40 242 29 271 267 11 21 299 35 334
Departure 251 10 19 280 8 288 335 14 38 387 9 396
Total 445 18 59 522 37 559 602 25 59 686 44 730
West Leg
Approach 229 10 23 262 3 265 286 11 19 316 4 320
Departure 173 7 21 201 12 213 219 10 26 255 15 270
Total 402 17 44 463 15 478 505 21 45 571 19 590
Total Approache
s
Approach 552 23 77 652 41 693 767 32 77 876 50 926
Departure 552 23 77 652 41 693 767 32 77 876 50 926
Total 1,10
4 46 154 1,30 4 82 1,386 1,53 4 64 154 1,752 100 1,852
R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project AM Peak Hour PM Peak Hour
Table B‐2 ‐ Opening Year Cumulative (2023) Peak Hour Volume Summary 7 Hughes Avenue/Nielsen Avenue
NBL 5 0 2 7 4 11 25 1 7 33 6 39
NBT 44 2 4 50 2 52 83 3 35 121 2 123
NBR 1 0 1 2 0 2 3 0 4 7 0 7
SBL 8 0 0 8 2 10 9 0 0 9 2 11
SBT 46 2 34 82 1 83 73 3 4 80 1 81
SBR 10 0 0 10 0 10 13 1 0 14 0 14
EBL 8 0 0 8 0 8 8 0 0 8 0 8
EBT 35 1 0 36 0 36 25 1 1 27 0 27
EBR 24 1 6 31 1 32 11 0 2 13 2 15
WBL 2 0 3 5 0 5 4 0 1 5 0 5
WBT 10 0 0 10 2 12 35 1 0 36 2 38
WBR 8 0 0 8 7 15 14 1 0 15 9 24
North Leg
Approach 64 2 34 100 3 103 95 4 4 103 3 106
Departure 60 2 4 66 9 75 105 4 35 144 11 155
Total 124 4 38 166 12 178 200 8 39 247 14 261
South Leg
Approach 50 2 7 59 6 65 111 4 46 161 8 169
Departure 72 3 43 118 2 120 88 3 7 98 3 101
Total 122 5 50 177 8 185 199 7 53 259 11 270
East Leg
Approach 20 0 3 23 9 32 53 2 1 56 11 67
Departure 44 1 1 46 2 48 37 1 5 43 2 45
Total 64 1 4 69 11 80 90 3 6 99 13 112
West Leg
Approach 67 2 6 75 1 76 44 1 3 48 2 50
Departure 25 0 2 27 6 33 73 3 7 83 8 91
Total 92 2 8 102 7 109 117 4 10 131 10 141
Total Approaches
Approach 201 6 50 257 19 276 303 11 54 368 24 392
Departure 201 6 50 257 19 276 303 11 54 368 24 392
Total 402 12 100 514 38 552 606 22 108 736 48 784
R:\SNN2101\TIS\Model.xlsx\2023 CUMUL TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
1 Marks Avenue/Belmont Avenue
NBL 73 1 74 163 2 165
NBT 288 7 295 654 7 661
NBR 93 3 96 91 4 95
SBL 73 0 73 34 0 34
SBT 471 25 496 290 34 324
SBR 32 0 32 50 0 50
EBL 31 0 31 37 0 37
EBT 239 0 239 220 0 220
EBR 113 7 120 70 9 79
WBL 43 13 56 41 16 57
WBT 104 0 104 182 0 182
WBR 13 0 13 67 0 67
North Leg
Approach 576 25 601 374 34 408
Departure 332 7 339 758 7 765
Total 908 32 940 1,132 41 1,173
South Leg
Approach 454 11 465 908 13 921
Departure 627 45 672 401 59 460
Total 1,081 56 1,137 1,309 72 1,381
East Leg
Approach 160 13 173 290 16 306
Departure 405 3 408 345 4 349
Total 565 16 581 635 20 655
West Leg
Approach 383 7 390 327 9 336
Departure 209 1 210 395 2 397
Total 592 8 600 722 11 733
Total Approaches
Approach 1,573 56 1,629 1,899 72 1,971
Departure 1,573 56 1,629 1,899 72 1,971
Total 3,146 112 3,258 3,798 144 3,942
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
2 Marks Avenue/Nielsen Avenue
NBL 68 0 68 42 0 42
NBT 390 0 390 638 0 638
NBR 93 28 121 41 38 79
SBL 14 0 14 11 0 11
SBT 383 0 383 354 0 354
SBR 39 0 39 24 0 24
EBL 14 0 14 33 0 33
EBT 10 1 11 4 1 5
EBR 46 0 46 47 0 47
WBL 22 7 29 92 9 101
WBT 4 0 4 11 0 11
WBR 11 0 11 12 0 12
North Leg
Approach 436 0 436 389 0 389
Departure 415 0 415 683 0 683
Total 851 0 851 1,072 0 1,072
South Leg
Approach 551 28 579 721 38 759
Departure 451 7 458 493 9 502
Total 1,002 35 1,037 1,214 47 1,261
East Leg
Approach 37 7 44 115 9 124
Departure 117 29 146 56 39 95
Total 154 36 190 171 48 219
West Leg
Approach 70 1 71 84 1 85
Departure 111 0 111 77 0 77
Total 181 1 182 161 1 162
Total Approaches
Approach 1,094 36 1,130 1,309 48 1,357
Departure 1,094 36 1,130 1,309 48 1,357
Total 2,188 72 2,260 2,618 96 2,714
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
3 Marks Avenue/Ray Johnson Drive
N B L 000 000
NBT 548 28 576 712 38 750
NBR 20 0 20 14 0 14
S B L 505 404
SBT 446 7 453 488 9 497
S B R 000 000
E B L 000 000
E B T 000 000
E B R 000 000
WBL 12 0 12 34 0 34
W B T 000 000
W B R 303 909
North Leg
Approach 451 7 458 492 9 501
Departure 551 28 579 721 38 759
Total 1,002 35 1,037 1,213 47 1,260
South Leg
Approach 568 28 596 726 38 764
Departure 458 7 465 522 9 531
Total 1,026 35 1,061 1,248 47 1,295
East Leg
Approach 15 0 15 43 0 43
Departure 25 0 25 18 0 18
Total 40 0 40 61 0 61
West Leg
Approach 0 0 0 0 0 0
Departure 0 0 0 0 0 0
Total 0 0 0 0 0 0
Total Approaches
Approach 1,034 35 1,069 1,261 47 1,308
Departure 1,034 35 1,069 1,261 47 1,308
Total 2,068 70 2,138 2,522 94 2,616
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
4 Marks Avenue/SR‐180 Westbound Ramps
N B L 000 000
NBT 142 5 147 213 5 218
NBR 15 0 15 18 0 18
S B L 000 000
SBT 454 7 461 489 9 498
SBR 37 0 37 47 0 47
E B L 000 000
E B T 000 000
E B R 000 000
WBL 227 0 227 372 0 372
W B T 000 000
WBR 453 23 476 588 32 620
North Leg
Approach 491 7 498 536 9 545
Departure 595 28 623 801 37 838
Total 1,086 35 1,121 1,337 46 1,383
South Leg
Approach 157 5 162 231 5 236
Departure 681 7 688 861 9 870
Total 838 12 850 1,092 14 1,106
East Leg
Approach 680 23 703 960 32 992
Departure 15 0 15 18 0 18
Total 695 23 718 978 32 1,010
West Leg
Approach 0 0 0 0 0 0
Departure 37 0 37 47 0 47
Total 37 0 37 47 0 47
Total Approaches
Approach 1,328 35 1,363 1,727 46 1,773
Departure 1,328 35 1,363 1,727 46 1,773
Total 2,656 70 2,726 3,454 92 3,546
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
5 Marks Avenue/SR‐180 Eastbound Ramps
N B L 000 000
NBT 128 3 131 198 3 201
NBR 358 0 358 296 0 296
S B L 000 000
SBT 361 0 361 517 1 518
SBR 320 7 327 344 8 352
EBL 29 2 31 33 2 35
E B T 000 000
EBR 11 0 11 22 0 22
W B L 000 000
W B T 000 000
W B R 000 000
North Leg
Approach 681 7 688 861 9 870
Departure 157 5 162 231 5 236
Total 838 12 850 1,092 14 1,106
South Leg
Approach 486 3 489 494 3 497
Departure 372 0 372 539 1 540
Total 858 3 861 1,033 4 1,037
East Leg
Approach 0 0 0 0 0 0
Departure 358 0 358 296 0 296
Total 358 0 358 296 0 296
West Leg
Approach 40 2 42 55 2 57
Departure 320 7 327 344 8 352
Total 360 9 369 399 10 409
Total Approaches
Approach 1,207 12 1,219 1,410 14 1,424
Departure 1,207 12 1,219 1,410 14 1,424
Total 2,414 24 2,438 2,820 28 2,848
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
6 Hughes Avenue/Belmont Avenue
NBL 17 0 17 35 0 35
NBT 93 1 94 55 1 56
NBR 62 5 67 82 5 87
SBL 28 0 28 44 0 44
SBT 47 3 50 107 5 112
SBR 21 0 21 37 0 37
EBL 53 0 53 55 0 55
EBT 276 3 279 281 4 285
EBR 59 0 59 28 0 28
WBL 50 17 67 48 20 68
WBT 187 12 199 233 15 248
WBR 17 0 17 37 0 37
North Leg
Approach 96 3 99 188 5 193
Departure 163 1 164 147 1 148
Total 259 4 263 335 6 341
South Leg
Approach 172 6 178 172 6 178
Departure 156 20 176 183 25 208
Total 328 26 354 355 31 386
East Leg
Approach 254 29 283 318 35 353
Departure 366 8 374 407 9 416
Total 620 37 657 725 44 769
West Leg
Approach 388 3 391 364 4 368
Departure 225 12 237 305 15 320
Total 613 15 628 669 19 688
Total Approaches
Approach 910 41 951 1,042 50 1,092
Departure 910 41 951 1,042 50 1,092
Total 1,820 82 1,902 2,084 100 2,184
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
7 Hughes Avenue/Nielsen Avenue
NBL 7 4 11 35 6 41
NBT 127 2 129 123 2 125
NBR 2 0 2 24 0 24
SBL 18 2 20 16 2 18
SBT 115 1 116 174 1 175
SBR 11 0 11 15 0 15
EBL 24 0 24 8 0 8
EBT 45 0 45 28 0 28
EBR 35 1 36 14 2 16
WBL 5 0 5 27 0 27
WBT 11 2 13 38 2 40
WBR 19 7 26 16 9 25
North Leg
Approach 144 3 147 205 3 208
Departure 170 9 179 147 11 158
Total 314 12 326 352 14 366
South Leg
Approach 136 6 142 182 8 190
Departure 155 2 157 215 3 218
Total 291 8 299 397 11 408
East Leg
Approach 35 9 44 81 11 92
Departure 65 2 67 68 2 70
Total 100 11 111 149 13 162
West Leg
Approach 104 1 105 50 2 52
Departure 29 6 35 88 8 96
Total 133 7 140 138 10 148
Total Approaches
Approach 419 19 438 518 24 542
Departure 419 19 438 518 24 542
Total 838 38 876 1,036 48 1,084
R:\SNN2101\TIS\Model.xlsx\2035 TM (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project Table B‐2 ‐ Near‐Term Approved and Pending Project (2023) Peak Hour Volume Summary ‐ Worst case AM Peak Hour PM Peak Hour
3 Marks Avenue/Ray Johnson Drive
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 479 19 15 513 68 581 635 25 18 678 88 766
NBR 6 0 13 19 0 19 10 0 3 13 0 13
SBL 3 0 2 5 0 5 4 0 0 4 0 4
SB
T 399 16 9 424 17 441 432 17 16 465 21 486
SBR 0 0 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0 0 0
EB
T 00 0 0 0 0 00 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0
WBL 8 0 3 11 0 11 17 1 14 32 0 32
WB
T 00 0 0 0 0 00 0 0 0 0
WBR 3 0 0 3 0 3 6 0 2 8 0 8
North Leg
Approach 402 16 11 429 17 446 436 17 16 469 21 490
Departure 482 19 15 516 68 584 641 25 20 686 88 774
Total 884 35 26 945 85 1,03
0 1,078 42 36 1,156 109 1,26 4
South Leg
Approach 485 19 28 532 68 600 645 25 21 691 88 779
Departure 407 16 12 435 17 452 449 18 30 497 21 518
Total 892 35 40 967 85 1,052 1,095 43 51 1,189 109 1,297 East Leg
Approach 11 0 3 14 0 14 23 1 16 40 0 40
Departure 9 0 15 24 0 24 14 0 3 17 0 17
Total 20 0 18 38 0 38 37 1 19 57 0 57
West Leg
Approach 0 0 0 0 0 0 0 0 0 0 0 0
Departure 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0
Total Approache
s
Approach 898 35 42 975 85 1,06 0 1,105 43 53 1,201 109 1,309 Departure 898 35 42 975 85 1,06 0 1,105 43 53 1,201 109 1,309 Total 1,796 70 84 1,95 0 170 2,12 0 2,209 86 106 2,401 218 2,618 R:\SNN2101\TIS\Model.xlsx\2023 CUMUL CT (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project Table B‐2 ‐ Near‐Term Approved and Pending Project (2023) Peak Hour Volume Summary ‐ Worst case AM Peak Hour PM Peak Hour
4 Marks Avenue/SR‐180 Westbound Ramps
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 82 3 21 106 5 111 144 6 14 164 7 171
NBR 11 0 0 11 0 11 15 1 0 16 0 16
SBL 0 0 0 0 0 0 0 0 0 0 0 0
SB
T 402 16 3 421 17 438 425 17 10 452 20 472
SBR 24 1 8 33 0 33 23 1 20 44 0 44
EBL 0 0 0 0 0 0 0 0 0 0 0 0
EB
T 00 0 0 0 0 00 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0
WBL 180 7 6 193 0 193 242 10 18 270 0 270
WB
T 00 0 0 0 0 00 0 0 0 0
WBR 395 16 3 414 63 477 518 21 3 542 82 624
North Leg
Approach 426 17 11 454 17 471 448 18 30 496 20 516
Departure 477 19 24 520 68 588 662 27 17 706 89 795
Total 903 36 35 974 85 1,059 1,111 45 47 1,203 109 1,311 South Leg
Approach 93 3 21 117 5 122 159 7 14 180 7 187
Departure 582 23 9 614 17 631 667 27 28 722 20 742
Total 675 26 30 731 22 753 826 34 42 902 27 929
East Leg
Approach 575 23 9 607 63 670 760 31 21 812 82 894
Departure 11 0 0 11 0 11 15 1 0 16 0 16
Total 586 23 9 618 63 681 775 32 21 828 82 910
West Leg
Approach 0 0 0 0 0 0 0 0 0 0 0 0
Departure 24 1 8 33 0 33 23 1 20 44 0 44
Total 24 1 8 33 0 33 23 1 20 44 0 44
Total Approache
s
Approach 1,09 4 43 41 1,178 85 1,263 1,368 56 65 1,489 109 1,597 Departure 1,09 4 43 41 1,178 85 1,263 1,368 56 65 1,489 109 1,597 Total 2,188 86 82 2,356 170 2,526 2,735 112 130 2,977 218 3,19 4 R:\SNN2101\TIS\Model.xlsx\2023 CUMUL CT (11/22/2021)
Existing 2021 ‐ Cumulative Cumul Net Cumul Existing 2021 ‐ Cumulative Cumul Net Cumul Without 2023 Projects Without Project With Without 2023 Projects Without Project With Project Growth Trips Project Trips Project Project Growth Trips Project Trips Project Table B‐2 ‐ Near‐Term Approved and Pending Project (2023) Peak Hour Volume Summary ‐ Worst case AM Peak Hour PM Peak Hour
5 Marks Avenue/SR‐180 Eastbound Ramps
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 83 3 3 89 3 92 140 6 3 149 3 152
NBR 223 9 14 246 0 246 266 11 9 286 0 286
SBL 0 0 0 0 0 0 0 0 0 0 0 0
SB
T 291 12 6 309 0 309 359 14 18 391 0 391
SBR 291 12 1 304 16 320 308 12 7 327 20 347
EBL 10 0 18 28 3 31 19 1 11 31 3 34
EB
T 00 0 0 0 0 00 0 0 0 0
EBR 11 0 0 11 0 11 20 1 0 21 0 21
WBL 0 0 0 0 0 0 0 0 0 0 0 0
WB
T 00 0 0 0 0 00 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0 0 0
North Leg
Approach 582 24 7 613 16 629 667 26 25 718 20 738
Departure 93 3 21 117 6 123 159 7 14 180 6 186
Total 675 27 28 730 22 752 826 33 39 898 26 924
South Leg
Approach 306 12 17 335 3 338 406 17 12 435 3 438
Departure 302 12 6 320 0 320 379 15 18 412 0 412
Total 608 24 23 655 3 658 785 32 30 847 3 850
East Leg
Approach 0 0 0 0 0 0 0 0 0 0 0 0
Departure 223 9 14 246 0 246 266 11 9 286 0 286
Total 223 9 14 246 0 246 266 11 9 286 0 286
West Leg
Approach 21 0 18 39 3 42 39 2 11 52 3 55
Departure 291 12 1 304 16 320 308 12 7 327 20 347
Total 312 12 19 343 19 362 347 14 18 379 23 402
Total Approache
s
Approach 909 36 42 987 22 1,009 1,112 45 48 1,205 26 1,231 Departure 909 36 42 987 22 1,009 1,112 45 48 1,205 26 1,231 Total 1,819 72 84 1,975 44 2,018 2,22
4 90 96 2,41 0 52 2,462
R:\SNN2101\TIS\Model.xlsx\2023 CUMUL CT (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
3 Marks Avenue/Ray Johnson Drive
N B L 000 000
NBT 548 68 616 712 88 800
NBR 20 0 20 14 0 14
S B L 505 404
SBT 446 17 463 488 21 509
S B R 000 000
E B L 000 000
E B T 000 000
E B R 000 000
WBL 12 0 12 34 0 34
W B T 000 000
W B R 303 909
North Leg
Approach 451 17 468 492 21 513
Departure 551 68 619 721 88 809
Total 1,002 85 1,087 1,213 109 1,322
South Leg
Approach 568 68 636 726 88 814
Departure 458 17 475 522 21 543
Total 1,026 85 1,111 1,248 109 1,357
East Leg
Approach 15 0 15 43 0 43
Departure 25 0 25 18 0 18
Total 40 0 40 61 0 61
West Leg
Approach 0 0 0 0 0 0
Departure 0 0 0 0 0 0
Total 0 0 0 0 0 0
Total Approaches
Approach 1,034 85 1,119 1,261 109 1,370
Departure 1,034 85 1,119 1,261 109 1,370
Total 2,068 170 2,238 2,522 218 2,740
R:\SNN2101\TIS\Model.xlsx\2035 TM CT (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
4 Marks Avenue/SR‐180 Westbound Ramps
N B L 000 000
NBT 142 5 147 213 7 220
NBR 15 0 15 18 0 18
S B L 000 000
SBT 454 17 471 489 20 509
SBR 37 0 37 47 0 47
E B L 000 000
E B T 000 000
E B R 000 000
WBL 227 0 227 372 0 372
W B T 000 000
WBR 453 63 516 588 82 670
North Leg
Approach 491 17 508 536 20 556
Departure 595 68 663 801 89 890
Total 1,086 85 1,171 1,337 109 1,446
South Leg
Approach 157 5 162 231 7 238
Departure 681 17 698 861 20 881
Total 838 22 860 1,092 27 1,119
East Leg
Approach 680 63 743 960 82 1,042
Departure 15 0 15 18 0 18
Total 695 63 758 978 82 1,060
West Leg
Approach 0 0 0 0 0 0
Departure 37 0 37 47 0 47
Total 37 0 37 47 0 47
Total Approaches
Approach 1,328 85 1,413 1,727 109 1,836
Departure 1,328 85 1,413 1,727 109 1,836
Total 2,656 170 2,826 3,454 218 3,672
R:\SNN2101\TIS\Model.xlsx\2035 TM CT (11/22/2021)
Build‐Out Net Build ‐Out Build ‐Out Net Build ‐Out
Without Project With Without Project With
Project Trips Project Project Trips Project
Table C‐4‐Build‐Out (2035) Peak Hour Volume Summary
AM Peak Hour PM Peak Hour
5 Marks Avenue/SR‐180 Eastbound Ramps
N B L 000 000
NBT 128 3 131 198 3 201
NBR 358 0 358 296 0 296
S B L 000 000
SBT 361 0 361 517 0 517
SBR 320 16 336 344 20 364
EBL 29 3 32 33 3 36
E B T 000 000
EBR 11 0 11 22 0 22
W B L 000 000
W B T 000 000
W B R 000 000
North Leg
Approach 681 16 697 861 20 881
Departure 157 6 163 231 6 237
Total 838 22 860 1,092 26 1,118
South Leg
Approach 486 3 489 494 3 497
Departure 372 0 372 539 0 539
Total 858 3 861 1,033 3 1,036
East Leg
Approach 0 0 0 0 0 0
Departure 358 0 358 296 0 296
Total 358 0 358 296 0 296
West Leg
Approach 40 3 43 55 3 58
Departure 320 16 336 344 20 364
Total 360 19 379 399 23 422
Total Approaches
Approach 1,207 22 1,229 1,410 26 1,436
Departure 1,207 22 1,229 1,410 26 1,436
Total 2,414 44 2,458 2,820 52 2,872
R:\SNN2101\TIS\Model.xlsx\2035 TM CT (11/22/2021)
T RAFFIC I MPACT STUDY
N OVEMBER 2021
2740 W EST N IELSEN A VENUE W AREHOUSE P ROJECT F RESNO , C ALIFORNIA

R:\SNN2101\TIS\2740 West Nielsen Warehouse TIS.docx (11/23/21) 107 APPENDIX D:

INTERSECTION LEVEL OF SERVICE WORKSHEETS
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 18.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 127 87 39 78 11 49 261 67 39 424 28 Future Vol, veh/h 24 127 87 39 78 11 49 261 67 39 424 28 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 000000000000
Mvmt Flow 29 153 105 47 94 13 59 314 81 47 511 34
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 13.8 13.3 20.6 21.1

HCM LOS B B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 33% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 67% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 49 261 67 24 85 129 39 78 11 39 283 LT Vol 49 0 0 24 0 0 39 0 0 39 0
Through Vol 0 261 0 0 85 42 0 78 0 0 283
RT Vol 0 0 67 0 0 87 0 0 11 0 0
Lane Flow Rate 59 314 81 29 102 156 47 94 13 47 341
Geometry Grp 88888888888
Degree of Util (X) 0.134 0.67 0.156 0.07 0.233 0.335 0.118 0.224 0.029 0.103 0.702 Departure Headway (Hd) 8.168 7.668 6.968 8.716 8.216 7.745 9.074 8.574 7.874 7.917 7.417 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 439 472 513 410 437 463 394 418 453 452 487
Service Time 5.927 5.427 4.727 6.482 5.982 5.511 6.847 6.347 5.647 5.672 5.172 HCM Lane V/C Ratio 0.134 0.665 0.158 0.071 0.233 0.337 0.119 0.225 0.029 0.104 0.7 HCM Control Delay 12.2 24.7 11 12.1 13.5 14.4 13.1 13.8 10.9 11.6 25.9 HCM Lane LOS B C BBBBBBBBD
HCM 95th-tile Q 0.5 4.9 0.5 0.2 0.9 1.5 0.4 0.8 0.1 0.3 5.4 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 7 42 18 4 10 62 349 70 9 343 34 Future Volume (veh/h) 12 7 42 18 4 10 62 349 70 9 343 34 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 15 9 52 22 5 12 77 431 86 11 423 42 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 169 140 118 163 140 118 123 2716 1211 38 2545 1135 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.75 0.75 0.02 0.71 0.71 Sat Flow, veh/h 1418 1900 1610 1363 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 15 9 52 22 5 12 77 431 86 11 423 42 Grp Sat Flow(s),veh/h/ln1418 1900 1610 1363 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.0 0.5 3.2 1.6 0.3 0.7 4.3 3.5 1.5 0.6 4.1 0.8 Cycle Q Clear(g_c), s 1.3 0.5 3.2 2.1 0.3 0.7 4.3 3.5 1.5 0.6 4.1 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 169 140 118 163 140 118 123 2716 1211 38 2545 1135 V/C Ratio(X) 0.09 0.06 0.44 0.14 0.04 0.10 0.62 0.16 0.07 0.29 0.17 0.04 Avail Cap(c_a), veh/h 661 798 676 635 798 676 260 2716 1211 260 2545 1135 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 45.3 46.6 46.2 45.2 45.4 47.6 3.7 3.4 50.6 5.2 4.7 Incr Delay (d2), s/veh 0.5 0.5 5.9 0.9 0.2 0.9 1.9 0.1 0.1 1.6 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.2 1.5 0.6 0.1 0.3 2.0 1.0 0.4 0.3 1.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 45.7 52.5 47.1 45.4 46.3 49.5 3.8 3.5 52.2 5.3 4.8 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 76 39 594 476
Approach Delay, s/veh 50.5 46.6 9.7 6.3
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 79.3 13.6 7.1 84.3 13.6
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 6.3 6.1 4.1 2.6 5.5 5.2
Green Ext Time (p_c), s 0.0 5.7 0.2 0.0 6.1 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 8 3 479 6 3 399
Future Volume (veh/h) 8 3 479 6 3 399
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 10 4 599 8 4 499
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 0 00000
Cap, veh/h 48 43 2913 39 15 3094
Arrive On Green 0.03 0.03 0.80 0.80 0.01 0.86
Sat Flow, veh/h 1810 1610 3743 49 1810 3705
Grp Volume(v), veh/h 10 4 296 311 4 499
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1891 1810 1805
Q Serve(g_s), s 0.4 0.2 3.2 3.2 0.2 1.8
Cycle Q Clear(g_c), s 0.4 0.2 3.2 3.2 0.2 1.8
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 48 43 1441 1510 15 3094
V/C Ratio(X) 0.21 0.09 0.21 0.21 0.26 0.16
Avail Cap(c_a), veh/h 588 523 1441 1510 362 3094
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.88 0.88 0.99 0.99
Uniform Delay (d), s/veh 38.1 38.0 1.9 1.9 39.4 0.9
Incr Delay (d2), s/veh 4.4 2.0 0.3 0.3 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.2 0.4 0.5 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.5 40.0 2.2 2.2 42.6 1.1
LnGrp LOS D D A A D A
Approach Vol, veh/h 14 607 503
Approach Delay, s/veh 41.8 2.2 1.4
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.9 6.1 4.7 69.2
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.8 2.4 2.2 5.2
Green Ext Time (p_c), s 5.3 0.0 0.0 5.0
Intersection Summary
HCM 6th Ctrl Delay 2.3
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 180 0 395 0 82 11 0 402 24 Future Volume (veh/h) 0 0 0 180 0 395 0 82 11 0 402 24
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 250 0 549 0 114 0 0 558 0
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Percent Heavy Veh, % 000000000
Cap, veh/h 1071 0 953 0 1981 0 1981
Arrive On Green 0.30 0.00 0.30 0.00 0.55 0.00 0.00 0.55 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 250 0 549 0 114 0 0 558 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.4 0.0 12.3 0.0 1.3 0.0 0.0 7.0 0.0
Cycle Q Clear(g_c), s 4.4 0.0 12.3 0.0 1.3 0.0 0.0 7.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1071 0 953 0 1981 0 1981
V/C Ratio(X) 0.23 0.00 0.58 0.00 0.06 0.00 0.28
Avail Cap(c_a), veh/h 1516 0 1349 0 1981 0 1981
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 22.6 0.0 25.4 0.0 8.9 0.0 0.0 10.2 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.5 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.7 0.0 0.4 0.0 0.0 2.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 0.0 27.9 0.0 9.0 0.0 0.0 10.6 0.0 LnGrp LOS C A C A A A B
Approach Vol, veh/h 799 114 A 558 A
Approach Delay, s/veh 26.4 9.0 10.6
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 53.4 53.4 31.6
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.3 9.0 14.3
Green Ext Time (p_c), s 1.8 9.9 10.8
Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 11 0000 8 3 2 2 30 2 9 1 2 9 1 Future Volume (veh/h) 10 0 11 0000 8 3 2 2 30 2 9 1 2 9 1 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 11 0 12 0 90 0 0 316 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 76 0 67 0 1420 0 2698
Arrive On Green 0.04 0.00 0.04 0.00 0.75 0.00 0.00 0.75 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 11 0 12 0 90 0 0 316 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 0.4 0.0 0.5 0.0 0.8 0.0 0.0 1.6 0.0
Cycle Q Clear(g_c), s 0.4 0.0 0.5 0.0 0.8 0.0 0.0 1.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 76 0 67 0 1420 0 2698
V/C Ratio(X) 0.15 0.00 0.18 0.00 0.06 0.00 0.12
Avail Cap(c_a), veh/h 646 0 575 0 1420 0 2698
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.97 0.00 Uniform Delay (d), s/veh 30.0 0.0 30.1 0.0 2.2 0.0 0.0 2.3 0.0 Incr Delay (d2), s/veh 4.0 0.0 5.7 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.3 0.0 0.1 0.0 0.0 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.0 0.0 35.8 0.0 2.3 0.0 0.0 2.4 0.0 LnGrp LOS C A D A A A A
Approach Vol, veh/h 23 90 A 316 A
Approach Delay, s/veh 34.9 2.3 2.4
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.5 9.5 55.5
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 2.8 2.5 3.6
Green Ext Time (p_c), s 1.1 0.1 5.1
Intersection Summary
HCM 6th Ctrl Delay 4.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 192 17 27 152 15 6 27 33 26 22 15 Future Vol, veh/h 20 192 17 27 152 15 6 27 33 26 22 15
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 22 211 19 30 167 16 7 30 36 29 24 16
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 8.8 8.6 8.7 9.1

