Milpitas City Council
December 2, 2025

13 exhibited a common AM peak between 7:45 AM and 8:45 AM, and a common PM peak between 5:00 PM and 6:00 PM. To ensure consistency in the analysis, these time periods were selected as the representative AM and PM peak hours. Supporting intersection traffic data is provided in Appendix C.

B.6. Existing Traffic Analysis
The capacity analysis and queuing analysis in each of the scenarios were performed using the traffic analysis software Synchro® 12. Average vehicular delays are calculated and reported as Levels of Service (LOS) as defined by the Highway Capacity Manual, 7th Edition (HCM 7), where LOS A is best, and LOS Fis worst. LOS A through LOS D is considered acceptable LOS and LOS E and LOS Fare considered unacceptable LOS and may require mitigation. Site driveways are not shown in Existing and No-Build Conditions as they are currently not in use. Due to the operational limitations of the LOS methodology in the HCM, U-turn movements were included with left-turn volumes in the analysis. This adjustment reflects the fact that Li-turning vehicles utilize the same lane as left-turning vehicles and contribute to overall delay experienced in the left-turn lane and the overall intersection capacity. In addition to LOS, queue lengths were evaluated. Movements where queue lengths exceed available storage space are identified below each table. When this condition occurs, it indicates that vehicle queues may extend beyond the designated turn lane, potentially interfering with adjacent movements and degrading overall intersection performance. Capacity worksheets are included in Appendix D. The results of Existing capacity analyses are shown in Table 1 and include analysis of the volumes shown in Figures 4 - 6.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Figure 4: Existing Traffic Volumes 1
+'!'+
Calaveras Blvd
t,. 103 (133)
~ 1536(888)
.f" 311(241)
4=
<(
UJ
z
:J :::c u
I-
<(
~
148(170) j
761(1530) ➔
24 (22) "'l
Legend
U)
~ <
U)
.. = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
0 (.0 ~
-o N-
MO
!'+
...

Cl ...
~
I!!
.Q
a
. .
174(377) j
596(1362) ➔
335(613) "l,
com
'M ~
~ (.0 ('f)
LC)--
-N 00
00 ('f) (.0
('f)N..-i
., ! '+
8(40) j
4(28)-+
3 (8) "l,
t,. 0(0)
./"0(0) 00
- 04 ai~ r- ('f)
~-N
tr
OM-
-..-i..-i
O~M
i!i'o ., ! .. ('f)-
-o 0 01 -r-
0(0) j
0(0) ➔
0 (0) "l,
co
r-
~
*
QI!)
-~ 0~
., !
D2 -0(0) j
0(0) "l,
t. 202 (187)
1526(905)
.f" 77(118)
N°riJoo 0 LC) 0
~£:!,~
r- r- 'M
N Ol LC)
('f)..-i
t,. 296 (148)
~30(7)
+ 227 (184)
+.tr
oi!i'riJ -r- ('f)
Ol £:!_ ~
~o
(.0 0
N ..-i
t,. 14(23)
~0(0)
.f" 29(73)
+.tr
ocoriJ -r-N
OM -
j -o Ol C.O ID Ol
~
('f)
C.
~
U)
.. t
or:--ai
'M~
14 Yosemite Dr
AmesAve
~
0 MATCHLINEA-A (.0
~
NIVl5

15 Figure 5: Existing Traffic Volumes 2
Cl) ti, ...

C Q) .5 G) .0 co C <C :E :s Cl)
Cl) co
LL.

Great Mall Pkwy Great Mall Pkwy ___ .. _____ _. ________ ._ ______ _ Montague Expy
ti,
C
iii
:E
(/)
o ~ in
Os:l"s:1"
£:!,~£:!,
CO CO LO s:I" (j) s:I" s:I" 'M 'M
152(219)J
999(2396) ➔
279(182)"'\
~
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
"C
a:
-g
.!!! .:,,::
co
0 t.. 95 (137)
+- 2516 (1273)
+ 165(162)
ococo O'> LO N
£:!,£:!,~
0 00 00
(j) (0 (0
s:I" 'M 'M
48(99) j
669(1954) ➔
585(1094) ♦
al
en
UJ
z
::J :::c
(.)
~
~
NIVl5

16 Figure 6: Figure 5: Existing Traffic Volumes 3
m I
m
UI
z
:J
:I:
(.)
~
~
Legend
~~ r- st
~ 'M 00
l!) 'M l!)
l!) ~~
~ r- N
0>00
N N st
Q)
~
~ a.

Ill
(.)
LI.I
.. = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
MATCHLINEA-w- ~
D3 ~
s s s I t.. o (0) ~ ~ ~ t., 2(9)
+-0(0)
♦ 8(16) o o o +- 101(16).,) • 1+
.,) ! I+ ♦ 11 (2) ♦
~----- -11.1-------
11(94) ➔ 00 ;:j' o(o) ➔
0 (0) j
1 ... t ~ 5 (7) .,
1 (0) "' 0 0 ~ 14 (115) "'\.

MontagUe Expy
.,J J. I+
264(374)j
763(1806) ➔
8(30)"'\.
•
t., 298 (125)
+- 2484(1078)
♦ 90(88)
NIVl5

. -
ID Intersection
West Calaveras
1 Boulevard & South
Abel Street
East Calaveras
2 Boulevard & Milpitas
Boulevard
South Milpitas
3 Boulevard &
Yosemite Drive
South Milpitas
4 Boulevard & Ames
Avenue/Driveway 1
South Milpitas
5 Boulevard &
Driveway 2
South Milpitas
6 Boulevard &
Gibraltar Drive
Gibraltar Drive & 7 Driveway 3
South Milpitas Drive
9 & Montague
Expressway
Great Mall
10 Parkway/East Capitol
Avenue & Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
WB Signal NB
SB
Stop- NBL
Control EB
Overall
WB Signal NB
SB
Stop- NB
Control WBL
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
17 AM PM
LOS Delay LOS Delay
D 49.3 F 108.9
D 37.5 D 39.1
D 39.2 C 34.2
E 61.0 F 324.6
E 73.9 E 65.8
D 37.6 D 39.3
C 31.9 D 38.8
D 38.7 D 37.7
D 40.6 D 40.7
D 40.4 D 42.3
C 33.1 C 30.8
C 35.0 D 43.4
D 46.9 D 48.3
B 19.6 B 18.2
C 27.2 C 28.9
A 5.7 A 6.6
D 45.0 D 42.4
A 2.8 A 3.7
A 4.9 A 3.8
A 8.4 A 0.0
A 0.0 A 0.0
B 14.8 A 7.0
F 113.1 F 110.1
B 18.6 A 6.6
A 7.2 A 4.2
A 8.4 A 8.9
A 7.3 A 7.5
E 79.5 E 79.7
E 56.1 E 56.6
E 77.8 E 55.9
E 66.8 E 67.4
F 134.5 F 164.1
F 92.3 E 72.3
D 44.1 D 45.9
F 93.1 D 45.3
F 122.1 F 118.0
F 112.8 F 111.0
NIVl5

18 AM PM
ID Intersection Control Movement
LOS Delay LOS Delay
Montague Overall D 49.4 E 71.3
Expressway & EB B 16.6 F 86.8
11 McCandless Signal WB B 16.1 C 26.1
Drive/Trade Center NB F 160.8 E 75.6
Boulevard SB E 68.5 E 67.3
Overall E 67.5 D 49.4
Montague EB D 35.9 D 42.0
12 Expressway & South Signal WB E 56.4 C 34.0 Main Street/Oakland NB F 160.4 F 87.1 Road
SB F 83.1 F 85.4
Based on the 2024 analysis results, the following intersections exhibit an overall LOSE or worse during the AM and/or PM peak hours.
• West Calaveras Boulevard and South Abel Street (CMP)
• South Milpitas Drive and Montague Expressway (CMP)
• Great Mall Parkway/East Capitol Avenue and Montague Expressway (CMP) • Montague Expressway and McCandless Drive/Trade Center Boulevard (CMP) • Montague Expressway and South Main Street/Oakland Road (CMP) Additionally , South Milpitas Boulevard and Gibraltar Drive exhibits an LOS F on the westbound approach during both the AM and PM peak hour. Additionally , the westbound approach at the South Milpitas Boulevard and Gibraltar Drive intersection operates at LOS F during both the AM and PM peak hours.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Table 2: Existing (2024) Queuing Analysis
ID Intersection Control
West Calaveras
1 Boulevard & Signal
South Abel Street
East Calaveras
2 Boulevard & Signal Milpitas
Boulevard
South Milpitas
3 Boulevard & Signal
Yosemite Drive
South Milpitas
Boulevard &
4 Ames Signal
Avenue/Driveway
1 Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
WBL
WBT
NBL
NBT
SBL
SBT
WBT
NBT
SBL
SBT
19 Storage 95th % Queue Length (FT)
Length AM PM
245 184 195
- 239 559
- 0 0
250 391 265
- 552 256
- 24 43
230 53 74
- 144 170
285 75 506
285 215 303
- 184 122
285 95 62
460 102 187
- 167 483
200 65 288
215 105 144
- 549 288
270 80 57
215 163 150
- 104 128
185 0 34
215 73 101
- 110 156
- 80 68
- 16 49
- 15 48
- 253 214
- 105 63
170 24 0
- 121 131
250 174 302
- 73 104
- 17 60
- 68 68
140 46 37
- 28 81
NIVl5

ID Intersection Control
South Milpitas Stop-5 Boulevard &
Driveway 2 Control
South Milpitas
6 Boulevard & Signal
Gibraltar Drive
7 Gibraltar Drive & Stop-
Driveway 3 Control
South Milpitas
Drive & Stop-8 Montague Control
Expressway
South Milpitas
9 Drive & Signal Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
NBL
NBT
EBL
SBT
EBL
EBR
WBT
NBL
NBT
SBL
SBT
SBR
EBL
EBT
WBL
WBT
NBL
SBL
SBT
WBL
NBT
SBL
SBL
EBL
EBT
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
20 Storage 95th % Queue Length (Fr)
Length AM PM
- 0 0
- 0 0
- 0 0
- 0 0
100 19 22
- 0 61
- 0 0
130 203 48
- 101 92
75 17 7
- 343 741
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
600 269 359
- 254 676
300 110 107
- 1323 410
200 343 86
185 21 28
- 83 89
215 128 395
- 60 145
215 179 325
NIVl5

ID Intersection Control
Great Mall
Parkway/East
10 Capitol Avenue & Signal
Montague
Expressway
Montague
Expressway &
11 McCandless Signal
Drive/Trade
Center Boulevard
Montague
Expressway &
12 South Main Signal
Street/Oakland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
21 Storage 95th % Queue Length (Fr)
Length AM PM
680 191 237
- 227 656
385 6 123
400 78 167
- 759 379
240 2234 236
350 187 170
- 490 208
385 0 4
365 444 626
- 138 775
- 0 9
190 86 148
- 187 786
230 76 1212
250 120 270
- 560 233
- 42 0
175 313 225
- 369 270
- 49 71
170 56 62
- 88 164
165 81 63
190 144 186
- 347 1110
230 53 120
250 155 146
- 1400 449
- 46 61
175 534 240
- 145 210
- 76 265
170 141 205
- 173 276
165 716 83
NIVl5

22 Queuing at the following intersections, highlighted in red in Table 2, has exceeded the storage length provided. The non-CMP intersections are bolded for reference. • West Calaveras Boulevard & South Abel Street: The westbound left, northbound right, and southbound left have exceeded the storage length provided during the AM and/or PM peak hour.
• E Calaveras Boulevard & Milpitas Boulevard: The eastbound right has exceeded the storage length provided during the PM peak hour.
• S Milpitas Boulevard & Yosemite Drive: The southbound left has exceeded the storage length provided during the PM peak hour.
• South Milpitas Boulevard & Gibraltar Drive: The northbound left has exceeded the storage length provided during the AM peak hour.
• South Milpitas Drive & Montague Expressway: The westbound right and southbound left have exceeded the storage length provided during the AM and/or PM peak hour. • Montague Expressway & McCandless Drive/Trade Center Boulevard: The eastbound right, westbound left, and northbound left have exceeded the storage length provided during the AM and/or PM peak hour.
• Montague Expressway & South Main StreeVOakland Road: The northbound left, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

23 C. Development Site Traffic
C.1. Trip Generation
The delivery center is a specialized warehouse that stores a wide range of everyday consumer goods, enabling same-day delivery. They serve as the critical last-mile link between a tenant's delivery operations and their customers. Packages are dispatched to residential developments within a four­ hour delivery window, using private carrier vehicles. Deliveries begin as early as 3:00 AM and continue throughout the day, with intentional pauses during peak AM and PM Peak traffic hours to minimize impacts to local roadways and avoid congestion.

At the proposed delivery center, up to 15 line-haul trucks are expected to deliver packages to the delivery center each day. The line-haul trucks will arrive at the site between the hours of 10:00 PM and 8:00 AM. Trucks enter the site via South Milpitas Boulevard on the east side of the building and exit the site on Gibraltar Drive. Once trucks are unloaded, the trucks continue to the next center and do not return to the site. The customer shipments are sorted by address groupings, assigned to the delivery routes, placed onto movable racks, and staged for dispatch. Table 3 summarizes the types of trips.

Table 3: Project Trip Generation - Traffic Volume by Vehicle Type Traffic Number of Vehicles Daily Trips
Auto- Employees 1,891 3,782
Line-Haul Trucks 15 30
Total 1,906 3,812
The 2026 Build Traffic Scenario accounts for the addition of the project site as a delivery center with a building footprint of 487,564 square feet. To estimate site-generated traffic volumes, CESO utilized trip generation data provided by the prospective tenant. These estimates were developed using inputs such as building size, land use, and site design, drawing from multiple sources including national operational data, industry standards, and professional engineering judgment.

The resulting trip generation, summarized in Table 4, reflects a more conservative estimate than that derived from ITE Land Use Code 150 (Warehousing) as published in the Institute of Transportation Engineers' Trip Generation Manual, 11th Edition. Trip volumes are categorized by vehicle type to reflect operational characteristics of the proposed facility.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

24 Table 4: Project Trip Generation - Peak Hour Traffic Volume (User Specified Land Use Code) Land Use Total Inbound Outbound
Delivery Center Daily 3,782 1,891 1,891
AM 258 129 129 (Vehicle Trips)
PM 244 122 122
Daily 30 15 15 Delivery Center AM 2 2 0 (Truck Trips) PM 1 0 1 Delivery Center Daily 3,812 1,906 1,906
(Total Net Trips) AM 260 131 129
PM 245 122 123
C.2. Adjustments to Trip Generation Rates
Due to the nature of the development, no adjustments for pass-by or internal capture were considered for trips generated by the Project.

C.3. Trip Generation and Assignment
The proposed distribution center at 1000 Gibraltar Drive will receive merchandise from regional delivery and sortation centers located in Oakland and Tracy for last-mile delivery to customers within the Milpitas metropolitan area. Vehicle trip distribution for the site varies by mode, with passenger vehicles and delivery trucks following distinct travel patterns based on the anticipated trip schedules and designated routing.

As illustrated in Figures 7-14 general trip distribution percentages were derived from the previously approved 2020 Draft Local Transportation Analysis (LTA) for the 1000 Gibraltar Industrial Project and refined to reflect updated driveway usage and delivery destinations. According to Figure 7, delivery trucks will access the site exclusively via Intersection 4 (Project Driveway 1) and exit through Intersection 8 (Project Driveway 4), utilizing South Milpitas Boulevard for both ingress and egress.

Truck trip distribution is projected as follows:
• 50% via the south along S. Milpitas Boulevard to 1-680 • 20% via the north along S. Milpitas Boulevard and Calaveras Boulevard • 30% via the west along Montague Expressway toward 1-880 Passenger vehicles will enter and exit through Intersections 5 (Driveway 2), 7 (Driveway 3), and 8 (Driveway 4). Car trip distribution is anticipated as follows:
• 30% from the south along S. Milpitas Boulevard toward 1-680 Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

25 • 30% from the north via S. Milpitas Boulevard and Calaveras Boulevard • 40% from the west via Montague Expressway toward 1-880 The net project development trips from the new trips expected from the anticipated trip distribution is depicted in Figures 15 - 23.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Figure 7: Trip Distribution Map (Trucks)
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
26 NIVl5

Figure 8: Trip Distribution Map (Cars)
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
27 NIVl5

Figure 9: Trip Distribution Cars 1
., ! '+
u,
1i .c
c(
u,
t..
~ (25%)
Calaveras Blvd
'
<C I
<C
I.LI
z
::J :::c u
I-
<C
~
j
25% ➔
"'\.

LeWld
.. = Traffic Volume Direction
%(%) = In (Out) Distr ibution
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
* LC)
C\I
! '+
... C
s i!? .c
a
. •
t..
'
j
➔
25% "'\.
'#.'#.

LC) 0
C\I ..;
., ! '+
(25%) j
➔
"'\.
(25%)
(5%)
• D4
t,. * 0 ..;
* ., ! '+ LC)
01 -
*
D2 -(10%) j
(35%) "'\.
t..
t..
~
'
28 Yosemite Dr
-------- AmesAve
*
LC)
('I')
+at,+
MATCHLINEA-A ~
NIVl5

Figure 10: Trip Distribution cars 2
Great Mall Pkwy
f/)
~ <
f/)
...
0 :!!
'c
ia u..
29 Great Mall Pkwy
___ ._ _______________ .. ______ _
ti,
C
m
~
en
t..
~ (5%)
...
0 j
"O
C
m
(.)
(.)
~
Montague Expy +J J. ~ + (10%)
----~ ~----~ -......_ j +et,+ j
Leaend
., = Traffic Volume Direction
%(%) = In (Out) Distribution
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
50/-+ 15%-+
/ 0 * "l ~ "l
Ill I
Ill
LLJ
z
:J ::c (.)
~ :E
NIVl5

Figure 11: Trip Distribution cars 3
m I
m
I.LI
z
::J :I:
(.)
!;j:
:E
Legend
.. = Traffic Volume Direction
%(%) = In (Out) Distribution
G)
~
i
Q.