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 9% 100% 0% 0% 100% 0% 0% 41%
Vol Thru, % 41% 0% 100% 79% 0% 100% 77% 35%
Vol Right, % 50% 0% 0% 21% 0% 0% 23% 24%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 66 20 128 81 27 101 66 63
LT Vol 6 20 0 0 27 0 0 26
Through Vol 27 0 128 64 0 101 51 22
RT Vol 33 0 0 17 0 0 15 15
Lane Flow Rate 73 22 141 89 30 111 72 69
Geometry Grp 77777777
Degree of Util (X) 0.107 0.034 0.199 0.122 0.046 0.159 0.1 0.109 Departure Headway (Hd) 5.32 5.601 5.098 4.95 5.636 5.133 4.972 5.662 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 671 638 703 723 635 697 719 631
Service Time 3.072 3.342 2.838 2.69 3.377 2.874 2.713 3.415 HCM Lane V/C Ratio 0.109 0.034 0.201 0.123 0.047 0.159 0.1 0.109 HCM Control Delay 8.7 8.5 9.1 8.4 8.7 8.8 8.3 9.1
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.4 0.1 0.7 0.4 0.1 0.6 0.3 0.4
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 35 24 2 10 8 5 44 1 8 46 10
Future Vol, veh/h 8 35 24 2 10 8 5 44 1 8 46 10
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 42 29 2 12 10 6 52 1 10 55 12
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 7.7 7.5 8.3 7.8

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 10% 100% 0% 100% 0% 15% 0%
Vol Thru, % 88% 0% 59% 0% 56% 85% 0%
Vol Right, % 2% 0% 41% 0% 44% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 50 8 59 2 18 54 10
L T V o l 5802080
Through Vol 44 0 35 0 10 46 0
RT Vol 1 0 24 0 8 0 10
Lane Flow Rate 60 10 70 2 21 64 12
Geometry Grp 6777777
Degree of Util (X) 0.08 0.014 0.089 0.004 0.027 0.085 0.013 Departure Headway (Hd) 4.842 5.359 4.572 5.407 4.593 4.779 4.004 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 743 671 787 665 783 739 878
Service Time 2.848 3.064 2.277 3.112 2.298 2.578 1.803
HCM Lane V/C Ratio 0.081 0.015 0.089 0.003 0.027 0.087 0.014 HCM Control Delay 8.3 8.1 7.7 8.1 7.4 8 6.9
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.3 0 0.3 0 0.1 0.3 0
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 95.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 174 63 36 126 53 97 589 76 25 259 26 Future Vol, veh/h 24 174 63 36 126 53 97 589 76 25 259 26 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 000000000000
Mvmt Flow 27 198 72 41 143 60 110 669 86 28 294 30
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 15.7 15.5 176.8 17.1

HCM LOS C C F C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 48% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 52% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 97 589 76 24 116 121 36 126 53 25 173 LT Vol 97 0 0 24 0 0 36 0 0 25 0
Through Vol 0 589 0 0 116 58 0 126 0 0 173
RT Vol 0 0 76 0 0 63 0 0 53 0 0
Lane Flow Rate 110 669 86 27 132 138 41 143 60 28 196
Geometry Grp 88888888888
Degree of Util (X) 0.25 1.426 0.167 0.069 0.317 0.317 0.105 0.35 0.136 0.07 0.459 Departure Headway (Hd) 8.171 7.671 6.971 9.747 9.247 8.882 9.896 9.396 8.696 9.426 8.926 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 441 475 516 370 391 407 365 385 415 382 406
Service Time 5.904 5.404 4.704 7.447 6.947 6.582 7.596 7.096 6.396 7.126 6.626 HCM Lane V/C Ratio 0.249 1.408 0.167 0.073 0.338 0.339 0.112 0.371 0.145 0.073 0.483 HCM Control Delay 13.6 225.1 11.1 13.2 16.2 15.7 13.8 17.1 12.8 12.8 19 HCM Lane LOS B F B B C C B C B B C
HCM 95th-tile Q 1 32.6 0.6 0.2 1.3 1.3 0.3 1.5 0.5 0.2 2.3 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 3 41 78 9 11 37 568 36 10 318 20 Future Volume (veh/h) 24 3 41 78 9 11 37 568 36 10 318 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 25 3 43 81 9 11 39 592 38 10 331 21 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 181 160 135 183 160 135 94 2683 1197 35 2566 1145 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.05 0.74 0.74 0.02 0.71 0.71 Sat Flow, veh/h 1414 1900 1610 1381 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 25 3 43 81 9 11 39 592 38 10 331 21 Grp Sat Flow(s),veh/h/ln1414 1900 1610 1381 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.7 0.2 2.6 6.0 0.5 0.7 2.2 5.3 0.7 0.6 3.1 0.4 Cycle Q Clear(g_c), s 2.2 0.2 2.6 6.2 0.5 0.7 2.2 5.3 0.7 0.6 3.1 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 160 135 183 160 135 94 2683 1197 35 2566 1145 V/C Ratio(X) 0.14 0.02 0.32 0.44 0.06 0.08 0.42 0.22 0.03 0.29 0.13 0.02 Avail Cap(c_a), veh/h 656 798 676 647 798 676 260 2683 1197 260 2566 1145 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.3 44.1 45.2 46.9 44.3 44.3 48.2 4.1 3.5 50.8 4.8 4.4 Incr Delay (d2), s/veh 0.8 0.1 3.1 3.9 0.3 0.6 1.1 0.2 0.0 1.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 1.1 2.2 0.2 0.3 1.0 1.5 0.2 0.3 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 44.2 48.4 50.9 44.6 44.9 49.3 4.3 3.6 52.4 4.9 4.5 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 71 101 669 362
Approach Delay, s/veh 47.4 49.7 6.9 6.2
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.3 79.9 14.7 6.9 83.3 14.7
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 4.2 5.1 8.2 2.6 7.3 4.6
Green Ext Time (p_c), s 0.0 4.3 0.7 0.0 7.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 17 6 635 10 4 432
Future Volume (veh/h) 17 6 635 10 4 432
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 18 7 690 11 4 470
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 00000
Cap, veh/h 77 69 2846 45 15 3036
Arrive On Green 0.04 0.04 0.78 0.78 0.01 0.84
Sat Flow, veh/h 1810 1610 3732 58 1810 3705
Grp Volume(v), veh/h 18 7 342 359 4 470
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1890 1810 1805
Q Serve(g_s), s 0.8 0.3 4.1 4.1 0.2 1.9
Cycle Q Clear(g_c), s 0.8 0.3 4.1 4.1 0.2 1.9
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 77 69 1413 1479 15 3036
V/C Ratio(X) 0.23 0.10 0.24 0.24 0.26 0.15
Avail Cap(c_a), veh/h 588 523 1413 1479 362 3036
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.88 0.88 0.99 0.99
Uniform Delay (d), s/veh 37.0 36.8 2.3 2.3 39.4 1.2
Incr Delay (d2), s/veh 3.3 1.4 0.4 0.3 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.3 0.7 0.7 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.3 38.2 2.7 2.7 42.6 1.3
LnGrp LOS D D A A D A
Approach Vol, veh/h 25 701 474
Approach Delay, s/veh 39.7 2.7 1.6
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 72.6 7.4 4.7 67.9
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.9 2.8 2.2 6.1
Green Ext Time (p_c), s 5.0 0.1 0.0 5.7
Intersection Summary
HCM 6th Ctrl Delay 3.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 242 0 518 0 144 15 0 425 23 Future Volume (veh/h) 0 0 0 242 0 518 0 144 15 0 425 23 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 299 0 640 0 178 0 0 525 0
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 000000000
Cap, veh/h 1190 0 1059 0 1862 0 1862
Arrive On Green 0.33 0.00 0.33 0.00 0.52 0.00 0.00 0.52 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 299 0 640 0 178 0 0 525 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 5.1 0.0 14.2 0.0 2.1 0.0 0.0 7.0 0.0
Cycle Q Clear(g_c), s 5.1 0.0 14.2 0.0 2.1 0.0 0.0 7.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1190 0 1059 0 1862 0 1862
V/C Ratio(X) 0.25 0.00 0.60 0.00 0.10 0.00 0.28
Avail Cap(c_a), veh/h 1516 0 1349 0 1862 0 1862
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 20.9 0.0 23.9 0.0 10.5 0.0 0.0 11.7 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.6 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 5.3 0.0 0.8 0.0 0.0 2.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 0.0 26.5 0.0 10.6 0.0 0.0 12.0 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 939 178 A 525 A
Approach Delay, s/veh 24.8 10.6 12.0
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 50.7 50.7 34.3
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 4.1 9.0 16.2
Green Ext Time (p_c), s 3.0 9.3 11.8
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 0 20 0000 1 4 0 2 6 60 3 5 9 3 0 8 Future Volume (veh/h) 19 0 20 0000 1 4 0 2 6 60 3 5 9 3 0 8 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 21 0 22 0 152 0 0 390 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 120 0 107 0 1373 0 2609
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 21 0 22 0 152 0 0 390 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 0.7 0.0 0.8 0.0 1.6 0.0 0.0 2.2 0.0
Cycle Q Clear(g_c), s 0.7 0.0 0.8 0.0 1.6 0.0 0.0 2.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 120 0 107 0 1373 0 2609
V/C Ratio(X) 0.17 0.00 0.21 0.00 0.11 0.00 0.15
Avail Cap(c_a), veh/h 646 0 575 0 1373 0 2609
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.97 0.00 Uniform Delay (d), s/veh 28.7 0.0 28.7 0.0 2.7 0.0 0.0 2.8 0.0 Incr Delay (d2), s/veh 3.1 0.0 4.3 0.0 0.2 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.4 0.0 0.3 0.0 0.0 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 0.0 33.0 0.0 2.9 0.0 0.0 2.9 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 43 152 A 390 A
Approach Delay, s/veh 32.4 2.9 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.9 11.1 53.9
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.6 2.8 4.2
Green Ext Time (p_c), s 2.1 0.3 6.4
Intersection Summary
HCM 6th Ctrl Delay 5.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh10.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 239 10 43 190 34 14 42 56 40 47 15 Future Vol, veh/h 37 239 10 43 190 34 14 42 56 40 47 15 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 00000000000
Mvmt Flow 45 291 12 52 232 41 17 51 68 49 57 18
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 10.5 10 10.7 11.1

HCM LOS B A B B

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 12% 100% 0% 0% 100% 0% 0% 39%
Vol Thru, % 38% 0% 100% 89% 0% 100% 65% 46%
Vol Right, % 50% 0% 0% 11% 0% 0% 35% 15%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 112 37 159 90 43 127 97 102
LT Vol 14 37 0 0 43 0 0 40
Through Vol 42 0 159 80 0 127 63 47
RT Vol 56 0 0 10 0 0 34 15
Lane Flow Rate 137 45 194 109 52 154 119 124
Geometry Grp 77777777
Degree of Util (X) 0.231 0.079 0.313 0.173 0.092 0.25 0.184 0.224 Departure Headway (Hd) 6.088 6.297 5.79 5.711 6.329 5.822 5.574 6.479 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 589 569 622 628 566 616 643 554
Service Time 3.832 4.034 3.526 3.447 4.067 3.56 3.311 4.223 HCM Lane V/C Ratio 0.233 0.079 0.312 0.174 0.092 0.25 0.185 0.224 HCM Control Delay 10.7 9.6 11.2 9.6 9.7 10.5 9.6 11.1
HCM Lane LOS BABAABAB
HCM 95th-tile Q 0.9 0.3 1.3 0.6 0.3 1 0.7 0.9
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 25 11 4 35 14 25 83 3 9 73 13
Future Vol, veh/h 8 25 11 4 35 14 25 83 3 9 73 13
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 30 13 5 43 17 30 101 4 11 89 16
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 8.1 8.2 9.1 8.3

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 23% 100% 0% 100% 0% 11% 0%
Vol Thru, % 75% 0% 69% 0% 71% 89% 0%
Vol Right, % 3% 0% 31% 0% 29% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 111 8 36 4 49 82 13
L T V o l 2 5804090
Through Vol 83 0 25 0 35 73 0
RT Vol 3 0 11 0 14 0 13
Lane Flow Rate 135 10 44 5 60 100 16
Geometry Grp 6777777
Degree of Util (X) 0.187 0.015 0.061 0.008 0.083 0.138 0.019 Departure Headway (Hd) 4.964 5.701 4.983 5.691 4.986 4.973 4.216 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 724 629 720 630 719 723 850
Service Time 2.984 3.426 2.707 3.414 2.709 2.693 1.936
HCM Lane V/C Ratio 0.186 0.016 0.061 0.008 0.083 0.138 0.019 HCM Control Delay 9.1 8.5 8 8.5 8.2 8.5 7
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.7 0 0.2 0 0.3 0.5 0.1
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 20.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 127 94 52 78 11 50 268 70 39 449 28 Future Vol, veh/h 24 127 94 52 78 11 50 268 70 39 449 28 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 000000000000
Mvmt Flow 29 153 113 63 94 13 60 323 84 47 541 34
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 14.5 13.8 22.8 24.4

HCM LOS B B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 31% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 69% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 50 268 70 24 85 136 52 78 11 39 299 LT Vol 50 0 0 24 0 0 52 0 0 39 0
Through Vol 0 268 0 0 85 42 0 78 0 0 299
RT Vol 0 0 70 0 0 94 0 0 11 0 0
Lane Flow Rate 60 323 84 29 102 164 63 94 13 47 361
Geometry Grp 88888888888
Degree of Util (X) 0.14 0.707 0.168 0.072 0.239 0.363 0.162 0.229 0.03 0.106 0.761 Departure Headway (Hd) 8.384 7.884 7.184 8.947 8.447 7.965 9.287 8.787 8.087 8.099 7.599 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 427 459 498 399 424 450 385 407 441 442 476
Service Time 6.153 5.653 4.953 6.723 6.223 5.74 7.071 6.571 5.871 5.863 5.363 HCM Lane V/C Ratio 0.141 0.704 0.169 0.073 0.241 0.364 0.164 0.231 0.029 0.106 0.758 HCM Control Delay 12.5 27.7 11.4 12.4 13.9 15.3 13.9 14.2 11.1 11.8 30.9 HCM Lane LOS B D B B B C BBBBD
HCM 95th-tile Q 0.5 5.4 0.6 0.2 0.9 1.6 0.6 0.9 0.1 0.4 6.5 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 8 42 25 4 10 62 349 98 9 343 34 Future Volume (veh/h) 12 8 42 25 4 10 62 349 98 9 343 34 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 15 10 52 31 5 12 77 431 121 11 423 42 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 170 141 119 163 141 119 123 2713 1210 38 2543 1134 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.75 0.75 0.02 0.70 0.70 Sat Flow, veh/h 1418 1900 1610 1362 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 15 10 52 31 5 12 77 431 121 11 423 42 Grp Sat Flow(s),veh/h/ln1418 1900 1610 1362 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.0 0.5 3.2 2.3 0.3 0.7 4.3 3.5 2.1 0.6 4.1 0.8 Cycle Q Clear(g_c), s 1.3 0.5 3.2 2.8 0.3 0.7 4.3 3.5 2.1 0.6 4.1 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 170 141 119 163 141 119 123 2713 1210 38 2543 1134 V/C Ratio(X) 0.09 0.07 0.44 0.19 0.04 0.10 0.62 0.16 0.10 0.29 0.17 0.04 Avail Cap(c_a), veh/h 661 798 676 634 798 676 260 2713 1210 260 2543 1134 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 45.2 46.5 46.5 45.1 45.3 47.6 3.7 3.5 50.6 5.2 4.7 Incr Delay (d2), s/veh 0.5 0.5 5.8 1.3 0.2 0.9 1.9 0.1 0.2 1.6 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 1.5 0.8 0.1 0.3 2.0 1.0 0.5 0.3 1.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 45.7 52.3 47.9 45.4 46.2 49.5 3.8 3.7 52.2 5.3 4.8 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 77 48 629 476
Approach Delay, s/veh 50.3 47.2 9.4 6.4
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 79.3 13.7 7.1 84.2 13.7
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 6.3 6.1 4.8 2.6 5.5 5.2
Green Ext Time (p_c), s 0.0 5.7 0.3 0.0 6.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 8 3 507 6 3 406
Future Volume (veh/h) 8 3 507 6 3 406
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 10 4 634 8 4 508
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 0 00000
Cap, veh/h 48 43 2915 37 15 3094
Arrive On Green 0.03 0.03 0.80 0.80 0.01 0.86
Sat Flow, veh/h 1810 1610 3746 46 1810 3705
Grp Volume(v), veh/h 10 4 313 329 4 508
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1892 1810 1805
Q Serve(g_s), s 0.4 0.2 3.4 3.4 0.2 1.9
Cycle Q Clear(g_c), s 0.4 0.2 3.4 3.4 0.2 1.9
Prop In Lane 1.00 1.00 0.02 1.00
Lane Grp Cap(c), veh/h 48 43 1441 1511 15 3094
V/C Ratio(X) 0.21 0.09 0.22 0.22 0.26 0.16
Avail Cap(c_a), veh/h 588 523 1441 1511 362 3094
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.87 0.87 0.99 0.99
Uniform Delay (d), s/veh 38.1 38.0 2.0 2.0 39.4 1.0
Incr Delay (d2), s/veh 4.4 2.0 0.3 0.3 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.2 0.5 0.5 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.5 40.0 2.3 2.3 42.6 1.1
LnGrp LOS D D A A D A
Approach Vol, veh/h 14 642 512
Approach Delay, s/veh 41.8 2.3 1.4
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.9 6.1 4.7 69.2
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.9 2.4 2.2 5.4
Green Ext Time (p_c), s 5.5 0.0 0.0 5.3
Intersection Summary
HCM 6th Ctrl Delay 2.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 180 0 418 0 87 11 0 409 24 Future Volume (veh/h) 0 0 0 180 0 418 0 87 11 0 409 24
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 250 0 581 0 121 0 0 568 0
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Percent Heavy Veh, % 000000000
Cap, veh/h 1108 0 986 0 1944 0 1944
Arrive On Green 0.31 0.00 0.31 0.00 0.54 0.00 0.00 0.54 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 250 0 581 0 121 0 0 568 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.4 0.0 13.0 0.0 1.4 0.0 0.0 7.3 0.0
Cycle Q Clear(g_c), s 4.4 0.0 13.0 0.0 1.4 0.0 0.0 7.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1108 0 986 0 1944 0 1944
V/C Ratio(X) 0.23 0.00 0.59 0.00 0.06 0.00 0.29
Avail Cap(c_a), veh/h 1516 0 1349 0 1944 0 1944
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 22.0 0.0 25.0 0.0 9.4 0.0 0.0 10.7 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.6 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.9 0.0 0.5 0.0 0.0 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 0.0 27.6 0.0 9.4 0.0 0.0 11.1 0.0 LnGrp LOS C A C A A A B
Approach Vol, veh/h 831 121 A 568 A
Approach Delay, s/veh 26.0 9.4 11.1
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 52.6 52.6 32.4
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.4 9.3 15.0
Green Ext Time (p_c), s 1.9 10.1 11.0
Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 0 11 0000 8 6 2 2 30 2 9 1 2 9 8 Future Volume (veh/h) 12 0 11 0000 8 6 2 2 30 2 9 1 2 9 8 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 13 0 12 0 93 0 0 316 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 81 0 72 0 1415 0 2688
Arrive On Green 0.04 0.00 0.04 0.00 0.74 0.00 0.00 0.74 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 13 0 12 0 93 0 0 316 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 0.4 0.0 0.5 0.0 0.9 0.0 0.0 1.6 0.0
Cycle Q Clear(g_c), s 0.4 0.0 0.5 0.0 0.9 0.0 0.0 1.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 81 0 72 0 1415 0 2688
V/C Ratio(X) 0.16 0.00 0.17 0.00 0.07 0.00 0.12
Avail Cap(c_a), veh/h 646 0 575 0 1415 0 2688
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.97 0.00 Uniform Delay (d), s/veh 29.9 0.0 29.9 0.0 2.2 0.0 0.0 2.3 0.0 Incr Delay (d2), s/veh 4.2 0.0 4.9 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 0.0 0.1 0.0 0.0 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 0.0 34.8 0.0 2.3 0.0 0.0 2.4 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 25 93 A 316 A
Approach Delay, s/veh 34.4 2.3 2.4
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.3 9.7 55.3
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 2.9 2.5 3.6
Green Ext Time (p_c), s 1.2 0.1 5.1
Intersection Summary
HCM 6th Ctrl Delay 4.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 195 17 44 164 15 6 28 38 26 25 15 Future Vol, veh/h 20 195 17 44 164 15 6 28 38 26 25 15
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 22 214 19 48 180 16 7 31 42 29 27 16
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 9 8.8 8.9 9.3

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 8% 100% 0% 0% 100% 0% 0% 39%
Vol Thru, % 39% 0% 100% 79% 0% 100% 78% 38%
Vol Right, % 53% 0% 0% 21% 0% 0% 22% 23%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 72 20 130 82 44 109 70 66
LT Vol 6 20 0 0 44 0 0 26
Through Vol 28 0 130 65 0 109 55 25
RT Vol 38 0 0 17 0 0 15 15
Lane Flow Rate 79 22 143 90 48 120 77 73
Geometry Grp 77777777
Degree of Util (X) 0.118 0.035 0.205 0.126 0.076 0.173 0.107 0.116 Departure Headway (Hd) 5.384 5.668 5.165 5.018 5.674 5.17 5.018 5.751 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 662 630 693 712 630 691 711 620
Service Time 3.147 3.418 2.914 2.768 3.425 2.921 2.769 3.515 HCM Lane V/C Ratio 0.119 0.035 0.206 0.126 0.076 0.174 0.108 0.118 HCM Control Delay 8.9 8.6 9.3 8.5 8.9 9 8.4 9.3
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.4 0.1 0.8 0.4 0.2 0.6 0.4 0.4
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 35 25 2 12 15 9 46 1 10 47 10
Future Vol, veh/h 8 35 25 2 12 15 9 46 1 10 47 10
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 42 30 2 14 18 11 55 1 12 56 12
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 7.8 7.5 8.4 7.9

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 16% 100% 0% 100% 0% 18% 0%
Vol Thru, % 82% 0% 58% 0% 44% 82% 0%
Vol Right, % 2% 0% 42% 0% 56% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 56 8 60 2 27 57 10
L T V o l 98020 1 00
Through Vol 46 0 35 0 12 47 0
RT Vol 1 0 25 0 15 0 10
Lane Flow Rate 67 10 71 2 32 68 12
Geometry Grp 6777777
Degree of Util (X) 0.091 0.014 0.091 0.004 0.041 0.093 0.014 Departure Headway (Hd) 4.89 5.399 4.604 5.44 4.547 4.92 4.131 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 736 665 781 660 790 732 870
Service Time 2.9 3.112 2.317 3.153 2.26 2.63 1.84
HCM Lane V/C Ratio 0.091 0.015 0.091 0.003 0.041 0.093 0.014 HCM Control Delay 8.4 8.2 7.8 8.2 7.5 8.1 6.9
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.3 0 0.3 0 0.1 0.3 0
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 104
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 174 72 52 126 53 99 596 80 25 293 26 Future Vol, veh/h 24 174 72 52 126 53 99 596 80 25 293 26 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 000000000000
Mvmt Flow 27 198 82 59 143 60 113 677 91 28 333 30
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 16.5 16 198.4 19.1

HCM LOS C C F C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 45% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 55% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 99 596 80 24 116 130 52 126 53 25 195 LT Vol 99 0 0 24 0 0 52 0 0 25 0
Through Vol 0 596 0 0 116 58 0 126 0 0 195
RT Vol 0 0 80 0 0 72 0 0 53 0 0
Lane Flow Rate 112 677 91 27 132 148 59 143 60 28 222
Geometry Grp 88888888888
Degree of Util (X) 0.263 1.492 0.183 0.071 0.325 0.349 0.156 0.358 0.139 0.072 0.53 Departure Headway (Hd) 8.431 7.931 7.231 10.063 9.563 9.175 10.19 9.69 8.99 9.673 9.173 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 426 461 496 358 378 394 354 374 401 373 395
Service Time 6.174 5.674 4.974 7.763 7.263 6.875 7.89 7.39 6.69 7.373 6.873 HCM Lane V/C Ratio 0.263 1.469 0.183 0.075 0.349 0.376 0.167 0.382 0.15 0.075 0.562 HCM Control Delay 14.2 254.1 11.6 13.5 16.8 16.7 14.8 17.7 13.1 13.1 21.8 HCM Lane LOS B F B B C C B C B B C
HCM 95th-tile Q 1 35 0.7 0.2 1.4 1.5 0.5 1.6 0.5 0.2 3
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 4 41 87 9 11 37 568 74 10 318 20 Future Volume (veh/h) 24 4 41 87 9 11 37 568 74 10 318 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 25 4 43 91 9 11 39 592 77 10 331 21 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 193 176 149 194 176 149 94 2653 1183 35 2536 1131 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.05 0.73 0.73 0.02 0.70 0.70 Sat Flow, veh/h 1414 1900 1610 1380 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 25 4 43 91 9 11 39 592 77 10 331 21 Grp Sat Flow(s),veh/h/ln1414 1900 1610 1380 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.7 0.2 2.6 6.7 0.5 0.7 2.2 5.5 1.4 0.6 3.2 0.4 Cycle Q Clear(g_c), s 2.2 0.2 2.6 6.9 0.5 0.7 2.2 5.5 1.4 0.6 3.2 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 176 149 194 176 149 94 2653 1183 35 2536 1131 V/C Ratio(X) 0.13 0.02 0.29 0.47 0.05 0.07 0.42 0.22 0.07 0.29 0.13 0.02 Avail Cap(c_a), veh/h 656 798 676 646 798 676 260 2653 1183 260 2536 1131 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.4 43.3 44.4 46.5 43.4 43.5 48.2 4.4 3.9 50.8 5.1 4.7 Incr Delay (d2), s/veh 0.7 0.1 2.5 4.1 0.3 0.5 1.1 0.2 0.1 1.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 1.1 2.5 0.2 0.3 1.0 1.5 0.4 0.3 1.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 43.5 46.9 50.6 43.7 44.0 49.3 4.6 4.0 52.4 5.2 4.7 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 72 111 708 362
Approach Delay, s/veh 46.1 49.4 7.0 6.5
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.3 79.1 15.6 6.9 82.5 15.6
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 4.2 5.2 8.9 2.6 7.5 4.6
Green Ext Time (p_c), s 0.0 4.3 0.8 0.0 7.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 17 6 673 10 4 441
Future Volume (veh/h) 17 6 673 10 4 441
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 18 7 732 11 4 479
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 00000
Cap, veh/h 77 69 2849 43 15 3036
Arrive On Green 0.04 0.04 0.78 0.78 0.01 0.84
Sat Flow, veh/h 1810 1610 3735 55 1810 3705
Grp Volume(v), veh/h 18 7 363 380 4 479
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1890 1810 1805
Q Serve(g_s), s 0.8 0.3 4.4 4.4 0.2 1.9
Cycle Q Clear(g_c), s 0.8 0.3 4.4 4.4 0.2 1.9
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 77 69 1413 1479 15 3036
V/C Ratio(X) 0.23 0.10 0.26 0.26 0.26 0.16
Avail Cap(c_a), veh/h 588 523 1413 1479 362 3036
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.87 0.87 0.99 0.99
Uniform Delay (d), s/veh 37.0 36.8 2.4 2.4 39.4 1.2
Incr Delay (d2), s/veh 3.3 1.4 0.4 0.4 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.3 0.7 0.7 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.3 38.2 2.7 2.7 42.6 1.3
LnGrp LOS D D A A D A
Approach Vol, veh/h 25 743 483
Approach Delay, s/veh 39.7 2.7 1.6
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 72.6 7.4 4.7 67.9
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.9 2.8 2.2 6.4
Green Ext Time (p_c), s 5.1 0.1 0.0 6.1
Intersection Summary
HCM 6th Ctrl Delay 3.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 242 0 550 0 149 15 0 434 23 Future Volume (veh/h) 0 0 0 242 0 550 0 149 15 0 434 23 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 299 0 679 0 184 0 0 536 0
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 000000000
Cap, veh/h 1228 0 1092 0 1825 0 1825
Arrive On Green 0.34 0.00 0.34 0.00 0.51 0.00 0.00 0.51 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 299 0 679 0 184 0 0 536 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 5.1 0.0 15.0 0.0 2.3 0.0 0.0 7.3 0.0
Cycle Q Clear(g_c), s 5.1 0.0 15.0 0.0 2.3 0.0 0.0 7.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1228 0 1092 0 1825 0 1825
V/C Ratio(X) 0.24 0.00 0.62 0.00 0.10 0.00 0.29
Avail Cap(c_a), veh/h 1516 0 1349 0 1825 0 1825
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 20.2 0.0 23.5 0.0 11.0 0.0 0.0 12.2 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.7 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 5.6 0.0 0.8 0.0 0.0 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.7 0.0 26.2 0.0 11.1 0.0 0.0 12.6 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 978 184 A 536 A
Approach Delay, s/veh 24.5 11.1 12.6
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 49.8 49.8 35.2
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 4.3 9.3 17.0
Green Ext Time (p_c), s 3.1 9.5 11.8
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 0 20 0000 1 4 3 2 6 60 3 6 0 3 1 6 Future Volume (veh/h) 21 0 20 0000 1 4 3 2 6 60 3 6 0 3 1 6 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 23 0 22 0 155 0 0 391 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 124 0 110 0 1369 0 2602
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 23 0 22 0 155 0 0 391 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 0.8 0.0 0.8 0.0 1.6 0.0 0.0 2.2 0.0
Cycle Q Clear(g_c), s 0.8 0.0 0.8 0.0 1.6 0.0 0.0 2.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 124 0 110 0 1369 0 2602
V/C Ratio(X) 0.19 0.00 0.20 0.00 0.11 0.00 0.15
Avail Cap(c_a), veh/h 646 0 575 0 1369 0 2602
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.97 0.00 Uniform Delay (d), s/veh 28.6 0.0 28.6 0.0 2.8 0.0 0.0 2.8 0.0 Incr Delay (d2), s/veh 3.3 0.0 4.0 0.0 0.2 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.4 0.0 0.3 0.0 0.0 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 0.0 32.6 0.0 2.9 0.0 0.0 3.0 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 45 155 A 391 A
Approach Delay, s/veh 32.2 2.9 3.0
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.7 11.3 53.7
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.6 2.8 4.2
Green Ext Time (p_c), s 2.2 0.3 6.4
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 243 10 63 205 34 14 43 61 40 52 15 Future Vol, veh/h 37 243 10 63 205 34 14 43 61 40 52 15 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 00000000000
Mvmt Flow 45 296 12 77 250 41 17 52 74 49 63 18
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 10.8 10.4 11 11.5

HCM LOS B B B B

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 12% 100% 0% 0% 100% 0% 0% 37%
Vol Thru, % 36% 0% 100% 89% 0% 100% 67% 49%
Vol Right, % 52% 0% 0% 11% 0% 0% 33% 14%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 118 37 162 91 63 137 102 107
LT Vol 14 37 0 0 63 0 0 40
Through Vol 43 0 162 81 0 137 68 52
RT Vol 61 0 0 10 0 0 34 15
Lane Flow Rate 144 45 198 111 77 167 125 130
Geometry Grp 77777777
Degree of Util (X) 0.249 0.081 0.325 0.18 0.137 0.273 0.197 0.24 Departure Headway (Hd) 6.218 6.429 5.921 5.843 6.413 5.905 5.669 6.621 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 577 556 607 613 559 607 631 542
Service Time 3.969 4.176 3.667 3.589 4.16 3.651 3.415 4.374 HCM Lane V/C Ratio 0.25 0.081 0.326 0.181 0.138 0.275 0.198 0.24 HCM Control Delay 11 9.7 11.5 9.9 10.2 10.9 9.8 11.5
HCM Lane LOS BABABBAB
HCM 95th-tile Q 1 0.3 1.4 0.7 0.5 1.1 0.7 0.9
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 25 13 4 37 23 31 85 3 11 74 13
Future Vol, veh/h 8 25 13 4 37 23 31 85 3 11 74 13
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 30 16 5 45 28 38 104 4 13 90 16
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 8.2 8.2 9.3 8.4

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 26% 100% 0% 100% 0% 13% 0%
Vol Thru, % 71% 0% 66% 0% 62% 87% 0%
Vol Right, % 3% 0% 34% 0% 38% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 119 8 38 4 60 85 13
L T V o l 3 18040 1 10
Through Vol 85 0 25 0 37 74 0
RT Vol 3 0 13 0 23 0 13
Lane Flow Rate 145 10 46 5 73 104 16
Geometry Grp 6777777
Degree of Util (X) 0.202 0.016 0.064 0.008 0.101 0.145 0.019 Departure Headway (Hd) 5.017 5.755 5.01 5.733 4.96 5.033 4.266 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 717 623 715 625 723 713 840
Service Time 3.041 3.482 2.738 3.459 2.686 2.757 1.989
HCM Lane V/C Ratio 0.202 0.016 0.064 0.008 0.101 0.146 0.019 HCM Control Delay 9.3 8.6 8.1 8.5 8.2 8.6 7.1
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.8 0 0.2 0 0.3 0.5 0.1
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 26.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 145 98 54 99 12 55 281 74 42 474 31 Future Vol, veh/h 25 145 98 54 99 12 55 281 74 42 474 31 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 000000000000
Mvmt Flow 30 175 118 65 119 14 66 339 89 51 571 37
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 16.1 15.4 28.9 32.3

HCM LOS CCDD

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 33% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 67% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 55 281 74 25 97 146 54 99 12 42 316 LT Vol 55 0 0 25 0 0 54 0 0 42 0
Through Vol 0 281 0 0 97 48 0 99 0 0 316
RT Vol 0 0 74 0 0 98 0 0 12 0 0
Lane Flow Rate 66 339 89 30 116 176 65 119 14 51 381
Geometry Grp 88888888888
Degree of Util (X) 0.164 0.791 0.191 0.079 0.29 0.416 0.177 0.308 0.035 0.121 0.857 Departure Headway (Hd) 8.915 8.415 7.715 9.456 8.956 8.487 9.81 9.31 8.61 8.6 8.1 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 404 433 466 379 402 425 366 386 416 418 449
Service Time 6.637 6.137 5.437 7.207 6.707 6.239 7.567 7.067 6.367 6.318 5.818 HCM Lane V/C Ratio 0.163 0.783 0.191 0.079 0.289 0.414 0.178 0.308 0.034 0.122 0.849 HCM Control Delay 13.4 36.3 12.3 13 15.3 17.2 14.7 16.2 11.7 12.5 43.2 HCM Lane LOS BEBBCCBCBBE
HCM 95th-tile Q 0.6 7 0.7 0.3 1.2 2 0.6 1.3 0.1 0.4 8.6 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 8 45 28 4 10 65 371 107 9 365 36 Future Volume (veh/h) 13 8 45 28 4 10 65 371 107 9 365 36 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 16 10 56 35 5 12 80 458 132 11 451 44 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 171 142 120 163 142 120 124 2711 1209 38 2539 1132 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.75 0.75 0.02 0.70 0.70 Sat Flow, veh/h 1418 1900 1610 1357 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 16 10 56 35 5 12 80 458 132 11 451 44 Grp Sat Flow(s),veh/h/ln1418 1900 1610 1357 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.1 0.5 3.5 2.6 0.3 0.7 4.5 3.8 2.3 0.6 4.4 0.9 Cycle Q Clear(g_c), s 1.4 0.5 3.5 3.1 0.3 0.7 4.5 3.8 2.3 0.6 4.4 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 171 142 120 163 142 120 124 2711 1209 38 2539 1132 V/C Ratio(X) 0.09 0.07 0.47 0.21 0.04 0.10 0.64 0.17 0.11 0.29 0.18 0.04 Avail Cap(c_a), veh/h 661 798 676 632 798 676 260 2711 1209 260 2539 1132 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 45.2 46.6 46.6 45.1 45.3 47.6 3.7 3.5 50.6 5.3 4.8 Incr Delay (d2), s/veh 0.6 0.5 6.5 1.5 0.2 0.8 2.0 0.1 0.2 1.6 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 1.6 0.9 0.1 0.3 2.0 1.0 0.6 0.3 1.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 45.7 53.1 48.2 45.3 46.1 49.6 3.9 3.7 52.2 5.4 4.8 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 82 52 670 506
Approach Delay, s/veh 50.8 47.4 9.3 6.4
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 79.1 13.7 7.1 84.2 13.7
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 6.5 6.4 5.1 2.6 5.8 5.5
Green Ext Time (p_c), s 0.0 6.0 0.3 0.0 6.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 11 3 541 19 5 431
Future Volume (veh/h) 11 3 541 19 5 431
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 14 4 676 24 6 539
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 0 00000
Cap, veh/h 60 53 2803 99 23 3071
Arrive On Green 0.03 0.03 0.79 0.79 0.01 0.85
Sat Flow, veh/h 1810 1610 3651 126 1810 3705
Grp Volume(v), veh/h 14 4 343 357 6 539
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1877 1810 1805
Q Serve(g_s), s 0.6 0.2 4.0 4.0 0.3 2.1
Cycle Q Clear(g_c), s 0.6 0.2 4.0 4.0 0.3 2.1
Prop In Lane 1.00 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 60 53 1423 1480 23 3071
V/C Ratio(X) 0.23 0.08 0.24 0.24 0.27 0.18
Avail Cap(c_a), veh/h 588 523 1423 1480 362 3071
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.88 0.88 0.99 0.99
Uniform Delay (d), s/veh 37.7 37.5 2.2 2.2 39.1 1.0
Incr Delay (d2), s/veh 4.2 1.3 0.4 0.3 2.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.2 0.6 0.6 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.9 38.8 2.6 2.6 41.4 1.2
LnGrp LOS D D A A D A
Approach Vol, veh/h 18 700 545
Approach Delay, s/veh 41.2 2.6 1.6
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.4 6.6 5.0 68.4
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.1 2.6 2.3 6.0
Green Ext Time (p_c), s 5.9 0.0 0.0 5.7
Intersection Summary
HCM 6th Ctrl Delay 2.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 193 0 437 0 111 11 0 428 33 Future Volume (veh/h) 0 0 0 193 0 437 0 111 11 0 428 33 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 268 0 607 0 154 0 0 594 0
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Percent Heavy Veh, % 000000000
Cap, veh/h 1144 0 1018 0 1908 0 1908
Arrive On Green 0.32 0.00 0.32 0.00 0.53 0.00 0.00 0.53 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 268 0 607 0 154 0 0 594 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.6 0.0 13.5 0.0 1.8 0.0 0.0 7.9 0.0
Cycle Q Clear(g_c), s 4.6 0.0 13.5 0.0 1.8 0.0 0.0 7.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1144 0 1018 0 1908 0 1908
V/C Ratio(X) 0.23 0.00 0.60 0.00 0.08 0.00 0.31
Avail Cap(c_a), veh/h 1516 0 1349 0 1908 0 1908
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 21.5 0.0 24.5 0.0 9.9 0.0 0.0 11.3 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.6 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 5.1 0.0 0.6 0.0 0.0 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 0.0 27.1 0.0 9.9 0.0 0.0 11.7 0.0 LnGrp LOS C A C A A A B
Approach Vol, veh/h 875 154 A 594 A
Approach Delay, s/veh 25.5 9.9 11.7
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 51.7 51.7 33.3
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.8 9.9 15.5
Green Ext Time (p_c), s 2.5 10.5 11.4
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 0 11 0000 9 2 2 4 60 3 0 9 3 1 1 Future Volume (veh/h) 30 0 11 0000 9 2 2 4 60 3 0 9 3 1 1 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 33 0 12 0 100 0 0 336 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 124 0 110 0 1369 0 2602
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 33 0 12 0 100 0 0 336 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.1 0.0 0.5 0.0 1.0 0.0 0.0 1.9 0.0
Cycle Q Clear(g_c), s 1.1 0.0 0.5 0.0 1.0 0.0 0.0 1.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 124 0 110 0 1369 0 2602
V/C Ratio(X) 0.27 0.00 0.11 0.00 0.07 0.00 0.13
Avail Cap(c_a), veh/h 646 0 575 0 1369 0 2602
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.7 0.0 28.4 0.0 2.7 0.0 0.0 2.8 0.0 Incr Delay (d2), s/veh 5.2 0.0 2.0 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.2 0.0 0.2 0.0 0.0 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 0.0 30.4 0.0 2.8 0.0 0.0 2.9 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 45 100 A 336 A
Approach Delay, s/veh 33.0 2.8 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.7 11.3 53.7
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.0 3.1 3.9
Green Ext Time (p_c), s 1.3 0.3 5.4
Intersection Summary
HCM 6th Ctrl Delay 5.7
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 218 26 65 190 16 7 30 43 27 34 16 Future Vol, veh/h 21 218 26 65 190 16 7 30 43 27 34 16
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 23 240 29 71 209 18 8 33 47 30 37 18
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 9.3 9.2 9.3 9.7

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 9% 100% 0% 0% 100% 0% 0% 35%
Vol Thru, % 38% 0% 100% 74% 0% 100% 80% 44%
Vol Right, % 54% 0% 0% 26% 0% 0% 20% 21%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 80 21 145 99 65 127 79 77
LT Vol 7 21 0 0 65 0 0 27
Through Vol 30 0 145 73 0 127 63 34
RT Vol 43 0 0 26 0 0 16 16
Lane Flow Rate 88 23 160 108 71 139 87 85
Geometry Grp 77777777
Degree of Util (X) 0.137 0.037 0.235 0.154 0.115 0.204 0.125 0.14 Departure Headway (Hd) 5.594 5.806 5.302 5.116 5.792 5.287 5.145 5.953 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 635 613 672 695 615 674 691 597
Service Time 3.381 3.578 3.074 2.888 3.564 3.059 2.917 3.741 HCM Lane V/C Ratio 0.139 0.038 0.238 0.155 0.115 0.206 0.126 0.142 HCM Control Delay 9.3 8.8 9.7 8.8 9.3 9.4 8.7 9.7
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.5 0.1 0.9 0.5 0.4 0.8 0.4 0.5
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 36 32 5 12 15 11 52 2 10 83 10
Future Vol, veh/h 8 36 32 5 12 15 11 52 2 10 83 10
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 43 38 6 14 18 13 62 2 12 99 12
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 8 7.7 8.6 8.4

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 17% 100% 0% 100% 0% 11% 0%
Vol Thru, % 80% 0% 53% 0% 44% 89% 0%
Vol Right, % 3% 0% 47% 0% 56% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 65 8 68 5 27 93 10
L T V o l 1 18050 1 00
Through Vol 52 0 36 0 12 83 0
RT Vol 2 0 32 0 15 0 10
Lane Flow Rate 77 10 81 6 32 111 12
Geometry Grp 6777777
Degree of Util (X) 0.107 0.015 0.106 0.009 0.042 0.152 0.014 Departure Headway (Hd) 4.971 5.543 4.71 5.592 4.699 4.933 4.177 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 723 648 763 642 763 730 859
Service Time 2.989 3.26 2.426 3.312 2.418 2.649 1.893
HCM Lane V/C Ratio 0.107 0.015 0.106 0.009 0.042 0.152 0.014 HCM Control Delay 8.6 8.3 8 8.4 7.6 8.5 7
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.4 0 0.4 0 0.1 0.5 0
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 129
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 197 76 55 147 55 107 630 85 26 310 29 Future Vol, veh/h 25 197 76 55 147 55 107 630 85 26 310 29 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 000000000000
Mvmt Flow 28 224 86 63 167 63 122 716 97 30 352 33
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 18.3 17.9 251.5 21.5

HCM LOS C C F C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 46% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 54% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 630 85 25 131 142 55 147 55 26 207 LT Vol 107 0 0 25 0 0 55 0 0 26 0
Through Vol 0 630 0 0 131 66 0 147 0 0 207
RT Vol 0 0 85 0 0 76 0 0 55 0 0
Lane Flow Rate 122 716 97 28 149 161 62 167 62 30 235
Geometry Grp 88888888888
Degree of Util (X) 0.297 1.651 0.204 0.076 0.38 0.393 0.169 0.431 0.149 0.077 0.582 Departure Headway (Hd) 8.8 8.3 7.6 10.544 10.044 9.668 10.679 10.179 9.479 10.191 9.691 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 409 444 471 342 361 375 338 356 381 354 376
Service Time 6.556 6.056 5.356 8.244 7.744 7.368 8.379 7.879 7.179 7.891 7.391 HCM Lane V/C Ratio 0.298 1.613 0.206 0.082 0.413 0.429 0.183 0.469 0.163 0.085 0.625 HCM Control Delay 15.3 323.9 12.3 14.1 18.8 18.5 15.5 20.4 13.8 13.7 25 HCM Lane LOS C F B B CCCCBBC
HCM 95th-tile Q 1.2 41.5 0.8 0.2 1.7 1.8 0.6 2.1 0.5 0.2 3.5 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 5 45 97 10 11 40 607 77 10 338 23 Future Volume (veh/h) 28 5 45 97 10 11 40 607 77 10 338 23 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 29 5 47 101 10 11 42 632 80 10 352 24 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 205 192 163 204 192 163 97 2621 1169 35 2496 1114 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.05 0.73 0.73 0.02 0.69 0.69 Sat Flow, veh/h 1413 1900 1610 1374 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 29 5 47 101 10 11 42 632 80 10 352 24 Grp Sat Flow(s),veh/h/ln1413 1900 1610 1374 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 2.0 0.2 2.8 7.5 0.5 0.6 2.4 6.1 1.5 0.6 3.5 0.5 Cycle Q Clear(g_c), s 2.5 0.2 2.8 7.8 0.5 0.6 2.4 6.1 1.5 0.6 3.5 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 192 163 204 192 163 97 2621 1169 35 2496 1114 V/C Ratio(X) 0.14 0.03 0.29 0.49 0.05 0.07 0.43 0.24 0.07 0.29 0.14 0.02 Avail Cap(c_a), veh/h 655 798 676 642 798 676 260 2621 1169 260 2496 1114 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 42.5 43.7 46.0 42.6 42.7 48.1 4.8 4.1 50.8 5.5 5.1 Incr Delay (d2), s/veh 0.7 0.1 2.3 4.3 0.3 0.4 1.1 0.2 0.1 1.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.1 1.2 2.7 0.2 0.3 1.1 1.8 0.4 0.3 1.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.5 42.6 45.9 50.3 42.9 43.1 49.2 5.0 4.3 52.4 5.7 5.1 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 81 122 754 386
Approach Delay, s/veh 45.2 49.1 7.4 6.8
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.5 77.9 16.5 6.9 81.5 16.5
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 4.4 5.5 9.8 2.6 8.1 4.8
Green Ext Time (p_c), s 0.0 4.6 0.9 0.0 8.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 32 8 716 13 4 474
Future Volume (veh/h) 32 8 716 13 4 474
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 35 9 778 14 4 515
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 00000
Cap, veh/h 113 100 2768 50 15 2965
Arrive On Green 0.06 0.06 0.76 0.76 0.01 0.82
Sat Flow, veh/h 1810 1610 3723 65 1810 3705
Grp Volume(v), veh/h 35 9 387 405 4 515
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1888 1810 1805
Q Serve(g_s), s 1.5 0.4 5.2 5.2 0.2 2.4
Cycle Q Clear(g_c), s 1.5 0.4 5.2 5.2 0.2 2.4
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 113 100 1377 1440 15 2965
V/C Ratio(X) 0.31 0.09 0.28 0.28 0.26 0.17
Avail Cap(c_a), veh/h 588 523 1377 1440 362 2965
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.87 0.87 0.98 0.98
Uniform Delay (d), s/veh 35.9 35.4 2.9 2.9 39.4 1.5
Incr Delay (d2), s/veh 3.3 0.8 0.4 0.4 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.4 1.0 1.0 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 36.2 3.3 3.3 42.6 1.6
LnGrp LOS D D A A D A
Approach Vol, veh/h 44 792 519
Approach Delay, s/veh 38.5 3.3 1.9
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 71.0 9.0 4.7 66.3
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.4 3.5 2.2 7.2
Green Ext Time (p_c), s 5.5 0.2 0.0 6.4
Intersection Summary
HCM 6th Ctrl Delay 3.9
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 270 0 574 0 169 16 0 461 44 Future Volume (veh/h) 0 0 0 270 0 574 0 169 16 0 461 44 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 333 0 709 0 209 0 0 569 0
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 000000000
Cap, veh/h 1265 0 1126 0 1787 0 1787
Arrive On Green 0.35 0.00 0.35 0.00 0.50 0.00 0.00 0.50 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 333 0 709 0 209 0 0 569 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 5.6 0.0 15.6 0.0 2.6 0.0 0.0 8.0 0.0
Cycle Q Clear(g_c), s 5.6 0.0 15.6 0.0 2.6 0.0 0.0 8.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1265 0 1126 0 1787 0 1787
V/C Ratio(X) 0.26 0.00 0.63 0.00 0.12 0.00 0.32
Avail Cap(c_a), veh/h 1516 0 1349 0 1787 0 1787
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 19.8 0.0 23.0 0.0 11.5 0.0 0.0 12.9 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.7 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 2.3 0.0 5.8 0.0 1.0 0.0 0.0 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 0.0 25.7 0.0 11.6 0.0 0.0 13.3 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 1042 209 A 569 A
Approach Delay, s/veh 24.0 11.6 13.3
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 48.9 48.9 36.1
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 4.6 10.0 17.6
Green Ext Time (p_c), s 3.6 10.0 12.1
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 0 21 0000 1 5 2 2 8 60 3 9 2 3 3 5 Future Volume (veh/h) 33 0 21 0000 1 5 2 2 8 60 3 9 2 3 3 5 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 36 0 23 0 165 0 0 426 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 146 0 130 0 1346 0 2558
Arrive On Green 0.08 0.00 0.08 0.00 0.71 0.00 0.00 0.71 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 36 0 23 0 165 0 0 426 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.2 0.0 0.9 0.0 1.8 0.0 0.0 2.5 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.9 0.0 1.8 0.0 0.0 2.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 146 0 130 0 1346 0 2558
V/C Ratio(X) 0.25 0.00 0.18 0.00 0.12 0.00 0.17
Avail Cap(c_a), veh/h 646 0 575 0 1346 0 2558
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.0 0.0 27.9 0.0 3.0 0.0 0.0 3.1 0.0 Incr Delay (d2), s/veh 4.0 0.0 3.0 0.0 0.2 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 0.0 0.4 0.0 0.0 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 0.0 30.8 0.0 3.2 0.0 0.0 3.3 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 59 165 A 426 A
Approach Delay, s/veh 31.6 3.2 3.3
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.0 12.0 53.0
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.8 3.2 4.5
Green Ext Time (p_c), s 2.3 0.5 6.9
Intersection Summary
HCM 6th Ctrl Delay 5.8
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh11.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 271 11 68 231 35 23 53 83 42 55 16 Future Vol, veh/h 38 271 11 68 231 35 23 53 83 42 55 16 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 00000000000
Mvmt Flow 46 330 13 83 282 43 28 65 101 51 67 20
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 11.9 11.3 12.8 12.3

HCM LOS B B B B

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 14% 100% 0% 0% 100% 0% 0% 37%
Vol Thru, % 33% 0% 100% 89% 0% 100% 69% 49%
Vol Right, % 52% 0% 0% 11% 0% 0% 31% 14%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 159 38 181 101 68 154 112 113
LT Vol 23 38 0 0 68 0 0 42
Through Vol 53 0 181 90 0 154 77 55
RT Vol 83 0 0 11 0 0 35 16
Lane Flow Rate 194 46 220 124 83 188 137 138
Geometry Grp 77777777
Degree of Util (X) 0.35 0.087 0.383 0.212 0.156 0.326 0.229 0.267 Departure Headway (Hd) 6.496 6.774 6.264 6.186 6.757 6.246 6.023 6.986 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 551 526 571 577 529 573 593 511
Service Time 4.271 4.546 4.035 3.957 4.525 4.015 3.791 4.768 HCM Lane V/C Ratio 0.352 0.087 0.385 0.215 0.157 0.328 0.231 0.27 HCM Control Delay 12.8 10.2 12.9 10.6 10.8 12 10.6 12.3 HCM Lane LOS BBBBBBBB
HCM 95th-tile Q 1.6 0.3 1.8 0.8 0.5 1.4 0.9 1.1
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 27 15 5 38 24 39 123 7 11 81 14
Future Vol, veh/h 8 27 15 5 38 24 39 123 7 11 81 14
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 33 18 6 46 29 48 150 9 13 99 17
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 8.5 8.5 10.1 8.6

HCM LOS A A B A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 23% 100% 0% 100% 0% 12% 0%
Vol Thru, % 73% 0% 64% 0% 61% 88% 0%
Vol Right, % 4% 0% 36% 0% 39% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 169 8 42 5 62 92 14
L T V o l 3 98050 1 10
Through Vol 123 0 27 0 38 81 0
RT Vol 7 0 15 0 24 0 14
Lane Flow Rate 206 10 51 6 76 112 17
Geometry Grp 6777777
Degree of Util (X) 0.289 0.016 0.074 0.01 0.108 0.16 0.021 Departure Headway (Hd) 5.047 5.949 5.193 5.925 5.147 5.118 4.355 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 713 601 688 604 695 700 821
Service Time 3.077 3.69 2.934 3.665 2.888 2.851 2.087
HCM Lane V/C Ratio 0.289 0.017 0.074 0.01 0.109 0.16 0.021 HCM Control Delay 10.1 8.8 8.4 8.7 8.5 8.8 7.2
HCM Lane LOS BAAAAAA
HCM 95th-tile Q 1.2 0 0.2 0 0.4 0.6 0.1
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 1
Intersection
Intersection Delay, s/veh 21.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 239 113 43 104 13 73 288 93 73 471 32 Future Vol, veh/h 31 239 113 43 104 13 73 288 93 73 471 32 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 Heavy Vehicles, % 000000000000
Mvmt Flow 33 252 119 45 109 14 77 303 98 77 496 34
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 17.2 14.9 23.1 23.9