Ill (.)
I.LI
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
...

Q
l!
I!! .c
('3
'cf<
0 .-i
MATCHLINEA-~
~ D3
* ;,R LO
~ 1 t.. 15% £2,
~ ~ 5%
.., l ~ ..,l~ '
j I ... t,.
,;
(5%)=: ➔
(20%) ""\.
* * LO 0
~ £2,
Montague Expy
.., l ~
25%j
➔
""\.
30 t..
~
' • ... t,. Gibraltar Dr
** OLO
('\J (V')
...

Q
l
~
en
t.. 30%
~
' •
... t,.

NIVl5

Figure 12: Trip Distribution Trucks 1
t..
., J. '+ +- (20%)
Calaveras Blvd
'
<C I
<C
LLJ
z
:J :c
(.)
...
<C
~
.;
20% ➔
"'\.
~
"' ai
.&J
<
"'
., = Traffic Volume Direction
%(%) = In (Out) Distribution
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
...

C ... i! I!!
.&J
s
J. ... . .
... C
~ I!!
.&J
s
.;
➔
20% "'\,
'#.
0 (Y)
., J. '+
(30%) J-
➔
"'\.
t., (30%)
+ (70%)
• D4
tr
'#.
0 (Y)
., J. ...
01 -
*
., J.

D2
-.;
"'\.
t..
t..
+-
' +at r
t.
+-
' +atr
'#.
0 r--
j
a:i
! .e-
:E
"'
... t
* 0 r--
a
.I
~
::c
z
31 Yosemite Dr
Ames Ave
MATCHLINEA-A ~
NIVl5

Figure 13: Trip Distribution Trucks 2
Cl)
Gi .c
<
Cl)
Great Mall Pkwy
Montague Expy
LeWld
.. = Traffic Volume Direction
%(%) = In (Out) Distribution
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
tn
.5
Ill
::E
Cl)
tn
C
'iij
::E
Cl)
t.
~ (20%)
+1,1.'+ '
...

C
Cl)
C
'c
'iij
LL
~-----111111
j ~t ..
20% ➔
"'\
"0
a:
-g
:!
Ill
0 J
20% ➔
"'\
32 Great Mall Pkwy
ca I
ca
LU
z
:::i :c (.)
!;:
:ii!:

NIVl5

Figure 14: Trip Distribution Trucks 3
m
I
m
UJ
z
::J :I:
(.)
~ :E
LeWld
.. = Traffic Volume Direction
%(%) = In (Out) Distribution
G)
~
~
Q.
~
I.LI
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
...
0 ...
~
I!!
.J:l
a
MATCHLINEA-~
D3
I t.. .... ., J.'+ ., ... '+
'
j ... t .. j
(70%) ➔ ➔
"l (70%) "'l,
Montague Expy
., ... '+
20%.,J­
➔
"l
•
•
t. ....
' ...t ..
...
0 Ill
i
~
en
* 0 r-
t. 50%
....
'
33 Gibraltar Dr
NIVl5

Figure 15: Project Site Trips (C8rs) 1
., J. '+
Calaveras Blvd
t.. 0(0)
+- 32(31)
,ro(0)
< I
<C
LLJ
z
:J :::c
(.)
.....
<C
~
0(0) J
32(31) ➔
0 (0) "'l,
~
§:§:§:
000
"' al
.0
c(
"'
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
~
-M o--N 0 Cf)
J. '+
...

C ... s e
.0
8 ...

C ... s e
.0
8 . •
§: §: §:
000
0(0)j
0(0) ➔
32 (31) "'l,
~N
Cf) ..-i ~
--o
C\IC')-
Cf) ..-i 0
., J. '+
32 (31) j
0(0) ➔
0 (0) "'\
t.. 32 (31)
+6(6)
• D4 N
-..-i-
tr
0 -o -Cf)-
0 ..-i 0
§: §: ., J. '+
0 c.o
01 -
0 (0) j
0(0) ➔
0(0) "'l,
N
..-i-
*
-o
Cf) -
..-i 0
., J.

D2 -13 (12) .J-
45(43) "'l,
t.. 0(0)
+-0(0)
♦ 0(0)
.. t ..
oNo -..-i-
o-o
Cf)
..-i
t.. 0(0)
+-0(0)
+ 0(0)
.. tr
oNo
-..-i -
o-o
:i ~
al
11 .e-
:E
"'
.. t
Mo
<t --o
I.()
<t
...

C
! ::c
z
34 Yosemite Dr
Ames Ave
MATCHLINEA-A ~
NIVl5

35 Figure 16: Project Site Trips (C8rs) 2
"' tn ...
a) C
C: Cl) .&J 'iii C: c(
::!: 'c
"' "'
'iii
LL
Great Mall Pkwy Great Mall Pkwy ___ .. _____ _. ________ ._ ______ _ Montague Expy
Legend
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
§:§:§:
000
O(O)J
6(6) ➔
0 (0) "'l,
"C
a:
"C
C:
..12
~
as
0 t. 0(0)
+- 6(6)
+ 13(12)
0(0) j
19(18) ➔
0(0) "'l,
al I
al
LLJ
z
:::i :::c
(.)
~
~
NIVl5

Figure 17: Project Site Trips (C8rs) 3
m
co
LLI
z
:J :c
(.)
~
,E
Legend
888
000
G)
~
0 ~
Q.
(U
(.)
I.LI
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
...

C
s e
.0
c:,
MATCHLINEA-x
cry $03 ~s:t ~
2 2~ I t.. 19 (18)
o-o -LO-
0 s:t 0 o o..., +- 6(6)
., J. '+ ., J. '+ ,r 0(0)
0(0).J ~tt+ 0(0) J
6(6) ➔ 888
0(0) ➔
0(0)°l 26(24) "'l, 000
~ t-
M ~M -o-N -0')
MOM
Montague Expy
., J. '+
32(31)J
0(0) ➔
0 (0) "'l,
36 't., 0(0)
+-0(0)
,r 0(0)
•
~tt+ Gibraltar Dr
~ci)o
N s:t ---o
CO LO Ns:t
...

C
! .e-
:jj
en
't., 39 (37)
+- 0(0)
,r 0(0)
•
.. tr
888
000
NIVl5

Figure 18: Project Site Trips {Trucks) 1
., ! '+
Calaveras Blvd
<C I
<C
Li.J
z
:J :c u ._
<C
~
0(0)j
0(0) ➔
0(0)"'l,
Legend
en
G>
.0
c(
en
t., 0(0)
+- 0(0)
..t" 0(0)
888
000
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
88 00
,I.'+
...
0 s e
.0
s
...
0 ... s e
.0
s
. •
t., 0(0)
.f"0(1)
888
000
0(0) _;
0(0) ➔
0 (0) "'l,
888
0 ..-i 0
., ,I.'+
0(0) _;
0(0) ➔
0 (0) "'l,
• D4
t,. 888
..-i 00
88 ., ,I.'+
00 01 -
0(0) j
0(0) ➔
0 (0) "'l,
*
88 00
D2 -0(0) j
0(0) "\
t., 0(0)
+- 0(0)
..t" 0(0)
t., 0(0)
+- 0(0)
+ 0(0)
c
.I
~ ::c
z
Yosemite Dr
37 MATCHLINEA-A ~
NIVl5

38 Figure 19: Project Site Trips {Trucks) 2
Cl) tn ...
0 G) C G) .0 "iii C c(
:::E ~ Cl)
Cl) m
LL
Great Mall Pkwy Great Mall Pkwy
___ ._ _____ _. _________________ _
Montague Expy
Legend
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
tn
.5 m
:::E
Cl)
888
000
., ! '+
O(O)J
0(0)-+
0(0)"'\
"'C
a::
"'C C
.!!! .II::
m
0 't. 0(0)
~ 0(0)
+ 0(0)
+\ t t+
888
000
0(0) j
0(0)-+
0(0) ♦
al I
al
LLJ
z
:::i
:I: (.)
~
~
NIVl5

Figure 20: Project Site Trips {Trucks) 3
IXI I
IXI
UJ
z
::J :::c
(.)
~
~
§§§
000
legend
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
§§§
000
MATCHLINEA-x
D3
2 2 2 1 t.. o (0)
o O O +- 0(0)
t., 0(0)
+- 0(0)
'0(0)
39 .,I! I+ '0(0)
~----- -11.1-------
0 (0) .t t,.
0(1) ➔ 000
0(0).,. 000
Montague Expy
0(0) j
0(0) ➔
0 (1) "l,
§§~
000
., ! I+
0 (0).,;
0 (0) ➔
0 (0) "l,
•
+a f ,. Gibraltar Dr
§§§
0 -rl 0
...

C
! _e.
:E
(/)
t., 1(0)
+-0(0)
'0(0)
NIVl5

Figure 21: Project Site Trips (cars & Trucks) 1
sss
Cl)
G)
.c
c(
Cl)
000
+'!'+
Calaveras Blvd
t., 0(0)
~ 32(31)
.ro(0)
l
LIJ
z
:J :c
(.)
....
<(
~
0(0)j
32(31) ➔
0 (0) "'l
~
Cl)
G)
.c
c(
Cl)
.. = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
;:::;-
~(Y)
o--N
0(Y)
! ..
...
0 s ! .c
a
...
0 ... 1l!
I!!
.c
a
. .
0(0) j
0(0) ➔
32 (31) "'l
;:::;-N
(Y) ..-1 ~
--o Ns:t-
(Y) ..-1 0
+1,1.'+
32(31) j
0(0)-+
0 (0) "'l
t., 32 (31)
./"6(7)
- 04 N ~..-1~
tr
o-o -cv,-
..-1 ..-10
s~ .., ,I. ..
0 (!)
01 -
0(0) j
0(0) ➔
0 (0) "'l
N ..-1~
*
-o
(Y) -..-1 0
., !
D2 -13(12) j
45 (43) "'l
40 t., 0(0)
~0(0)
♦ 0(0)
Yosemite Dr
~tr
oNo -..-1-
o-o (Y)
..-1
t.. 0(0)
~0(0)
./"0(0)
AmesAve
~tr
oNo -..-1-
..-1-0
j ~ m
! .E-
~
Cl)
.. t
~
fri'o
s:t --..-1
L()
s:t

MATCHLINEA-A
NIVl5

41 Figure 22: Project Site Trips (cars & Trucks) 2
Cl) ti> ...

C G) .5 Q) .Q cu C c(
::E :s Cl)
Cl) cu LL.

Great Mall Pkwy Great Mall Pkwy ___ .. _____ ... ________ ... ______ _ Montague Expy
Legend
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
O(O)J
6(6) ➔
0 (0) "l,
,,
a::
~
~ .:.:. cu
0 t. 0(0)
+- 6(6)
.f" 13(12)
0(0) j
19(18)-+
0(0) "'\
co
co
LU
z
:J ::c (.)
~
~
NIVl5

42 Figure 23: Project Site Trips (cars & Trucks) 3
en tiS ...
0 'i> C G> .0 "iii C c(
:::E 'c en en "iii
LL
Great Mall Pkwy Great Mall Pkwy ___ .. _____ ... ________ ... ______ _ Montague Expy
Legend
.. = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
tiS
C
"iii
:::E
en
§:§:§:
000
+'!'+
0(0) j
6(6) ➔
0 (0) "'l,
,,
a:: ,,
C
.!!!
~
m
0 t. 0(0)
+- 6(6)
+ 13(12)
~tr
001'1
~~ 'M
00 ~
('()
'M
0(0) j
19(18) ➔
0(0) "'l,
m I
m
I.LI
z
::::i :::c
(.)
~
~
NIVl5

43 D. Future Traffic Conditions
D.1. Background Growth
Analysis of the area's historic development pattern, changes in nearby traffic volumes, and the anticipated completion of the Project was used to determine a growth rate for the study area's traffic.

Project build-out is anticipated no later than 2026. The study uses a growth rate of 3.0% per year from Existing Year 2024 to the Horizon Year 2040. The growth rate was derived from a Project scoping memorandum based on the traffic growth patterns for the Project vicinity area. Growth rate calculations are included in Appendix B.

D.2. No Build Traffic Analysis Results
The results of the 2026 No-Build traffic capacity analysis are shown in Table 5 and represent volumes as shown in Figures 18 - 20. Future No-Build traffic volumes are demonstrated before any trips generated by the Project have been added. The City of Santa Milpitas considers LOS D as the performance standard for intersections (maintain LOS Dor better). LOSE is coded as orange, and LOS Fis coded as red in the Tables provided.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

44 Figure 24: No Build (2026) Volumes 1
., J. '+
Calaveras Blvd
t., 108 (140)
+- 1614(933)
'327 (253)
<C I
<C
LLJ
z
:J :c
(.)
I-
<C
~
155(179) j
800(1607) ➔
25 (23) "'\
~
0)(0(0
s;t <O 0
-CY) r--­m--
N r--- CY)
r--- 'M
N CY)
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
cry
<O~
-o
s;t -
CY) 0
J. '+
...

C
~ e
.0
C,
. •
183(396) j
626(1431) ➔
352 (644) "'\
~ 0(0)
8(42) j
4(29) ➔
3 (8) "'\
.ro(0)
• D4
tr
., J. '+
01 -
0(0) j
0(0) ➔
0 (0) "'\
t.. 212 (196)
1603(951)
'81(124)
r::'io cry
'M <O 'M
c::2.~::!.
s;t r--- s;t
s;t O I!)
CY) N
~ 311(155)
+- 32(7)
'238(193)
~ 15(24)
+-0(0)
'30(77)
...

C
.I
~ ::c
z
Yosemite Dr
• ------ AmesAve
*
+' J. en
D2 -0(0) j
0 (0) "'\
MATCHUNEA-A ~
NIVl5

45 Figure 25: No Build (2026) Volumes 2
(/'I tiS ...
0 G) C Q) .0 "iij C
< :::E 'c (/'I ·co (/'I LL.

Great Mall Pkwy Great Mall Pkwy
___ .. _______________ ... ______ _
Montague Expy
0 &r:::-..-i I!) I!)
£:!,~£:!,
Cl CON CO O in
s:t N ..-i
160(230)J
1050(2517) ➔
293 (191) "'\
~
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
"C
a:
-g
.!! .ll:
co
0 t. 100(144)
+- 2643(1337)
+ 173(170)
...
0 .I! -g
co
(.)
(.)
:::E
t0& M 0 CO s;t
50(104) J
703(2053) ➔
615 (1149) "'\
~£:!,~
I!) t- t­
..., t- t­
i!) ..-i ..-i
Ill I
Ill
LIJ
z
:J ::c (.)
~
:'2:

NIVl5

Figure 26: No Build (2026) Volumes 3
MATCHLINEA-x S'
D3 ~
~~~.. ;:f('l;:f
8 8 8 '- O (0) ;;; ~ ;;;
o o o +- 106 (17) +I I I,.
t., 2(9)
+- 0(0)
.f" 8(17)
46 ., l '+ , 12 (2) +
._ __ .. ~----- -tn.a------
m I
m
LU
z
:J
:::r::
(.)
~
~
Legend
Q)
~
c5
~
Q.
a,
(.)
I.LI
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
12(99) ➔ ooN 0(0) ➔
0 (0) .,
1 .. t ,. 5 (7) .,.
1 (0) .,. 0 0 ~ 15 (121) .,.
277(393),j
802(1897) ➔
8(32)"l
•
...

C
Ill
I
:i
en
t., 313 (131)
+- 2610 (1133)
.f" 95(92)
NIVl5

Table 5: No Build (2026) Capacity Analysis
ID Intersection
West Calaveras
1 Boulevard & South
Abel Street
E Calaveras
2 Boulevard & Milpitas
Boulevard
3 S Milpitas Boulevard
& Yosemite Drive
S Milpitas Boulevard
4 &Ames
Avenue/Driveway 1
South Milpitas
5 Boulevard &
Driveway 2
South Milpitas
6 Boulevard &
Gibraltar Drive
Gibraltar Drive & 7 Driveway 3
South Milpitas Drive
9 & Montague
Expressway
Great Mall
10 Parkway/East Capitol
Avenue & Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
WB Signal NB
SB
Stop- NBL
Control EB
Overall
WB Signal NB
SB
Stop- NB
Control WBL
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
47 AM PM
LOS Delay LOS Delay
D 52.8 F 117.3
D 38.9 D 41.8
D 41.7 D 35.1
E 66.4 F 351.8
F 80.3 E 70.8
D 39.3 D 40.4
C 32.1 D 40.5
D 42.0 D 38.8
D 40.9 D 41.0
D 40.6 D 42.6
C 33.7 C 33.3
C 34.2 D 42.9
D 41.5 D 48.4
C 20.7 B 18.8
C 27.4 C 33.3
A 5.8 A 6.7
D 44.9 D 42.2
A 2.9 A 3.9
A 4.9 A 3.9
A 8.5 A 0.0
A 0.0 A 0.0
B 15.0 A 7.1
F 113.1 F 108.1
B 18.8 A 6.6
A 7.6 A 4.6
A 8.4 A 9.0
A 7.3 A 7.5
F 90.6 F 84.2
D 56.6 E 57.7
F 92.9 E 57.3
E 67.2 E 67.8
F 148.1 F 180.9
F 103.6 E 73.8
D 46.3 D 48.6
F 112.9 D 48.0
F 122.2 F 117.3
F 112.2 F 111.0
NIVl5

48 AM PM
ID Intersection Control Movement
LOS Delay LOS Delay
Montague Overall D 55.2 F 83.2
Expressway & EB B 17.3 F 103.9
11 McCandless Signal WB B 16.3 C 26.9
Drive/Trade Center NB F 185.3 F 85.0
Boulevard SB E 68.2 E 67.0
Overall E 78.0 D 51.9
Montague EB C 36.4 D 46
12 Expressway & South Signal WB E 70.2 D 35.2 Main Street/Oakland NB F 179.4 F 87.8 Road
SB F 83.2 F 85.9
Based on the 2026 No Build analysis results; the following intersections exhibit an overall LOS of E or worse during the AM and/or PM peak hours:
• West Calaveras Boulevard & South Abel Street (CMP)
• South Milpitas Drive & Montague Expressway (CMP)
• Great Mall Parkway/East Capitol Avenue & Montague Expressway (CMP) • Montague Expressway & McCandless Drive/Trade Center Boulevard (CMP) • Montague Expressway & South Main Street/Oakland Road (CMP) Additionally South Milpitas Boulevard and Gibraltar Drive displayed an LOS F for the westbound approach to the intersection.

Table 6 summarizes the projected queue lengths for each movement within the study area under 2026 No-Build Conditions. Queueing conditions remain consistent with existing conditions in terms of available storage and impacts on adjacent movements, with one exception: the eastbound left-turn movement at Montague Expressway & South Main Street/Oakland Road during the PM peak is projected to slightly exceed the available turn lane storage.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Table 6: No Build (2026) Queuing Analysis
ID Intersection
West Calaveras
1 Boulevard & South
Abel Street
East Calaveras
2 Boulevard &
Milpitas Boulevard
South Milpitas
3 Boulevard &
Yosemite Drive
South Milpitas
4 Boulevard & Ames
Avenue/Driveway 1
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
EBL
EBT
EBR
WBL
WBT
WBR Signal NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR Signal NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
WBL
WBT Signal NBL
NBT
SBL
SBT
WBT
NBT Signal SBL
SBT
49 Storage 95th % Queue Length (FT)
Length AM PM
245 191 203
- 252 606
- 0 0
250 441 279
- 630 273
- 29 46
230 56 77
- 147 178
285 78 568
285 227 321
- 190 128
285 96 63
460 106 195
- 177 530
200 68 387
215 108 150
- 600 307
270 89 59
215 171 157
- 108 135
185 0 38
215 76 106
- 115 164
- 83 71
- 16 51
- 15 49
- 272 229
- 109 64
170 24 0
- 130 142
250 180 317
- 78 111
- 19 63
- 72 72
140 47 38
- 30 89
NIVl5

ID Intersection
South Milpitas
5 Boulevard &
Driveway 2
South Milpitas
6 Boulevard &
Gibraltar Drive
7 Gibraltar Drive &
Driveway 3
South Milpitas
8 Drive & Montague
Expressway
South Milpitas
9 Drive & Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
NBL
Stop- NBT
Control EBL
SBT
EBL
EBR
WBT
NBL Signal NBT
SBL
SBT
SBR
EBL
EBT
WBL
Stop- WBT Control
NBL
SBL
SBT
EBL
Stop- EBT
Control WBL
SBL
EBL
EBT
WBL
WBT
WBR Signal NBL
NBT
SBL
SBT
SBR
50 Storage 95th % Queue Length (FT)
Length AM PM
- 0 0
- 0 0
- 0 0
- 0 0
100 19 22
- 0 62
- 0 0
130 210 50
- 106 97
75 17 7
- 371 825
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 3
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
600 280 377
- 270 725
300 116 110
- 1451 433
200 370 93
185 22 29
- 86 93
215 134 424
- 63 152
215 223 390
NIVl5

ID Intersection
Great Mall
Parkway/East
10 Capitol Avenue &
Montague
Expressway
Montague
Expressway &
11 McCandless
Drive/Trade Center
Boulevard
Montague
Expressway &
12 South Main
Street/Oakland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
EBL
EBT
EBR
WBL
WBT
WBR Signal NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR Signal NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR Signal NBL
NBT
NBR
SBL
SBT
SBR
51 Storage 95th % Queue Length (FT)
Length AM PM
680 200 247
- 247 725
385 9 146
400 80 173
- 839 415
240 2465 279
350 194 178
- 511 214
385 0 13
365 462 683
- 141 807
- 0 14
190 90 153
- 199 887
230 79 1352
250 124 282
- 605 290
- 46 0
175 331 234
- 390 280
- 50 71
170 61 64
- 91 168
165 82 64
190 150 195
- 371 1277
230 63 129
250 161 152
- 1530 482
- 51 68
175 571 252
- 151 221
- 76 321
170 144 213
- 180 290
165 784 83
NIVl5

52 Queuing at the following intersections, highlighted in red in Table 6 above, have exceeded the storage length provided during the AM and/or PM peak hour. The non-CMP intersections are bolded for reference.
• West Calaveras Boulevard & South Abel Street: The westbound left, northbound right, and southbound left movements exceeded the storage length provided during the AM and/or PM peak hours.
• East Calaveras Boulevard & Milpitas Boulevard: The eastbound right movement has exceeded the storage length provided during the PM peak hour.
• South Milpitas Boulevard & Yosemite Drive: The southbound left has exceeded the storage length provided during the PM peak hour.
• South Milpitas Boulevard & Gibraltar Drive: The northbound left has exceeded the storage length provided during the AM peak hour.
• South Milpitas Drive & Montague Expressway: The westbound right, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.
• Great Mall Parkway/East Capitol Avenue & Montague Expressway: The westbound right and southbound left have exceeded the storage during both the AM and PM peak hour. • Montague Expressway & McCandless Drive/Trade Center Boulevard: The eastbound left, eastbound right, westbound left, and northbound left have exceeded the storage length provided during the AM and/or PM peak hour.
• Montague Expressway & South Main Street/Oakland Road: The eastbound left, northbound left, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.

D.3. Future Traffic with Proposed Development
Peak hour site traffic volumes were distributed to study area roadways based on the trip distribution percentages discussed in Section C.3. These volumes were added to No-Build (2026) volumes to determine operating conditions in the Build scenario.

D.4. Build 2026 Traffic Analysis Results
The results of the Build (2026) traffic capacity are shown in Table 7. Figure 21 - 23 illustrates the Build traffic volumes. All the intersections continue to operate at the same LOS. With the addition of site traffic, intersections in the study area are anticipated to operate similarly to the No-Build condition, without significant impacts on traffic operations during peak hours except for the two intersections listed above. Intersections with inadequate LOS show some increase in delay with increased volume.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Table 7: Build (2026) Intersection capacity Analysis
ID Intersection
West Calaveras
1 Boulevard & South
Abel Street
East Calaveras
2 Boulevard & Milpitas
Boulevard
South Milpitas
3 Boulevard &
Yosemite Drive
South Milpitas
4 Boulevard & Ames
Avenue/Driveway 1
South Milpitas
5 Boulevard &
Driveway 2
South Milpitas
6 Boulevard & Gibraltar
Drive
7 Gibraltar Drive &
Driveway 3
8 Gibraltar Drive &
Driveway 4
South Milpitas Drive
9 & Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
WB Signal NB
SB
Stop- NBL
Control EB
Overall
WB Signal NB
SB
NB
Stop- WBL Control
SB
Stop- WB
Control SBL
Overall
EB
Signal WB
NB
SB
53 AM PM
LOS Delay LOS Delay
D 52.9 F 116.5
D 39.1 D 42.6
D 42.2 D 35.1
E 66.4 F 351.8
F 80.3 E 70.9
D 39.7 D 41.0
C 32.6 D 41.4
D 42.1 D 39.0
D 41.6 D 41.6
D 40.6 D 42.6
C 33.4 C 32.9
C 32.4 D 41.0
D 46.5 D 47.1
C 22.5 B 20.0
C 27.1 C 32.7
A 6.2 A 6.7
D 44.9 D 42.2
A 3.2 A 3.9
A 5.7 A 3.9
A 8.7 B 10.4
B 11.5 B 14.8
B 16.1 A 8.7
F 118.7 F 108.1
B 19.7 A 9.2
A 9.0 A 5.9
A 8.5 A 9.0
A 7.3 A 7.5
B 10.0 A 9.8
A 9.0 A 9.1
A 7.5 A 7.4
F 99.7 F 92.1
E 58.1 E 58.7
F 101.6 E 58.6
E 67.2 E 67.8
E 169.2 F 208.9
NIVl5

54 AM PM
ID Intersection Control Movement
LOS Delay LOS Delay
Overall F 103.3 E 74.1
Great Mall EB D 46.4 D 49.8
10 Parkway/East Capitol Signal WB F 112.6 D 48.5 Avenue & Montague NB F 122.2 F 117.3 Expressway
SB F 112.2 F 111.0
Montague Overall D 54.9 F 82.8
Expressway & EB B 17.3 F 103.5
11 McCandless Signal WB B 16.8 C 26.8
Drive/Trade Center NB F 185.3 F 85.0
Boulevard SB E 68.2 E 67.0
Overall E 78.4 D 52.5
Montague EB D 36.8 D 46.9
12 Expressway & South Signal WB E 70.9 D 35.6 Main Street/Oakland NB F 179.4 F 87.6 Road
SB F 83.2 F 85.9
Based on the 2026 Build analysis results, the following intersections exhibit on overall LOS of E or worse during the AM and/or PM peak hours:
• West Calaveras Boulevard & South Abel Street (CMP)
• South Milpitas Drive & Montague Expressway (CMP)
• Great Mall Parkway/East Capitol Avenue & Montague Expressway (CMP) • Montague Expressway & McCandless Drive/Trade Center Boulevard (CMP) • Montague Expressway & South Main Street/Oakland Road (CMP) Additionally, South Milpitas Boulevard and Gibraltar Drive exhibits an LOS F on the westbound approach during both the AM and PM peak hour.

Table 8 summarizes the corresponding queue lengths for every movement in the study area for 2026 Build Conditions. All queues remain consistent with 2026 No-Build conditions on whether there is sufficient space without impacting neighboring movements.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Table 8: Build (2026} Queuing Analysis
ID Intersection Control
West Calaveras
Boulevard & 1 South Abel Signal
Street
East Calaveras
2 Boulevard & Signal Milpitas
Boulevard
South Milpitas
3 Boulevard & Signal
Yosemite Drive
South Milpitas
Boulevard &
4 Ames Signal
Avenue/Driveway
1 Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
WBL
WBT
NBL
NBT
SBL
SBT
WBT
NBT
SBL
SBT
55 Storage 95th % Queue Length (FT)
Length AM PM
245 191 203
- 264 624
- 0 0
250 441 279
- 651 283
- 29 46
230 56 77
- 147 178
285 78 568
285 227 321
- 190 128
285 96 63
460 106 195
- 180 542
200 72 418
215 122 161
- 600 307
270 89 59
215 187 171
- 108 135
185 0 48
215 76 106
- 115 164
- 83 71
- 46 77
- 15 49
- 270 178
- 109 64
170 24 0
- 137 147
250 180 317
- 87 118
- 19 63
- 75 75
140 47 38
- 59 91
NIVl5

ID Intersection Control
South Milpitas
5 Boulevard & Stop-Control
Driveway 2
South Milpitas
6 Boulevard & Signal
Gibraltar Drive
7 Gibraltar Drive & Stop-Control Driveway 3
South Milpitas
Drive & 8 Montague Stop-Control
Expressway
South Milpitas
9 Drive & Signal Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
NBL
NBT
EBL
SBT
EBL
EBR
WBT
NBL
NBT
SBL
SBT
SBR
EBL
EBT
WBL
WBT
NBL
SBL
SBT
EBL
EBT
WBL
SBL
EBL
EBT
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
56 Storage 95th % Queue Length (FT)
Length AM PM
- 3 5
- 0 0
- 8 13
- 0 0
100 20 22
- 0 67
- 0 0
130 249 82
- 116 110
75 17 1
- 450 1074
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 3
- 3 3
- 0 0
- 0 0
- 0 0
- 5 5
- 3 3
600 307 418
- 270 725
300 116 110
- 1482 433
200 443 125
185 22 29
- 86 93
215 172 489
- 63 152
215 294 465
NIVl5

ID Intersection Control
Great Mall
Parkway/East
10 Capitol Avenue & Signal
Montague
Expressway
Montague
Expressway &
11 McCandless Signal
Drive/Trade
Center Boulevard
Montague
Expressway &
12 South Main Signal
StreeV0akland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
57 Storage 95th % Queue Length (Ff)
Length AM PM
680 200 247
- 256 740
385 9 149
400 95 186
- 850 423
240 2474 287
350 194 178
- 511 214
385 16 34
365 462 683
- 141 807
- 0 14
190 90 153
- 205 899
230 79 1352
250 124 282
- 615 260
- 46 0
175 331 234
- 390 280
- 50 71
170 61 64
- 91 168
165 82 64
190 150 195
- 378 1292
230 65 131
250 171 160
- 1534 485
- 51 69
175 571 252
- 151 221
- 80 360
170 144 213
- 180 290
165 784 83
NIVl5

58 Queuing at the following intersections, highlighted in red in Table 8 above, have exceeded the storage length provided during the AM and/or PM peak hour. Non-CMP intersections are shown in bold for reference.
• West Calaveras Boulevard & South Abel Street: The westbound left, northbound right, and southbound left have exceeded the storage length provided during the AM and/or PM peak hour. Eastbound left and southbound right movements have surpassed available queuing space in this scenario when compared to 2026 No-Build conditions. • East Calaveras Boulevard & Milpitas Boulevard: The eastbound right has exceeded the storage length provided during the PM peak hour. The northbound right movement has surpassed available queuing space in this scenario when compared to 2026 No-Build conditions. • South Milpitas Boulevard & Yosemite Drive: The southbound left has exceeded the storage length provided during the PM peak hour.
• South Milpitas Boulevard & Gibraltar Drive: The northbound left has exceeded the storage length provided during the AM peak hour.
• South Milpitas Drive & Montague Expressway: The westbound right, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour. The eastbound left movement has surpassed available queuing space in this scenario when compared to 2026 No-Build conditions.
• Great Mall Parkway/East Capitol Avenue & Montague Expressway: The westbound right and the southbound left have exceeded the storage length provided during the AM and PM peak hour.
• Montague Expressway & McCandless Drive/Trade Center Boulevard: The eastbound right, westbound left, and northbound left have exceeded the storage length provided during the AM and/or PM peak hour. The southbound right movement has surpassed available queuing space in this scenario when compared to 2026 No-Build conditions. • Montague Expressway & South Main Street/Oakland Road: The northbound left, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

59 Figure 27: Build (2026) Traffic Volumes 1
Cl)
G)
.s:::,
c(
RLo'1ocn
..-I LO 00
~~~
O'l LO ..-i LO CO ("I)
~ 108(140) <:t ("I) ..-I
., ! .. +- 1646(964)
Calaveras Blvd '327 (253)
155 (179) j +atr 832(1638) ➔ 0)(0(0 25 (23) "'l <:t (0 0 -("I) r--- O'l --N r--- ("I)
r--- ..-I
N ("I)
< <(
L&J
z
:J :::c
(.)
~
~
Cl)
~
c(
Cl)
Legend
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
1v,;i-
~~
<:tN ("I) ("I)
! ..
...
0 ... 4l!
I!! .s:::,
a
. •
~ m
U)
~
.e-
~~~:E
g ~~ z
~~~
0 <:t r---
~ 212 (196) ("I) ..-I ("I)
("I) N..-1
1603(951)
., ! .. .r 94(136)
183(396) j +atr 626(1431) ➔
oo 1o Lo' 384 (675) "'l <:t CO N
~~~
(0 r--- r---
r--- 0 (0
("l)N
oi'R
~ LO CO
(0 (0 ("I)
("I)--
-oo r---
N LO I'- ~ 311(155) 1---N..-i
., ! .. ~32(7)
,r 238(193)
Yosemite Dr
40(73) j ... t ...
4(29) ➔ o ;;- o 3 (8) "'l -o <:t
O'l~~
~ 32 (31)
0 LO
O'l 0 N ..-i
+6(7) 0
- 04 LO~
00 <:t ~-N
tr
0 r---- ~ 15(24) -<:t("I)
..-i <:t ("I) +- 0(0) R1o ., ,I. .. + 30 (77) ("I)-
-co AmesAve <:t 01 -r---
+atr 0(0) j
0(0) ➔ oR~ 0(0) "'l, -ON
..-i<:t-
j -("I)
0 N CO m ("I) ~N
i
<:t N O'l ..-l-
*
-oo C. ("I) (0
:E ..-I <:t
., ! Cl)
D2 -13 (12) .j
+at
~
45 (43) "'l, 1v,;::::-
<:t ..-I
-<:t
(0 -
<:t <:t
MATCHLINEA-A 00
<:t
NIVl5

Figure 28: Build (2026) Traffic Volumes 2
(/)
l>
.D.
c(
(/)
Great Mall Pkwy
Montague Expy
liS
·= IU
::E
(/)
o mr=:-
..-i lO lO
~£2,£:!,
O') (0 C\I
<O O lO
~ C\I ..-i
160(230).J
1056(2523)-+
293 (191) "'l,
J.egmf
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
"C
a::
'E
J!!
.ll:

IU
0 liS
= IU
::E
(/)
...

C
j
'2
IU
(.)
()
::E
t. 100 (144)
~ 2649(1343)
.(" 186(182)
LO m LO
0 <O lO
£2, ~ £2,
lO r-- 0
..-i r-- O')
lO ..-i ..-i
50(104) .j
722 (2071) -+
615 (1149) "'l,
...

C
Cl)
C
:s
IU u..

Great Mall Pkwy
m I
m
LU
z
:J ::c
0 ~
:E
60 NIVl5

61 Figure 29: Build (2026) Traffic Volumes 3
Cl
I
Cl
LLJ
z
::::l :::c
(.)
~
~
Legerul
Cl)
~
i

0. ~
I.LI
4'I = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
MATCHLINEA-~ g
(io03 -~-
- -.-i 1 • .-ii'-.-! S S;; '- 19 (18) ;- ~ ;-
0 o .-1 +- 112 (23) ~ I I+
~ l '+ , 12 (2) +
't., 2(9)
+- 0(0)
♦ 8(17)
~-----...j1.-.------
O(O)j
18(106) ➔
1 (0) "'l,
5(7) j
0(0) ➔
41 (146) "'\.
309(424)j
802(1897) ➔
8(32)"'\.
•
't.. 353 (168)
+- 2610 (1133)
♦ 95(92)
NIVl5

62 D.5. Horizon Year (2040) Capacity Analysis
The results of 2040 existing plus background traffic capacity analyses are shown in Table 6 and include the analysis of the volumes shown in Figure 24 - 26.

D.6. Horizon Year (2040) No-Build Traffic Analysis Results As shown in Table 9, most study intersections are projected to experience increased delay per approach and a decline in overall Level of Service (LOS) by the Horizon Year (2040) No-Build scenario, relative to the 2026 No-Build capacity conditions. The intersection of East Calaveras and Milpitas Boulevard operations degraded from LOS D to LOS E between the 2026 and 2040 No-Build conditions.

South Milpitas Boulevard at Yosemite Drive degraded from LOS D to LOSE between scenarios.