HCM LOS C B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 41% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 59% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 73 288 93 31 159 193 43 104 13 73 314 LT Vol 73 0 0 31 0 0 43 0 0 73 0
Through Vol 0 288 0 0 159 80 0 104 0 0 314
RT Vol 0 0 93 0 0 113 0 0 13 0 0
Lane Flow Rate 77 303 98 33 168 203 45 109 14 77 331
Geometry Grp 88888888888
Degree of Util (X) 0.19 0.707 0.209 0.083 0.404 0.465 0.124 0.284 0.033 0.182 0.738 Departure Headway (Hd) 8.896 8.396 7.696 9.173 8.673 8.262 9.832 9.332 8.632 8.662 8.162 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 405 434 468 392 418 438 366 386 416 416 446
Service Time 6.611 6.111 5.411 6.89 6.39 5.979 7.563 7.063 6.363 6.362 5.862 HCM Lane V/C Ratio 0.19 0.698 0.209 0.084 0.402 0.463 0.123 0.282 0.034 0.185 0.742 HCM Control Delay 13.7 29 12.4 12.7 17.2 18 14 15.7 11.7 13.3 30.6 HCM Lane LOS B D B B C C B C B B D
HCM 95th-tile Q 0.7 5.4 0.8 0.3 1.9 2.4 0.4 1.2 0.1 0.7 6 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 10 46 22 4 11 68 390 93 14 383 39 Future Volume (veh/h) 14 10 46 22 4 11 68 390 93 14 383 39 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 15 11 48 23 4 12 72 411 98 15 403 41 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 00000000000
Cap, veh/h 170 139 118 161 139 118 121 2694 1202 49 2550 1137 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.75 0.75 0.03 0.71 0.71 Sat Flow, veh/h 1419 1900 1610 1365 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 15 11 48 23 4 12 72 411 98 15 403 41 Grp Sat Flow(s),veh/h/ln1419 1900 1610 1365 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.0 0.6 3.0 1.7 0.2 0.7 4.1 3.4 1.7 0.9 3.9 0.8 Cycle Q Clear(g_c), s 1.2 0.6 3.0 2.2 0.2 0.7 4.1 3.4 1.7 0.9 3.9 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 170 139 118 161 139 118 121 2694 1202 49 2550 1137 V/C Ratio(X) 0.09 0.08 0.41 0.14 0.03 0.10 0.60 0.15 0.08 0.31 0.16 0.04 Avail Cap(c_a), veh/h 662 798 676 635 798 676 260 2694 1202 260 2550 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 45.3 46.5 46.4 45.2 45.4 47.6 3.8 3.6 50.1 5.1 4.6 Incr Delay (d2), s/veh 0.5 0.6 5.2 0.9 0.2 0.9 1.7 0.1 0.1 1.3 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 1.3 0.6 0.1 0.3 1.8 0.9 0.4 0.4 1.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 45.9 51.7 47.3 45.4 46.3 49.3 3.9 3.7 51.4 5.2 4.7 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 74 39 581 459
Approach Delay, s/veh 49.7 46.8 9.5 6.7
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 79.5 13.6 7.7 83.7 13.6
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 6.1 5.9 4.2 2.9 5.4 5.0
Green Ext Time (p_c), s 0.0 5.4 0.2 0.0 6.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 12 3 548 20 5 446
Future Volume (veh/h) 12 3 548 20 5 446
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 13 3 577 21 5 469
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 00000
Cap, veh/h 54 48 2818 102 19 3082
Arrive On Green 0.03 0.03 0.79 0.79 0.01 0.85
Sat Flow, veh/h 1810 1610 3648 129 1810 3705
Grp Volume(v), veh/h 13 3 293 305 5 469
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1877 1810 1805
Q Serve(g_s), s 0.6 0.1 3.2 3.2 0.2 1.7
Cycle Q Clear(g_c), s 0.6 0.1 3.2 3.2 0.2 1.7
Prop In Lane 1.00 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 54 48 1432 1489 19 3082
V/C Ratio(X) 0.24 0.06 0.20 0.20 0.26 0.15
Avail Cap(c_a), veh/h 588 523 1432 1489 362 3082
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.92 0.92 0.99 0.99
Uniform Delay (d), s/veh 37.9 37.7 2.0 2.0 39.3 1.0
Incr Delay (d2), s/veh 4.8 1.1 0.3 0.3 2.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 0.5 0.5 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.7 38.9 2.3 2.3 41.9 1.1
LnGrp LOS D D A A D A
Approach Vol, veh/h 16 598 474
Approach Delay, s/veh 42.0 2.3 1.5
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.6 6.4 4.8 68.8
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.7 2.6 2.2 5.2
Green Ext Time (p_c), s 5.0 0.0 0.0 4.9
Intersection Summary
HCM 6th Ctrl Delay 2.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 227 0 453 0 142 15 0 454 37 Future Volume (veh/h) 0 0 0 227 0 453 0 142 15 0 454 37 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 239 0 477 0 149 0 0 478 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 976 0 869 0 2075 0 2075
Arrive On Green 0.27 0.00 0.27 0.00 0.57 0.00 0.00 0.57 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 239 0 477 0 149 0 0 478 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.4 0.0 10.8 0.0 1.6 0.0 0.0 5.5 0.0
Cycle Q Clear(g_c), s 4.4 0.0 10.8 0.0 1.6 0.0 0.0 5.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 976 0 869 0 2075 0 2075
V/C Ratio(X) 0.24 0.00 0.55 0.00 0.07 0.00 0.23
Avail Cap(c_a), veh/h 1516 0 1349 0 2075 0 2075
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 24.3 0.0 26.6 0.0 8.0 0.0 0.0 8.9 0.0 Incr Delay (d2), s/veh 0.6 0.0 2.5 0.0 0.1 0.0 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.1 0.0 0.5 0.0 0.0 1.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 0.0 29.1 0.0 8.1 0.0 0.0 9.1 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 716 149 A 478 A
Approach Delay, s/veh 27.7 8.1 9.1
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 55.7 55.7 29.3
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.6 7.5 12.8
Green Ext Time (p_c), s 2.5 8.6 10.1
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 0 11 0000 1 2 8 3 5 80 3 6 1 3 2 0 Future Volume (veh/h) 29 0 11 0000 1 2 8 3 5 80 3 6 1 3 2 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 31 0 12 0 135 0 0 380 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 120 0 107 0 1373 0 2609
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 31 0 12 0 135 0 0 380 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.1 0.0 0.5 0.0 1.4 0.0 0.0 2.1 0.0
Cycle Q Clear(g_c), s 1.1 0.0 0.5 0.0 1.4 0.0 0.0 2.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 120 0 107 0 1373 0 2609
V/C Ratio(X) 0.26 0.00 0.11 0.00 0.10 0.00 0.15
Avail Cap(c_a), veh/h 646 0 575 0 1373 0 2609
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.98 0.00 Uniform Delay (d), s/veh 28.8 0.0 28.5 0.0 2.7 0.0 0.0 2.8 0.0 Incr Delay (d2), s/veh 5.1 0.0 2.1 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.2 0.0 0.3 0.0 0.0 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 0.0 30.7 0.0 2.8 0.0 0.0 2.9 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 43 135 A 380 A
Approach Delay, s/veh 33.0 2.8 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.9 11.1 53.9
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.4 3.1 4.1
Green Ext Time (p_c), s 1.8 0.3 6.2
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 6
Intersection
Intersection Delay, s/veh10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 276 59 50 187 17 17 93 62 28 47 21 Future Vol, veh/h 53 276 59 50 187 17 17 93 62 28 47 21 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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 56 291 62 53 197 18 18 98 65 29 49 22
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 10.5 10 11.6 10.7

HCM LOS B A B B

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 10% 100% 0% 0% 100% 0% 0% 29%
Vol Thru, % 54% 0% 100% 61% 0% 100% 79% 49%
Vol Right, % 36% 0% 0% 39% 0% 0% 21% 22%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 172 53 184 151 50 125 79 96
LT Vol 17 53 0 0 50 0 0 28
Through Vol 93 0 184 92 0 125 62 47
RT Vol 62 0 0 59 0 0 17 21
Lane Flow Rate 181 56 194 159 53 131 84 101
Geometry Grp 77777777
Degree of Util (X) 0.308 0.098 0.312 0.244 0.095 0.218 0.135 0.182 Departure Headway (Hd) 6.128 6.307 5.8 5.522 6.479 5.971 5.818 6.474 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 587 568 620 650 553 601 615 554
Service Time 3.872 4.046 3.538 3.261 4.22 3.712 3.559 4.222 HCM Lane V/C Ratio 0.308 0.099 0.313 0.245 0.096 0.218 0.137 0.182 HCM Control Delay 11.6 9.7 11.2 10 9.9 10.4 9.5 10.7
HCM Lane LOS BABAABAB
HCM 95th-tile Q 1.3 0.3 1.3 1 0.3 0.8 0.5 0.7
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 7
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 45 35 5 11 19 7 127 2 18 115 11
Future Vol, veh/h 24 45 35 5 11 19 7 127 2 18 115 11
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 25 47 37 5 12 20 7 134 2 19 121 12
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 8.5 8 9.4 8.9

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 5% 100% 0% 100% 0% 14% 0%
Vol Thru, % 93% 0% 56% 0% 37% 86% 0%
Vol Right, % 1% 0% 44% 0% 63% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 136 24 80 5 30 133 11
LT Vol 7 24 0 5 0 18 0
Through Vol 127 0 45 0 11 115 0
RT Vol 2 0 35 0 19 0 11
Lane Flow Rate 143 25 84 5 32 140 12
Geometry Grp 6777777
Degree of Util (X) 0.201 0.041 0.116 0.009 0.043 0.197 0.014 Departure Headway (Hd) 5.055 5.79 4.978 5.874 4.923 5.07 4.299 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 710 619 720 609 726 708 832
Service Time 3.083 3.522 2.71 3.611 2.66 2.797 2.026
HCM Lane V/C Ratio 0.201 0.04 0.117 0.008 0.044 0.198 0.014 HCM Control Delay 9.4 8.8 8.4 8.7 7.9 9 7.1
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.7 0.1 0.4 0 0.1 0.7 0
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 115.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 220 70 41 182 67 163 654 91 34 290 50 Future Vol, veh/h 37 220 70 41 182 67 163 654 91 34 290 50 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 Heavy Vehicles, % 000000000000
Mvmt Flow 39 232 74 43 192 71 172 688 96 36 305 53
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 18.2 19.5 220.3 19.9

HCM LOS C C F C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 51% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 49% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 163 654 91 37 147 143 41 182 67 34 193 LT Vol 163 0 0 37 0 0 41 0 0 34 0
Through Vol 0 654 0 0 147 73 0 182 0 0 193
RT Vol 0 0 91 0 0 70 0 0 67 0 0
Lane Flow Rate 172 688 96 39 154 151 43 192 71 36 204
Geometry Grp 88888888888
Degree of Util (X) 0.421 1.595 0.203 0.105 0.397 0.374 0.118 0.498 0.17 0.095 0.515 Departure Headway (Hd) 8.842 8.342 7.642 10.545 10.045 9.703 10.652 10.152 9.452 10.29 9.79 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 407 441 468 342 361 373 339 358 382 350 370
Service Time 6.603 6.103 5.403 8.245 7.745 7.403 8.352 7.852 7.152 7.99 7.49 HCM Lane V/C Ratio 0.423 1.56 0.205 0.114 0.427 0.405 0.127 0.536 0.186 0.103 0.551 HCM Control Delay 17.9 299.7 12.4 14.5 19.2 18.1 14.8 22.5 14.1 14.1 22.4 HCM Lane LOS C F B B C C B C B B C
HCM 95th-tile Q 2 38.5 0.8 0.3 1.8 1.7 0.4 2.7 0.6 0.3 2.8 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 4 47 92 11 12 42 638 41 11 354 24 Future Volume (veh/h) 33 4 47 92 11 12 42 638 41 11 354 24 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 34 4 49 96 11 12 44 665 43 11 369 25 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 00000000000
Cap, veh/h 198 185 157 199 185 157 100 2630 1173 38 2507 1118 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.06 0.73 0.73 0.02 0.69 0.69 Sat Flow, veh/h 1410 1900 1610 1373 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 34 4 49 96 11 12 44 665 43 11 369 25 Grp Sat Flow(s),veh/h/ln1410 1900 1610 1373 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 2.4 0.2 3.0 7.1 0.6 0.7 2.5 6.4 0.8 0.6 3.7 0.5 Cycle Q Clear(g_c), s 2.9 0.2 3.0 7.3 0.6 0.7 2.5 6.4 0.8 0.6 3.7 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 198 185 157 199 185 157 100 2630 1173 38 2507 1118 V/C Ratio(X) 0.17 0.02 0.31 0.48 0.06 0.08 0.44 0.25 0.04 0.29 0.15 0.02 Avail Cap(c_a), veh/h 654 798 676 642 798 676 260 2630 1173 260 2507 1118 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.4 42.9 44.1 46.2 43.0 43.1 48.0 4.7 4.0 50.6 5.5 5.0 Incr Delay (d2), s/veh 1.0 0.1 2.7 4.2 0.3 0.5 1.1 0.2 0.1 1.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.1 1.3 2.6 0.3 0.3 1.1 1.9 0.2 0.3 1.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 43.0 46.8 50.4 43.4 43.6 49.2 5.0 4.0 52.2 5.6 5.0 LnGrp LOS D DDDDDDAADAA
Approach Vol, veh/h 87 119 752 405
Approach Delay, s/veh 46.0 49.1 7.5 6.8
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.7 78.2 16.1 7.1 81.8 16.1
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 4.5 5.7 9.3 2.6 8.4 5.0
Green Ext Time (p_c), s 0.0 4.8 0.9 0.0 8.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 34 9 712 14 4 488
Future Volume (veh/h) 34 9 712 14 4 488
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 36 9 749 15 4 514
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 00000
Cap, veh/h 114 102 2758 55 15 2962
Arrive On Green 0.06 0.06 0.76 0.76 0.01 0.82
Sat Flow, veh/h 1810 1610 3714 72 1810 3705
Grp Volume(v), veh/h 36 9 373 391 4 514
Grp Sat Flow(s),veh/h/ln1810 1610 1805 1887 1810 1805
Q Serve(g_s), s 1.5 0.4 5.0 5.0 0.2 2.4
Cycle Q Clear(g_c), s 1.5 0.4 5.0 5.0 0.2 2.4
Prop In Lane 1.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 114 102 1375 1438 15 2962
V/C Ratio(X) 0.31 0.09 0.27 0.27 0.26 0.17
Avail Cap(c_a), veh/h 588 523 1375 1438 362 2962
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.91 0.99 0.99
Uniform Delay (d), s/veh 35.8 35.3 2.9 2.9 39.4 1.5
Incr Delay (d2), s/veh 3.3 0.8 0.4 0.4 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.4 1.0 1.0 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 36.1 3.3 3.3 42.6 1.6
LnGrp LOS D D A A D A
Approach Vol, veh/h 45 764 518
Approach Delay, s/veh 38.5 3.3 1.9
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 70.9 9.1 4.7 66.3
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.4 3.5 2.2 7.0
Green Ext Time (p_c), s 5.5 0.2 0.0 6.2
Intersection Summary
HCM 6th Ctrl Delay 4.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 372 0 588 0 213 18 0 489 47 Future Volume (veh/h) 0 0 0 372 0 588 0 213 18 0 489 47 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 392 0 619 0 224 0 0 515 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 1204 0 1071 0 1849 0 1849
Arrive On Green 0.33 0.00 0.33 0.00 0.51 0.00 0.00 0.51 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 392 0 619 0 224 0 0 515 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 6.9 0.0 13.5 0.0 2.7 0.0 0.0 6.9 0.0
Cycle Q Clear(g_c), s 6.9 0.0 13.5 0.0 2.7 0.0 0.0 6.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1204 0 1071 0 1849 0 1849
V/C Ratio(X) 0.33 0.00 0.58 0.00 0.12 0.00 0.28
Avail Cap(c_a), veh/h 1516 0 1349 0 1849 0 1849
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 21.2 0.0 23.4 0.0 10.8 0.0 0.0 11.8 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.3 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 5.0 0.0 1.0 0.0 0.0 2.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 0.0 25.7 0.0 10.9 0.0 0.0 12.2 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 1011 224 A 515 A
Approach Delay, s/veh 24.3 10.9 12.2
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 50.3 50.3 34.7
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 4.7 8.9 15.5
Green Ext Time (p_c), s 3.9 9.1 12.8
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 0 22 0000 1 9 8 2 9 60 5 1 7 3 4 4 Future Volume (veh/h) 33 0 22 0000 1 9 8 2 9 60 5 1 7 3 4 4 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 35 0 23 0 208 0 0 544 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 145 0 129 0 1348 0 2561
Arrive On Green 0.08 0.00 0.08 0.00 0.71 0.00 0.00 0.71 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 35 0 23 0 208 0 0 544 0
Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.2 0.0 0.9 0.0 2.3 0.0 0.0 3.4 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.9 0.0 2.3 0.0 0.0 3.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 145 0 129 0 1348 0 2561
V/C Ratio(X) 0.24 0.00 0.18 0.00 0.15 0.00 0.21
Avail Cap(c_a), veh/h 646 0 575 0 1348 0 2561
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.1 0.0 27.9 0.0 3.1 0.0 0.0 3.2 0.0 Incr Delay (d2), s/veh 3.9 0.0 3.0 0.0 0.2 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 0.0 0.5 0.0 0.0 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 0.0 30.9 0.0 3.3 0.0 0.0 3.4 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 58 208 A 544 A
Approach Delay, s/veh 31.6 3.3 3.4
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.0 12.0 53.0
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 4.3 3.2 5.4
Green Ext Time (p_c), s 3.0 0.5 8.8
Intersection Summary
HCM 6th Ctrl Delay 5.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh 12
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 55 281 28 48 233 37 35 55 82 44 107 37 Future Vol, veh/h 55 281 28 48 233 37 35 55 82 44 107 37 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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 58 296 29 51 245 39 37 58 86 46 113 39
Number of Lanes 1 20120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 3 3
HCM Control Delay 11.6 11.2 12.5 13.4

HCM LOS B B B B

Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 20% 100% 0% 0% 100% 0% 0% 23%
Vol Thru, % 32% 0% 100% 77% 0% 100% 68% 57%
Vol Right, % 48% 0% 0% 23% 0% 0% 32% 20%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 172 55 187 122 48 155 115 188
LT Vol 35 55 0 0 48 0 0 44
Through Vol 55 0 187 94 0 155 78 107
RT Vol 82 0 0 28 0 0 37 37
Lane Flow Rate 181 58 197 128 51 164 121 198
Geometry Grp 77777777
Degree of Util (X) 0.328 0.11 0.347 0.219 0.097 0.291 0.207 0.368 Departure Headway (Hd) 6.528 6.839 6.328 6.164 6.91 6.399 6.168 6.691 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 547 522 566 579 516 558 578 534
Service Time 4.309 4.615 4.103 3.939 4.689 4.177 3.946 4.47 HCM Lane V/C Ratio 0.331 0.111 0.348 0.221 0.099 0.294 0.209 0.371 HCM Control Delay 12.5 10.5 12.5 10.7 10.4 11.8 10.6 13.4 HCM Lane LOS BBBBBBBB
HCM 95th-tile Q 1.4 0.4 1.5 0.8 0.3 1.2 0.8 1.7
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 28 14 27 38 16 35 123 24 16 174 15 Future Vol, veh/h 8 28 14 27 38 16 35 123 24 16 174 15
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 8 29 15 28 40 17 37 129 25 17 183 16
Number of Lanes 1 10110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 2 2
HCM Control Delay 8.6 8.8 10 9.6

HCM LOS A A A A

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 19% 100% 0% 100% 0% 8% 0%
Vol Thru, % 68% 0% 67% 0% 70% 92% 0%
Vol Right, % 13% 0% 33% 0% 30% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 182 8 42 27 54 190 15
LT Vol 35 8 0 27 0 16 0
Through Vol 123 0 28 0 38 174 0
RT Vol 24 0 14 0 16 0 15
Lane Flow Rate 192 8 44 28 57 200 16
Geometry Grp 6777777
Degree of Util (X) 0.271 0.014 0.066 0.048 0.085 0.283 0.019 Departure Headway (Hd) 5.091 6.138 5.397 6.091 5.377 5.09 4.344 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 705 581 661 586 664 706 822
Service Time 3.13 3.894 3.153 3.843 3.129 2.827 2.081
HCM Lane V/C Ratio 0.272 0.014 0.067 0.048 0.086 0.283 0.019 HCM Control Delay 10 9 8.5 9.2 8.6 9.8 7.2
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 1.1 0 0.2 0.2 0.3 1.2 0.1
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 23.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 239 120 56 104 13 74 295 96 73 496 32 Future Vol, veh/h 31 239 120 56 104 13 74 295 96 73 496 32 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 Heavy Vehicles, % 000000000000
Mvmt Flow 33 252 126 59 109 14 78 311 101 77 522 34
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 18.2 15.4 25.5 28.1

HCM LOS CCDD

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 40% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 60% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 74 295 96 31 159 200 56 104 13 73 331 LT Vol 74 0 0 31 0 0 56 0 0 73 0
Through Vol 0 295 0 0 159 80 0 104 0 0 331
RT Vol 0 0 96 0 0 120 0 0 13 0 0
Lane Flow Rate 78 311 101 33 168 210 59 109 14 77 348
Geometry Grp 88888888888
Degree of Util (X) 0.197 0.742 0.222 0.085 0.414 0.495 0.165 0.29 0.034 0.188 0.803 Departure Headway (Hd) 9.104 8.604 7.904 9.394 8.894 8.474 10.052 9.552 8.852 8.807 8.307 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 395 422 455 382 406 427 357 377 405 408 435
Service Time 6.849 6.349 5.649 7.139 6.639 6.219 7.805 7.305 6.605 6.548 6.048 HCM Lane V/C Ratio 0.197 0.737 0.222 0.086 0.414 0.492 0.165 0.289 0.035 0.189 0.8 HCM Control Delay 14.1 32.4 12.9 13 17.8 19.3 14.8 16.2 11.9 13.6 37.3 HCM Lane LOS B D B B C C B C B B E
HCM 95th-tile Q 0.7 6 0.8 0.3 2 2.7 0.6 1.2 0.1 0.7 7.3 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 11 46 29 4 11 68 390 121 14 383 39 Future Volume (veh/h) 14 11 46 29 4 11 68 390 121 14 383 39 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 15 12 48 31 4 12 72 411 127 15 403 41 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, % 000000000000
Cap, veh/h 171 141 119 162 141 119 121 2692 1201 49 2548 1136 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.75 0.75 0.03 0.71 0.71 Sat Flow, veh/h 1419 1900 1610 1364 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 15 12 48 31 4 12 72 411 127 15 403 41 Grp Sat Flow(s),veh/h/ln 1419 1900 1610 1364 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 1.0 0.6 3.0 2.3 0.2 0.7 4.1 3.4 2.3 0.9 3.9 0.8 Cycle Q Clear(g_c), s 1.2 0.6 3.0 2.9 0.2 0.7 4.1 3.4 2.3 0.9 3.9 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 171 141 119 162 141 119 121 2692 1201 49 2548 1136 V/C Ratio(X) 0.09 0.09 0.40 0.19 0.03 0.10 0.60 0.15 0.11 0.31 0.16 0.04 Avail Cap(c_a), veh/h 662 798 676 633 798 676 260 2692 1201 260 2548 1136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 45.3 46.4 46.6 45.1 45.4 47.6 3.8 3.7 50.1 5.1 4.7 Incr Delay (d2), s/veh 0.5 0.6 5.1 1.3 0.2 0.9 1.7 0.1 0.2 1.3 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 1.3 0.8 0.1 0.3 1.8 0.9 0.6 0.4 1.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 45.9 51.5 48.0 45.3 46.2 49.3 4.0 3.9 51.4 5.2 4.7 LnGrp LOS DDDDDDDAADAA
Approach Vol, veh/h 75 47 610 459
Approach Delay, s/veh 49.5 47.3 9.3 6.7
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 79.4 13.7 7.7 83.6 13.7
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 6.1 5.9 4.9 2.9 5.4 5.0
Green Ext Time (p_c), s 0.0 5.4 0.3 0.0 6.2 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 12 3 576 20 5 453
Future Volume (veh/h) 12 3 576 20 5 453
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 13 3 606 21 5 477
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 000000
Cap, veh/h 54 48 2824 98 19 3082
Arrive On Green 0.03 0.03 0.79 0.79 0.01 0.85
Sat Flow, veh/h 1810 1610 3655 123 1810 3705
Grp Volume(v), veh/h 13 3 307 320 5 477
Grp Sat Flow(s),veh/h/ln 1810 1610 1805 1878 1810 1805
Q Serve(g_s), s 0.6 0.1 3.4 3.4 0.2 1.8
Cycle Q Clear(g_c), s 0.6 0.1 3.4 3.4 0.2 1.8
Prop In Lane 1.00 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 54 48 1432 1490 19 3082
V/C Ratio(X) 0.24 0.06 0.21 0.21 0.26 0.15
Avail Cap(c_a), veh/h 588 523 1432 1490 362 3082
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.91 0.99 0.99
Uniform Delay (d), s/veh 37.9 37.7 2.1 2.1 39.3 1.0
Incr Delay (d2), s/veh 4.8 1.1 0.3 0.3 2.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 0.5 0.5 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.7 38.9 2.4 2.4 41.9 1.1
LnGrp LOS D D A A D A
Approach Vol, veh/h 16 627 482
Approach Delay, s/veh 42.0 2.4 1.5
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.6 6.4 4.8 68.8
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.8 2.6 2.2 5.4
Green Ext Time (p_c), s 5.1 0.0 0.0 5.1
Intersection Summary
HCM 6th Ctrl Delay 2.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 227 0 476 0 147 15 0 461 37 Future Volume (veh/h) 0 0 0 227 0 476 0 147 15 0 461 37 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 239 0 501 0 155 0 0 485 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 1007 0 896 0 2045 0 2045
Arrive On Green 0.28 0.00 0.28 0.00 0.57 0.00 0.00 0.57 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 239 0 501 0 155 0 0 485 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.3 0.0 11.3 0.0 1.7 0.0 0.0 5.7 0.0
Cycle Q Clear(g_c), s 4.3 0.0 11.3 0.0 1.7 0.0 0.0 5.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1007 0 896 0 2045 0 2045
V/C Ratio(X) 0.24 0.00 0.56 0.00 0.08 0.00 0.24
Avail Cap(c_a), veh/h 1516 0 1349 0 2045 0 2045
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 23.7 0.0 26.2 0.0 8.3 0.0 0.0 9.2 0.0 Incr Delay (d2), s/veh 0.6 0.0 2.5 0.0 0.1 0.0 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.3 0.0 0.6 0.0 0.0 2.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.3 0.0 28.7 0.0 8.4 0.0 0.0 9.5 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 740 155 A 485 A
Approach Delay, s/veh 27.3 8.4 9.5
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 54.9 54.9 30.1
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.7 7.7 13.3
Green Ext Time (p_c), s 2.6 8.7 10.4
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 0 11 0000 1 3 1 3 5 80 3 6 1 3 2 7 Future Volume (veh/h) 31 0 11 0000 1 3 1 3 5 80 3 6 1 3 2 7 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 33 0 12 0 138 0 0 380 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 124 0 110 0 1369 0 2602
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 33 0 12 0 138 0 0 380 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.1 0.0 0.5 0.0 1.4 0.0 0.0 2.1 0.0
Cycle Q Clear(g_c), s 1.1 0.0 0.5 0.0 1.4 0.0 0.0 2.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 124 0 110 0 1369 0 2602
V/C Ratio(X) 0.27 0.00 0.11 0.00 0.10 0.00 0.15
Avail Cap(c_a), veh/h 646 0 575 0 1369 0 2602
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.98 0.00 Uniform Delay (d), s/veh 28.7 0.0 28.4 0.0 2.7 0.0 0.0 2.8 0.0 Incr Delay (d2), s/veh 5.2 0.0 2.0 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.2 0.0 0.3 0.0 0.0 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 0.0 30.4 0.0 2.9 0.0 0.0 2.9 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 45 138 A 380 A
Approach Delay, s/veh 33.0 2.9 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.7 11.3 53.7
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.4 3.1 4.1
Green Ext Time (p_c), s 1.9 0.3 6.2
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh 10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 279 59 67 199 17 17 94 67 28 50 21 Future Vol, veh/h 53 279 59 67 199 17 17 94 67 28 50 21 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 Heavy Vehicles, % 000000000000
Mvmt Flow 56 294 62 71 209 18 18 99 71 29 53 22
Number of Lanes 120120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3311
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1133
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1133
HCM Control Delay 10.7 10.2 11.9 10.9

HCM LOS BBBB

Lane NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1
Vol Left, % 10% 100% 0% 0% 100% 0% 0% 28%
Vol Thru, % 53% 0% 100% 61% 0% 100% 80% 51%
Vol Right, % 38% 0% 0% 39% 0% 0% 20% 21%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 178 53 186 152 67 133 83 99
LT Vol 17 53 0 0 67 0 0 28
Through Vol 94 0 186 93 0 133 66 50
RT Vol 67 0 0 59 0 0 17 21
Lane Flow Rate 187 56 196 160 71 140 88 104
Geometry Grp 77777777
Degree of Util (X) 0.324 0.099 0.321 0.25 0.128 0.234 0.143 0.191 Departure Headway (Hd) 6.216 6.404 5.896 5.62 6.541 6.032 5.887 6.587 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 577 559 609 638 547 594 608 544
Service Time 3.965 4.149 3.64 3.364 4.289 3.78 3.635 4.342 HCM Lane V/C Ratio 0.324 0.1 0.322 0.251 0.13 0.236 0.145 0.191 HCM Control Delay 11.9 9.9 11.4 10.2 10.3 10.6 9.6 10.9 HCM Lane LOS BABBBBAB
HCM 95th-tile Q 1.4 0.3 1.4 1 0.4 0.9 0.5 0.7
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue BO_WP_AM
11/22/2021 Synchro 10 Report
LSA Page 7
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 45 36 5 13 26 11 129 2 20 116 11
Future Vol, veh/h 24 45 36 5 13 26 11 129 2 20 116 11
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 Heavy Vehicles, % 000000000000
Mvmt Flow 25 47 38 5 14 27 12 136 2 21 122 12
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 8.5 8.1 9.5 9

HCM LOS AAAA

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 8% 100% 0% 100% 0% 15% 0%
Vol Thru, % 91% 0% 56% 0% 33% 85% 0%
Vol Right, % 1% 0% 44% 0% 67% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 142 24 81 5 39 136 11
LT Vol 11 24 0 5 0 20 0
Through Vol 129 0 45 0 13 116 0
RT Vol 2 0 36 0 26 0 11
Lane Flow Rate 149 25 85 5 41 143 12
Geometry Grp 6777777
Degree of Util (X) 0.211 0.041 0.119 0.009 0.056 0.203 0.014 Departure Headway (Hd) 5.093 5.83 5.013 5.907 4.932 5.11 4.333 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 704 614 715 606 725 703 825
Service Time 3.125 3.563 2.746 3.645 2.67 2.841 2.064
HCM Lane V/C Ratio 0.212 0.041 0.119 0.008 0.057 0.203 0.015 HCM Control Delay 9.5 8.8 8.4 8.7 8 9.1 7.1
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.8 0.1 0.4 0 0.2 0.8 0
HCM 6th AWSC 2740 West Nielsen Warehouse
1: Marks Avenue & Belmont Avenue BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Intersection
Intersection Delay, s/veh 123.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 220 79 57 182 67 165 661 95 34 324 50 Future Vol, veh/h 37 220 79 57 182 67 165 661 95 34 324 50 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 Heavy Vehicles, % 000000000000
Mvmt Flow 39 232 83 60 192 71 174 696 100 36 341 53
Number of Lanes 120111111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 19.2 20.1 241.3 22.5

HCM LOS C C F C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 48% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 52% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 165 661 95 37 147 152 57 182 67 34 216 LT Vol 165 0 0 37 0 0 57 0 0 34 0
Through Vol 0 661 0 0 147 73 0 182 0 0 216
RT Vol 0 0 95 0 0 79 0 0 67 0 0
Lane Flow Rate 174 696 100 39 154 160 60 192 71 36 227
Geometry Grp 88888888888
Degree of Util (X) 0.439 1.662 0.219 0.108 0.407 0.407 0.168 0.51 0.174 0.097 0.586 Departure Headway (Hd) 9.098 8.598 7.898 10.867 10.367 10.004 10.952 10.452 9.752 10.543 10.043 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 394 424 453 332 349 362 329 347 370 342 362
Service Time 6.873 6.373 5.673 8.567 8.067 7.704 8.652 8.152 7.452 8.243 7.743 HCM Lane V/C Ratio 0.442 1.642 0.221 0.117 0.441 0.442 0.182 0.553 0.192 0.105 0.627 HCM Control Delay 18.9 329.7 12.9 14.9 20 19.4 15.9 23.5 14.5 14.4 26 HCM Lane LOS C F B B CCCCBBD
HCM 95th-tile Q 2.2 40.7 0.8 0.4 1.9 1.9 0.6 2.8 0.6 0.3 3.6 HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 2: Marks Avenue & Nielsen Avenue BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 5 47 101 11 12 42 638 79 11 354 24 Future Volume (veh/h) 33 5 47 101 11 12 42 638 79 11 354 24 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 34 5 49 105 11 12 44 665 82 11 369 25 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 209 199 169 209 199 169 100 2603 1161 38 2479 1106 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.06 0.72 0.72 0.02 0.69 0.69 Sat Flow, veh/h 1410 1900 1610 1371 1900 1610 1810 3610 1610 1810 3610 1610 Grp Volume(v), veh/h 34 5 49 105 11 12 44 665 82 11 369 25 Grp Sat Flow(s),veh/h/ln 1410 1900 1610 1371 1900 1610 1810 1805 1610 1810 1805 1610 Q Serve(g_s), s 2.3 0.2 3.0 7.8 0.5 0.7 2.5 6.6 1.6 0.6 3.7 0.5 Cycle Q Clear(g_c), s 2.9 0.2 3.0 8.1 0.5 0.7 2.5 6.6 1.6 0.6 3.7 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 209 199 169 209 199 169 100 2603 1161 38 2479 1106 V/C Ratio(X) 0.16 0.03 0.29 0.50 0.06 0.07 0.44 0.26 0.07 0.29 0.15 0.02 Avail Cap(c_a), veh/h 654 798 676 641 798 676 260 2603 1161 260 2479 1106 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 42.2 43.4 45.8 42.3 42.4 48.0 5.0 4.3 50.6 5.7 5.2 Incr Delay (d2), s/veh 0.9 0.1 2.2 4.3 0.3 0.4 1.1 0.2 0.1 1.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.1 1.3 2.8 0.3 0.3 1.1 2.0 0.4 0.3 1.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.5 42.3 45.6 50.2 42.6 42.8 49.2 5.2 4.4 52.2 5.9 5.3 LnGrp LOS DDDDDDDAADAA
Approach Vol, veh/h 88 128 791 405
Approach Delay, s/veh 45.0 48.8 7.6 7.1
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.7 77.4 16.9 7.1 81.0 16.9
Change Period (Y+Rc), s 4.9 5.3 5.9 4.9 5.3 5.9
Max Green Setting (Gmax), s 15.1 29.7 44.1 15.1 29.7 44.1 Max Q Clear Time (g_c+I1), s 4.5 5.7 10.1 2.6 8.6 5.0
Green Ext Time (p_c), s 0.0 4.8 1.0 0.0 8.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 34 9 750 14 4 497
Future Volume (veh/h) 34 9 750 14 4 497
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 36 9 789 15 4 523
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 000000
Cap, veh/h 114 102 2761 52 15 2962
Arrive On Green 0.06 0.06 0.76 0.76 0.01 0.82
Sat Flow, veh/h 1810 1610 3719 69 1810 3705
Grp Volume(v), veh/h 36 9 393 411 4 523
Grp Sat Flow(s),veh/h/ln 1810 1610 1805 1888 1810 1805
Q Serve(g_s), s 1.5 0.4 5.3 5.3 0.2 2.4
Cycle Q Clear(g_c), s 1.5 0.4 5.3 5.3 0.2 2.4
Prop In Lane 1.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 114 102 1375 1438 15 2962
V/C Ratio(X) 0.31 0.09 0.29 0.29 0.26 0.18
Avail Cap(c_a), veh/h 588 523 1375 1438 362 2962
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.90 0.90 0.98 0.98
Uniform Delay (d), s/veh 35.8 35.3 2.9 2.9 39.4 1.5
Incr Delay (d2), s/veh 3.3 0.8 0.5 0.4 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.4 1.0 1.1 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 36.1 3.4 3.3 42.6 1.6
LnGrp LOS D D A A D A
Approach Vol, veh/h 45 804 527
Approach Delay, s/veh 38.5 3.4 1.9
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 70.9 9.1 4.7 66.3
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.4 3.5 2.2 7.3
Green Ext Time (p_c), s 5.6 0.2 0.0 6.5
Intersection Summary
HCM 6th Ctrl Delay 4.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 372 0 620 0 218 18 0 498 47 Future Volume (veh/h) 0 0 0 372 0 620 0 218 18 0 498 47 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 392 0 653 0 229 0 0 524 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 1235 0 1099 0 1817 0 1817
Arrive On Green 0.34 0.00 0.34 0.00 0.50 0.00 0.00 0.50 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 392 0 653 0 229 0 0 524 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 6.8 0.0 14.2 0.0 2.9 0.0 0.0 7.2 0.0
Cycle Q Clear(g_c), s 6.8 0.0 14.2 0.0 2.9 0.0 0.0 7.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1235 0 1099 0 1817 0 1817
V/C Ratio(X) 0.32 0.00 0.59 0.00 0.13 0.00 0.29
Avail Cap(c_a), veh/h 1516 0 1349 0 1817 0 1817
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 20.7 0.0 23.1 0.0 11.2 0.0 0.0 12.3 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.4 0.0 0.1 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 5.3 0.0 1.0 0.0 0.0 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 0.0 25.5 0.0 11.3 0.0 0.0 12.7 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 1045 229 A 524 A
Approach Delay, s/veh 23.9 11.3 12.7
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 49.6 49.6 35.4
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 4.9 9.2 16.2
Green Ext Time (p_c), s 3.9 9.3 12.8
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 0 22 0000 2 0 1 2 9 60 5 1 8 3 5 2 Future Volume (veh/h) 35 0 22 0000 2 0 1 2 9 60 5 1 8 3 5 2 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 37 0 23 0 212 0 0 545 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 147 0 131 0 1345 0 2555
Arrive On Green 0.08 0.00 0.08 0.00 0.71 0.00 0.00 0.71 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 37 0 23 0 212 0 0 545 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.2 0.0 0.9 0.0 2.4 0.0 0.0 3.4 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.9 0.0 2.4 0.0 0.0 3.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 147 0 131 0 1345 0 2555
V/C Ratio(X) 0.25 0.00 0.18 0.00 0.16 0.00 0.21
Avail Cap(c_a), veh/h 646 0 575 0 1345 0 2555
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.0 0.0 27.8 0.0 3.1 0.0 0.0 3.3 0.0 Incr Delay (d2), s/veh 4.0 0.0 2.9 0.0 0.3 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.4 0.0 0.5 0.0 0.0 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 0.0 30.7 0.0 3.4 0.0 0.0 3.5 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 60 212 A 545 A
Approach Delay, s/veh 31.5 3.4 3.5
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 52.9 12.1 52.9
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 4.4 3.2 5.4
Green Ext Time (p_c), s 3.1 0.5 8.8
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC 2740 West Nielsen Warehouse
6: Hughes Avenue & Belmont Avenue BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 6
Intersection
Intersection Delay, s/veh 12.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 55 285 28 68 248 37 35 56 87 44 112 37 Future Vol, veh/h 55 285 28 68 248 37 35 56 87 44 112 37 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 Heavy Vehicles, % 000000000000
Mvmt Flow 58 300 29 72 261 39 37 59 92 46 118 39
Number of Lanes 120120010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3311
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1133
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1133
HCM Control Delay 11.9 11.5 13 13.9

HCM LOS BBBB

Lane NBLn1 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1
Vol Left, % 20% 100% 0% 0% 100% 0% 0% 23%
Vol Thru, % 31% 0% 100% 77% 0% 100% 69% 58%
Vol Right, % 49% 0% 0% 23% 0% 0% 31% 19%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 178 55 190 123 68 165 120 193
LT Vol 35 55 0 0 68 0 0 44
Through Vol 56 0 190 95 0 165 83 112
RT Vol 87 0 0 28 0 0 37 37
Lane Flow Rate 187 58 200 129 72 174 126 203
Geometry Grp 77777777
Degree of Util (X) 0.346 0.112 0.359 0.226 0.139 0.313 0.219 0.385 Departure Headway (Hd) 6.653 6.972 6.46 6.297 6.996 6.484 6.262 6.828 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 536 511 554 566 509 550 569 524
Service Time 4.444 4.757 4.245 4.082 4.784 4.271 4.049 4.617 HCM Lane V/C Ratio 0.349 0.114 0.361 0.228 0.141 0.316 0.221 0.387 HCM Control Delay 13 10.6 12.9 10.9 10.9 12.2 10.8 13.9 HCM Lane LOS BBBBBBBB
HCM 95th-tile Q 1.5 0.4 1.6 0.9 0.5 1.3 0.8 1.8
HCM 6th AWSC 2740 West Nielsen Warehouse
7: Hughes Avenue & Nielsen Avenue BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 7
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 8 28 16 27 40 25 41 125 24 18 175 15 Future Vol, veh/h 8 28 16 27 40 25 41 125 24 18 175 15
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 Heavy Vehicles, % 000000000000
Mvmt Flow 8 29 17 28 42 26 43 132 25 19 184 16
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 8.7 8.8 10.3 9.8

HCM LOS AABA

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 22% 100% 0% 100% 0% 9% 0%
Vol Thru, % 66% 0% 64% 0% 62% 91% 0%
Vol Right, % 13% 0% 36% 0% 38% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 190 8 44 27 65 193 15
LT Vol 41 8 0 27 0 18 0
Through Vol 125 0 28 0 40 175 0
RT Vol 24 0 16 0 25 0 15
Lane Flow Rate 200 8 46 28 68 203 16
Geometry Grp 6777777
Degree of Util (X) 0.286 0.014 0.07 0.048 0.102 0.29 0.019 Departure Headway (Hd) 5.142 6.189 5.427 6.132 5.355 5.142 4.392 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 698 576 657 582 666 697 812
Service Time 3.186 3.952 3.189 3.888 3.11 2.884 2.134
HCM Lane V/C Ratio 0.287 0.014 0.07 0.048 0.102 0.291 0.02 HCM Control Delay 10.3 9 8.6 9.2 8.7 10 7.2
HCM Lane LOS BAAAAAA
HCM 95th-tile Q 1.2 0 0.2 0.2 0.3 1.2 0.1
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive OY_WP_AM_CT
11/19/2021 Synchro 10 Report
LSA Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 11 3 581 19 5 441
Future Volume (veh/h) 11 3 581 19 5 441
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 14 4 726 24 6 551
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 000000
Cap, veh/h 60 53 2811 93 23 3071
Arrive On Green 0.03 0.03 0.79 0.79 0.01 0.85
Sat Flow, veh/h 1810 1610 3661 118 1810 3705
Grp Volume(v), veh/h 14 4 367 383 6 551
Grp Sat Flow(s),veh/h/ln 1810 1610 1805 1879 1810 1805
Q Serve(g_s), s 0.6 0.2 4.3 4.3 0.3 2.2
Cycle Q Clear(g_c), s 0.6 0.2 4.3 4.3 0.3 2.2
Prop In Lane 1.00 1.00 0.06 1.00
Lane Grp Cap(c), veh/h 60 53 1423 1481 23 3071
V/C Ratio(X) 0.23 0.08 0.26 0.26 0.27 0.18
Avail Cap(c_a), veh/h 588 523 1423 1481 362 3071
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.86 0.86 1.00 1.00
Uniform Delay (d), s/veh 37.7 37.5 2.3 2.3 39.1 1.1
Incr Delay (d2), s/veh 4.2 1.3 0.4 0.4 2.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.2 0.7 0.7 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.9 38.8 2.6 2.6 41.4 1.2
LnGrp LOS D D A A D A
Approach Vol, veh/h 18 750 557
Approach Delay, s/veh 41.2 2.6 1.6
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.4 6.6 5.0 68.4
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.2 2.6 2.3 6.3
Green Ext Time (p_c), s 6.0 0.0 0.0 6.2
Intersection Summary
HCM 6th Ctrl Delay 2.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps OY_WP_AM_CT
11/19/2021 Synchro 10 Report
LSA Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 193 0 477 0 111 11 0 438 33 Future Volume (veh/h) 0 0 0 193 0 477 0 111 11 0 438 33 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 268 0 662 0 154 0 0 608 0
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Percent Heavy Veh, % 000000000
Cap, veh/h 1201 0 1068 0 1852 0 1852
Arrive On Green 0.33 0.00 0.33 0.00 0.51 0.00 0.00 0.51 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 268 0 662 0 154 0 0 608 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.5 0.0 14.7 0.0 1.8 0.0 0.0 8.4 0.0
Cycle Q Clear(g_c), s 4.5 0.0 14.7 0.0 1.8 0.0 0.0 8.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1201 0 1068 0 1852 0 1852
V/C Ratio(X) 0.22 0.00 0.62 0.00 0.08 0.00 0.33
Avail Cap(c_a), veh/h 1516 0 1349 0 1852 0 1852
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 20.5 0.0 23.9 0.0 10.5 0.0 0.0 12.1 0.0 Incr Delay (d2), s/veh 0.4 0.0 2.7 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 1.8 0.0 5.5 0.0 0.7 0.0 0.0 3.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.9 0.0 26.6 0.0 10.6 0.0 0.0 12.6 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 930 154 A 608 A
Approach Delay, s/veh 25.0 10.6 12.6
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 50.4 50.4 34.6
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.8 10.4 16.7
Green Ext Time (p_c), s 2.5 10.6 11.5
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps OY_WP_AM_CT
11/19/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 0 11 0000 9 2 2 4 60 3 0 9 3 2 0 Future Volume (veh/h) 31 0 11 0000 9 2 2 4 60 3 0 9 3 2 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 34 0 12 0 100 0 0 336 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 126 0 112 0 1368 0 2598
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 34 0 12 0 100 0 0 336 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.2 0.0 0.5 0.0 1.0 0.0 0.0 1.9 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.5 0.0 1.0 0.0 0.0 1.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 126 0 112 0 1368 0 2598
V/C Ratio(X) 0.27 0.00 0.11 0.00 0.07 0.00 0.13
Avail Cap(c_a), veh/h 646 0 575 0 1368 0 2598
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.7 0.0 28.4 0.0 2.7 0.0 0.0 2.8 0.0 Incr Delay (d2), s/veh 5.2 0.0 1.9 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.2 0.0 0.2 0.0 0.0 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 0.0 30.3 0.0 2.8 0.0 0.0 2.9 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 46 100 A 336 A
Approach Delay, s/veh 33.0 2.8 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.7 11.3 53.7
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.0 3.2 3.9
Green Ext Time (p_c), s 1.3 0.3 5.4
Intersection Summary
HCM 6th Ctrl Delay 5.8
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive OY_WP_PM_CT
11/19/2021 Synchro 10 Report
LSA Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 32 8 766 13 4 486
Future Volume (veh/h) 32 8 766 13 4 486
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 35 9 833 14 4 528
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 000000
Cap, veh/h 113 100 2771 47 15 2965
Arrive On Green 0.06 0.06 0.76 0.76 0.01 0.82
Sat Flow, veh/h 1810 1610 3728 61 1810 3705
Grp Volume(v), veh/h 35 9 414 433 4 528
Grp Sat Flow(s),veh/h/ln 1810 1610 1805 1889 1810 1805
Q Serve(g_s), s 1.5 0.4 5.6 5.6 0.2 2.4
Cycle Q Clear(g_c), s 1.5 0.4 5.6 5.6 0.2 2.4
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 113 100 1377 1441 15 2965
V/C Ratio(X) 0.31 0.09 0.30 0.30 0.26 0.18
Avail Cap(c_a), veh/h 588 523 1377 1441 362 2965
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.85 0.85 1.00 1.00
Uniform Delay (d), s/veh 35.9 35.4 2.9 2.9 39.4 1.5
Incr Delay (d2), s/veh 3.3 0.8 0.5 0.5 3.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.4 1.1 1.1 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 36.2 3.4 3.4 42.7 1.6
LnGrp LOS D D A A D A
Approach Vol, veh/h 44 847 532
Approach Delay, s/veh 38.5 3.4 1.9
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 71.0 9.0 4.7 66.3
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.4 3.5 2.2 7.6
Green Ext Time (p_c), s 5.7 0.2 0.0 6.8
Intersection Summary
HCM 6th Ctrl Delay 3.9
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps OY_WP_PM_CT
11/19/2021 Synchro 10 Report
LSA Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 270 0 624 0 171 16 0 472 44 Future Volume (veh/h) 0 0 0 270 0 624 0 171 16 0 472 44 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 333 0 770 0 211 0 0 583 0
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 000000000
Cap, veh/h 1315 0 1170 0 1738 0 1738
Arrive On Green 0.36 0.00 0.36 0.00 0.48 0.00 0.00 0.48 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 333 0 770 0 211 0 0 583 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 5.5 0.0 17.0 0.0 2.7 0.0 0.0 8.5 0.0
Cycle Q Clear(g_c), s 5.5 0.0 17.0 0.0 2.7 0.0 0.0 8.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1315 0 1170 0 1738 0 1738
V/C Ratio(X) 0.25 0.00 0.66 0.00 0.12 0.00 0.34
Avail Cap(c_a), veh/h 1516 0 1349 0 1738 0 1738
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 19.0 0.0 22.6 0.0 12.1 0.0 0.0 13.6 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.9 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 2.2 0.0 6.3 0.0 1.0 0.0 0.0 3.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 25.5 0.0 12.3 0.0 0.0 14.1 0.0 LnGrp LOS B A C A B A B
Approach Vol, veh/h 1103 211 A 583 A
Approach Delay, s/veh 23.7 12.3 14.1
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 47.7 47.7 37.3
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 4.7 10.5 19.0
Green Ext Time (p_c), s 3.6 10.1 11.9
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps OY_WP_PM_CT
11/19/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 0 21 0000 1 5 2 2 8 60 3 9 1 3 4 7 Future Volume (veh/h) 34 0 21 0000 1 5 2 2 8 60 3 9 1 3 4 7 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 37 0 23 0 165 0 0 425 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 147 0 131 0 1345 0 2555
Arrive On Green 0.08 0.00 0.08 0.00 0.71 0.00 0.00 0.71 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 37 0 23 0 165 0 0 425 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.2 0.0 0.9 0.0 1.8 0.0 0.0 2.5 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.9 0.0 1.8 0.0 0.0 2.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 147 0 131 0 1345 0 2555
V/C Ratio(X) 0.25 0.00 0.18 0.00 0.12 0.00 0.17
Avail Cap(c_a), veh/h 646 0 575 0 1345 0 2555
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.0 0.0 27.8 0.0 3.0 0.0 0.0 3.1 0.0 Incr Delay (d2), s/veh 4.0 0.0 2.9 0.0 0.2 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.4 0.0 0.4 0.0 0.0 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 0.0 30.7 0.0 3.2 0.0 0.0 3.3 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 60 165 A 425 A
Approach Delay, s/veh 31.5 3.2 3.3
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 52.9 12.1 52.9
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.8 3.2 4.5
Green Ext Time (p_c), s 2.3 0.5 6.9
Intersection Summary
HCM 6th Ctrl Delay 5.9
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive BO_WP_AM_CT
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM_CT Synchro 10 Report LSA Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 12 3 616 20 5 463
Future Volume (veh/h) 12 3 616 20 5 463
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 13 3 648 21 5 487
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 000000
Cap, veh/h 54 48 2831 92 19 3082
Arrive On Green 0.03 0.03 0.79 0.79 0.01 0.85
Sat Flow, veh/h 1810 1610 3664 116 1810 3705
Grp Volume(v), veh/h 13 3 328 341 5 487
Grp Sat Flow(s),veh/h/ln 1810 1610 1805 1879 1810 1805
Q Serve(g_s), s 0.6 0.1 3.7 3.7 0.2 1.8
Cycle Q Clear(g_c), s 0.6 0.1 3.7 3.7 0.2 1.8
Prop In Lane 1.00 1.00 0.06 1.00
Lane Grp Cap(c), veh/h 54 48 1432 1491 19 3082
V/C Ratio(X) 0.24 0.06 0.23 0.23 0.26 0.16
Avail Cap(c_a), veh/h 588 523 1432 1491 362 3082
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.89 0.89 1.00 1.00
Uniform Delay (d), s/veh 37.9 37.7 2.1 2.1 39.3 1.0
Incr Delay (d2), s/veh 4.8 1.1 0.3 0.3 2.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 0.5 0.6 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.7 38.9 2.4 2.4 42.0 1.1
LnGrp LOS D D A A D A
Approach Vol, veh/h 16 669 492
Approach Delay, s/veh 42.0 2.4 1.5
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.6 6.4 4.8 68.8
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 3.8 2.6 2.2 5.7