Table 9: Horizon Year (2040) No-Build capacity Analysis ID Intersection
West Calaveras
1 Boulevard & South
Abel Street
East Calaveras
2 Boulevard & Milpitas
Boulevard
South Milpitas
3 Boulevard &
Yosemite Drive
South Milpitas
4 Boulevard & Ames
Avenue/Driveway 1
South Milpitas
5 Boulevard &
Driveway 2
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement LOS
Overall F
EB D
Signal WB F
NB F
SB F
Overall F
EB C
Signal WB F
NB D
SB D
Overall D
EB C
Signal WB E
NB C
SB C
Overall A
WB D Signal NB A
SB A
Stop- NBL A
Control EB A
AM PM
Delay LOS Delay
146.0 F 248.3

43.1 F 212.4
175.2 D 43.9
141.7 F 592.9
192.3 F 127.1
115.8 F 96.0

34.8 F 136.6
195.6 F 84.2

44.8 D 44.5

42.4 D 46.5

50.1 E 65.4

31.5 D 38.7

77.8 D 50.0

30.3 C 24.7

32.8 F 89.9

6.6 A 8.1

44.0 D 40.6

4.0 A 5.5

5.6 A 5.5

9.1 A 0.0

0.0 A 0.0
NIVl5

63 ID Intersection Control Movement AM PM
LOS Delay LOS Delay
Overall B 18.2 B 12.1
South Milpitas WB F 112.9 F 93.2 6 Boulevard & Signal NB C 20.6 A 6.6 Gibraltar Drive SB B 12.9 B 12.4
7 Gibraltar Drive & Stop- NB A 8.5 A 9.3
Driveway 3 Control WBL A 7.3 A 7.6
Overall F 241.5 F 132.1
South Milpitas Drive EB E 60.7 E 77.6
9 & Montague Signal WB F 309.6 E 66.4
Expressway NB E 70.5 E 71.0
SB F 288.3 F 351.3
Overall F 223.3 F 93.1
Great Mall EB E 58.4 E 68.2
10 Parkway/East Capitol Signal WB F 316.3 E 66.8 Avenue & Montague NB F 142.7 F 101.3 Expressway
SB F 110.1 F 149.4
Montague Overall F 111.5 F 263.0
Expressway & EB C 31.3 F 368.9
11 McCandless Signal WB C 23.3 C 33.3
Drive/Trade Center NB F 409.5 F 201.6
Boulevard SB F 66.2 E 64.3
Overall F 213.8 F 139.6
Montague EB D 42.4 F 206.3
12 Expressway & South Signal WB F 270.4 D 47.2 Main Street/Oakland NB F 349.4 F 104.4 Road
SB F 84.7 F 100.7
Based on the 2040 No Build analysis results; the following intersections exhibit on overall LOS of E or worse during the AM and/or PM peak hours:
• West Calaveras Boulevard & South Abel Street (CMP)
• East Calaveras Boulevard & Milpitas Boulevard (CMP)
• South Milpitas Boulevard & Yosemite Drive (non-CMP)
• South Milpitas Drive & Montague Expressway (CMP)
• Great Mall Parkway/East Capitol Avenue & Montague Expressway (CMP) • Montague Expressway & McCandless Drive/Trade Center Boulevard (CMP) • Montague Expressway & South Main Street/Oakland Road (CMP) Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

64 Additionally, South Milpitas Boulevard and Gibraltar Drive exhibits an LOS F on the westbound approach during both the AM and PM peak hour.

Table 10 summarizes the corresponding queue lengths for every movement in the study area for 2040 No-Build Conditions. Most queues remain consistent with 2026 No-Build conditions on whether there is sufficient space without impacting neighboring movements. Additional movements that experience insufficient queuing space are noted.

Table 10: Horizon Year (2040) No-Build Queuing Analysis ID Intersection Control
West Calaveras
Boulevard & 1 South Abel Signal
Street
E Calaveras
2 Boulevard & Signal Milpitas
Boulevard
S Milpitas
3 Boulevard & Signal
Yosemite Drive
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement Storage
Length
EBL 245
EBT -
EBR -
WBL 250
WBT -
WBR -
NBL 230
NBT -
NBR 285
SBL 285
SBT -
SBR 285
EBL 460
EBT -
EBR 200
WBL 215
WBT -
WBR 270
NBL 215
NBT -
NBR 185
SBL 215
SBT -
SBR -
EBL -
EBT -
WBL -
WBT -
NBL 170
NBT -
SBL 250
95th % Queue Length (Ff)
AM PM
249 266
378 1003
0 0
715 467
1140 488
70 72
72 99
204 254
153 1086
343 467
272 180
399 75
138 273
68 903
87 851
140 199
1032 568
179 89
243 220
149 188
7 57
102 145
157 231
289 97
17 64
17 61
433 346
132 76
29 0
225 236
241 488
NIVl5

S Milpitas
Boulevard &
4 Ames Signal
Avenue/Driveway
1 South Milpitas
5 Boulevard & Stop-Control
Driveway 2
South Milpitas
6 Boulevard & Signal
Gibraltar Drive
7 Gibraltar Drive & Stop-Control Driveway 3
8 Gibraltar Drive & Stop-Control Driveway 4
South Milpitas
9 Drive & Signal Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
SBT
WBT
NBT
SBL
SBT
NBL
NBT
EBL
SBT
EBL
EBR
WBT
NBL
NBT
SBL
SBT
SBR
EBL
EBT
WBL
WBT
NBL
SBL
SBT
EBL
EBT
WBL
SBL
EBL
EBT
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
65 127 180
35 94
122 122
140 61 47
51 178
0 0
0 0
0 0
0 0
100 23 30
0 73
0 0
130 275 63
161 148
75 21 7
699 1725
0 0
0 0
0 0
0 0
0 0
0 3
0 0
0 0
0 0
0 0
0 0
0 0
600 390 643
408 1298
300 152 147
2471 656
200 623 167
185 28 39
112 131
215 182 678
83 207
215 763 1127
NIVl5

ID Intersection Control
Great Mall
Parkway /East
10 Capitol Avenue & Signal
Montague
Expressway
Montague
Expressway &
11 McCandless Signal
Drive/Trade
Center Boulevard
Montague
Expressway &
12 South Main Signal
StreeVOakland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
66 Storage 95th % Queue Length (FT)
Length AM PM
680 269 332
- 381 1209
385 41 322
400 105 232
- 1595 654
240 4322 660
350 266 240
- 812 282
385 40 65
365 686 402
- 190 1399
- 0 53
190 115 200
- 306 1571
230 615 2483
250 163 448
- 1155 459
- 84 12
175 655 308
- 778 370
- 93 78
170 77 75
- 121 210
165 173 68
190 199 260
- 606 2287
230 212 221
250 216 201
- 2636 832
- 94 134
175 880 411
- 214 334
- 142 784
170 191 290
- 249 452
165 1342 245
NIVl5

67 Queuing at the following intersections, highlighted in red in Table 10 above, have exceeded the storage length provided during the AM and/or PM peak hour. Non-CMP intersections are shown in bold for reference.
• West Calaveras Boulevard & South Abel Street: The eastbound left, westbound left, northbound right, and southbound left have exceeded the storage length provided during the AM and/or PM peak hour. Eastbound left and southbound right movements have surpassed available queuing space in this scenario when compared to 2026 No-Build conditions. • E Calaveras Boulevard & Milpitas Boulevard: The eastbound right and northbound left have exceeded the storage length provided during the AM and/or PM peak hour. The northbound right movement has surpassed available queuing space in this scenario when compared to 2026 No-Build conditions.
• South Milpitas Boulevard & Yosemite Drive: The southbound left has exceeded the storage length provided during the PM peak hour.
• South Milpitas Boulevard & Gibraltar Drive: The northbound left has exceeded the storage length provided during the AM peak hour.
• South Milpitas Drive & Montague Expressway: The eastbound left, westbound right, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour. The eastbound left movement has surpassed available queuing space in this scenario when compared to 2026 No-Build conditions. • Great Mall Parkway/East Capitol Avenue & Montague Expressway: The westbound right and the southbound left have exceeded the storage length provided during the AM and PM peak hour.
• Montague Expressway & McCandless Drive/Trade Center Boulevard: The eastbound right, westbound left, northbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour. The southbound right movement has surpassed available queuing space in this scenario when compared to 2026 No-Build conditions. • Montague Expressway & South Main Street/Oakland Road: The eastbound left, northbound left, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Figure 30: Horizon (2040) No-Build Traffic Volumes 1
., ! '+
Calaveras Blvd
~ 153(198)
+- 2281 (1318)
'462(357)
< <(
LIJ
z
:J :::c
(.)
~
~
219 (253) j
1130 (2271) ➔
35 (32) "'l
Legend
U)
-a;
.Q
<
U)
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
...
0 ... 4l!
I!!
.Q
a
0)
00--o oo-
'<tO
! '+ . •
...
0 s e
.Q
cS
<ON 'St
(0 0 0)
'St ('I) ..-i
259(560) j
885(2022) ➔
497 (910) "'l
~O)
..-i ..-i
- 0) I!)
r-- --
- I!) 0 r-- 'St I!)
I!) ('I) N
., ! '+
11(59) .j
6(41) ➔
4 (11) "'l
~ 0(0)
.ro(O) ~
00 - 04 ..-i-..-i 'St
--('I)
tr
Q('I)-
- ..-i r--0 (0 'St
1'i'o ., ! '+ I!) -
-o
I!)
01 -0 ..-i 0(0) j
0(0) ➔
0 (0) "'l
0 0
('I)
..-i
*

0..-i
-<0
0 (0
., !
D2 -0(0) j
0 (0) "'l
~ 300(277)
2265 (1344)
.r 114(175)
~ 439(219)
~ 45(10)
,r 336(273)
... t ...
000 oo -o 0)
('I) 'St ..-i ..-i--
..-i 00
0) 'St
('I) ..-i
~ 21(34)
+- 0(0)
.r 42(109)
... t ...
000~
- I!) ('I)
0 I!) -
j -cr,
m Sl 00
i
I!)
C.
~
U)
.. t
om -oo
..-i!e,
68 Yosemite Dr
AmesAve
~
N
00 MATCHLINEA-A (0
NIVl5

Figure 31: Horizon (2040) No-Build Traffic Volumes 2
Ch
G>
.Q
<
Ch
Great Mall Pkwy
Montague Expy
ti,
C
iii :ii:

Ch
226(325).J'
1484(3556) ➔
414 (270) ""\,
Legend
.. = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
,:,
a::
-g
.m
.ll:: a,
0 ti,
C
'iu
:ii:

Ch
...

C
J! -g
a,
(.)
()
:ii:
t.. 141(203)
~ 3734(1889)
+ 244(240)
;:;-& in
(Y) 00 00
::!:, ~ ::!:,
00 0 0 N I!) I!)

I'-- N N
71(147) j
993(2901) ➔
869 (1624) ""\,
...

C
G)
C
E a,
LL
Great Mall Pkwy
Ill I
Ill
LI.I
z
:J
:J:
0 ~
~
69 NIVl5

Figure 32: Horizon (2040) No-Build Traffic Volumes 3
MATCHLINEA-· t
D3 ...,
~~~.... ;::f("l);::f
2 2 2 '- 0 (0) «i' ill «i'
o o o +- 150 (24) +J I '+
+J ,1. '+ ' 17 (3) +
t., 3 (13)
+- 0(0)
'11(24)
70 ,-----------------
al
al
UJ
z
:J ::c: (.)
~ :E
Legend
.. = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
oo f:' m Ol N 0
~~~
lO O 0 ..., 0) 0)
N Ol
O(O).J
17(140) ➔
1(0)"\
7 (10) j
0(0) ➔
21(171) "'l,
Montague Expy
oo~m
CV) ('()0
t- ,;:t lO -N­
IO -oo ..., ("I) <!)
<!) IX) ...,
+J ,l. '+
391(555).,J-
1133(2680) ➔
11(45)"'l,
•
... t ~ Gibraltar Dr
;::j'~~
CV) <!> N
-I{) -
N - t­N ,;:t -rl
NOO
<!)
t., 442 (185)
+- 3688(1601)
'134(130)
NIVl5

71 D.7. Horizon Year 2040 Traffic Volumes with Proposed Development The results of the 2035 capacity analyses for existing conditions with background and site-generated traffic are summarized in Table 11 and include an analysis of the traffic volumes shown in Figure 27 - 29.

D.8. Horizon Year (2040) Build Capacity Analysis Results As shown in Table 11, most study intersections are projected to experience increased delay per approach and a decline in overall Level of Service (LOS) by the Horizon Year (2040) Build scenario, relative to the 2026 Build capacity conditions.

Table 11: Horizon Year (2040) Build Capacity Analysis
ID Intersection
West Calaveras
1 Boulevard & South Abel
Street
2 E Calaveras Boulevard &
Milpitas Boulevard
3 S Milpitas Boulevard &
Yosemite Drive
S Milpitas Boulevard &
4 Ames Avenue/Driveway
1 5 South Milpitas Boulevard
& Driveway 2
6 South Milpitas Boulevard
& Gibraltar Drive
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Control Movement
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
EB
Signal WB
NB
SB
Overall
Stop- WB
Control NB
SB
Stop- NBL
Control EB
Overall
Signal WB
NB
SB
AM PM
LOS Delay LOS Delay
F 148.6 F 250.3
D 43.6 F 220.4
F 181.8 D 44.1
F 141.7 F 592.9
F 192.3 F 127.1
F 115.4 F 100.1
D 35.4 F 146.5
F 194.8 F 84.2
D 46.0 D 45.4
D 42.4 D 46.5
D 49.6 E 64.2
C 30.8 D 36.7
E 76.6 D 47.0
C 32.9 C 26.5
C 32.8 F 88.4
A 7.1 A 8.1
D 44.0 D 40.6
A 4.2 A 5.6
A 6.6 A 5.5
A 9.4 B 12.9
B 13.2 C 20.5
C 22.2 B 15.9
E 72.9 F 93.2
C 22.9 A 8.4
B 19.3 B 17.6
NIVl5

72 ID Intersection Control Movement AM PM
LOS Delay LOS Delay
NB A 8.5 A 9.3
7 Gibraltar Drive & Stop- WBL A 7.3 A 7.6 Driveway 3 Control SB B 10.6 B 10.4
8 Gibraltar Drive & Stop- WB A 9.2 A 9.3
Driveway 4 Control SBL A 7.6 A 7.5
Overall F 253.4 F 143.4
EB E 62.9 F 82.1
9 South Milpitas Drive & Signal WB F 323.6 E 66.3 Montague Expressway NB E 70.5 E 71.0
SB F 309.9 F 386.2
Overall F 222.8 F 109.5
Great Mall Parkway/East EB E 58.7 E 69.1
10 Capitol Avenue & Signal WB F 315.3 E 67.2
Montague Expressway NB F 142.7 F 113.9
SB F 110.1 F 186.1
Overall F 111.0 F 263.9
Montague Expressway & EB C 30.9 F 370.7
11 McCandless Drive/Trade Signal WB C 23.4 C 33.3
Center Boulevard NB F 409.5 F 201.6
SB E 66.2 E 64.3
overall F 214.2 F 142.3
Montague Expressway & EB D 42.9 F 211.8
12 South Main Signal WB F 270.9 D 47.6
Street/Oakland Road NB F 349.4 F 104.4
SB F 84.7 F 100.7
Based on the 2040 No Build analysis results; the following intersections exhibit on overall LOS of E or worse during the AM and/or PM peak hours.
• West Calaveras Boulevard & South Abel Street (CMP)
• East Calaveras Boulevard & Milpitas Boulevard (CMP)
• South Milpitas Boulevard & Yosemite Drive (non-CMP)
• South Milpitas Drive & Montague Expressway (CMP)
• Great Mall Parkway/East Capitol Avenue & Montague Expressway (CMP) • Montague Expressway & McCandless Drive/Trade Center Boulevard (CMP) • Montague Expressway & South Main Street/Oakland Road (CMP) Table 12 summarizes the corresponding queue lengths for every movement in the study area for 2040 Build Conditions. All queues remain consistent with 2040 No-Build conditions on whether there is sufficient space without impacting neighboring movements.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Table 12: Horizon Year (2040) Build Queuing Analysis
ID Intersection Control
West Calaveras
Boulevard & 1 South Abel Signal
Street
East Calaveras
2 Boulevard & Signal Milpitas
Boulevard
South Milpitas
3 Boulevard & Signal
Yosemite Drive
South Milpitas
Boulevard &
4 Ames Signal
Avenue/Driveway
1 Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement Storage
Length
EBL 245
EBT -
EBR -
WBL 250
WBT -
WBR -
NBL 230
NBT -
NBR 285
SBL 285
SBT -
SBR 285
EBL 460
EBT -
EBR 200
WBL 215
WBT -
WBR 270
NBL 215
NBT -
NBR 185
SBL 215
SBT -
SBR -
EBL -
EBT -
WBL -
WBT -
NBL 170
NBT -
SBL 250
SBT -
WBT -
NBT -
SBL 140
SBT -
73 95th % Queue Length (FT)
AM PM
249 266
391 1021
0 0
715 467
1160 507
70 75
72 99
204 254
153 1086
343 467
272 180
399 75
138 273
272 903
110 913
153 213
1032 568
179 89
260 236
149 188
18 58
102 145
157 231
293 99
44 90
17 61
432 345
132 76
29 0
233 244
242 488
141 191
35 94
125 125
61 47
93 180
NIVl5

ID Intersection Control
South Milpitas
5 Boulevard & Stop-Control
Driveway 2
South Milpitas
6 Boulevard & Signal
Gibraltar Drive
7 Gibraltar Drive & Stop-Control Driveway 3
Gibraltar Drive & 8 Driveway 4 Stop-Control
South Milpitas
9 Drive & Signal Montague
Expressway
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
NBL
NBT
EBL
SBT
EBL
EBR
WBT
NBL
NBT
SBL
SBT
SBR
EBL
EBT
WBL
WBT
NBL
SBL
SBT
EBL
EBT
WBL
SBL
EBL
EBT
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
74 Storage 95th % Queue Length (FT)
Length AM PM
- 5 8
- 0 0
- 10 18
- 0 0
100 23 30
- 10 75
- 0 0
130 302 94
- 182 163
75 21 7
- 883 1853
- 0 0
- 0 0
- 0 0
- 0 0
- 0 0
- 0 3
- 3 3
- 0 0
- 0 0
- 0 0
- 5 5
- 3 3
600 447 695
- 408 1298
300 152 147
- 2471 656
200 707 212
185 28 39
- 112 131
215 221 744
- 83 207
215 871 1226
NIVl5

ID Intersection Control
Great Mall
Parkway/East
10 Capitol Avenue & Signal
Montague
Expressway
Montague
Expressway &
11 McCandless Signal
Drive/Trade
Center Boulevard
Montague
Expressway &
12 South Main Signal
StreeV0akland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
75 Storage 95th % Queue Length (Ff)
Length AM PM
680 269 332
- 392 1223
385 41 325
400 121 245
- 1615 664
240 4322 666
350 266 240
- 812 298
385 63 73
365 686 1176
- 190 1399
- 0 53
190 115 200
- 313 1583
230 615 2483
250 163 448
- 1167 467
- 84 12
175 655 308
- 778 370
- 93 78
170 77 75
- 121 210
165 173 68
190 199 260
- 609 2301
230 213 222
250 227 210
- 2643 835
- 94 135
175 880 411
- 214 334
- 165 815
170 191 290
- 249 452
165 1342 245
NIVl5

76 Queuing at the following intersections, highlighted in red in Table 12 above, have exceeded the storage length provided during the AM and/or PM peak hour. The non-CMP intersections are bolded for reference
• West Calaveras Boulevard & South Abel Street: The eastbound left, westbound left, northbound right, and southbound left have exceeded the storage length provided during the AM and/or PM peak hour.
• East Calaveras Boulevard & Milpitas Boulevard: The eastbound right and northbound left have exceeded the storage length provided during the AM and/or PM peak hour. • South Milpitas Boulevard & Yosemite Drive: The southbound left has exceeded the storage length provided during the PM peak hour.
• South Milpitas Boulevard & Gibraltar Drive: The northbound left has exceeded the storage length provided during the AM peak hour.
• South Milpitas Drive & Montague Expressway: The eastbound left, westbound right, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.
• Great Mall Parkway/East Capitol Avenue & Montague Expressway: The westbound right and southbound left have exceeded the storage length provided during the AM and PM peak hour. • Montague Expressway & McCandless Drive/Trade Center Boulevard: The northbound left and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.
• Montague Expressway & South Main Street/Oakland Road: The eastbound left, northbound left, southbound left, and southbound right have exceeded the storage length provided during the AM and/or PM peak hour.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

77 Figure 33: Horizon (2040) Build Traffic Volumes 1
Cl)
-a;
.c
c(
F=:' o fii' Cl)
0 (0 (0
~~£::!,
O'l (0 l!)
s;j" ..-i 00
t. 153(198) (0 l!) ..-i
., J. '+ +- 2313 (1349)
Calaveras Blvd '462(357)
219(253)j +at,+
1162(2302) ➔
m r::- oo 35(32)"'l, (0 ..-i O'l
- l!) O'l ..-i--
s;j" ..-i (',I
O'l s;j"
('I') s;j"
<(
I
<(
LiJ
z
:J :c
0 .....
<(
~
l.egm(
4, = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
cri';::f
~~
00 (',I
s;j" ('I')
J. '+
...
0 s e .c
~
...
0 ... s e .c
~
. •
~ ...
0 m
.t I ~ .e-
~~~~ ::c:
z
~Lril£Z
~ :!, £:!
(0 (',I s;j"
t. 300(277) (0 0 O'l
s;j" ('I') ..-i
2265(1344)
-r 127 (187)
259 (560) j ... t ... 885(2022) ➔
mcoN' 529 (941) "'l, r-- r-- r--
:!,~ ~
00 (',I O'l
..-i O'l 00
l!) (',I
com
~N..-i
00 O'l l!)
('I')--
- O'l 0 O'l l!) l!) t. 439(219) 00 ('I') (',I
., J. '+ +- 45(10)
'336 (273)
Yosemite Dr
43 (90) j +at,..
6(41) ➔ 0000 4 (11) "'l, - (',I O'l
('I') s;j" ..-i
..-i--
t. 32(31)
s;j" 00
0 s;j"
s;j" ..-i
+6(7) co
O'l
• D4 ..-i~
..-i s;j"
~-('I')
t,..
0 (0 - t. 21 (34) -Nr--
..-i (0 s;j" +- 0(0)
N'co +I .J, '+ + 42 (109) l!) -
- (0
Ames Ave l!)
01 -0
+atr
..-i 0(0) j
0(0) ➔ 00~ 0 (0) "'l, - r-- ('I')
..-i l!) -
0 j - O'l l!) 00 0 m 0 ~('I')
I
(0
(',I ..-i
..-i-
*
-,.-i
.e-('I') (0
..-i (0 ~
., J. Cl)
D2 -13(12) j
+at
~
45(43) "'l, fii'm
s;j" 00
- l!)
(0 -s;j" ('I')
MATCHLINEA-A 00 (0
NIVl5