Green Ext Time (p_c), s 5.2 0.0 0.0 5.5
Intersection Summary
HCM 6th Ctrl Delay 2.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps BO_WP_AM_CT
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM_CT Synchro 10 Report LSA Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 227 0 516 0 147 15 0 471 37 Future Volume (veh/h) 0 0 0 227 0 516 0 147 15 0 471 37 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 239 0 543 0 155 0 0 496 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 1059 0 942 0 1993 0 1993
Arrive On Green 0.29 0.00 0.29 0.00 0.55 0.00 0.00 0.55 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 239 0 543 0 155 0 0 496 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 4.3 0.0 12.2 0.0 1.7 0.0 0.0 6.1 0.0
Cycle Q Clear(g_c), s 4.3 0.0 12.2 0.0 1.7 0.0 0.0 6.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1059 0 942 0 1993 0 1993
V/C Ratio(X) 0.23 0.00 0.58 0.00 0.08 0.00 0.25
Avail Cap(c_a), veh/h 1516 0 1349 0 1993 0 1993
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 22.8 0.0 25.6 0.0 8.9 0.0 0.0 9.9 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.6 0.0 0.1 0.0 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.6 0.0 0.6 0.0 0.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.3 0.0 28.1 0.0 9.0 0.0 0.0 10.2 0.0 LnGrp LOS C A C A A A B
Approach Vol, veh/h 782 155 A 496 A
Approach Delay, s/veh 26.7 9.0 10.2
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 53.7 53.7 31.3
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 3.7 8.1 14.2
Green Ext Time (p_c), s 2.6 8.9 10.7
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps BO_WP_AM_CT
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM_CT Synchro 10 Report LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 0 11 0000 1 3 1 3 5 80 3 6 1 3 3 6 Future Volume (veh/h) 32 0 11 0000 1 3 1 3 5 80 3 6 1 3 3 6 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 34 0 12 0 138 0 0 380 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 126 0 112 0 1368 0 2598
Arrive On Green 0.07 0.00 0.07 0.00 0.72 0.00 0.00 0.72 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 34 0 12 0 138 0 0 380 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.2 0.0 0.5 0.0 1.4 0.0 0.0 2.1 0.0
Cycle Q Clear(g_c), s 1.2 0.0 0.5 0.0 1.4 0.0 0.0 2.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 126 0 112 0 1368 0 2598
V/C Ratio(X) 0.27 0.00 0.11 0.00 0.10 0.00 0.15
Avail Cap(c_a), veh/h 646 0 575 0 1368 0 2598
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.98 0.00 Uniform Delay (d), s/veh 28.7 0.0 28.4 0.0 2.8 0.0 0.0 2.9 0.0 Incr Delay (d2), s/veh 5.2 0.0 1.9 0.0 0.1 0.0 0.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.2 0.0 0.3 0.0 0.0 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 0.0 30.3 0.0 2.9 0.0 0.0 3.0 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 46 138 A 380 A
Approach Delay, s/veh 33.0 2.9 3.0
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.7 11.3 53.7
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 3.4 3.2 4.1
Green Ext Time (p_c), s 1.9 0.3 6.2
Intersection Summary
HCM 6th Ctrl Delay 5.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 3: Marks Avenue & Ray Johnson Drive BO_WP_PM_CT
11/19/2021 Synchro 10 Report
LSA Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 34 9 800 14 4 509
Future Volume (veh/h) 34 9 800 14 4 509
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 36 9 842 15 4 536
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 000000
Cap, veh/h 114 102 2765 49 15 2962
Arrive On Green 0.06 0.06 0.76 0.76 0.01 0.82
Sat Flow, veh/h 1810 1610 3724 65 1810 3705
Grp Volume(v), veh/h 36 9 419 438 4 536
Grp Sat Flow(s),veh/h/ln 1810 1610 1805 1888 1810 1805
Q Serve(g_s), s 1.5 0.4 5.8 5.8 0.2 2.5
Cycle Q Clear(g_c), s 1.5 0.4 5.8 5.8 0.2 2.5
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 114 102 1375 1439 15 2962
V/C Ratio(X) 0.31 0.09 0.30 0.30 0.26 0.18
Avail Cap(c_a), veh/h 588 523 1375 1439 362 2962
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.89 0.89 1.00 1.00
Uniform Delay (d), s/veh 35.8 35.3 2.9 2.9 39.4 1.5
Incr Delay (d2), s/veh 3.3 0.8 0.5 0.5 3.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.4 1.1 1.2 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 36.1 3.5 3.4 42.7 1.6
LnGrp LOS D D A A D A
Approach Vol, veh/h 45 857 540
Approach Delay, s/veh 38.5 3.4 2.0
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 70.9 9.1 4.7 66.3
Change Period (Y+Rc), s 5.3 4.0 4.0 5.3
Max Green Setting (Gmax), s 44.7 26.0 16.0 24.7
Max Q Clear Time (g_c+I1), s 4.5 3.5 2.2 7.8
Green Ext Time (p_c), s 5.8 0.2 0.0 6.8
Intersection Summary
HCM 6th Ctrl Delay 4.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 4: Marks Avenue & SR-180 Westbound Ramps BO_WP_PM_CT
11/19/2021 Synchro 10 Report
LSA Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 372 0 670 0 220 18 0 509 47 Future Volume (veh/h) 0 0 0 372 0 670 0 220 18 0 509 47 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 392 0 705 0 232 0 0 536 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 1280 0 1139 0 1773 0 1773
Arrive On Green 0.35 0.00 0.35 0.00 0.49 0.00 0.00 0.49 0.00 Sat Flow, veh/h 3619 0 3220 0 3705 1610 0 3800 0
Grp Volume(v), veh/h 392 0 705 0 232 0 0 536 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1805 1610 0 1805 0 Q Serve(g_s), s 6.7 0.0 15.4 0.0 3.0 0.0 0.0 7.5 0.0
Cycle Q Clear(g_c), s 6.7 0.0 15.4 0.0 3.0 0.0 0.0 7.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1280 0 1139 0 1773 0 1773
V/C Ratio(X) 0.31 0.00 0.62 0.00 0.13 0.00 0.30
Avail Cap(c_a), veh/h 1516 0 1349 0 1773 0 1773
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.99 0.00 Uniform Delay (d), s/veh 19.9 0.0 22.7 0.0 11.8 0.0 0.0 12.9 0.0 Incr Delay (d2), s/veh 0.6 0.0 2.5 0.0 0.2 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 5.7 0.0 1.1 0.0 0.0 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 0.0 25.3 0.0 11.9 0.0 0.0 13.4 0.0 LnGrp LOS C A C A B A B
Approach Vol, veh/h 1097 232 A 536 A
Approach Delay, s/veh 23.6 11.9 13.4
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 48.5 48.5 36.5
Change Period (Y+Rc), s 6.8 6.8 6.4
Max Green Setting (Gmax), s 36.2 36.2 35.6
Max Q Clear Time (g_c+I1), s 5.0 9.5 17.4
Green Ext Time (p_c), s 4.0 9.4 12.7
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 5: Marks Avenue & SR-180 Eastbound Ramps BO_WP_PM_CT
11/19/2021 Synchro 10 Report
LSA Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 0 22 0000 2 0 1 2 9 60 5 1 7 3 6 4 Future Volume (veh/h) 36 0 22 0000 2 0 1 2 9 60 5 1 7 3 6 4 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 0 1900 1900 Adj Flow Rate, veh/h 38 0 23 0 212 0 0 544 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 149 0 132 0 1343 0 2553
Arrive On Green 0.08 0.00 0.08 0.00 0.71 0.00 0.00 0.71 0.00 Sat Flow, veh/h 1810 0 1610 0 1900 3220 0 3705 1610
Grp Volume(v), veh/h 38 0 23 0 212 0 0 544 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1900 1610 0 1805 1610 Q Serve(g_s), s 1.3 0.0 0.9 0.0 2.4 0.0 0.0 3.4 0.0
Cycle Q Clear(g_c), s 1.3 0.0 0.9 0.0 2.4 0.0 0.0 3.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 149 0 132 0 1343 0 2553
V/C Ratio(X) 0.26 0.00 0.17 0.00 0.16 0.00 0.21
Avail Cap(c_a), veh/h 646 0 575 0 1343 0 2553
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.96 0.00 Uniform Delay (d), s/veh 28.0 0.0 27.8 0.0 3.1 0.0 0.0 3.3 0.0 Incr Delay (d2), s/veh 4.1 0.0 2.8 0.0 0.3 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.4 0.0 0.5 0.0 0.0 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 0.0 30.6 0.0 3.4 0.0 0.0 3.5 0.0 LnGrp LOS C A C A A A A
Approach Vol, veh/h 61 212 A 544 A
Approach Delay, s/veh 31.5 3.4 3.5
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 52.9 12.1 52.9
Change Period (Y+Rc), s 6.9 6.8 6.9
Max Green Setting (Gmax), s 28.1 23.2 28.1
Max Q Clear Time (g_c+I1), s 4.4 3.3 5.4
Green Ext Time (p_c), s 3.1 0.5 8.8
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 1: Marks Avenue & Belmont Avenue Exist_WP_AM_MIT
11/19/2021 Synchro 10 Report
LSA Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 127 94 52 78 11 50 268 70 39 449 28 Future Volume (veh/h) 24 127 94 52 78 11 50 268 70 39 449 28 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 29 153 113 63 94 13 60 323 84 47 541 34 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 000000000000
Cap, veh/h 54 235 163 85 252 214 83 1087 921 73 2046 912 Arrive On Green 0.03 0.12 0.12 0.05 0.13 0.13 0.05 0.57 0.57 0.04 0.57 0.57 Sat Flow, veh/h 1810 2039 1412 1810 1900 1610 1810 1900 1610 1810 3610 1610 Grp Volume(v), veh/h 29 134 132 63 94 13 60 323 84 47 541 34 Grp Sat Flow(s),veh/h/ln 1810 1805 1646 1810 1900 1610 1810 1900 1610 1810 1805 1610 Q Serve(g_s), s 1.3 5.7 6.2 2.7 3.6 0.6 2.6 7.0 1.9 2.0 6.1 0.7 Cycle Q Clear(g_c), s 1.3 5.7 6.2 2.7 3.6 0.6 2.6 7.0 1.9 2.0 6.1 0.7 Prop In Lane 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 54 208 190 85 252 214 83 1087 921 73 2046 912 V/C Ratio(X) 0.54 0.65 0.69 0.74 0.37 0.06 0.72 0.30 0.09 0.64 0.26 0.04 Avail Cap(c_a), veh/h 147 417 381 170 463 392 215 1087 921 215 2046 912 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 33.8 34.0 37.6 31.7 30.3 37.7 8.8 7.7 37.8 8.8 7.7 Incr Delay (d2), s/veh 8.2 3.3 4.5 11.8 0.9 0.1 11.1 0.7 0.2 9.0 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.6 2.6 1.5 1.7 0.2 1.4 2.8 0.6 1.1 2.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 37.2 38.6 49.4 32.6 30.5 48.7 9.5 7.9 46.8 9.2 7.7 LnGrp LOS DDDDCCDAADAA
Approach Vol, veh/h 295 170 467 622
Approach Delay, s/veh 38.7 38.6 14.3 11.9
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 50.3 8.3 13.7 8.2 49.8 6.9 15.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 26.5 7.5 18.5 9.5 26.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 4.0 9.0 4.7 8.2 4.6 8.1 3.3 5.6 Green Ext Time (p_c), s 0.0 2.0 0.0 1.1 0.0 3.6 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 1: Marks Avenue & Belmont Avenue Exist_WP_PM_MIT
11/19/2021 Synchro 10 Report
LSA Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 174 72 52 126 53 99 596 80 25 293 26 Future Volume (veh/h) 24 174 72 52 126 53 99 596 80 25 293 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 27 198 82 59 143 60 112 677 91 28 333 30 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 000000000000
Cap, veh/h 51 294 118 83 255 216 145 1109 940 52 1922 857 Arrive On Green 0.03 0.12 0.12 0.05 0.13 0.13 0.08 0.58 0.58 0.03 0.53 0.53 Sat Flow, veh/h 1810 2517 1006 1810 1900 1610 1810 1900 1610 1810 3610 1610 Grp Volume(v), veh/h 27 140 140 59 143 60 112 677 91 28 333 30 Grp Sat Flow(s),veh/h/ln 1810 1805 1719 1810 1900 1610 1810 1900 1610 1810 1805 1610 Q Serve(g_s), s 1.2 5.9 6.3 2.6 5.6 2.7 4.9 18.4 2.0 1.2 3.8 0.7 Cycle Q Clear(g_c), s 1.2 5.9 6.3 2.6 5.6 2.7 4.9 18.4 2.0 1.2 3.8 0.7 Prop In Lane 1.00 0.59 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 51 211 201 83 255 216 145 1109 940 52 1922 857 V/C Ratio(X) 0.53 0.66 0.70 0.71 0.56 0.28 0.77 0.61 0.10 0.53 0.17 0.04 Avail Cap(c_a), veh/h 113 406 387 113 428 362 342 1109 940 113 1922 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 33.8 34.0 37.7 32.4 31.1 36.1 10.8 7.4 38.3 9.6 8.9 Incr Delay (d2), s/veh 8.2 3.6 4.3 12.4 1.9 0.7 8.3 2.5 0.2 8.2 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.7 2.8 1.4 2.7 1.1 2.4 7.5 0.7 0.7 1.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 37.4 38.3 50.1 34.4 31.8 44.3 13.3 7.6 46.5 9.8 9.0 LnGrp LOS DDDDCCDBADAA
Approach Vol, veh/h 307 262 880 391
Approach Delay, s/veh 38.6 37.3 16.6 12.4
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 51.2 8.2 13.8 10.9 47.1 6.8 15.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 15.1 23.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.2 20.4 4.6 8.3 6.9 5.8 3.2 7.6 Green Ext Time (p_c), s 0.0 4.2 0.0 1.1 0.1 2.1 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 1: Marks Avenue & Belmont Avenue OY_WP_AM_MIT
11/19/2021 Synchro 10 Report
LSA Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 145 98 54 99 12 55 281 74 42 474 31 Future Volume (veh/h) 25 145 98 54 99 12 55 281 74 42 474 31 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 30 175 118 65 119 14 66 339 89 51 571 37 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 000000000000
Cap, veh/h 55 261 167 86 267 227 87 1067 904 77 2006 895 Arrive On Green 0.03 0.12 0.12 0.05 0.14 0.14 0.05 0.56 0.56 0.04 0.56 0.56 Sat Flow, veh/h 1810 2113 1349 1810 1900 1610 1810 1900 1610 1810 3610 1610 Grp Volume(v), veh/h 30 148 145 65 119 14 66 339 89 51 571 37 Grp Sat Flow(s),veh/h/ln 1810 1805 1657 1810 1900 1610 1810 1900 1610 1810 1805 1610 Q Serve(g_s), s 1.3 6.3 6.7 2.8 4.6 0.6 2.9 7.6 2.1 2.2 6.7 0.8 Cycle Q Clear(g_c), s 1.3 6.3 6.7 2.8 4.6 0.6 2.9 7.6 2.1 2.2 6.7 0.8 Prop In Lane 1.00 0.81 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 55 223 205 86 267 227 87 1067 904 77 2006 895 V/C Ratio(X) 0.55 0.66 0.71 0.75 0.44 0.06 0.76 0.32 0.10 0.67 0.28 0.04 Avail Cap(c_a), veh/h 147 417 383 170 463 392 215 1067 904 215 2006 895 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.2 33.5 33.7 37.6 31.5 29.8 37.6 9.4 8.1 37.7 9.4 8.1 Incr Delay (d2), s/veh 8.1 3.4 4.5 12.3 1.2 0.1 12.6 0.8 0.2 9.5 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.9 2.9 1.5 2.1 0.2 1.6 3.1 0.7 1.2 2.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 36.9 38.2 49.9 32.7 29.9 50.2 10.1 8.4 47.2 9.7 8.2 LnGrp LOS DDDDCCDBADAA
Approach Vol, veh/h 323 198 494 659
Approach Delay, s/veh 38.3 38.1 15.2 12.5
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.9 49.4 8.3 14.4 8.3 49.0 6.9 15.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 26.5 7.5 18.5 9.5 26.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 4.2 9.6 4.8 8.7 4.9 8.7 3.3 6.6 Green Ext Time (p_c), s 0.0 2.1 0.0 1.2 0.0 3.8 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 1: Marks Avenue & Belmont Avenue OY_WP_PM_MIT
11/19/2021 Synchro 10 Report
LSA Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 197 76 55 147 55 107 630 85 26 310 29 Future Volume (veh/h) 25 197 76 55 147 55 107 630 85 26 310 29 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 28 224 86 62 167 62 122 716 97 30 352 33 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 000000000000
Cap, veh/h 52 324 121 85 273 231 157 1087 921 55 1862 830 Arrive On Green 0.03 0.13 0.13 0.05 0.14 0.14 0.09 0.57 0.57 0.03 0.52 0.52 Sat Flow, veh/h 1810 2574 959 1810 1900 1610 1810 1900 1610 1810 3610 1610 Grp Volume(v), veh/h 28 155 155 62 167 62 122 716 97 30 352 33 Grp Sat Flow(s),veh/h/ln 1810 1805 1727 1810 1900 1610 1810 1900 1610 1810 1805 1610 Q Serve(g_s), s 1.2 6.6 6.9 2.7 6.6 2.7 5.3 20.7 2.2 1.3 4.2 0.8 Cycle Q Clear(g_c), s 1.2 6.6 6.9 2.7 6.6 2.7 5.3 20.7 2.2 1.3 4.2 0.8 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 52 227 217 85 273 231 157 1087 921 55 1862 830 V/C Ratio(X) 0.53 0.68 0.71 0.73 0.61 0.27 0.78 0.66 0.11 0.55 0.19 0.04 Avail Cap(c_a), veh/h 113 406 389 113 428 362 342 1087 921 113 1862 830 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 33.4 33.6 37.6 32.2 30.5 35.8 11.8 7.8 38.2 10.4 9.6 Incr Delay (d2), s/veh 8.2 3.6 4.3 15.1 2.2 0.6 7.8 3.1 0.2 8.1 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.0 3.1 1.5 3.1 1.1 2.6 8.5 0.7 0.7 1.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 37.1 37.9 52.8 34.4 31.1 43.6 14.8 8.0 46.4 10.6 9.7 LnGrp LOS DDDDCCDBADBA
Approach Vol, veh/h 338 291 935 415
Approach Delay, s/veh 38.2 37.6 17.9 13.1
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 50.3 8.2 14.6 11.4 45.8 6.8 16.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 15.1 23.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.3 22.7 4.7 8.9 7.3 6.2 3.2 8.6 Green Ext Time (p_c), s 0.0 4.1 0.0 1.2 0.2 2.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 1: Marks Avenue & Belmont Avenue BO_WP_AM_MIT
11/19/2021 Synchro 10 Report
LSA Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 239 120 56 104 13 74 295 96 73 496 32 Future Volume (veh/h) 31 239 120 56 104 13 74 295 96 73 496 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 33 252 126 59 109 14 78 311 101 77 522 34 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, % 000000000000
Cap, veh/h 59 349 169 83 306 259 101 1000 847 100 1897 846 Arrive On Green 0.03 0.15 0.15 0.05 0.16 0.16 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1810 2357 1142 1810 1900 1610 1810 1900 1610 1810 3610 1610 Grp Volume(v), veh/h 33 191 187 59 109 14 78 311 101 77 522 34 Grp Sat Flow(s),veh/h/ln 1810 1805 1694 1810 1900 1610 1810 1900 1610 1810 1805 1610 Q Serve(g_s), s 1.4 8.1 8.5 2.6 4.1 0.6 3.4 7.4 2.5 3.4 6.4 0.8 Cycle Q Clear(g_c), s 1.4 8.1 8.5 2.6 4.1 0.6 3.4 7.4 2.5 3.4 6.4 0.8 Prop In Lane 1.00 0.67 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 59 267 251 83 306 259 101 1000 847 100 1897 846 V/C Ratio(X) 0.56 0.72 0.75 0.71 0.36 0.05 0.77 0.31 0.12 0.77 0.28 0.04 Avail Cap(c_a), veh/h 147 417 392 170 463 392 215 1000 847 215 1897 846 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.1 32.5 32.6 37.7 29.9 28.4 37.2 10.7 9.6 37.3 10.5 9.2 Incr Delay (d2), s/veh 8.1 3.6 4.4 10.8 0.7 0.1 11.5 0.8 0.3 11.6 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 3.7 3.7 1.4 1.9 0.2 1.8 3.1 0.9 1.8 2.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 36.1 37.0 48.5 30.6 28.5 48.7 11.6 9.9 48.9 10.9 9.3 LnGrp LOS DDDDCCDBADBA
Approach Vol, veh/h 411 182 490 633
Approach Delay, s/veh 37.3 36.2 17.1 15.4
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.9 46.6 8.2 16.3 9.0 46.5 7.1 17.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 26.5 7.5 18.5 9.5 26.5 6.5 19.5 Max Q Clear Time (g_c+I1), s 5.4 9.4 4.6 10.5 5.4 8.4 3.4 6.1 Green Ext Time (p_c), s 0.0 2.0 0.0 1.4 0.0 3.4 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary 2740 West Nielsen Warehouse 1: Marks Avenue & Belmont Avenue BO_WP_PM_MIT
11/19/2021 Synchro 10 Report
LSA Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 220 79 57 182 67 165 661 95 34 324 50 Future Volume (veh/h) 37 220 79 57 182 67 165 661 95 34 324 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 39 232 83 60 192 71 174 696 100 36 341 53 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, % 000000000000
Cap, veh/h 66 333 116 83 260 220 215 1078 914 62 1744 778 Arrive On Green 0.04 0.13 0.13 0.05 0.14 0.14 0.12 0.57 0.57 0.03 0.48 0.48 Sat Flow, veh/h 1810 2626 914 1810 1900 1610 1810 1900 1610 1810 3610 1610 Grp Volume(v), veh/h 39 157 158 60 192 71 174 696 100 36 341 53 Grp Sat Flow(s),veh/h/ln 1810 1805 1735 1810 1900 1610 1810 1900 1610 1810 1805 1610 Q Serve(g_s), s 1.7 6.7 7.0 2.6 7.8 3.2 7.5 20.0 2.3 1.6 4.3 1.4 Cycle Q Clear(g_c), s 1.7 6.7 7.0 2.6 7.8 3.2 7.5 20.0 2.3 1.6 4.3 1.4 Prop In Lane 1.00 0.53 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 66 229 220 83 260 220 215 1078 914 62 1744 778 V/C Ratio(X) 0.59 0.69 0.72 0.72 0.74 0.32 0.81 0.65 0.11 0.58 0.20 0.07 Avail Cap(c_a), veh/h 113 406 390 113 428 362 342 1078 914 113 1744 778 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 33.4 33.5 37.7 33.2 31.2 34.4 11.8 8.0 38.1 11.8 11.0 Incr Delay (d2), s/veh 8.3 3.6 4.3 13.3 4.1 0.8 7.4 2.9 0.2 8.2 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.1 3.1 1.4 3.8 1.3 3.7 8.2 0.8 0.8 1.7 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 37.0 37.8 50.9 37.3 32.0 41.8 14.7 8.2 46.3 12.0 11.2 LnGrp LOS DDDDDCDBADBB
Approach Vol, veh/h 354 323 970 430
Approach Delay, s/veh 38.4 38.6 18.9 14.8
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 49.9 8.2 14.7 14.0 43.2 7.4 15.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 15.1 23.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.6 22.0 4.6 9.0 9.5 6.3 3.7 9.8 Green Ext Time (p_c), s 0.0 4.1 0.0 1.2 0.2 2.2 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
T RAFFIC I MPACT STUDY
N OVEMBER 2021
2740 W EST N IELSEN A VENUE W AREHOUSE P ROJECT F RESNO , C ALIFORNIA
R:\SNN2101\TIS\2740 West Nielsen Warehouse TIS.docx (11/23/21) 108
APPENDIX E:

QUEUING ANALYSIS WORKSHEETS
Queuing and Blocking Report
Exist_NP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 56 53 48 48 44 55 96 55 27 93 80
Average Queue (ft) 14 36 32 20 30 10 28 59 38 19 54 29
95th Queue (ft) 39 52 39 39 48 30 54 88 57 38 82 55
Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 61
Queuing Penalty (veh) 17 3
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 15 9 52 22 5 12 77 431 86 11 423 42 v/c Ratio 0.12 0.05 0.24 0.17 0.03 0.06 0.47 0.15 0.06 0.08 0.16 0.04 Control Delay 45.2 43.3 7.7 46.6 42.8 0.5 54.4 3.5 1.3 46.6 6.6 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 43.3 7.7 46.6 42.8 0.5 54.4 3.5 1.3 46.6 6.6 0.4 Queue Length 50th (ft) 9 6 0 14 3 0 50 25 0 7 49 0
Queue Length 95th (ft) 26 19 14 34 14 0 85 64 12 23 73 1 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 601 798 721 600 798 721 259 2943 1332 259 2622 1195 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.02 0.01 0.07 0.04 0.01 0.02 0.30 0.15 0.06 0.04 0.16 0.04 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 10 4 607 4 499
v/c Ratio 0.05 0.02 0.18 0.02 0.14
Control Delay 32.9 21.7 2.1 33.0 0.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 32.9 21.7 2.1 33.0 0.8
Queue Length 50th (ft) 50020
Queue Length 95th (ft) 17 8 77 10 32
Internal Link Dist (ft) 203 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 527 3330 361 3445
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.02 0.01 0.18 0.01 0.14
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 125 125 549 114 15 591
v/c Ratio 0.38 0.38 0.56 0.05 0.01 0.25
Control Delay 32.4 32.4 4.9 6.1 0.0 6.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 32.4 4.9 6.1 0.0 6.8
Queue Length 50th (ft) 62 62 0 10 0 60
Queue Length 95th (ft) 82 82 6 17 0 76
Internal Link Dist (ft) 1020 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1509 2362 1615 2346
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.17 0.36 0.05 0.01 0.25
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps Exist_NP_AM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 11 12 211 121 316 316
v/c Ratio 0.04 0.02 0.08 0.08 0.10 0.20
Control Delay 23.7 0.1 1.8 0.1 2.9 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.1 1.8 0.1 2.9 0.3
Queue Length 50th (ft) 400000
Queue Length 95th (ft) 16 0 17 0 37 0
Internal Link Dist (ft) 833 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 849 2712 1470 3077 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.02 0.01 0.08 0.08 0.10 0.20
Intersection Summary
Queuing and Blocking Report
Exist_NP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 54 56 55 31 54 32 55 54
Average Queue (ft) 15 33 38 17 34 26 32 27
95th Queue (ft) 43 44 55 42 47 44 54 47
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_NP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB NB SB SB
Directions Served L TR TR LTR LT R
Maximum Queue (ft) 26 45 31 75 54 30
Average Queue (ft) 7 20 15 32 32 7
95th Queue (ft) 26 35 39 56 54 27
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_NP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 77 156 133 66 44 344 435 165 48 458 241 Average Queue (ft) 19 48 38 32 36 22 53 237 39 24 63 46 95th Queue (ft) 43 79 76 79 57 41 159 349 89 49 190 137 Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 3 13 16 10
Queuing Penalty (veh) 4 12 29 16
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 25 3 43 81 9 11 39 592 38 10 331 21 v/c Ratio 0.14 0.01 0.16 0.44 0.04 0.04 0.27 0.21 0.03 0.07 0.13 0.02 Control Delay 40.4 37.3 4.0 48.9 37.9 0.3 50.6 5.2 0.2 46.5 6.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.4 37.3 4.0 48.9 37.9 0.3 50.6 5.2 0.2 46.5 6.9 0.1 Queue Length 50th (ft) 15 2 0 51 5 0 25 47 0 6 42 0
Queue Length 95th (ft) 39 10 11 94 19 0 58 125 2 23 72 0 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 600 798 721 603 798 721 259 2810 1275 259 2623 1195 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.04 0.00 0.06 0.13 0.01 0.02 0.15 0.21 0.03 0.04 0.13 0.02 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 18 7 701 4 470
v/c Ratio 0.09 0.04 0.22 0.02 0.14
Control Delay 33.1 19.5 2.9 33.0 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 19.5 2.9 33.0 1.4
Queue Length 50th (ft) 80020
Queue Length 95th (ft) 27 11 108 11 36
Internal Link Dist (ft) 661 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 529 3161 361 3275
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.03 0.01 0.22 0.01 0.14
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 149 150 640 178 19 553
v/c Ratio 0.41 0.42 0.58 0.08 0.01 0.24
Control Delay 31.4 31.5 4.5 6.9 0.0 7.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.4 31.5 4.5 6.9 0.0 7.6
Queue Length 50th (ft) 73 73 0 16 0 57
Queue Length 95th (ft) 105 105 22 32 0 89
Internal Link Dist (ft) 1017 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1562 2290 1615 2275
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.21 0.21 0.41 0.08 0.01 0.24
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps Exist_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 21 22 297 144 390 335
v/c Ratio 0.08 0.04 0.11 0.10 0.13 0.21
Control Delay 23.7 0.1 1.9 0.1 3.0 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.1 1.9 0.1 3.0 0.3
Queue Length 50th (ft) 700000
Queue Length 95th (ft) 24 0 25 0 47 0
Internal Link Dist (ft) 821 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 794 2741 1470 3062 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.03 0.03 0.11 0.10 0.13 0.21
Intersection Summary
Queuing and Blocking Report
Exist_NP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 31 77 58 70 55 55 56 31
Average Queue (ft) 24 34 39 30 33 34 35 31
95th Queue (ft) 45 51 57 55 44 47 60 31
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_NP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 26 22 31 31 56 55 31
Average Queue (ft) 2 12 4 26 32 35 7
95th Queue (ft) 14 29 21 43 54 55 27
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_WP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 55 53 48 48 21 55 103 53 27 109 44 Average Queue (ft) 24 39 31 20 23 5 27 63 32 19 64 27
95th Queue (ft) 45 57 51 40 46 20 47 96 50 38 99 47
Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 12 0
Queuing Penalty (veh) 35 1
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 15 10 52 31 5 12 77 431 121 11 423 42 v/c Ratio 0.11 0.06 0.23 0.23 0.03 0.05 0.47 0.15 0.09 0.08 0.16 0.04 Control Delay 44.1 42.5 7.4 47.2 42.0 0.5 54.4 3.7 1.2 46.6 6.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.1 42.5 7.4 47.2 42.0 0.5 54.4 3.7 1.2 46.6 6.8 0.4 Queue Length 50th (ft) 9 6 0 20 3 0 50 26 0 7 50 0
Queue Length 95th (ft) 26 20 14 43 13 0 85 67 14 23 75 1 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 601 798 721 599 798 721 259 2923 1330 259 2602 1187 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.02 0.01 0.07 0.05 0.01 0.02 0.30 0.15 0.09 0.04 0.16 0.04 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 10 4 642 4 508
v/c Ratio 0.05 0.02 0.19 0.02 0.15
Control Delay 32.9 21.7 2.1 33.0 0.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 32.9 21.7 2.1 33.0 0.8
Queue Length 50th (ft) 50020
Queue Length 95th (ft) 17 8 82 10 32
Internal Link Dist (ft) 203 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 527 3330 361 3445
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.02 0.01 0.19 0.01 0.15
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 125 125 581 121 15 601
v/c Ratio 0.38 0.38 0.57 0.05 0.01 0.26
Control Delay 31.8 31.8 4.8 6.3 0.0 7.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.8 31.8 4.8 6.3 0.0 7.1
Queue Length 50th (ft) 62 62 0 11 0 61
Queue Length 95th (ft) 81 81 5 19 0 80
Internal Link Dist (ft) 1020 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1527 2346 1615 2331
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.17 0.38 0.05 0.01 0.26
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps Exist_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 13 12 214 121 316 324
v/c Ratio 0.05 0.02 0.08 0.08 0.10 0.20
Control Delay 23.7 0.1 1.8 0.1 2.9 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.1 1.8 0.1 2.9 0.3
Queue Length 50th (ft) 500000
Queue Length 95th (ft) 18 0 17 0 37 0
Internal Link Dist (ft) 833 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 849 2712 1470 3073 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.02 0.01 0.08 0.08 0.10 0.20
Intersection Summary
Queuing and Blocking Report
Exist_WP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 31 52 53 55 55 32 74 56
Average Queue (ft) 14 33 32 29 32 22 34 31
95th Queue (ft) 38 42 40 50 40 44 57 52
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_WP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 25 46 31 31 55 55 30
Average Queue (ft) 5 22 1 16 33 33 8
95th Queue (ft) 21 37 12 41 44 52 29
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_WP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 52 121 116 68 61 43 344 533 56 26 239 193 Average Queue (ft) 21 50 37 22 33 17 114 281 34 19 58 39 95th Queue (ft) 46 85 69 51 53 34 333 484 56 38 130 107 Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 0 1 29 11 7
Queuing Penalty (veh) 1 1 29 21 12
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 25 4 43 91 9 11 39 592 77 10 331 21 v/c Ratio 0.13 0.02 0.15 0.47 0.04 0.04 0.27 0.21 0.06 0.07 0.13 0.02 Control Delay 39.5 36.5 3.9 49.1 37.1 0.3 50.6 5.4 1.8 46.5 7.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.5 36.5 3.9 49.1 37.1 0.3 50.6 5.4 1.8 46.5 7.2 0.1 Queue Length 50th (ft) 15 2 0 57 5 0 25 50 0 6 43 0
Queue Length 95th (ft) 38 12 11 103 19 0 58 128 18 23 73 0 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 600 798 721 602 798 721 259 2789 1266 259 2602 1186 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.04 0.01 0.06 0.15 0.01 0.02 0.15 0.21 0.06 0.04 0.13 0.02 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 18 7 743 4 479
v/c Ratio 0.09 0.04 0.24 0.02 0.15
Control Delay 33.1 19.5 2.9 33.0 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 19.5 2.9 33.0 1.4
Queue Length 50th (ft) 80020
Queue Length 95th (ft) 27 11 116 11 37
Internal Link Dist (ft) 661 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 529 3161 361 3275
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.03 0.01 0.24 0.01 0.15
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 149 150 679 184 19 564
v/c Ratio 0.41 0.42 0.60 0.08 0.01 0.25
Control Delay 31.4 31.5 4.6 6.9 0.0 7.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.4 31.5 4.6 6.9 0.0 7.6
Queue Length 50th (ft) 73 73 0 17 0 59
Queue Length 95th (ft) 105 105 21 32 0 91
Internal Link Dist (ft) 1017 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1584 2290 1615 2278
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.21 0.21 0.43 0.08 0.01 0.25
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps Exist_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 23 22 300 144 391 343
v/c Ratio 0.08 0.04 0.12 0.10 0.14 0.21
Control Delay 23.7 0.1 2.5 0.1 4.0 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.1 2.5 0.1 4.0 0.3
Queue Length 50th (ft) 8 0 10 0 28 0
Queue Length 95th (ft) 25 0 25 0 47 0
Internal Link Dist (ft) 821 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 793 2516 1470 2797 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.04 0.03 0.12 0.10 0.14 0.21
Intersection Summary
Queuing and Blocking Report
Exist_WP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 54 54 56 31 54 53 77 78
Average Queue (ft) 21 35 34 29 36 31 38 36
95th Queue (ft) 47 54 53 40 51 44 60 63
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Exist_WP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 25 44 28 52 54 56 31
Average Queue (ft) 4 15 1 27 33 36 13
95th Queue (ft) 20 34 11 46 44 53 37
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
OY_WP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 100 73 71 45 45 54 122 56 26 152 63 Average Queue (ft) 13 46 39 25 26 7 33 73 34 24 64 35
95th Queue (ft) 37 77 60 52 46 27 56 114 49 36 107 58
Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 0 14 1
Queuing Penalty (veh) 0 42 4
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 16 10 56 35 5 12 80 458 132 11 451 44 v/c Ratio 0.11 0.05 0.25 0.25 0.03 0.05 0.48 0.16 0.10 0.08 0.17 0.04 Control Delay 43.8 42.1 8.6 47.4 41.5 0.4 54.6 3.8 1.2 46.6 7.1 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.8 42.1 8.6 47.4 41.5 0.4 54.6 3.8 1.2 46.6 7.1 0.6 Queue Length 50th (ft) 10 6 0 22 3 0 52 29 0 7 55 0
Queue Length 95th (ft) 28 19 18 47 13 0 87 72 15 23 82 2 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 601 798 721 599 798 721 259 2913 1328 259 2588 1181 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.03 0.01 0.08 0.06 0.01 0.02 0.31 0.16 0.10 0.04 0.17 0.04 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 14 4 700 6 539
v/c Ratio 0.07 0.02 0.22 0.03 0.16
Control Delay 32.9 21.3 2.8 33.0 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 32.9 21.3 2.8 33.0 1.4
Queue Length 50th (ft) 60030
Queue Length 95th (ft) 20 8 91 12 35
Internal Link Dist (ft) 203 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 527 3156 361 3280
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.02 0.01 0.22 0.02 0.16
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 134 134 607 154 15 640
v/c Ratio 0.39 0.39 0.57 0.07 0.01 0.28
Control Delay 31.6 31.6 4.7 6.6 0.0 7.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.6 31.6 4.7 6.6 0.0 7.4
Queue Length 50th (ft) 66 66 0 14 0 66
Queue Length 95th (ft) 85 85 4 24 0 86
Internal Link Dist (ft) 1020 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1543 2322 1615 2300
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.19 0.19 0.39 0.07 0.01 0.28
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps OY_WP_AM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 33 12 234 133 336 338
v/c Ratio 0.11 0.02 0.09 0.09 0.12 0.21
Control Delay 23.8 0.1 2.3 0.1 4.2 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.8 0.1 2.3 0.1 4.2 0.3
Queue Length 50th (ft) 11 0 7 0 24 0
Queue Length 95th (ft) 32 0 20 0 42 0
Internal Link Dist (ft) 833 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 833 2467 1470 2782 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.01 0.09 0.09 0.12 0.21
Intersection Summary
Queuing and Blocking Report
OY_WP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 31 54 56 56 55 55 55 31
Average Queue (ft) 19 31 36 30 33 29 33 27
95th Queue (ft) 44 31 52 50 44 50 53 42
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
OY_WP_AM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 26 45 31 31 52 55 31
Average Queue (ft) 6 25 4 22 27 34 5
95th Queue (ft) 23 42 22 44 50 53 23
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
OY_WP_PM 11/22/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 78 52 47 63 45 345 883 512 27 96 88 Average Queue (ft) 15 51 34 25 38 25 224 485 148 21 59 40 95th Queue (ft) 40 80 48 47 60 45 468 923 450 38 85 75
Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 59 12 1
Queuing Penalty (veh) 63 24 2
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 29 5 47 101 10 11 42 632 80 10 352 24 v/c Ratio 0.14 0.02 0.16 0.50 0.04 0.04 0.29 0.24 0.07 0.07 0.14 0.02 Control Delay 39.0 36.0 4.5 49.1 36.4 0.3 51.0 6.1 2.0 46.5 7.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 36.0 4.5 49.1 36.4 0.3 51.0 6.1 2.0 46.5 7.9 0.0 Queue Length 50th (ft) 17 3 0 63 6 0 27 56 0 6 47 0
Queue Length 95th (ft) 42 13 15 111 20 0 62 141 19 23 81 0 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 599 798 721 601 798 721 259 2624 1195 259 2434 1115 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.05 0.01 0.07 0.17 0.01 0.02 0.16 0.24 0.07 0.04 0.14 0.02 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 35 9 792 4 515
v/c Ratio 0.17 0.05 0.27 0.02 0.17
Control Delay 33.4 18.0 3.8 33.0 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 18.0 3.8 33.0 2.1
Queue Length 50th (ft) 16 0 45 2 26
Queue Length 95th (ft) 41 13 132 11 44
Internal Link Dist (ft) 661 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 530 2972 361 3089
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.06 0.02 0.27 0.01 0.17
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 166 167 709 209 20 623
v/c Ratio 0.43 0.43 0.60 0.09 0.01 0.28
Control Delay 30.5 30.6 4.3 7.6 0.0 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.5 30.6 4.3 7.6 0.0 8.4
Queue Length 50th (ft) 80 81 0 21 0 71
Queue Length 95th (ft) 111 111 21 38 0 106
Internal Link Dist (ft) 1017 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1602 2234 1615 2211
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.23 0.23 0.44 0.09 0.01 0.28
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps OY_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 36 23 321 155 426 364
v/c Ratio 0.12 0.04 0.13 0.11 0.15 0.23
Control Delay 23.7 0.1 2.6 0.1 4.3 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.1 2.6 0.1 4.3 0.3
Queue Length 50th (ft) 12 0 12 0 32 0
Queue Length 95th (ft) 34 0 28 0 53 0
Internal Link Dist (ft) 821 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 771 2502 1470 2777 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.06 0.03 0.13 0.11 0.15 0.23
Intersection Summary
Queuing and Blocking Report
OY_WP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 55 55 56 75 56 55 56 58
Average Queue (ft) 20 35 37 30 36 39 47 36
95th Queue (ft) 50 55 54 60 51 57 65 52
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
OY_WP_PM 11/17/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 26 41 31 54 77 31 31
Average Queue (ft) 8 19 1 27 37 28 11
95th Queue (ft) 28 33 12 47 57 43 34
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_NP_AM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 141 160 46 69 21 75 184 93 66 137 110 Average Queue (ft) 21 63 49 19 32 5 37 81 36 29 69 42
95th Queue (ft) 44 107 100 44 56 20 62 141 60 47 109 77 Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 2 0 19 3
Queuing Penalty (veh) 5 0 66 8
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 15 11 48 23 4 12 72 411 98 15 403 41 v/c Ratio 0.12 0.06 0.22 0.18 0.02 0.06 0.45 0.14 0.08 0.11 0.15 0.03 Control Delay 45.0 43.5 6.7 46.7 42.5 0.5 54.0 4.4 1.4 47.2 6.4 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 43.5 6.7 46.7 42.5 0.5 54.0 4.4 1.4 47.2 6.4 0.3 Queue Length 50th (ft) 9 7 0 15 3 0 47 24 0 10 46 0
Queue Length 95th (ft) 29 24 18 39 13 0 91 70 17 31 78 3 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 602 798 721 598 798 721 259 2852 1296 259 2627 1197 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.02 0.01 0.07 0.04 0.01 0.02 0.28 0.14 0.08 0.06 0.15 0.03 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 13 3 598 5 469
v/c Ratio 0.07 0.02 0.19 0.03 0.14
Control Delay 32.9 22.3 2.7 33.0 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 32.9 22.3 2.7 33.0 1.4
Queue Length 50th (ft) 60020
Queue Length 95th (ft) 22 8 89 13 35
Internal Link Dist (ft) 203 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 526 3158 361 3281
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.02 0.01 0.19 0.01 0.14
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 119 120 477 149 16 517
v/c Ratio 0.37 0.37 0.52 0.06 0.01 0.22
Control Delay 32.4 32.4 4.9 6.0 0.0 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 32.4 4.9 6.0 0.0 6.5
Queue Length 50th (ft) 58 58 0 13 0 50
Queue Length 95th (ft) 102 103 39 28 0 86
Internal Link Dist (ft) 1020 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1467 2371 1615 2349
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.17 0.33 0.06 0.01 0.22
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps BO_NP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_NP_AM Synchro 10 Report LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 31 12 324 188 380 337
v/c Ratio 0.11 0.02 0.12 0.13 0.12 0.21
Control Delay 23.7 0.1 1.8 0.2 3.2 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.1 1.8 0.2 3.2 0.3
Queue Length 50th (ft) 11 00000
Queue Length 95th (ft) 31 0 25 0 47 0
Internal Link Dist (ft) 833 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 801 2694 1470 3050 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.01 0.12 0.13 0.12 0.21
Intersection Summary
Queuing and Blocking Report
BO_NP_AM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 54 55 78 54 55 51 122 56
Average Queue (ft) 28 35 48 28 39 30 51 35
95th Queue (ft) 50 50 71 47 57 43 84 56
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_NP_AM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 49 44 31 31 96 55 31
Average Queue (ft) 24 22 4 20 36 44 15
95th Queue (ft) 45 33 19 43 60 63 39
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_NP_PM 11/22/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 95 55 48 111 44 345 907 520 27 71 46 Average Queue (ft) 30 79 40 28 59 30 286 622 214 21 51 30 95th Queue (ft) 32 104 59 56 118 48 479 1092 588 38 78 49 Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 0 0 76 10 1
Queuing Penalty (veh) 1 0 124 24 2
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 4 49 96 11 13 44 665 43 11 369 25 v/c Ratio 0.18 0.02 0.17 0.48 0.04 0.05 0.31 0.24 0.03 0.08 0.14 0.02 Control Delay 40.1 36.2 5.1 49.1 36.9 0.3 51.3 5.7 0.5 46.6 7.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.1 36.2 5.1 49.1 36.9 0.3 51.3 5.7 0.5 46.6 7.5 0.0 Queue Length 50th (ft) 20 2 0 60 7 0 29 58 0 7 48 0
Queue Length 95th (ft) 47 12 16 107 22 0 64 147 4 25 84 0 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 598 798 721 602 798 721 259 2777 1261 259 2586 1180 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.06 0.01 0.07 0.16 0.01 0.02 0.17 0.24 0.03 0.04 0.14 0.02 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 36 9 764 4 514
v/c Ratio 0.17 0.05 0.26 0.02 0.17
Control Delay 33.4 18.0 3.8 33.0 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 18.0 3.8 33.0 2.1
Queue Length 50th (ft) 17 0 43 2 26
Queue Length 95th (ft) 42 13 126 11 45
Internal Link Dist (ft) 661 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 530 2970 361 3087
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.06 0.02 0.26 0.01 0.17
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 196 196 619 224 19 564
v/c Ratio 0.48 0.48 0.54 0.10 0.01 0.26
Control Delay 30.6 30.6 3.9 8.2 0.0 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.6 30.6 3.9 8.2 0.0 8.8
Queue Length 50th (ft) 94 94 0 24 0 65
Queue Length 95th (ft) 143 143 38 48 0 115
Internal Link Dist (ft) 1017 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1550 2185 1615 2162
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.27 0.27 0.40 0.10 0.01 0.26
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps BO_NP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 35 23 358 162 544 362
v/c Ratio 0.12 0.05 0.14 0.11 0.20 0.22
Control Delay 23.8 0.2 2.8 0.1 4.4 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.8 0.2 2.8 0.1 4.4 0.3
Queue Length 50th (ft) 12 0 15 0 42 0
Queue Length 95th (ft) 33 0 32 0 68 0
Internal Link Dist (ft) 821 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 711 2529 1470 2779 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.03 0.14 0.11 0.20 0.22
Intersection Summary
Queuing and Blocking Report
BO_NP_PM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 53 78 85 31 55 54 73 56
Average Queue (ft) 26 35 43 26 37 35 45 41
95th Queue (ft) 47 50 73 43 54 49 66 60
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_NP_PM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 26 22 31 53 56 56 31
Average Queue (ft) 5 13 19 26 46 46 11
95th Queue (ft) 20 30 43 51 64 64 35
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_WP_AM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 31 118 74 65 64 22 71 122 55 51 180 148 Average Queue (ft) 22 69 42 26 34 6 33 80 35 30 94 67
95th Queue (ft) 44 110 65 50 58 21 63 123 51 54 158 136 Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 1 40 4
Queuing Penalty (veh) 3 140 12
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue BO_WP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM Synchro 10 Report LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 15 12 48 31 4 12 72 411 127 15 403 41 v/c Ratio 0.11 0.07 0.22 0.23 0.02 0.05 0.45 0.15 0.10 0.11 0.15 0.03 Control Delay 44.0 42.7 6.4 47.1 41.8 0.5 54.0 4.6 1.4 47.2 6.7 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.0 42.7 6.4 47.1 41.8 0.5 54.0 4.6 1.4 47.2 6.7 0.4 Queue Length 50th (ft) 9 7 0 20 2 0 47 25 0 10 47 0
Queue Length 95th (ft) 29 25 18 49 13 0 91 72 19 31 81 3 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 602 798 721 598 798 721 259 2833 1294 259 2608 1189 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.02 0.02 0.07 0.05 0.01 0.02 0.28 0.15 0.10 0.06 0.15 0.03 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive BO_WP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM Synchro 10 Report LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 13 3 627 5 477
v/c Ratio 0.07 0.02 0.20 0.03 0.15
Control Delay 32.9 22.3 2.7 33.0 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 32.9 22.3 2.7 33.0 1.4
Queue Length 50th (ft) 60020
Queue Length 95th (ft) 22 8 94 13 36
Internal Link Dist (ft) 203 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 526 3158 361 3281
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.02 0.01 0.20 0.01 0.15
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps BO_WP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM Synchro 10 Report LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 119 120 501 155 16 524
v/c Ratio 0.37 0.37 0.53 0.07 0.01 0.22
Control Delay 32.4 32.4 4.9 6.0 0.0 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 32.4 4.9 6.0 0.0 6.5
Queue Length 50th (ft) 58 58 0 13 0 51
Queue Length 95th (ft) 102 103 40 28 0 87
Internal Link Dist (ft) 1020 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1481 2371 1615 2349
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.17 0.34 0.07 0.01 0.22
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps BO_WP_AM
2740 West Nielsen Warehouse 08/23/2021 BO_WP_AM Synchro 10 Report LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 33 12 327 188 380 344
v/c Ratio 0.11 0.02 0.13 0.13 0.14 0.21
Control Delay 23.8 0.1 2.2 0.2 4.2 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.8 0.1 2.2 0.2 4.2 0.3
Queue Length 50th (ft) 11 0 9 0 27 0
Queue Length 95th (ft) 32 0 25 0 47 0
Internal Link Dist (ft) 833 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 801 2476 1470 2782 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.01 0.13 0.13 0.14 0.21
Intersection Summary
Queuing and Blocking Report
BO_WP_AM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 50 55 76 53 56 55 91 56
Average Queue (ft) 26 40 42 27 37 32 52 36
95th Queue (ft) 47 58 63 49 53 47 80 58
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_WP_AM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 26 47 31 53 56 55 30
Average Queue (ft) 11 28 10 28 44 39 5
95th Queue (ft) 32 51 33 49 63 56 24
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_WP_PM 11/22/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 1: Marks Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R L T TR
Maximum Queue (ft) 51 98 50 48 90 46 345 1698 1136 87 112 20 Average Queue (ft) 25 59 29 34 51 22 204 1040 661 35 57 20 95th Queue (ft) 57 99 51 52 84 49 473 1738 1289 70 102 20 Link Distance (ft) 721 2483 2483 2528 2528 647
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 105 105 125 230 135 50
Storage Blk Time (%) 0 91 16
Queuing Penalty (veh) 1 150 39
Queues 2740 West Nielsen Warehouse
2: Marks Avenue & Nielsen Avenue BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 5 49 105 11 13 44 665 82 11 369 25 v/c Ratio 0.17 0.02 0.16 0.51 0.04 0.04 0.31 0.25 0.07 0.08 0.15 0.02 Control Delay 39.2 35.6 4.9 49.2 36.2 0.2 51.3 6.3 2.1 46.6 8.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.2 35.6 4.9 49.2 36.2 0.2 51.3 6.3 2.1 46.6 8.1 0.0 Queue Length 50th (ft) 20 3 0 66 6 0 29 60 0 7 50 0
Queue Length 95th (ft) 47 13 16 115 22 0 64 151 20 25 86 0 Internal Link Dist (ft) 651 2488 502 2547
Turn Bay Length (ft) 55 55 215 210 240 215 245 215
Base Capacity (vph) 598 798 721 601 798 721 259 2614 1192 259 2424 1111 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.06 0.01 0.07 0.17 0.01 0.02 0.17 0.25 0.07 0.04 0.15 0.02 Intersection Summary
Queues 2740 West Nielsen Warehouse
3: Marks Avenue & Ray Johnson Drive BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 2
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 36 9 804 4 523
v/c Ratio 0.17 0.05 0.27 0.02 0.17
Control Delay 33.4 18.0 3.9 33.0 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 18.0 3.9 33.0 2.1
Queue Length 50th (ft) 17 0 46 2 27
Queue Length 95th (ft) 42 13 134 11 45
Internal Link Dist (ft) 661 557 502
Turn Bay Length (ft) 75 110
Base Capacity (vph) 586 530 2970 361 3087
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.06 0.02 0.27 0.01 0.17
Intersection Summary
Queues 2740 West Nielsen Warehouse
4: Marks Avenue & SR-180 Westbound Ramps BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 3
Lane Group WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 196 196 653 229 19 573
v/c Ratio 0.47 0.47 0.55 0.11 0.01 0.27
Control Delay 30.4 30.4 3.9 8.3 0.0 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.4 30.4 3.9 8.3 0.0 9.0
Queue Length 50th (ft) 94 94 0 24 0 67
Queue Length 95th (ft) 143 143 39 50 0 117
Internal Link Dist (ft) 1017 815 557
Turn Bay Length (ft) 340 205 475
Base Capacity (vph) 718 718 1569 2178 1615 2155
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.27 0.27 0.42 0.11 0.01 0.27
Intersection Summary
Queues 2740 West Nielsen Warehouse
5: Marks Avenue & SR-180 Eastbound Ramps BO_WP_PM
11/17/2021 Synchro 10 Report
LSA Page 4
Lane Group EBL EBT NBT NBR SBT SBR
Lane Group Flow (vph) 37 23 359 165 545 371
v/c Ratio 0.13 0.05 0.14 0.11 0.20 0.23
Control Delay 23.7 0.2 2.8 0.2 4.4 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 0.2 2.8 0.2 4.4 0.3
Queue Length 50th (ft) 13 0 15 0 42 0
Queue Length 95th (ft) 34 0 33 0 69 0
Internal Link Dist (ft) 821 375 815
Turn Bay Length (ft) 270 460
Base Capacity (vph) 644 711 2530 1470 2776 1615
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.06 0.03 0.14 0.11 0.20 0.23
Intersection Summary
Queuing and Blocking Report
BO_WP_PM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 6: Hughes Avenue & Belmont Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 55 78 77 54 55 56 56 56
Average Queue (ft) 23 35 39 30 39 38 47 47
95th Queue (ft) 48 62 60 44 57 55 63 64
Link Distance (ft) 2483 2483 704 704 2526 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 145 165
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
BO_WP_PM 11/21/2021
2740 West Nielsen Warehouse SimTraffic Report
LSA Page 1
Intersection: 7: Hughes Avenue & Nielsen Avenue
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 25 22 31 31 56 55 31
Average Queue (ft) 2 17 19 25 41 45 9
95th Queue (ft) 14 32 43 45 60 63 32
Link Distance (ft) 2470 752 448 2526
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 205 100
Storage Blk Time (%)
Queuing Penalty (veh)
T RAFFIC I MPACT STUDY
D ECEMBER 2021
2740 W EST N IELSEN A VENUE W AREHOUSE P ROJECT F RESNO , C ALIFORNIA