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
78 NIVl5

Figure 34: Horizon (2040) Build Traffic Volumes 2
Cl)
G)
.0
<C
Cl)
Great Mall Pkwy
Montague Expy
liS
C
iii ::E
Cl)
226(325).J
1490(3562)-+
414(270)"'\
Legend
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
"C
a::
-g
.!!ii
~
a,
0 liS
C
a,
::E
Cl)
t. 141(203)
~ 3740(1895)
+ 257 (252)
~or::-
('t) 00 Ol
::!.~::!.
00 0 ('t)
N I[) lO

I'- N N
71 (147) j
1012 (2919) -+
869 (1624) "'\
...

C
Cl)
C
'c
iii u..
79 Great Mall Pkwy
~''?'\.,v.
!l,~ ◊
,f> ,:,;,'?
IV ri,4>
✓.
4(<9
(8 0) 1)
al I
al
LLJ
z
:J
:I:
(.)
~
~
~-:.,
NIVl5

80 Figure 35: Horizon (2040) Build Traffic Volumes 3
m I
m
IJ.I
z
:J
:I:
(.)
~
~
~
Q)
~
~ a. a,
(.)
LI.I
., = Traffic Volume Direction
00(00) = AM (PM) Peak Hour Volumes
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
0 ~
I!! .c
a
MATCHLINEA-~ ~
JI{ ~
ool)3 - -
- -.-i I • 'M 00 'M
s s;- ,_ 19 (18) ;;~;;
o o .-i +- 156 (30) .J I '+
t., 3(13)
+- 0(0)
'11(24) ., l '+ , 11 (3) +
l'------ -1r;.1-------
O(O)j t ~ 7(10) j
23(147) ➔ 00~ 0(0) ➔
1 (0) "l O O ~ 47 (196) "l
('I')
m-~ (0 ('I') <:t
r- <:t I!)
-(\I­
r- -r­<:t ('I') 0
(0 00 (\I
Montague Expy
., J. '+
423(586)j
1133(2680) ➔
11(45)"'\
•
t., 482 (222)
+- 3688(1601)
'134(130)
NIVl5

81 D.9. Horizon Year (2040) Build with Mitigation Capacity Analysis Mitigation measures may be considered at these non-CMP intersections. Under 2040 Horizon Year Build conditions, the intersection of South Milpitas Boulevard and Yosemite Drive is projected to operate at an overall unacceptable LOSE during the PM peak hour. However, the volume-to-capacity (v/c) ratio remained below 1.0, indicating that the unacceptable LOS is not due to a capacity constraint, but rather to the existing signal timing parameters. To address this, the signal timing was optimized by implementing a 90-second cycle length with adjusted phase splits. As a result, the intersection's LOS improved from LOS E to LOS C during the PM peak hour.

At South Milpitas Boulevard and Gibraltar Drive, the westbound approach is projected to operate at LOS E in the AM and LOS Fin the PM peak hour during the 2040 Horizon year. However, since the intersection's overall LOS remains acceptable, no signal timing modifications are recommended at this time.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

82 E. Conclusion
A new delivery center is planned for development along Gibraltar Drive in Milpitas, California. The proposed industrial building will encompass approximately 487,564 square feet and is designed to function as a last-mile distribution center. The site is expected to generate a net total of 3,812 daily trips with 260 occurring during the AM peak hour (131 inbound, 129 outbound) and 245 occurring during the PM peak hour (122 inbound, 123 outbound).

The study area includes both CMP-designated and non-CMP intersections. The following study locations are designated CMP intersections:
• West Calaveras Boulevard & South Abel Street
• East Calaveras Boulevard & Milpitas Boulevard
• South Milpitas Drive & Montague Expressway
• Great Mall Parkway/East Capitol Avenue & Montague Expressway • Montague Expressway & McCandless Drive/Trade Center Boulevard • Montague Expressway & South Main StreeVOakland Road
These intersections were included in the study area to reflect realistic traffic conditions. However, consistent with CMP guidelines, no project-specific mitigations were applied at these locations, regardless of queuing or capacity analysis findings.

The following study locations are not part of the CMP network:
• South Milpitas Boulevard & Yosemite Drive
• South Milpitas Boulevard & Ames Avenue/Driveway 1
• South Milpitas Boulevard & Driveway 2
• South Milpitas Boulevard & Gibraltar Drive
• Gibraltar Drive & Driveway 3
• Gibraltar Drive & Driveway 4
Adverse Effect Criteria
Per the City of Milpitas Transportation Analysis Guidelines, an adverse effect on intersection operations is identified when the addition of project-related traffic causes the operating standard to fall below LOS D, comparing baseline (No Build) to Build conditions.

For intersections already operating at LOS E or F under baseline conditions, an adverse effect is defined as either of the following:
• An increase in average critical delay of 4.0 seconds or more and an increase in the critical volume-to-capacity (V/C) ratio of 0.010 or more, or
Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

83 • A decrease in average critical delay and an increase in the critical V/C ratio of 0.010 or more.

Intersections meeting either criterion are considered to experience adverse effects and should be evaluated for mitigation.

Intersection Analysis Results
A comparison of 2026 No Build to 2026 Build conditions indicates that the following CMP intersections are projected to operate at LOSE or F, with an increase in critical delay of at least 4.0 seconds and an increase in V/C ratio of 0.010 or more during the AM and/or PM peak periods:
• South Milpitas Drive & Montague Expressway
• Montague Expressway & South Main Street/ Oakland Road Under 2040 No Build vs. 2040 Build conditions, the following CMP intersections meet the same adverse effect criteria:
• East Calaveras Boulevard & Milpitas Boulevard
• South Milpitas Drive & Montague Expressway
• Montague Expressway & McCandless Drive/ Trade Center Boulevard • Montague Expressway & South Main Street/ Oakland Road Although mitigation for CMP intersections is not within the scope of this analysis, it is recommended that the City consider evaluating these locations further due to the identified operational impacts.

Non-CMP Intersections
All non-CMP intersections are projected to operate at LOS B or better under both 2026 and 2040 scenarios, with one exception. The intersection of South Milpitas Boulevard & Yosemite Drive is projected to operate at LOS E in both the 2040 No-Build and Build conditions. However, the critical delay and V/C ratio remained unchanged, and thus, no adverse effect is identified. Accordingly, no mitigation is recommended.

Summary of Findings and Recommendations
Based on the findings, the surrounding transportation network is expected to accommodate the project-generated traffic under both near-term and long-range conditions. No mitigation measures are required for non-CMP intersections, and while CMP intersections exhibit adverse effects, any potential improvements should be considered by the City in coordination with the appropriate CMP agency. A detailed capacity comparison of both the 2026 and 2040 No-Build and Build conditions is shown in Table 13 and Table 14.

Local Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVl5

Table 13: 2026 No-Build vs Build capacity Comparison
2 I East Calaveras Boulevard &
Milpitas Boulevard
3 I South Milpitas Boulevard &
Yosemite Drive
4 I South Milpitas Boulevard &
Ames Avenue/Driveway 1
5 I South Milpitas Boulevard &
Driveway 2
6 I South Milpitas Boulevard &
Gibraltar Drive
7 I Gibraltar Drive & Driveway 3
8 I Gibraltar Drive & Driveway 4
9 I South Milpitas Drive &
Montague Expressway
Great Mall Parkway/East
10 I Capitol Avenue & Montague
Expresswav
Montague Expressway &
11 I McCandless Drive/Trade
Center Boulevard
Montague Expressway &
12 I South Main Street/Oakland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas , CA
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
F
D
D
C
C
A
A
A
A
B
A
A
A
A
A
F
F
F
E
E
F
E
D
84 532.0 2.06 F 532.0 1.12 o.o -0.94

60.6 0.90 D 60.4 0.90 -0.2 0.00

59.6 0.83 D 59.3 0.83 -0.3 0.00

66.0 0.91 C 66.0 0.91 0.0 0.00

81.8 0.98 C 81.8 0.98 0.0 0.00

44.9 0.84 A 134.4 0.63 89.5 -0.21

52.9 0.80 A 52.9 0.54 0.0 -0.26

8.5 0.00 B 11.5 0.10 3.0 0.10

0.0 - B 14.8 0.14 14.8 N/A

73.8 0.87 B 136.2 0.88 62.4 0.01
235.6 0.79 A 235.6 0.76 0.0 -0.03

8.4 0.01 B 10.0 0.03 1.6 0.02

9.0 0.02 A 9.8 0.02 0.8 0.00

0.0 - A 9.5 0.05 9.5 N/A

0.0 - A 9.1 0.07 9.1 N/A
173.0 1.14 F 205.3 1.22 32.3 0.08
238.1 1.30 F 270.1 1.38 32.0 0.08
232.4 1.38 F 232.4 1.38 0.0 0.00
137.5 0.96 E 135.2 0.96 -2.3 0.00
185.3 1.26 D 185.3 1.26 o.o 0.00
240.3 1.45 F 240.1 1.45 -0.2 0.00
219.8 1.27 E 219.8 1.27 0.0 0.01
100.1 0.88 D 100.1 0.90 0.0 0.02
NIVl5

Table 14: 2040 No-Build vs Build Capacity Comparison
2 I East Calaveras Boulevard &
Milpitas Boulevard
3 I South Milpitas Boulevard &
Yosemite Drive
4 I South Milpitas Boulevard &
Ames Avenue/Driveway 1
5 I South Milpitas Boulevard &
Driveway 2
6 I South Milpitas Boulevard &
Gibraltar Drive
7 I Gibraltar Drive & Driveway 3
8 I Gibraltar Drive & Driveway 4
I South Milpitas Drive & 9 Montague Expressway
Great Mall Parkway/East
10 I Capitol Avenue & Montague
Exoresswav
Montague Expressway &
11 I McCandless Drive/Trade
Center Boulevard
Montague Expressway &
12 I South Main Street/Oakland
Road
Local Transportation Analysis for
Gibraltar Drive, Milpitas , CA
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
AM
PM
F
F
F
D
E
A
A
A
A
B
B
A
A
A
A
F
F
F
F
F
F
F
F
85 912.9 2.910 F
202.3 1.360 F 202.3 1 .360 0.0 0.000
159.2 1.260 F 171.8 1 .290 12.6 0.030

63.3 1.100 D 107.5 1 .099 44.2 0.000
232.8 1 .393 E 232.8 1.390 0.0 0.000

56.6 0.730 A 134.4 0.730 77.8 0.000

52.8 0.610 A 52.8 0.610 0.0 0.000

9.1 - B 13.2 0.122 4.1 N/A

0.0 - C 20.5 0.198 20.5 N/A
120.6 0 .910 C 120.6 0 .920 0.0 0.010
235.6 0.860 B 235.6 0 .910 0.0 0.050

8.5 0.013 B 10.6 0.035 2.1 0.022

9.3 0.025 B 10.4 0.033 1.1 0.008

0.0 - A 9.2 0.052 9.2 N/A

0.0 - A 9.3 0.070 9.3 N/A
369.4 1.610 F 406.5 1 .690 37.1 0.080
472.5 1 .840 F 507.2 1 .920 34.7 0.080
717.7 2.430 F 717.7 2.430 0.0 0.000
154.0 1.120 F 250.6 1 .290 96.6 0.170
409.5 0.970 F 409.5 1 .770 0.0 0.800
694.1 2.450 F 694.1 2 .450 0.0 0.000
446.5 1.790 F 446.5 1.787 0.0 -0.003
216.5 1.370 F 222.5 1.390 6.0 0.020
NIVl5

Limited Transportation Analysis for
Gibraltar Drive, Milpitas , CA
Appendix A
Site Plan
NIVIS

i'
I
I
! 1
I
' I '
I
I
◄ <l
,
i I
~6V'J'10lfCll!l'>'
.()D~OJC!l!)(XX)I ill 0
S"t'lldllW 1rss-ass 11
' ~ 1uoua1 j
~ 11
l
I
i ' I
I ! ! ' !
d ii ! 'i I
I i i I I I .
i
€m
Sn

Limited Transportation Analysis for
Gibraltar Drive, Milpitas , CA
Appendix B
Growth Rate Data
NIVIS

Pz040 Projected volume
P2oz4= Current Volume
e= Constant
r= Growth Rate=
t= Time=16yrs
Approach ..
1 2
3 4
5 6
7 8
9 10
11 12
P2040=P2024ert

1.14" 1.43"
16 16
1 2
l-880SB 1-880 NB
Ramp/Calaveras I Ramp/Calaveras
Blvd Blvd
330 1150
190 450
1100 440
3240 3350
Average AM and PM Peak = USE 2.5% Growth

1.83" 2.38"
16 16
3 4
Milpitas
Abel St/Calaveras I Blvd/Calaveras
Blvd Blvd
660 630
770 250
170 190
80 220
2130 2200
780 140
580 70
330 400
30 480
90 590
110 850
200 180

3.01"
16 5
Hillview
Dr/Calaveras
Blvd
140
270
580
590
2350
240
100
200
40 70
1140
90 -4.64" ~-82"
16 16
6 7
Milpitas I Milpitas
Blvd/Yosemite Dr Blvd/Ames Ave
220 80
810 960
170 30
550 120
70 20
70 so
110 120
600 560
20 20
70 so
70 30
190 30

1.91" 1.999'
16 16
8 9
Trade Zone
Main I Blvd/Montague
St/Montague Expy Expy
220 270
300 90
160 60
120 20
3710 2570
170 170
230 110
350 40
710 1210
360 940
1380 790
190 40

2.29" 3.16"
16 16
10 11
Great Mall I Milpitas
Pkwy/Montague Blvd/Montague
Expy Expy
30 420
940 430
440 340
1090 220
2130 3940
310 470
130 300
960 550
420 160
190 180
800 690
200 80
Average
AM Peak
Z.&09'

Pz040 Projected volume
P2oz4= Current Volume
e= Constant
r= Growth Rate=
t= Time=16yrs
Approach ..
1 2
3 4
5 6
7 8
9 10
11 12
P2040=P2024ert

1.0t1" 0.96"
16 16
1 2
l-880SB 1-880 NB
Ramp/Calaveras I Ramp/Calaveras
Blvd Blvd
190 2670
450 860
2840 450
1660 1740
Average AM and PM Peak = USE 2.5% Growth

3.33" 2.81"
16 16
3 4
Milpitas
Abel St/Calaveras I Blvd/Calaveras
Blvd Blvd
220 370
290 470
180 390
190 260
1320 1410
490 210
1130 230
840 520
90 700
70 790
2660 1940
520 490

2.209'
16 5
Hillview
Dr/Calaveras
Blvd
120
210
320
310
1560
270
300
330
40 100
1860
180

3.209' ~-499'
16 16
6 7
Milpitas I Milpitas
Blvd/Yosemite Dr Blvd/Ames Ave
120 20
490 1040
460 120
200 70
70 40
310 140
150 100
600 1070
20 20
310 30
70 30
190 20

1.809' O.Tl'N,
16 16
8 9
Trade Zone
Main I Blvd/Montague
St/Montague Expy Expy
300 110
910 190
250 60
180 90
1220 900
290 250
310 200
360 90
250 640
590 1470
3120 2060
340 100

2.42" 2.51"
16 16
10 11
Great Mall I Milpitas
Pkwy/Montague Blvd/Montague
Expy Expy
80 190
1550 730
760 200
470 20
1240 1590
380 190
200 310
680 360
310 40
400 so
2290 3270
210 150
Average
PM Peak
Z.3Z"
vpd

Limited Transportation Analysis for
Gibraltar Drive, Milpitas , CA
AppendixC
Traffic Counts
NIVIS

National Data & Surveying Services
Intersection Turning Movement Count
Location: N Abel St/5 Abel St & SR 237/W calaveras Blvd/calaveras Blvd/carlo St City: Milpitas Project ID: 24-080364-003
control : Signalized Date: 11/ 19/2024
Data -Total
N Abel St/5 Abel St N Abel St/5 Abel St SR 237/W calaveras Blvd/calaveras SR 237/W calaveras Blvd/calaveras Blvd carlo St Blvd carlo St
NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
I 2 I 0 I I I 0 I 2.5 0.5 0 I 3 I 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 8 20 0 14 22 56 0 22 132 4 I 24 404 8 0 715
7:15AM 2 31 36 0 25 26 101 0 25 139 7 3 19 471 16 0 901 7:30 AM 2 59 60 0 28 52 108 0 39 216 5 0 33 413 14 0 1029 7:45 AM 9 64 100 0 20 73 108 0 39 177 5 3 65 334 11 0 1008 8:00 AM 2 97 78 0 28 72 118 0 30 182 6 2 86 422 19 0 1142 8:15AM 5 82 70 0 37 108 108 0 38 222 7 2 73 410 45 0 1207 8:30 AM 12 21 50 0 40 94 103 0 32 180 6 2 87 370 28 0 1025 8:45 AM 4 29 87 0 58 82 110 0 33 204 5 3 94 310 29 0 1048

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 36 391 SOI 0 250 529 812 0 258 1452 45 16 481 3134 170 0 8075 APPROACH %'s : 3.88% 42.13% 53.99% 0.00% 15.71% 33.25% 51.04% 0.00% 14.57% 81.99% 2.54% 0.90% 12.71% 82.80% 4.49% o.o PEAK HR : 08:00 AM • 09:00 AM TOTAL
PEAK HR VOL : 23 229 285 0 163 356 439 0 133 788 24 9 340 1512 121 0 4422 PEAK HR FACTOR : 0.479 0.590 0.819 0.000 0.703 0.824 0.930 0.000 0.875 0.887 0.857 0.750 0.904 0.896 0.672 0.000 0.916 0.758 0.947 0.887 0.934 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
I 2 I 0 I I I 0 I 2.5 0.5 0 I 3 I 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 12 55 130 0 40 44 64 I SI 368 4 0 58 208 22 0 1057 4:15 PM 19 46 122 0 36 38 58 0 48 422 9 0 62 243 23 0 1126 4:30 PM 8 53 134 0 38 68 56 0 43 417 7 2 58 247 22 0 1153 4:45 PM 13 75 156 0 42 46 56 0 34 433 6 I 53 212 31 0 1158 5:00 PM 7 93 192 0 48 46 47 0 so 336 8 0 60 224 35 0 1146 5:15 PM 10 92 185 0 55 60 43 0 43 344 I 0 72 249 40 0 1194 5:30 PM 16 89 155 0 42 73 59 0 39 442 5 0 51 192 32 0 1195 5:45 PM 14 74 140 0 32 64 58 0 38 408 8 0 58 223 26 0 1143

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 99 577 1214 0 333 439 441 I 346 3170 48 3 472 1798 231 0 9172 APPROACH %'s 5.24% 30.53% 64.23% 0.00% 27.43% 36.16% 36.33% 0.08% 9.70% 88.87% 1.35% 0.08% 18.87% 71.89% 9.24% 0.00 PEAK HR 04:45 PM • 05:45 PM TOTAL
PEAK HR VOL 46 349 688 0 187 225 205 0 166 1555 20 I 236 877 138 0 4693 PEAK HR FACTOR 0.719 0.938 0.896 0.000 0.850 0.771 0.869 0.000 0.830 0.880 0.625 0.250 0.819 0.881 0.863 0.000 0.982 0.927 0.886 0.896 0.866

National Data & Surveying Services
Intersection Turning Movement Count
Location: N Milpitas Blvd/5 Milpitas Blvd & SR 237/E calaveras Blvd/calaveras Blvd City: Milpitas Project ID: 24-080364-004
control : Signalized Date: 11/19/2024
Data -Total
N Milpitas Blvd/5 Milpitas Blvd N Milpitas Blvd/5 Milpitas Blvd SR 237 /E calaveras Blvd/calaveras Blvd SR 237/E calaveras Blvd/calaveras Blvd NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 2 1 0 2 2 1 0 2 3 1 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 64 17 9 0 9 19 43 0 22 83 54 1 6 355 20 2 704
7:15AM 55 18 10 0 8 18 68 0 22 100 53 1 12 430 29 4 828 7:30 AM 44 21 12 0 15 29 70 0 30 182 76 0 12 347 28 2 868 7:45 AM 66 32 9 0 22 40 47 0 38 142 94 0 12 382 38 7 929 8:00 AM 99 51 10 1 35 54 77 0 39 149 75 0 16 360 63 7 1036 8:15AM 86 70 12 0 37 52 88 0 53 159 110 1 8 396 51 10 1133 8:30 AM 75 44 20 0 35 58 102 1 43 146 56 0 13 388 so 4 1035 8:45 AM 83 27 30 1 34 43 75 0 43 197 97 0 20 331 48 4 1033

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 572 280 112 2 195 313 570 1 290 1158 615 3 99 2989 327 40 7566 APPROACH %'s : 59.21% 28.99% 11.59% 0.21% 18.07% 29.01% 52.83% 0.09% 14.04% 56.05% 29.77% 0.15% 2.87% 86.51% 9.46% 1.16 PEAK HR : 08:00 AM • 09:00 AM TOTAL
PEAK HR VOL : 343 192 72 2 141 207 342 1 178 651 338 1 57 1475 212 25 4237 PEAK HR FACTOR : 0.866 0.686 0.600 o.soo 0.953 0.892 0.838 0.250 0.840 0.826 0.768 0.250 0.713 0.931 0.841 0.625 0.935 0.906 0.881 0.866 0.951 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 2 1 0 2 2 1 0 2 3 1 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 87 59 23 1 55 60 68 1 101 327 110 2 20 201 45 9 1169 4:15 PM 72 42 18 0 33 54 70 3 99 366 121 4 14 234 39 6 1175 4:30 PM 112 52 31 0 37 57 64 2 94 359 126 1 25 198 39 4 1201 4:45 PM 85 65 28 0 34 56 66 0 77 387 139 0 22 193 47 5 1204 5:00 PM 90 66 38 0 53 61 73 1 96 332 160 2 28 221 42 2 1265 5:15 PM 87 61 30 0 35 69 56 2 80 334 139 0 24 236 38 2 1193 5:30 PM 73 72 18 1 44 98 53 0 96 382 150 3 36 214 60 1 1301 5:45 PM 51 54 22 0 56 76 56 1 98 314 164 2 23 234 47 2 1200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 657 471 208 2 347 531 506 10 741 2801 1109 14 192 1731 357 31 9708 APPROACH %'s 49.10% 35.20% 15.55% 0.15% 24.89% 38.09% 36.30% 0.72% 15.88% 60.04% 23.77% 0.30% 8.31% 74.90% 15.45% 1.34 PEAK HR 04:45 PM • 05:45 PM TOTAL
PEAK HR VOL 335 264 114 1 166 284 248 3 349 1435 588 s 110 864 187 10 4963 PEAK HR FACTOR 0.931 0.917 0.750 0.250 0.783 0.724 0.849 0.375 0.909 0.927 0.919 0.417 0.764 0.915 0.779 o.soo 0.954 0.920 0.899 0.942 0.941

National Data & Surveying Services
Intersection Turning Movement Count
Locatio n: S Milpitas Blvd & Yosemite Dr
City: Milpitas Project ID: 24-080364-006
control : Signalized Date: 11/ 19/2024
Data - Total
S Milpitas Blvd S Milpitas Blvd Yosemite Dr Yosemite Dr NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
1 2 0 0 1 2 0 0 0 2 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 49 14 0 22 40 5 0 1 1 0 0 36 4 33 0 207
7:15AM 0 39 8 0 16 44 10 0 2 0 0 0 37 5 27 0 188
7:30 AM 1 42 16 0 33 63 7 0 1 1 0 0 48 6 37 0 255
7:45 AM 3 58 26 0 34 56 8 0 1 0 2 0 61 3 57 0 309
8:00 AM 0 72 28 0 49 47 6 0 4 2 0 0 61 9 97 0 375
8:15AM 3 71 23 0 59 62 13 0 1 0 0 0 58 8 n 0 375
8:30 AM 3 63 23 0 26 67 11 0 2 2 1 0 47 10 65 0 320
8:45 AM 1 84 23 0 36 64 13 0 2 2 2 0 39 6 63 0 335

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 13 478 161 0 275 443 73 0 14 8 5 0 387 51 456 0 2364 APPROACH %'s : 1.99% 73.31% 24.69% 0.00% 34.n% 56.01% 9.23% 0.00% 51.85% 29.63% 18.52% 0.00% 43.29% 5.70% 51.01% o.o PEAK HR : 08:00 AM • 09:00 AM TOTAL
PEAK HR VOL : 7 290 97 0 170 240 43 0 9 3 0 205 33 302 0 1405 PEAK HR FACTOR : 0.583 0.863 0.866 0.000 0.720 0.896 0.827 0.000 0.563 0.750 0.375 0.000 0.840 0.825 0.778 0.000 0.937 0.912 0.845 0.750 0.808 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
1 2 0 0 1 2 0 0 0 2 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 68 22 0 81 108 4 0 13 3 3 0 37 1 35 0 375
4:15 PM 0 47 27 0 76 109 1 0 6 1 1 0 36 0 39 0 343
4:30 PM 1 90 29 0 75 105 5 0 18 11 7 0 32 0 34 0 407
4:45 PM 1 86 29 0 77 109 2 0 10 11 2 0 37 3 44 0 411
5:00 PM 0 55 29 0 85 156 2 0 12 10 3 0 40 5 44 0 441
5:15 PM 0 95 44 0 82 139 1 0 10 7 2 0 40 0 36 0 456
5:30 PM 0 65 29 0 84 163 1 0 9 5 2 0 51 1 33 0 443
5:45 PM 0 60 31 0 98 158 1 0 9 6 1 0 52 1 35 1 453

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 2 566 240 0 658 1047 17 0 87 54 21 0 325 11 300 1 3329 APPROACH %'s 0.25% 70.05% 29.70% 0.00% 38.21% 60.80% 0.99% 0.00% 53.70% 33.33% 12.96% 0.00% 51.02% 1.73% 47.10% 0.16 PEAK HR 05:00 PM • 06:00 PM TOTAL
PEAK HR VOL 0 275 133 0 349 616 5 0 40 28 8 0 183 7 148 1 1793 PEAK HR FACTOR 0.000 0.724 0.756 0.000 0.890 0.945 0.625 0.000 0.833 0.700 0.667 0.000 0.880 0.350 0.841 0.250 0.983 0.734 0.944 0.760 0.952

National Data & Surveying Services
Intersection Turning Movement Count
Location: S Milpitas Blvd & Gibraltar Dr/AfJC Prinbng Dwy City: Milpitas Project ID: 24-080364-010
control : Signalized Date: 11/19/2024
Data - Total
S Milpitas Blvd S Milpitas Blvd Gibraltar Dr/ABC Prinbng Dwy Gibraltar Dr/ABC Prinbng Dwy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
1 2 0 0 1 2 0 0 1 0 1 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 35 76 4 8 2 67 0 0 1 0 6 0 2 0 3 0 204
7:15AM 27 67 3 9 1 76 7 0 0 0 4 0 8 0 2 0 204
7:30 AM 39 69 0 15 0 109 2 0 0 0 4 0 0 0 4 0 242
7:45 AM 49 112 0 2 0 126 1 0 2 0 3 0 0 0 0 0 295
8:00 AM 28 125 0 3 0 104 0 0 1 0 2 0 0 0 0 0 263
8:15AM 32 117 10 0 3 110 1 0 1 0 2 0 8 0 1 0 285
8:30 AM 35 107 1 0 1 100 2 0 1 0 7 0 0 0 1 0 255
8:45 AM 29 131 0 1 0 90 2 0 1 0 4 0 0 0 0 0 258

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 274 804 18 38 7 782 15 0 7 0 32 0 18 0 11 0 2006 APPROACH %'s : 24.16% 70.90% 1.59% 3.35% 0.87% 97.26% 1.87% 0.00% 17.95% 0.00% 82.05% 0.00% 62.07% 0.00% 37.93% o.o PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 144 461 11 5 4 440 4 0 5 14 0 8 2 0 1098
PEAK HR FACTOR : 0.735 0.922 0.275 0.417 0.333 0.873 0.500 0.000 0.625 0.000 0.500 0.000 0.250 0.000 0.500 0.000 0.931 0.952 0.882 0.594 0.278 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
1 2 0 0 1 2 0 0 1 0 1 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 87 3 1 3 159 1 0 1 0 21 0 0 0 1 0 280
4:15 PM 3 77 10 0 10 159 0 0 0 0 17 0 2 0 0 0 278
4:30 PM 5 96 1 0 0 170 1 0 8 0 60 0 1 0 2 0 344
4:45 PM 10 113 1 0 1 175 0 0 5 0 31 0 1 0 1 0 338
5:00 PM 8 87 2 0 0 215 1 0 3 0 34 0 0 0 1 0 351
5:15 PM 4 123 3 0 0 210 0 0 1 0 32 0 0 0 2 0 375
5:30 PM 4 85 8 1 1 230 0 0 2 0 34 0 10 0 5 0 380
5:45 PM 3 85 3 1 0 218 0 0 1 0 15 0 6 0 1 0 333

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 40 753 31 3 15 1536 3 0 21 0 244 0 20 0 13 0 2679 APPROACH %'s 4.84% 91.05% 3.75% 0.36% 0.97% 98.84% 0.19% 0.00% 7.92% 0.00% 92.08% 0.00% 60.61% 0.00% 39.39% 0.00 PEAK HR 04:45 PM • 05:45 PM TOTAL
PEAK HR VOL 26 408 14 1 2 830 0 11 131 0 11 0 9 0 1444
PEAK HR FACTOR 0.650 0.829 0.438 0.250 0.500 0.902 0.250 0.000 0.550 0.000 0.963 0.000 0.275 0.000 0.450 0.000 0.950 0.863 0.902 0.959 0.333