R:\SNN2101\TIS\2740 West Nielsen Warehouse TIS.docx (12/02/21) 109 APPENDIX F:

FREEWAY LEVELS OF SERVICE ANALYSIS WORKSHEET
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2023 Near Term Approved
and Pending
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name West of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2530 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2082 Heavy Vehicle Adjustment Factor (fHV) 0.892 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1242
Total Trucks, % 12.10 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.52 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.2 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.0 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 2 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 165 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2082 42
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.10 0.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.892 1.000
Flow Rate (vi),pc/h 2483 45
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.52 0.02
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.302 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 65.3 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 1.000 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 2483 Ramp Junction Speed (S), mi/h 65.3 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 19.0 Level of Service (LOS) C Density in Ramp Influence Area (DR), pc/mi/ln 24.1 HCS7 Basic Freeway Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1560 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2040 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1219
Total Trucks, % 12.40 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.51 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 72.9 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.6 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 4 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1360 930 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2040 260
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.40 23.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.813
Flow Rate (vi),pc/h 2438 340
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.58 0.18
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.337 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 64.1 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 2438 Ramp Junction Speed (S), mi/h 64.1 Flow Entering Ramp-Infl. Area (vR12), pc/h 2778 Average Density (D), pc/mi/ln 21.7 Level of Service (LOS) C Density in Ramp Influence Area (DR), pc/mi/ln 21.2 HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Slip-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 3 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2300 237
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 13.60 3.70
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.880 0.964
Flow Rate (vi),pc/h 2780 262
Capacity (c), pc/h 7200 2100
Volume-to-Capacity Ratio (v/c) 0.42 0.12
Speed and Density
Upstream Equilibrium Distance (LEQ), ft 9999.0 Number of Outer Lanes on Freeway (NO) 1 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 55.000 Downstream Equilibrium Distance (LEQ), ft 9999.0 Flow Outer Lanes (vOA), pc/h/ln 0 Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 75.4 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.0 Flow in Lanes 1 and 2 (v12), pc/h 0 Ramp Junction Speed (S), mi/h 74.3 Flow Entering Ramp-Infl. Area (vR12), pc/h 0 Average Density (D), pc/mi/ln 13.4 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 13.4 HCS7 Basic Freeway Report
Project Information
Segment Number 6 Segment Name East of Marks Avenue Slip- On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 4335 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2537 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1011
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.42 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.7 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 14:05:39 2023 WP AM EB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2023 Near Term Approved
and Pending
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 2300 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2258 Heavy Vehicle Adjustment Factor (fHV) 0.898 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 892
Total Trucks, % 11.40 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.37 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 12.1 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 2 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 4 Terrain Type Level
Segment Length (L), ft 185 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2258 Heavy Vehicle Adjustment Factor (fHV) 0.898 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 669
Total Trucks, % 11.40 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.28 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 9.1 Total Ramp Density Adjustment 1.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 4 2
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 1500 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided Two-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2258 616
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 11.40 8.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.898 0.919
Flow Rate (vi),pc/h 2675 713
Capacity (c), pc/h 9600 4200
Volume-to-Capacity Ratio (v/c) 0.28 0.17
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 2 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.362 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln 726 Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 63.3 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 0.260 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 1223 Ramp Junction Speed (S), mi/h 72.5 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 9.2 Level of Service (LOS) A Density in Ramp Influence Area (DR), pc/mi/ln 1.3 HCS7 Basic Freeway Report
Project Information
Segment Number 4 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 10 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1642 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 654
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.27 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.3 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 8.9 Total Ramp Density Adjustment 1.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1500 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1642 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 982
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.41 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.5 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.3 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 6 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1120 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1642 11
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 0.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 1.000
Flow Rate (vi),pc/h 1963 12
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.41 0.01
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.309 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 65.1 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 1963 Ramp Junction Speed (S), mi/h 65.1 Flow Entering Ramp-Infl. Area (vR12), pc/h 1975 Average Density (D), pc/mi/ln 15.2 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 15.9 HCS7 Freeway Merge Report
Project Information
Segment Number 7 Segment Name Marks Avenue Slip-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 900 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1653 26
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 26.30
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.792
Flow Rate (vi),pc/h 1976 35
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.42 0.02
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.269 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 66.4 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 1976 Ramp Junction Speed (S), mi/h 66.4 Flow Entering Ramp-Infl. Area (vR12), pc/h 2011 Average Density (D), pc/mi/ln 15.1 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 15.6 HCS7 Basic Freeway Report
Project Information
Segment Number 8 Segment Name West of Marks Avenue
Slip-On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2060 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1679 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1004
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.42 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.2 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.6 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 13:22:33 2023 WP AM WB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2023 Near Term Approved
and Pending WP
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name West of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2530 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1499 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 896
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.37 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 12.2 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 2 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 165 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1499 49
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 11.40
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.898
Flow Rate (vi),pc/h 1792 58
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.37 0.03
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.303 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 65.3 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 1.000 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 1792 Ramp Junction Speed (S), mi/h 65.3 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 13.7 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 18.2 HCS7 Basic Freeway Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1560 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1450 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 866
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.36 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 72.9 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.8 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 4 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1360 930 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1450 328
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 5.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.945
Flow Rate (vi),pc/h 1733 369
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.44 0.19
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.306 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 65.2 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 1733 Ramp Junction Speed (S), mi/h 65.2 Flow Entering Ramp-Infl. Area (vR12), pc/h 2102 Average Density (D), pc/mi/ln 16.1 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 15.9 HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Slip-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 3 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1778 284
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 11.10 0.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.900 0.992
Flow Rate (vi),pc/h 2102 305
Capacity (c), pc/h 7200 2100
Volume-to-Capacity Ratio (v/c) 0.33 0.15
Speed and Density
Upstream Equilibrium Distance (LEQ), ft 9999.0 Number of Outer Lanes on Freeway (NO) 1 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 55.000 Downstream Equilibrium Distance (LEQ), ft 9999.0 Flow Outer Lanes (vOA), pc/h/ln 0 Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 75.4 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.0 Flow in Lanes 1 and 2 (v12), pc/h 0 Ramp Junction Speed (S), mi/h 74.4 Flow Entering Ramp-Infl. Area (vR12), pc/h 0 Average Density (D), pc/mi/ln 10.6 Level of Service (LOS) A Density in Ramp Influence Area (DR), pc/mi/ln 10.6 HCS7 Basic Freeway Report
Project Information
Segment Number 6 Segment Name East of Marks Avenue Slip- On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 4335 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2062 Heavy Vehicle Adjustment Factor (fHV) 0.912 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 802
Total Trucks, % 9.70 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.33 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 10.9 Total Ramp Density Adjustment 1.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 14:18:55 2023 WP PM EB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2023 Near Term Approved
and Pending
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 2300 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2761 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1101
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.46 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.0 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 2 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 4 Terrain Type Level
Segment Length (L), ft 185 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2761 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 826
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.2 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 4 2
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 1500 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided Two-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2761 793
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.50 12.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.889 0.887
Flow Rate (vi),pc/h 3304 951
Capacity (c), pc/h 9600 4200
Volume-to-Capacity Ratio (v/c) 0.34 0.23
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 2 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.384 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln 871 Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 62.6 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 0.260 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 1563 Ramp Junction Speed (S), mi/h 71.8 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 11.5 Level of Service (LOS) A Density in Ramp Influence Area (DR), pc/mi/ln 4.2 HCS7 Basic Freeway Report
Project Information
Segment Number 4 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 10 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1968 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 784
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.33 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.1 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 10.7 Total Ramp Density Adjustment 1.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1500 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1968 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1176
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.49 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.4 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.0 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 6 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1120 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1968 16
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 0.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 1.000
Flow Rate (vi),pc/h 2352 17
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.49 0.01
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.323 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 64.6 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 2352 Ramp Junction Speed (S), mi/h 64.6 Flow Entering Ramp-Infl. Area (vR12), pc/h 2369 Average Density (D), pc/mi/ln 18.3 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 19.0 HCS7 Freeway Merge Report
Project Information
Segment Number 7 Segment Name Marks Avenue Slip-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 900 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1984 38
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.20 15.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.891 0.870
Flow Rate (vi),pc/h 2369 46
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.50 0.02
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.284 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 65.9 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 2369 Ramp Junction Speed (S), mi/h 65.9 Flow Entering Ramp-Infl. Area (vR12), pc/h 2415 Average Density (D), pc/mi/ln 18.3 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 18.7 HCS7 Basic Freeway Report
Project Information
Segment Number 8 Segment Name West of Marks Avenue
Slip-On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2060 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2022 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1208
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.50 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.2 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.5 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 13:34:14 2023 WP PM WB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2040
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name West of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2530 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2655 Heavy Vehicle Adjustment Factor (fHV) 0.891 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1585
Total Trucks, % 12.20 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.66 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 70.5 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 22.5 Total Ramp Density Adjustment 1.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 2 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 165 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2655 43
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.20 0.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.891 1.000
Flow Rate (vi),pc/h 3170 46
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.66 0.02
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.302 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 65.3 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 1.000 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 3170 Ramp Junction Speed (S), mi/h 65.3 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 24.3 Level of Service (LOS) D Density in Ramp Influence Area (DR), pc/mi/ln 30.0 HCS7 Basic Freeway Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1560 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2612 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1561
Total Trucks, % 12.40 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.65 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 70.7 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 22.1 Total Ramp Density Adjustment 1.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 4 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1360 930 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2612 273
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.40 23.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.813
Flow Rate (vi),pc/h 3122 357
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.72 0.19
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.401 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 62.0 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 3122 Ramp Junction Speed (S), mi/h 62.0 Flow Entering Ramp-Infl. Area (vR12), pc/h 3479 Average Density (D), pc/mi/ln 28.1 Level of Service (LOS) C Density in Ramp Influence Area (DR), pc/mi/ln 26.7 HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Slip-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 3 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2885 345
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 13.40 3.70
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.882 0.964
Flow Rate (vi),pc/h 3480 381
Capacity (c), pc/h 7200 2100
Volume-to-Capacity Ratio (v/c) 0.54 0.18
Speed and Density
Upstream Equilibrium Distance (LEQ), ft 9999.0 Number of Outer Lanes on Freeway (NO) 1 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 55.000 Downstream Equilibrium Distance (LEQ), ft 9999.0 Flow Outer Lanes (vOA), pc/h/ln 0 Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 74.4 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.0 Flow in Lanes 1 and 2 (v12), pc/h 0 Ramp Junction Speed (S), mi/h 74.1 Flow Entering Ramp-Infl. Area (vR12), pc/h 0 Average Density (D), pc/mi/ln 17.3 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 17.3 HCS7 Basic Freeway Report
Project Information
Segment Number 6 Segment Name East of Marks Avenue Slip- On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 4335 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 3230 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1287
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.54 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.0 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.6 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 14:21:43 2035 WP AM EB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2035 Cumulative WP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 2300 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2564 Heavy Vehicle Adjustment Factor (fHV) 0.898 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1012
Total Trucks, % 11.40 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.42 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.8 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 2 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 4 Terrain Type Level
Segment Length (L), ft 185 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2564 Heavy Vehicle Adjustment Factor (fHV) 0.898 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 759
Total Trucks, % 11.40 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.32 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 10.3 Total Ramp Density Adjustment 1.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 4 2
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 1500 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided Two-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2564 683
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 11.40 8.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.898 0.919
Flow Rate (vi),pc/h 3037 791
Capacity (c), pc/h 9600 4200
Volume-to-Capacity Ratio (v/c) 0.32 0.19
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 2 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.369 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln 831 Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 63.1 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 0.260 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 1375 Ramp Junction Speed (S), mi/h 72.5 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 10.5 Level of Service (LOS) A Density in Ramp Influence Area (DR), pc/mi/ln 2.6 HCS7 Basic Freeway Report
Project Information
Segment Number 4 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 10 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1881 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 749
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.31 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.3 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 10.2 Total Ramp Density Adjustment 1.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1500 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1881 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1124
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.47 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.5 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.3 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 6 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1120 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1881 15
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 0.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 1.000
Flow Rate (vi),pc/h 2248 16
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.47 0.01
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.319 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 64.7 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 2248 Ramp Junction Speed (S), mi/h 64.7 Flow Entering Ramp-Infl. Area (vR12), pc/h 2264 Average Density (D), pc/mi/ln 17.5 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 18.2 HCS7 Freeway Merge Report
Project Information
Segment Number 7 Segment Name Marks Avenue Slip-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 900 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1896 29
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.20 26.30
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.891 0.792
Flow Rate (vi),pc/h 2264 39
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.48 0.02
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.279 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 66.1 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 2264 Ramp Junction Speed (S), mi/h 66.1 Flow Entering Ramp-Infl. Area (vR12), pc/h 2303 Average Density (D), pc/mi/ln 17.4 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 17.8 HCS7 Basic Freeway Report
Project Information
Segment Number 8 Segment Name West of Marks Avenue
Slip-On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2060 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1925 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1152
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.48 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.2 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.7 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 13:43:51 2035 WP AM WB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2035
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name West of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2530 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1846 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1104
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.46 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.0 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 2 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 165 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1846 52
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.20 11.40
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.891 0.898
Flow Rate (vi),pc/h 2204 62
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.46 0.03
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.304 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 65.2 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 1.000 Outer Lanes Freeway Speed (SO), mi/h 82.7 Flow in Lanes 1 and 2 (v12), pc/h 2204 Ramp Junction Speed (S), mi/h 65.2 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 16.9 Level of Service (LOS) C Density in Ramp Influence Area (DR), pc/mi/ln 21.7 HCS7 Basic Freeway Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1560 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1794 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1072
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.45 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 72.9 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 14.6 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 4 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1360 930 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 1794 344
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 5.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.945
Flow Rate (vi),pc/h 2144 387
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.53 0.20
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.324 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 64.6 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 2144 Ramp Junction Speed (S), mi/h 64.6 Flow Entering Ramp-Infl. Area (vR12), pc/h 2531 Average Density (D), pc/mi/ln 19.6 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 19.3 HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Slip-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 3 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2138 294
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 11.30 0.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.898 0.992
Flow Rate (vi),pc/h 2533 315
Capacity (c), pc/h 7200 2100
Volume-to-Capacity Ratio (v/c) 0.40 0.15
Speed and Density
Upstream Equilibrium Distance (LEQ), ft 9999.0 Number of Outer Lanes on Freeway (NO) 1 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 55.000 Downstream Equilibrium Distance (LEQ), ft 9999.0 Flow Outer Lanes (vOA), pc/h/ln 0 Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 75.4 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.0 Flow in Lanes 1 and 2 (v12), pc/h 0 Ramp Junction Speed (S), mi/h 74.3 Flow Entering Ramp-Infl. Area (vR12), pc/h 0 Average Density (D), pc/mi/ln 12.6 Level of Service (LOS) B Density in Ramp Influence Area (DR), pc/mi/ln 12.6 HCS7 Basic Freeway Report
Project Information
Segment Number 6 Segment Name East of Marks Avenue Slip- On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 4335 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2432 Heavy Vehicle Adjustment Factor (fHV) 0.909 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 949
Total Trucks, % 10.00 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.40 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 12.9 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/22/2021 16:45:58 2035 WP PM EB Facilities.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Date 9/8/2021
Agency LSA Analysis Year 2035 Cumulative WP
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Unit United States Customary
Segment Number 1 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 2300 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 3547 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1415
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.59 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 72.2 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 19.6 Total Ramp Density Adjustment 1.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 2 Segment Name East of Marks Avenue
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 4 Terrain Type Level
Segment Length (L), ft 185 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 3547 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1061
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.44 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.4 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 14.4 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Diverge Report
Project Information
Segment Number 3 Segment Name Marks Avenue Off-Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 4 2
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Deceleration Length (LA),ft 1500 1500 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided Two-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 3547 924
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.50 12.80
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.889 0.887
Flow Rate (vi),pc/h 4245 1108
Capacity (c), pc/h 9600 4200
Volume-to-Capacity Ratio (v/c) 0.44 0.26
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 2 Distance to Upstream Ramp (LUP), ft - Speed Index (DS) 0.398 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln 1161 Distance to Downstream Ramp (LDOWN), ft - Off-Ramp Influence Area Speed (SR), mi/h 62.1 Prop. Freeway Vehicles in Lane 1 and 2 (PFD) 0.260 Outer Lanes Freeway Speed (SO), mi/h 82.1 Flow in Lanes 1 and 2 (v12), pc/h 1924 Ramp Junction Speed (S), mi/h 71.6 Flow Entering Ramp-Infl. Area (vR12), pc/h - Average Density (D), pc/mi/ln 14.8 Level of Service (LOS) A Density in Ramp Influence Area (DR), pc/mi/ln 7.3 HCS7 Basic Freeway Report
Project Information
Segment Number 4 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft 10 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2623 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1045
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.44 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 73.0 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 14.2 Total Ramp Density Adjustment 1.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Basic Freeway Report
Project Information
Segment Number 5 Segment Name Marks Avenue Off-Ramp
to Marks Avenue Loop-On
Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 1500 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2623 Heavy Vehicle Adjustment Factor (fHV) 0.890 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1568
Total Trucks, % 12.30 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.65 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 70.7 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 22.2 Total Ramp Density Adjustment 1.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
HCS7 Freeway Merge Report
Project Information
Segment Number 6 Segment Name Marks Avenue Loop-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 25.0
Segment Length (L) / Acceleration Length (LA),ft 1120 800 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2623 18
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 0.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 1.000
Flow Rate (vi),pc/h 3135 19
Capacity (c), pc/h 4800 1900
Volume-to-Capacity Ratio (v/c) 0.66 0.01
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.372 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 63.0 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 3135 Ramp Junction Speed (S), mi/h 63.0 Flow Entering Ramp-Infl. Area (vR12), pc/h 3154 Average Density (D), pc/mi/ln 25.0 Level of Service (LOS) C Density in Ramp Influence Area (DR), pc/mi/ln 25.1 HCS7 Freeway Merge Report
Project Information
Segment Number 7 Segment Name Marks Avenue Slip-On Ramp Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Freeway Ramp
Number of Lanes (N), ln 2 1
Free-Flow Speed (FFS), mi/h 75.4 45.0
Segment Length (L) / Acceleration Length (LA),ft 1500 900 Terrain Type Level Level
Percent Grade, % - -
Segment Type / Ramp Type Freeway Right-Sided One-Lane
Adjustment Factors
Driver Population All Familiar All Familiar
Weather Type Non-Severe Weather Non-Severe Weather
Incident Type No Incident -
Final Speed Adjustment Factor (SAF) 1.000 1.000
Final Capacity Adjustment Factor (CAF) 1.000 1.000
Demand Adjustment Factor (DAF) 1.000 1.000
Demand and Capacity
Demand Volume (Vi) 2641 41
Peak Hour Factor (PHF) 0.94 0.94
Total Trucks, % 12.30 15.00
Single-Unit Trucks (SUT), % - -
Tractor-Trailers (TT), % - -
Heavy Vehicle Adjustment Factor (fHV) 0.890 0.870
Flow Rate (vi),pc/h 3157 50
Capacity (c), pc/h 4800 2100
Volume-to-Capacity Ratio (v/c) 0.67 0.02
Speed and Density
Upstream Equilibrium Distance (LEQ), ft - Number of Outer Lanes on Freeway (NO) 0 Distance to Upstream Ramp (LUP), ft - Speed Index (MS) 0.336 Downstream Equilibrium Distance (LEQ), ft - Flow Outer Lanes (vOA), pc/h/ln - Distance to Downstream Ramp (LDOWN), ft - On-Ramp Influence Area Speed (SR), mi/h 64.2 Prop. Freeway Vehicles in Lane 1 and 2 (PFM) 1.000 Outer Lanes Freeway Speed (SO), mi/h 75.4 Flow in Lanes 1 and 2 (v12), pc/h 3157 Ramp Junction Speed (S), mi/h 64.2 Flow Entering Ramp-Infl. Area (vR12), pc/h 3207 Average Density (D), pc/mi/ln 25.0 Level of Service (LOS) C Density in Ramp Influence Area (DR), pc/mi/ln 24.9 HCS7 Basic Freeway Report
Project Information
Segment Number 8 Segment Name West of Marks Avenue
Slip-On Ramp
Time Period Number 1 Segment Analysis Time Period 07:00-07:15 Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft 2060 Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 0.50 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 73.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2682 Heavy Vehicle Adjustment Factor (fHV) 0.889 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1604
Total Trucks, % 12.50 Capacity (c), pc/h/ln 2400
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2400 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.67 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 70.2 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 22.8 Total Ramp Density Adjustment 1.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 73.6
Copyright © 2021 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.9 Generated: 11/17/2021 13:47:17 2035 WP PM WB Facilities.xuf
T RAFFIC I MPACT STUDY
D ECEMBER 2021
2740 W EST N IELSEN A VENUE W AREHOUSE P ROJECT F RESNO , C ALIFORNIA

R:\SNN2101\TIS\2740 West Nielsen Warehouse TIS.docx (12/02/21) 110 APPENDIX G:

VEHICLE MILES TRAVELED ANALYSIS WORKSHEET
2740 W Nielsen Ave ‐ VMT Analysis
Dt: 11/21/2021
2019 Project
Regional
Threshold *
Total Employees (a) 4,920
Internal‐Internal (II) employee tour and sub‐tour
VMT (b) 63,890
II VMT per employee (c=b/a) 13.0
External‐Internal (XI) VMT per employee (TAZ
1375) (d) 6.4
Total (II+XI) VMT per employee (e=c+d) 19.4
Adjustment for new base (City of Fresno) (f) 1.02
VMT per employee (g=e*f) 19.8 25.6
*: Regional Threshold obtained from CEQA Guidelines for Vehicle Miles Traveled Thresholds for the City of Fresno , Adopted: June 25, 2020
notes: Original/Parent TAZ for the project is 723. No development was included in the model for the TAZ 723 resulting in 0 XI VMT. TAZ 1375 was chosen as it has similar characters as project ‐ high employment (303 emp), no residential uses.

Appendix G
VMT Calculation Worksheet
R:\SNN2101\vmt_summ_11‐21‐2021.xlsx\Appendix G (11/22/2021) T RAFFIC I MPACT STUDY
D ECEMBER 2021
2740 W EST N IELSEN A VENUE W AREHOUSE P ROJECT F RESNO , C ALIFORNIA

R:\SNN2101\TIS\2740 West Nielsen Warehouse TIS.docx (12/02/21) 111 APPENDIX H:

CRASH DATA

Collission Date 1/15/2019 12/19/2018
Collission Time 17:30 17:52
Primary Road Hughes Avenue
SR‐180 Westbound to Marks
Avenue
Secondary Road Nielsen Avenue Marks Avenue
Distance from
Intersection (ft) 1185 5
Severity of Collision Fatal Complaint of Pain
Fatality 10
Injury 01
Pedestrian
Involvement Yes No
Bike Involvement No No
Motorcycle
Involvement No No
Truck Involvement No No
Notes:

Table H‐A ‐ Non‐Freeway Collision Summary
Data obtained from the Statewide Integrated Traffic Records System (SWITRS) for the time period of January 2018 to December 2020.

R:\SNN2101\TIS\Crash data.xlsx\Sheet2 (11/22/2021)

CALIFORNIA STATE HIGHWAYS

STATEWIDE TRAVEL AND CRASH RATES
LANE
TYPE
2018
ROAD
MILES
2018
TRAVEL
(MVM)
2018 3-YR Rates ( 2016, 2017, 2018)

CRASHES VICTIMS CRASHES VICTIMS
TOTAL
PER
MVM
FATAL+
INJURY

PER MVM

FATALITIES
PER
100 MVM
TOTAL
PER
MVM
FATAL +
INJURY

PER MVM

FATALITIES
PER
100 MVM
RURAL (INSIDE + OUTSIDE CITY)
2 AND 3 LN
7,081.8
4+ UND

69.1 4+ DIV
321.9
10,363.0
238.5
1,757.0

1.04 0.46

1.13 0.44

0.81 0.29

3.45 3.77

1.42 1.10 0.49 3.55

1.09 0.42 3.67

0.88 0.32 1.47

SUBTOTAL
7,472.7 12,358.5 1.01 0.44 3.17 1.07 0.46 3.27
2 AND 3 LN EXP
4+ DIV EXP
712.5
568.9
1,671.2
3,774.2

0.72 0.61

0.29 0.22

2.09 1.17

0.75 0.64

0.32 0.23

2.32 1.27

NON FWY
8,754.2 17,804.0 0.90 0.38 2.65 0.95 0.40 2.76

FREEWAY
1,719.3 24,489.7 0.50 0.17 0.88 0.51 0.17 0.88
TOTAL
10,473.5 42,293.7 0.67 0.25 1.62 0.69 0.27 1.67
URBAN (INSIDE + OUTSIDE CITY)
2 AND 3 LN
918.2
4+ UND

86.5 4+ DIV
591.2
3,639.0
702.5
6,958.4

1.29 0.54

1.46 0.68

1.24 0.62

1.84 2.28

1.55 1.32 0.56 1.93

1.61 0.72 2.06

1.32 0.64 1.50

SUBTOTAL
1,595.9 11,299.9 1.27 0.60 1.69 1.34 0.62 1.67
2 AND 3 LN EXP
4+ DIV EXP
101.4
185.1
403.0
2,452.0

0.86 0.84

0.32 0.32

1.24 0.94

0.90 0.86

0.36 0.34

1.34 1.05

NON FWY
1,882.4 14,154.9 1.18 0.54 1.55 1.24 0.56 1.55

FREEWAY
2,687.3 134,454.1 1.04 0.33 0.47 1.04 0.33 0.49
TOTAL
4,569.7 148,609.0 1.06 0.35 0.58 1.06 0.35 0.59

STATEWIDE
2 AND 3 LN
8,000.0
4+ UND
155.5
4+ DIV
913.1
14,002.0
941.0
8,715.4

1.11 0.48

1.37 0.62

1.15 0.55

3.04 2.66

1.53 1.16 0.51 3.13

1.48 0.65 2.47

1.24 0.58 1.50

SUBTOTAL
9,068.7 23,658.4 1.13 0.51 2.46 1.20 0.54 2.50
2 AND 3 LN EXP
4+ DIV EXP
813.9
754.1
2,074.3
6,226.2

0.74 0.70

0.29 0.26

1.93 1.08

0.78 0.73

0.32 0.28

2.12 1.19

NON FWY
10,636.6 31,958.9 1.02 0.45 2.16 1.08 0.47 2.22

FREEWAY
4,406.6 158,943.8 0.96 0.30 0.54 0.96 0.31 0.55
TOTAL
15,043.2 190,902.7 0.97 0.33 0.81 0.98 0.33 0.83
7 Statewide Travel / Crash Summary
FOR 2018 PREPARED 10/08/2020

TRAVEL AND CRASH SUMMARY FOR FRE COUNTY
LANE
TYPE
ROAD
MILES
TRAVEL
(MVM) TOTAL

CRASHES

PDO INJURY FATAL

VICTIMS

KILLED INJURED
RURAL
2 AND 3 LN
4+ UND
4+ DIV
308.6

1.8 9.2
521.6

6.1 84.2
467
18 93
262 193
9 7
56 34
12 2
3 14 322
2 9
3 68

SUBTOTAL
319.5 611.8 578 327 234 17 19 399
2 AND 3 LN EXP
4+ DIV EXP

8.0 9.3

37.8 21.4
38 11
24 7
14 4
0 0
0 0
24 4

NON FWY
336.9 671.1 627 358 252 17 19 427

FREEWAY

67.0 986.2 321 207 107 7 10 199
TOTAL
403.9 1,657.3 948 565 359 24 29 626
URBAN
2 AND 3 LN
4+ UND
4+ DIV

39.4 2.5

4.1 72.6

6.0 14.6
72 10
27 40 32
6 4
16 11
0 0
0 0 61
0 5
0 20

SUBTOTAL

46.0 93.2 109 62 47 0 0 86
2 AND 3 LN EXP
4+ DIV EXP

0.2 0.0

0.4 0.0
0 0
0 0
0 0
0 0
0 0
0 0

NON FWY

46.3 93.5 109 62 47 0 0 86

FREEWAY

68.4 2,147.1 2,192 1,550 635 7 7 965
TOTAL
114.6 2,240.7 2,301 1,612 682 7 7 1,051

COUNTYWIDE
2 AND 3 LN
4+ UND
4+ DIV
348.0

4.3 13.3
594.2

12.1 98.7
539
28 120
302 225
15 11
72 45
12 2
3 14 383
2 14
3 88

SUBTOTAL
365.6 705.0 687 389 281 17 19 485
2 AND 3 LN EXP
4+ DIV EXP

8.2 9.3

38.2 21.4
38 11
24 7
14 4
0 0
0 0
24 4

NON FWY
383.1 764.6 736 420 299 17 19 513

FREEWAY
135.4 3,133.4 2,513 1,757 742 14 17 1,164
TOTAL
518.6 3,898.0 3,249 2,177 1,041 31 36 1,677
34 10/6/2020 BASIC AVERAGE CRASH RATE TABLE FOR HIGHWAYS RATE BASE + ADT PCT PCT PCT TERRAIN DESIGN CRASH COSTS ($1,000) GROUP RATE FACTOR FAT INJ F+I HIGHWAY TYPE OR ADT SPEED AREA F+I ALL H0 1 0.78 0.29900 / 2.5 40.2 42.7 CONVENTIONAL 2 LANES OR LESS FLAT <=55 RURAL 806.8 349.4 H0 2 0.70 0.00000 3.2 38.9 42.1 CONVENTIONAL 2 LANES OR LESS FLAT >55 RURAL 1001.4 426.6 H0 3 1.14 0.72800 / 2.6 44.3 46.9 CONVENTIONAL 2 LANES OR LESS ROLL <=55 RURAL 772.1 366.7 H0 4 0.65 0.47100 / 3.5 41.5 45.0 CONVENTIONAL 2 LANES OR LESS ROLL >55 RURAL 1021.1 464.2 H0 5 1.57 0.42100 / 2.6 47.0 49.6 CONVENTIONAL 2 LANES OR LESS MTN <=55 RURAL 738.5 370.6 H0 6 0.91 0.47600 / 2.8 42.3 45.1 CONVENTIONAL 2 LANES OR LESS MTN >55 RURAL 846.2 386.3 H0 7 1.60 0.00000 1.0 38.3 39.3 CONVENTIONAL 2 LANES OR LESS <45 SUBURBAN 417.1 170.6 H0 8 1.32 0.00000 1.7 44.3 46.0 CONVENTIONAL 2 LANES OR LESS 45-55 SUBURBAN 538.5 253.7 H0 9 0.62 0.02100 * 1.7 39.4 41.1 CONVENTIONAL 2 LANES OR LESS >55 SUBURBAN 585.0 246.9 H1 0 1.20 0.00000 1.0 39.9 40.9 CONVENTIONAL 2 LANES OR LESS <45 URBAN 409.2 173.1 H1 1 0.82 0.00000 1.6 47.2 48.8 CONVENTIONAL 2 LANES OR LESS >=45 URBAN 498.0 248.0 H1 2 1.12 0.00000 2.9 39.4 42.3 CONVENTIONAL 3 LANES RURAL 918.3 393.4 H1 3 1.44 0.00000 1.4 37.9 39.3 CONVENTIONAL 3 LANES SUBURBAN 524.5 212.8 H1 4 1.17 0.00000 2.1 38.8 40.9 CONVENTIONAL 3 LANES URBAN 695.7 290.3 H1 5 0.61 0.00000 2.1 36.7 38.8 EXPRESSWAY 3 LANES OR LESS FLAT RURAL 757.5 299.2 H1 6 0.68 0.00000 3.2 36.8 40.0 EXPRESSWAY 3 LANES OR LESS ROLL RURAL 1045.9 423.5 H1 7 0.97 0.00000 2.6 40.3 42.9 EXPRESSWAY 3 LANES OR LESS MTN RURAL 829.7 360.9 H1 8 0.64 0.00000 2.8 41.7 44.5 EXPRESSWAY 3 LANES OR LESS <=55 SUBURBAN 812.5 367.7 H1 9 0.86 0.00000 2.6 33.5 36.1 EXPRESSWAY 3 LANES OR LESS >55 SUBURBAN 908.5 335.0 H2 0 0.62 0.00000 3.0 48.8 51.8 EXPRESSWAY 3 LANES OR LESS URBAN 765.7 401.3 H2 1 1.05 0.00000 1.9 34.9 36.8 UNDIVIDED 4 LANES FLAT RURAL 729.7 274.0 H2 2 0.73 0.00000 2.0 34.4 36.4 UNDIVIDED 4 LANES ROLL/MTN RURAL 766.6 284.5 H2 3 0.93 0.00000 2.1 27.4 29.5 UNDIVIDED 4 LANES <=55 SUBURBAN 899.7 273.2 H2 4 1.23 0.00000 2.0 35.5 37.5 UNDIVIDED 4 LANES >55 SUBURBAN 711.3 273.6 H2 5 0.94 0.00000 0.7 38.2 38.9 UNDIVIDED 4 LANES <45 URBAN 340.5 138.4 H2 6 0.67 0.00000 1.0 38.9 39.9 UNDIVIDED 4 LANES >=45 URBAN 415.7 171.7 H2 7 0.91 0.00000 3.1 31.3 34.4 UNDIVIDED 5-6 LANES FLAT RURAL 1158.6 404.2 H2 8 0.91 0.00000 3.1 31.3 34.4 UNDIVIDED 5-6 LANES ROLL/MTN RURAL 1158.6 404.2 H2 9 0.41 0.00000 2.6 48.7 51.3 UNDIVIDED 5-6 LANES <=55 SUBURBAN 683.4 355.9 H3 0 0.41 0.00000 2.6 48.7 51.3 UNDIVIDED 5-6 LANES >55 SUBURBAN 683.4 355.9 H3 1 1.37 0.00000 1.0 33.3 34.3 UNDIVIDED 5-6 LANES <45 URBAN 459.3 163.9 H3 2 3.02 0.00000 0.4 27.0 27.4 UNDIVIDED 5-6 LANES >=45 URBAN 304.3 90.4 83 05
10 15
20 25
30 10/6/2020 BASIC AVERAGE CRASH RATE TABLE FOR INTERSECTIONS RATE BASE + ADT PCT PCT PCT INTERSECTION CRASH COST ($1000) GROUP RATE FACTOR FAT INJ F+ I TYPE* CONTROL TYPE AREA F+I ALL I 01 0.130 0.00000 1.4 44.4 45.8 F, M and S NO CONTROL RURAL 494.9 231.3 I 02 0.250 0.00000 2.5 44.1 46.6 F, M and S STOP & YIELD SIGNS (EXC 4WAY) RURAL 752.2 355.1 I 03 0.490 0.00000 0.8 32.7 33.5 F, M and S 4 WAY STOP RURAL 420.4 146.5 I 04 0.540 0.00000 1.0 37.0 38.0 F, M and S SIGNALS RURAL 447.5 175.4 I 0.460 0.00000 1.5 36.0 37.5 F, M and S 4 WAY FLASHERS RURAL 600.0 230.4 I 06 0.160 0.00000 0.8 45.8 46.6 F, M and S NO CONTROL SUBURBAN 329.7 159.5 I 07 0.240 0.00000 1.7 41.2 42.9 F, M and S STOP & YIELD SIGNS (EXC 4WAY) SUBURBAN 566.7 249.4 I 08 0.430 0.00000 0.7 40.3 41.0 F, M and S 4 WAY STOP SUBURBAN 328.7 141.3 I 09 0.420 0.00000 0.5 37.4 37.9 F, M and S SIGNALS SUBURBAN 287.8 115.9 I 0.340 0.00000 0.8 39.9 40.7 F, M and S 4 WAY FLASHERS SUBURBAN 356.0 151.4 I 11 0.050 0.00000 2.6 44.9 47.5 F, M and S NO CONTROL URBAN 731.8 352.7 I 12 0.140 0.00000 1.1 46.2 47.3 F, M and S STOP & YIELD SIGNS (EXC 4WAY) URBAN 396.5 192.7 I 13 0.170 0.00000 0.4 26.8 27.2 F, M and S 4 WAY STOP URBAN 305.4 90.1 I 14 0.240 0.00000 0.5 46.9 47.4 F, M and S SIGNALS URBAN 261.2 128.9 I 0.260 0.00000 1.5 41.4 42.9 F, M and S 4 WAY FLASHERS URBAN 521.2 229.1 I 16 0.130 0.00000 1.4 41.0 42.4 T, Y and Z NO CONTROL RURAL 522.2 226.4 I 17 0.190 0.00000 1.7 39.8 41.5 T, Y and Z STOP & YIELD SIGNS (EXC 4WAY) RURAL 610.8 258.5 I 18 0.560 0.00000 2.0 35.7 37.7 T, Y and Z 4 WAY STOP RURAL 745.5 286.4 I 19 0.450 0.00000 0.5 34.6 35.1 T, Y and Z SIGNALS RURAL 313.0 115.4 I 0.560 0.00000 2.0 35.7 37.7 T, Y and Z 4 WAY FLASHERS RURAL 745.5 286.4 I 21 0.140 0.00000 0.6 39.1 39.7 T, Y and Z NO CONTROL SUBURBAN 308.1 128.9 I 22 0.170 0.00000 1.2 39.9 41.1 T, Y and Z STOP & YIELD SIGNS (EXC 4WAY) SUBURBAN 456.7 194.2 I 23 0.180 0.00000 1.7 25.5 27.2 T, Y and Z 4 WAY STOP SUBURBAN 808.1 227.8 I 24 0.290 0.00000 0.5 37.7 38.2 T, Y and Z SIGNALS SUBURBAN 286.7 116.3 I 0.180 0.00000 2.9 25.5 28.4 T, Y and Z 4 WAY FLASHERS SUBURBAN 1226.0 356.1 I 26 0.060 0.00000 1.9 41.7 43.6 T, Y and Z NO CONTROL URBAN 613.0 272.7 I 27 0.090 0.00000 1.2 46.9 48.1 T, Y and Z STOP & YIELD SIGNS (EXC 4WAY) URBAN 414.5 204.4 I 28 0.070 0.00000 1.1 38.6 39.7 T, Y and Z 4 WAY STOP URBAN 443.9 182.1 I 29 0.200 0.00000 0.5 46.8 47.3 T, Y and Z SIGNALS URBAN 261.4 128.8 I 0.070 0.00000 2.6 38.6 41.2 T, Y and Z 4 WAY FLASHERS URBAN 821.0 343.9 I 31 0.740 0.00000 0.8 19.1 19.9 R YIELD ON ALL APPROACHES ALL* 585.5 125.0 86

Fresno City CouncilDecember 14, 2023

Fresno City Council
December 14, 2023