National Data & Surveying Services
Intersection Turning Movement Count
Location: S Milpitas Blvd & CR G4/Montague Expy
City: Milpitas Project ID: 24-080364-013
control : Signalized Date: 11/ 19/2024
Data -Total
S Milpitas Blvd S Milpitas Blvd CR G4/Montague Expy CR G4/Montague Expy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 2 0 0 2 I I 0 2 3.5 0.5 0 2 4 I 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 6 12 0 16 9 61 0 34 96 0 4 s 460 65 3 n3
7:15AM I 14 21 0 25 6 62 0 43 96 2 3 7 538 48 3 869
7:30 AM 4 8 18 0 23 10 95 0 38 130 0 0 9 717 66 3 1121
7:45 AM 2 19 34 0 25 19 103 0 57 182 3 9 21 684 81 2 1241 8:00 AM 2 19 27 0 34 12 93 0 67 229 2 5 18 599 65 6 1178 8:15AM 3 22 42 0 26 IS 116 0 so 171 I 3 13 590 70 3 1125 8:30 AM 3 8 27 0 28 10 102 0 64 181 2 9 22 611 82 5 1154 8:45 AM 5 24 21 0 34 12 61 0 71 178 I 14 IS 489 90 12 1027

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 22 120 202 0 211 93 693 0 424 1263 11 47 110 4688 567 37 8488 APPROACH %'s : 6.40% 34.88% 58.72% 0.00% 21.16% 9.33% 69.51% 0.00% 24.30% 72.38% 0.63% 2.69% 2.04% 86.78% 10.50% 0.68 PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 10 68 130 0 113 56 414 0 238 763 8 26 74 2484 298 16 4698 PEAK HR FACTOR : 0.833 o.n3 o.n4 0.000 0.831 0.737 0.892 0.000 0.888 0.833 0.667 0.722 0.841 0.908 0.909 0.667 0.946 o.n6 0.928 0.854 0.911 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 2 0 0 2 I I 0 2 3.5 0.5 0 2 4 I 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM I 12 26 0 58 17 104 0 58 407 3 11 25 245 27 2 996 4:15 PM I 13 24 0 71 24 95 0 65 394 5 IS 20 284 25 2 1038 4:30 PM 2 22 31 0 98 23 137 0 78 443 2 21 22 288 33 2 1202 4:45 PM 7 22 36 0 67 27 105 0 60 458 6 11 22 307 33 0 1161 5:00 PM I 20 32 0 114 31 118 0 65 454 6 22 13 270 29 2 11n 5:15 PM 5 23 40 0 85 54 112 0 84 464 12 32 IS 240 40 2 1208 5:30 PM 10 19 35 0 67 24 141 0 n 462 7 30 24 274 23 4 1197 5:45 PM 2 16 29 0 n 55 126 0 so 426 5 14 26 294 33 2 1155

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 29 147 253 0 637 255 938 0 537 3508 46 156 167 2202 243 16 9134 APPROACH %'s 6.76% 34.27% 58.97% 0.00% 34.81% 13.93% 51.26% 0.00% 12.64% 82.60% 1.08% 3.67% 6.35% 83.79% 9.25% 0.61 PEAK HR 04:30 PM • 05:30 PM TOTAL
PEAK HR VOL IS 87 139 0 364 135 472 0 287 1819 26 86 72 1105 135 6 4748 PEAK HR FACTOR 0.536 0.946 0.869 0.000 0.798 0.625 0.861 0.000 0.854 0.980 0.542 0.672 0.818 0.900 0.844 0.750 0.983 0.886 0.923 0.937 0.910

National Data & Surveying Services
Intersection Turning Movement Count
Location: E capitol Ave/Great Mall Pkwy & CR G4/Montague Expy City: Milpitas Project ID: 24-080364-014
control: Signalized Date: 11/ 19/2024
Data -Total
E capitol Ave/Great. Mall Pkwy E capitol Ave/Great Mall Pkwy CR G4/Montague Expy CR G4/Montague Expy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 3 1 0 2 3 1 0 2 4 1 0 2 4 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 51 58 11 1 33 19 6 0 5 109 8 5 2 394 91 3 796
7:15AM 48 74 13 0 49 27 4 0 17 110 21 14 2 473 176 2 1030 7:30 AM 35 133 13 0 71 24 10 1 21 114 12 8 3 529 255 6 1235 7:45 AM 44 150 14 0 99 38 5 0 31 169 12 9 4 446 270 4 1295 8:00 AM 44 178 10 0 107 72 9 0 28 191 11 5 2 448 270 2 13n 8:15AM 38 155 20 0 102 50 9 1 27 165 21 10 6 451 275 13 1343 8:30 AM 19 184 17 0 93 47 6 0 26 147 12 14 14 428 267 4 1278 8:45 AM 33 152 22 1 98 58 7 0 26 142 16 11 16 281 224 5 1092

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 312 1084 120 2 652 335 56 2 181 1147 113 76 49 3450 1828 39 9446 APPROACH %'s : 20.55% 71.41% 7.91% 0.13% 62.39% 32.06% 5.36% 0.19% 11.93% 75.61% 7.45% 5.01% 0.91% 64.29% 34.07% 0.73 PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 145 667 61 0 401 207 29 1 112 672 56 38 26 1773 1082 23 5293 PEAK HR FACTOR : 0.824 0.906 0.763 0.000 0.937 0.719 0.806 0.250 0.903 0.880 0.667 0.679 0.464 0.983 0.984 0.442 0.961 0.941 0.848 0.934 0.974 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 3 1 0 2 3 1 0 2 4 1 0 2 4 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 32 84 15 1 146 220 15 0 34 330 57 9 17 218 75 3 1256 4:15 PM 26 66 21 0 150 290 9 0 35 316 69 11 28 206 87 4 1318 4:30 PM 32 66 19 1 141 260 22 0 33 390 72 10 32 259 104 4 1445 4:45 PM 29 85 22 0 143 291 19 0 41 421 66 8 14 223 104 3 1469 5:00 PM 26 77 17 1 151 298 17 0 36 362 45 16 36 227 88 5 1402 5:15 PM 45 62 21 1 143 266 14 0 47 443 69 9 20 253 88 6 1487 5:30 PM 29 81 13 1 138 296 10 0 32 399 73 12 31 243 90 6 1454 5:45 PM 30 67 22 0 151 314 14 1 28 406 50 18 19 249 105 6 1480

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 249 588 150 5 1163 2235 120 1 286 3067 501 93 197 1878 741 37 11311 APPROACH %'s 25.10% 59.27% 15.12% 0.50% 33.05% 63.51% 3.41% 0.03% 7.25% 77.70% 12.69% 2.36% 6.91% 65.83% 25.97% 1.30 PEAK HR 05:00 PM • 06:00 PM TOTAL
PEAK HR VOL 130 287 73 3 583 1174 55 1 143 1610 237 55 106 972 371 23 5823 PEAK HR FACTOR 0.722 0.886 0.830 0.750 0.965 0.935 0.809 0.250 0.761 0.909 0.812 0.764 0.736 0.960 0.883 0.958 0.979 0.955 0.944 0.900 0.971

National Data & Surveying Services
Intersection Turning Movement Count
Location: MtCandless Dr/Trade Zone Blvd & CR G4/Montague Expy City: Milpitas Project ID: 24-080364-015
control : Signalized Date: 11/19/2024
Data -Total
MtCandless Dr/Trade Zone Blvd MtCandless Dr/Trade Zone Blvd CR G4/Montague Expy CR G4/Montague Expy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND

2.5 0 .5 1 0 1.5 0.5 1 0 1 3 1 0 1 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 160 2 15 0 3 3 28 0 8 110 109 0 13 478 4 2 935
7:15AM 128 4 15 0 3 7 37 0 6 141 120 1 11 484 9 0 966
7:30 AM 205 5 17 0 5 8 42 0 4 122 150 0 21 487 10 4 1080 7:45 AM 218 9 37 0 6 13 52 0 11 158 170 0 17 452 6 3 1152 8:00 AM 199 12 26 0 8 21 65 0 10 200 170 0 14 446 12 5 1188 8:15AM 185 14 21 0 11 19 83 0 13 177 112 1 14 416 33 2 1101 8:30 AM 243 30 20 0 22 15 83 0 13 134 133 0 17 379 56 3 1148 8:45 AM 215 6 19 0 17 27 109 0 6 117 149 1 18 367 12 6 1069

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 1553 82 170 0 75 113 499 0 71 1159 1113 3 125 3509 142 25 8639 APPROACH %'s : 86.04% 4.54% 9.42% 0.00% 10.92% 16.45% 72.63% 0.00% 3.03% 49.40% 47.44% 0.13% 3.29% 92.32% 3.74% 0.66 PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 845 65 104 0 47 68 283 0 47 669 585 1 62 1693 107 13 4589 PEAK HR FACTOR : 0.869 0.542 0.703 0.000 0.534 0.810 0.852 0.000 0.904 0.836 0.860 0.250 0.912 0.936 0.478 0.650 0.966 0.865 0.829 0.857 0.981 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND

2.5 0 .5 1 0 1.5 0.5 1 0 1 3 1 0 1 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM lOS 10 41 0 8 31 41 0 25 414 293 5 45 246 5 12 1281 4:15 PM 121 16 45 0 6 27 28 0 25 432 296 2 37 208 6 5 1254 4:30 PM 163 18 40 0 9 27 25 0 28 401 286 3 39 255 13 13 1320 4:45 PM 113 23 49 0 5 30 28 0 36 495 309 0 45 192 7 4 1336 5:00 PM 138 18 49 0 12 28 43 0 22 539 248 1 40 227 8 5 1378 5:15 PM 150 13 59 0 13 33 33 0 15 478 259 0 53 238 15 3 1362 5:30 PM 145 10 40 0 11 39 33 0 24 455 278 1 53 214 7 5 1315 5:45 PM 130 13 47 0 10 28 33 0 33 482 309 3 53 233 13 3 1390

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 1065 121 370 0 74 243 264 0 208 3696 2278 15 365 1813 74 50 10636 APPROACH %'s 68.44% 7.78% 23.78% 0.00% 12.74% 41.82% 45.44% 0.00% 3.36% 59.64% 36.76% 0.24% 15.86% 78.76% 3.21% 2.17 PEAK HR 05:00 PM • 06:00 PM TOTAL
PEAK HR VOL 563 54 195 0 46 128 142 0 94 1954 1094 5 199 912 43 16 5445 PEAK HR FACTOR 0.938 0.750 0.826 0.000 0.885 0.821 0.826 0.000 0.712 0.906 0.885 0.417 0.939 0.958 0.717 0.800 0.979 0.914 0.952 0.951 0.947

National Data & Surveying Services
Intersection Turning Movement Count
Location: S Main St/Oakland Rd & CR G4/Montague Expy
City: Milpitas Project ID: 24-080364-016
control : Signalized Date: 11/19/2024
Data -Total
s Main St/Oakland Rd s Main St/Oakland Rd CR G4/Montlgue Expy CR G4/Montague Expy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 2 I 0 2 2 I 0 2 3 I 0 2 3 I 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 68 33 25 0 26 19 62 2 13 172 47 10 29 593 12 2 1113 7:15AM 78 12 17 0 15 18 62 0 18 233 62 11 32 607 17 3 1185 7:30 AM 100 33 25 0 25 25 90 I IS 229 52 12 36 647 11 2 1303 7:45 AM 130 38 49 0 39 44 112 I 25 246 67 13 45 627 14 2 1452 8:00 AM 129 45 49 0 40 37 103 2 28 295 72 9 31 682 21 I 1544 8:15AM 109 55 41 0 26 56 125 2 26 230 62 12 33 636 24 4 1441 8:30 AM 122 30 29 0 34 59 106 I 29 228 78 10 42 571 36 7 1382 8:45 AM 123 40 29 0 42 66 141 3 23 180 IOI 7 56 613 19 3 1446

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 859 286 264 0 247 324 801 12 177 1813 541 84 304 4976 154 24 10866 APPROACH %'s : 60.97% 20.30% 18.74% 0.00% 17.85% 23.41% 57.88% 0.87% 6.77% 69.33% 20.69% 3.21% 5.57% 91.17% 2.82% 0.44 PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 490 168 168 0 139 196 446 6 108 999 279 44 151 2516 95 14 5819 PEAK HR FACTOR : 0.942 0.764 0.857 0.000 0.869 0.831 0.892 0.750 0.931 0.847 0.894 0.846 0.839 0.922 0.660 0.500 0.942 0.926 0.941 0.885 0.944 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
2 2 I 0 2 2 I 0 2 3 I 0 2 3 I 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 78 46 64 0 62 44 64 2 40 598 49 7 25 298 21 0 1398 4:15 PM 67 63 53 0 40 77 60 2 53 629 70 11 45 332 39 0 1541 4:30 PM 81 56 73 0 53 76 45 I 56 602 43 14 43 296 45 2 1486 4:45 PM 80 53 61 0 62 87 67 I 42 644 54 10 32 304 27 0 1524 5:00 PM 82 52 91 0 64 63 49 I 43 601 36 8 39 375 30 2 1536 5:15 PM 70 67 71 0 45 90 48 4 54 627 54 8 45 305 38 I 1527 5:30 PM 66 72 83 0 63 94 52 2 49 580 38 6 37 282 32 0 1456 5:45 PM 72 65 81 0 66 95 51 0 43 588 54 8 36 311 37 2 1509

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 596 474 577 0 455 626 436 13 380 4869 398 72 302 2503 269 7 11977 APPROACH %'s 36.19% 28.78% 35.03% 0.00% 29.74% 40.92% 28.50% 0.85% 6.64% 85.14% 6.96% 1.26% 9.80% 81.24% 8.73% 0.23 PEAK HR 04:15 PM· 05:15 PM TOTAL
PEAK HR VOL 310 224 278 0 219 303 221 5 194 2476 203 43 159 1307 141 4 6087 PEAK HR FACTOR 0.945 0.889 0.764 0.000 0.855 0.871 0.825 0.625 0.866 0.961 0.725 0.768 0.883 0.871 0.783 0.500 0.988 0.902 0.862 0.955 0.903

National Data & Surveying Services
Intersection Turning Movement Count
Location: S Milpitas Blvd & Ames Ave/East Project center Dwy City: Milpitas Project ID: 24-080364-008
control: Signalized Date: 11/ 19/2024
Data - Total
S Milpitas Blvd S Milpitas Blvd Ames Ave/filst Project center Dwy Ames Ave/filst Project center Dwy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 73 12 0 10 57 0 0 0 0 0 0 12 0 6 0 170
7:15AM 0 49 17 0 9 76 0 0 0 0 0 0 10 0 9 0 170
7:30 AM 0 55 19 0 7 104 0 0 0 0 0 0 11 0 4 0 200
7:45 AM 0 97 16 0 4 112 0 0 0 0 0 0 10 0 4 0 243
8:00 AM 0 105 11 0 7 100 0 0 0 0 0 0 4 0 5 0 232
8:15AM 0 106 18 0 11 104 0 0 0 0 0 0 10 0 3 0 252
8:30 AM 0 91 15 0 9 97 0 0 0 0 0 0 5 0 2 0 219
8:45 AM 0 115 18 0 18 87 0 0 0 0 0 0 7 0 10 0 255

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 0 691 126 0 75 737 0 0 0 0 0 0 69 0 43 0 1741 APPROACH %'s : 0.00% 84.58% 15.42% 0.00% 9.24% 90.76% 0.00% 0.00% 61.61% 0.00% 38.39% o.o PEAK HR : 08:00 AM • 09:00 AM TOTAL
PEAK HR VOL : 0 417 62 0 45 388 0 0 0 0 0 0 26 20 0 958 PEAK HR FACTOR : 0.000 0.907 0.861 0.000 0.625 0.933 0.000 0.000 0.000 0.000 0.000 0.000 0.650 0.000 0.500 0.000 0.939 0.900 0.941 0.676 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 75 15 0 10 133 0 0 0 0 0 0 28 0 10 0 271
4:15 PM 0 62 9 0 11 139 0 0 0 0 0 0 30 0 8 0 259
4:30 PM 0 103 11 0 6 152 0 0 0 0 0 0 20 0 11 0 303
4:45 PM 0 111 4 0 7 154 0 0 0 0 0 0 25 0 3 0 304
5:00 PM 0 92 3 0 9 183 0 0 0 0 0 0 29 0 8 0 324
5:15 PM 0 107 11 0 5 192 0 0 0 0 0 0 17 0 9 0 341
5:30 PM 0 88 4 0 6 215 0 0 0 0 0 0 21 0 3 0 337
5:45 PM 0 89 5 0 3 208 0 0 0 0 0 0 6 0 3 0 314

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 0 727 62 0 57 1376 0 0 0 0 0 0 176 0 55 0 2453 APPROACH %'s 0.00% 92.14% 7.86% 0.00% 3.98% 96.02% 0.00% 0.00% 76.19% 0.00% 23.81% 0.00 PEAK HR 05:00 PM • 06:00 PM TOTAL
PEAK HR VOL 0 376 23 0 23 798 0 0 0 0 0 0 73 23 0 1316
PEAK HR FACTOR 0.000 0.879 0.523 0.000 0.639 0.928 0.000 0.000 0.000 0.000 0.000 0.000 0.629 0.000 0.639 0.000 0.965 0.845 0.929 0.649

National Data & Surveying Services
Intersection Turning Movement Count
Location: S Milpitas Blvd & Ames Ave/Eco Office Dwy/East Project S Dwy City: Milpitas Project ID: 24-080364-009
control : No Control Date: 11/ 19/2024
Data -Total
S Milpitas Blvd S Milpitas Blvd Ames Ave/Eco Office Dwy/East Project S Ames Ave/Eco Office Dwy/East Project S NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
0 2 0 0 0 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 79 1 0 0 68 0 0 0 0 0 0 0 0 0 0 148
7:15AM 0 66 3 0 0 87 0 0 0 0 0 0 0 0 0 0 156
7:30 AM 0 72 0 0 0 111 0 0 0 0 1 0 0 0 2 0 186
7:45 AM 0 113 2 0 0 125 0 0 0 0 0 0 0 0 0 0 240
8:00 AM 1 119 3 0 0 104 0 0 0 0 0 0 0 0 0 0 227
8:15AM 0 121 1 0 0 115 0 0 0 0 0 0 0 0 1 0 238
8:30 AM 0 107 1 0 1 101 0 0 0 0 0 0 0 0 0 0 210
8:45 AM 0 131 2 0 0 91 0 0 0 0 0 0 0 0 0 0 224

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 1 808 13 0 1 802 0 0 0 0 1 0 0 0 3 0 1629 APPROACH %'s : 0.12% 98.30% 1.58% 0.00% 0.12% 99.88% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% o.o PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 1 460 7 0 1 445 0 0 0 0 0 0 0 1 0 915
PEAK HR FACTOR : 0.250 0.950 0.583 0.000 0.250 0.890 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.953 0.951 0.892 0.250 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
0 2 0 0 0 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 90 1 0 0 159 0 1 0 0 0 0 3 0 2 0 256
4:15 PM 0 70 0 0 0 169 0 0 0 0 0 0 0 0 0 0 239
4:30 PM 0 113 0 0 0 172 0 0 0 0 0 0 0 0 0 0 285
4:45 PM 0 116 0 0 0 175 0 0 0 0 0 0 0 0 0 0 291
5:00 PM 0 93 0 0 0 217 0 0 0 0 0 0 0 0 0 0 310
5:15 PM 0 124 0 0 0 209 0 0 0 0 0 0 0 0 0 0 333
5:30 PM 0 89 1 0 0 235 0 0 0 0 0 0 0 0 0 0 325
5:45 PM 0 91 0 0 0 215 0 0 0 0 0 0 0 0 0 0 306

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 0 786 2 0 0 1551 0 1 0 0 0 0 3 0 2 0 2345
APPROACH %'s 0.00% 99.75% 0.25% 0.00% 0.00% 99.94% 0.00% 0.06% 60.00% 0.00% 40.00% 0.00 PEAK HR 05:00 PM • 06:00 PM TOTAL
PEAK HR VOL 0 397 1 0 0 876 0 0 0 0 0 0 0 0 0 0 1274
PEAK HR FACTOR 0.000 0.800 0.250 0.000 0.000 0.932 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.956 0.802 0.932

National Data & Surveying Services
Intersection Turning Movement Count
Location: Milpitas Town center Dwy/1000 Gibraltar Dr Dwy/SOuth Project Dwy & Gibraltar Dr City: Milpitas Project ID: 24-080364-011
control : 1-Way Stop(NB) Date: 11/19/2024
Data - Total
ibraltar Gibraltar Dr Gibraltar Dr

EASTBOUND WESTBOUND
0 0 0 0 1 0 0 0 1 0 0

NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 4 0 0 0 0 0 0 4 1 0 11 16 0 0 36
7:15AM 0 0 0 0 0 0 0 0 5 2 0 1 13 0 0 21
7:30 AM 0 1 0 0 0 0 0 0 4 0 0 3 16 0 0 24
7:45 AM 0 1 0 0 0 0 0 0 2 0 0 5 30 0 0 38
8:00 AM 0 0 0 0 0 0 0 0 2 0 0 3 20 0 0 25
8:15AM 0 1 0 0 0 0 0 0 1 1 0 2 24 0 0 29
8:30 AM 0 0 0 0 0 0 0 0 6 0 0 1 27 0 0 34
8:45 AM 0 1 0 0 0 0 0 0 4 0 0 1 24 0 0 30

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 0 0 8 0 0 0 0 0 0 28 4 0 27 170 0 0 237
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 0.00% 87.50% 12.50% 0.00% 13.71% 86.29% 0.00% o.o PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 0 0 2 0 0 0 0 0 0 11 1 0 11 101 0 0 126
PEAK HR FACTOR : 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.458 0.250 0.000 0.550 0.842 0.000 0.000 0.829 0.500 0.500 0.800

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 4 0 0 0 0 0 0 16 0 0 0 5 0 0 25
4:15 PM 0 0 2 0 0 0 0 0 0 12 0 0 1 2 0 0 17
4:30 PM 0 0 4 0 0 0 0 0 0 40 0 0 0 5 0 0 49
4:45 PM 0 0 2 0 0 0 0 0 0 25 0 0 2 8 0 0 37
5:00 PM 0 0 6 0 0 0 0 0 0 22 0 0 1 7 0 0 36
5:15 PM 0 0 1 0 0 0 0 0 0 28 0 0 1 2 0 0 32
5:30 PM 0 0 2 0 0 0 0 0 0 29 0 0 0 4 0 0 35
5:45 PM 0 0 2 0 0 0 0 0 0 15 0 0 0 3 0 0 20

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 0 0 23 0 0 0 0 0 0 187 0 0 5 36 0 0 251
APPROACH %'s 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 12.20% 87.80% 0.00% 0.00 PEAK HR 04:30 PM • 05:30 PM TOTAL
PEAK HR VOL 0 0 13 0 0 0 0 0 0 115 0 0 4 22 0 0 154
PEAK HR FACTOR 0.000 0.000 0.542 0.000 0.000 0.000 0.000 0.000 0.000 0.719 0.000 0.000 0.500 0.688 0.000 0.000 0.786 0.542 0.719 0.650

National Data & Surveying Services
Intersection Turning Movement Count
Location: Gibraltar Dr & 909 Bldg 4 Dwy/West Project North Dwy City: Milpitas Project ID: 24-080364-012
control : No Control Date: 11/21/2024
Data - Total
Gibraltar Or Gibraltar Dr 909 Bldg 4 Dwy/We& Project North Dwy 909 Bldg 4 Dwy/We& Project North Dwy NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 10 0 0 0 5 0 0 0 0 0 0 0 0 0 0 15
7:15AM 0 6 0 0 0 7 0 0 0 0 0 0 0 0 0 0 13
7:30 AM 0 12 0 0 0 5 0 0 0 0 0 0 0 0 0 0 17
7:45 AM 0 22 0 0 0 10 0 0 0 0 0 0 0 0 0 0 32
8:00 AM 0 13 0 0 0 7 0 0 0 0 0 0 0 0 0 0 20
8:15AM 0 17 0 0 0 7 0 0 0 0 0 0 0 0 0 0 24
8:30 AM 0 18 0 0 0 8 0 0 0 0 0 0 0 0 0 0 26
8:45 AM 0 16 0 0 0 9 0 0 0 0 0 0 0 0 0 0 25

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES : 0 114 0 0 0 58 0 0 0 0 0 0 0 0 0 0 172
APPROACH %'s : 0.00% lO(l.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 07:45 AM • 08:45 AM TOTAL
PEAK HR VOL : 0 70 0 0 0 32 0 0 0 0 0 0 0 0 0 0 102
PEAK HR FACTOR : 0.000 0.795 0.000 0.000 0.000 0.800 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.797 0.795 0.800 NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 5 0 0 0 12 0 0 0 0 0 0 0 0 0 0 17
4:15 PM 0 5 0 0 0 7 0 0 0 0 0 0 0 0 0 0 12
4:30 PM 0 14 0 0 0 38 0 0 0 0 0 0 0 0 0 0 52
4:45 PM 0 8 0 0 0 14 0 0 0 0 0 0 0 0 0 0 22
5:00 PM 0 10 0 0 0 14 0 0 0 0 0 0 0 0 0 0 24
5:15 PM 0 7 0 0 0 20 0 0 0 0 0 0 0 0 0 0 27
5:30 PM 0 13 0 0 0 23 0 0 0 0 0 0 0 0 0 0 36
5:45 PM 0 5 0 0 0 3 0 0 0 0 0 0 0 0 0 0 8

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOWMES 0 67 0 0 0 131 0 0 0 0 0 0 0 0 0 0 198
APPROACH %'s 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR 04:30 PM • 05:30 PM TOTAL
PEAK HR VOL 0 39 0 0 0 86 0 0 0 0 0 0 0 0 0 0 125
PEAK HR FACTOR 0.000 0.696 0.000 0.000 0.000 O.S66 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.601 0.696 0.566

Limited Transportation Analysis for
Gibraltar Drive, Milpitas , CA
Appendix D
Synchro Reports
NIVIS

Limited Transportation Analysis for
Gibraltar Drive, Milpitas, CA
D1 - Existing Conditions 2024
NIVIS

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd Existin9AM
.,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 148 761 24 311 1536 103 28 264 298 125 347 437 Future Volume (veh/h) 148 761 24 311 1536 103 28 264 298 125 347 437 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 161 827 0 338 1670 0 30 287 324 136 377 475 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 192 1706 364 2177 47 775 346 162 1005 448
Arrive On Green 0.11 0.33 0.00 0.20 0.43 0.00 0.03 0.22 0.22 0.09 0.28 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 161 827 0 338 1670 0 30 287 324 136 377 475 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.6 15.4 0.0 22.4 33.5 0.0 2.0 8.2 24.1 9.0 10.2 33.9 Cycle Q Clear(g_c), s 10.6 15.4 0.0 22.4 33.5 0.0 2.0 8.2 24.1 9.0 10.2 33.9 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 192 1706 364 2177 47 775 346 162 1005 448 V/C Ratio(X) 0.84 0.48 0.93 0.77 0.64 0.37 0.94 0.84 0.38 1.06 Avail Cap(c_a), veh/h 465 1706 383 2177 197 779 347 168 1005 448 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.5 31 .7 0.0 46.9 29.3 0.0 57.9 39.9 46.1 53.7 34.5 43.0 Iner Delay (d2), s/veh 9.2 1 .0 0 .0 28.0 2 .7 0 .0 13.6 0 .3 32.4 29.2 0 .2 59.3 Initial Q Delay(d3), s/veh 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 %ile BackOfQ( 50%), veh/I n 5.2 6.4 0.0 12.5 13.6 0 .0 1 .1 3 .6 12.5 5 .3 4.4 20.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.7 32.7 0.0 74.9 32.0 0.0 71.4 40.2 78.5 82.9 34.8 102.4 LnGrp LOS E C E C E D E F C F
Approach Vol, veh/h 988 2008 641 988
Approach Delay, s/veh 37.5 39.2 61.0 73.9
Approach LOS D D E E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 28.7 44.8 7.9 38.6 17.7 55.9 15.6 30.9 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 24.4 17.4 4.0 35.9 12.6 35.5 11.0 26.1 Green Ext Time (p_c), s 0 .2 5.4 0.0 0 .0 0.4 0.0 0 .0 0.1 Intersection Summa
HCM 7th Control Delay, s/veh 49.3
HCM 7th LOS D
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd Existin9AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 174 596 335 77 1526 202 327 197 51 130 204 314 Future Volume (veh/h) 174 596 335 77 1526 202 327 197 51 130 204 314 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 185 634 0 82 1623 0 348 210 54 138 217 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 257 1967 114 1913 721 742 331 661 680
Arrive On Green 0.07 0.39 0.00 0.06 0.37 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 185 634 0 82 1623 0 348 210 54 138 217 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1781 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 6.0 9.9 0.0 5.1 33.2 0.0 10.1 5.7 3.2 3.8 6.0 0.0 Cycle Q Clear(g_c), s 6.0 9.9 0.0 5.1 33.2 0.0 10.1 5.7 3.2 3.8 6.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 257 1967 114 1913 721 742 331 661 680 V/C Ratio(X) 0.72 0.32 0.72 0.85 0.48 0.28 0.16 0.21 0.32 Avail Cap(c_a), veh/h 782 1967 325 1913 721 742 331 661 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 51 .6 24.6 0.0 52.4 32.7 0.0 39.7 37.9 36.9 38.8 39.7 0.0 Iner Delay (d2), s/veh 3.8 0.4 0.0 8 .3 4 .9 0 .0 2 .3 1 .0 1 .1 0 .7 1 .2 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(50%),veh/lr£.7 4.0 0 .0 2 .5 13.9 0 .0 4.4 2.5 1.3 1 .7 2 .7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.4 25.0 0.0 60.7 37.6 0.0 42.0 38.9 38.0 39.6 40.9 0.0 LnGrp LOS E C E D D D D D D
Approach Vol, veh/h 819 1705 612 355
Approach Delay, s/veh 31.9 38.7 40.6 40.4
Approach LOS C D D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t1 .5 48.5 28.0 26.0 12.7 47.3 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+I~, t 11.9 12.1 8.0 8.0 35.2 5.8 7.7 Green Ext Time (p_c), s 0 .1 3.9 0 .9 1.0 0.5 0 .0 0 .3 1.2 Intersection Summa
HCM 7th Control Delay, s/veh 37.6
HCM 7th LOS D
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing AM

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 8 4
Future Volume (veh/h) 8 4
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1841 1841
Adj Flow Rate, veh/h 9 4
Peak Hour Factor 0.94 0.94
Percent Heavy Veh, % 4 4
Cap, veh/h 120 177
Arrive On Green 0.01 0.18
Sat Flow, veh/h 1753 977
Grp Volume(v), veh/h 9 0
Grp Sat Flow(s),veh/h/ln1753 0
Q Serve(g_s), s 0.4 0.0
Cycle Q Clear(g_c), s 0.4 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 120 0
V/C Ratio(X) 0.07 0.00
Avail Cap(c_a), veh/h 228 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 35.0 0.0
Iner Delay (d2), s/veh 0.3 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(50%),veh/lr0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.2 0.0
LnGrp LOS D
Approach Vol, veh/h 16
Approach Delay, s/veh 35.0
Approach LOS C
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), t6.5 51.3
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+Mq,:S 9.4
Green Ext Time (p_c), s 0 .3 1 .9
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 3 227
3 227
0 0

1.00 1.00

1.00 1.00

1.00 1.00
1841 1841
3 241

0.94 0.94
4 4
133 444

0.18 0.07
732 1753
7 241
1709 1753

0.3 7.5

0.3 7.5

0.43 1.00
310 444

0.02 0.54
506 444

1.00 1.00

1.00 1.00

34.7 32.5

0.0 1 .4

0.0 0 .0

0.1 1 .6

34.7 33.9
C C
3 4

12.0 23.2

4.5 4 .5

7.5 30.5

9.5 2.3

0.0 0 .0

33.1 C
~
'-

WBT WBR
f.
30 296
30 296
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
32 315

0.94 0.94
4 4
35 349

0.24 0.24
146 1436
0 347
0 1582

0.0 21.9

0.0 21.9

0.91 0 384

0.00 0.90
0 469

1.00 1.00

0.00 1.00

0.0 37.8

0.0 18.2

0.0 0.0

0.0 10.1

0.0 56.0
E
588

46.9 D
5 6

5.2 62.6

4.0 5.0

16.0 31 .0

2.6 6.1

0.0 1.5
~ t ~

NBL NBT NBR
11 tt+
9 264 100
9 264 100
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
10 281 106

0.94 0.94 0.94
4 4 4
21 1125 415

0.01 0.45 0.45
1753 2501 922
10 194 193
1753 1749 1675

0.6 7.1 7.4

0.6 7.1 7.4

1.00 0.55
21 786 753

0.47 0.25 0.26
272 786 753

1.00 1.00 1.00

1.00 1.00 1.00

50.6 17.5 17.6

15.4 0.8 0 .8

0.0 0.0 0.0

0.3 2.9 2.9

66.0 18.3 18.4
E B B
397

19.6 B
7 8

5.6 29.5

4.5 4.5

7.5 30.5

2.4 23.9

0.0 1.1
'. !

SBL SBT
11 tt+
168 232
168 232
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
179 247

0.94 0.94
4 4
213 1689

0.12 0.56
1753 3020
179 142
1753 1749

10.3 4.0

10.3 4.0

1.00 213 978

0.84 0.14
374 978

1.00 1.00

1.00 1.00

44.3 10.9

8.5 0 .3

0.0 0.0

4.9 1 .5

52.8 11.2
D B
466

27.2 C
1000 Gibraltar Dr- LTA
..,,
SBR
38 38
0 1.00

1.00 1.00
1841
40 0.94
4 270

0.56 482
145
1754

4.1 4.1

0.28 981

0.15 981

1.00 1.00

10.9 0.3

0.0 1.6

11.2 B
Existin9AM
Synchro 12 Report
Existing AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave Existin9AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 29 0 14 0 399 60 31 413 0
Future Volume (veh/h) 0 0 0 29 0 14 0 399 60 31 413 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 Adj Flow Rate, veh/h 0 0 0 31 0 15 0 424 64 33 439 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 0 69 0 104 0 18 2 2342 351 54 2946 0
Arrive On Green 0.00 0.00 0.00 0.04 0.00 0.04 0.00 0.78 0.78 0.03 0.86 0.00 Sat Flow, veh/h 0 1811 0 958 0 464 1725 3001 450 1725 3532 0 Grp Volume(v), veh/h 0 0 0 46 0 0 0 242 246 33 439 0
Grp Sat Flow(s),veh/h/ln 0 1811 0 1422 0 0 1725 1721 1730 1725 1721 0 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 3.2 3.3 1.7 1.9 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 3.2 3.3 1.7 1.9 0.0 Prop In Lane 0.00 0.00 0.67 0.33 1.00 0.26 1.00 0.00
Lane Grp Cap(c), veh/h 0 69 0 121 0 0 2 1343 1350 54 2946 0 V/C Ratio(X) 0.00 0.00 0.00 0.38 0.00 0.00 0.00 0.18 0.18 0.61 0.15 0.00 Avail Cap(c_a), veh/h 0 322 0 470 0 0 307 1343 1350 307 2946 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 43.0 0.0 0.0 0.0 2.5 2.5 43.1 1.1 0.0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 1 .9 0 .0 0 .0 0 .0 0 .3 0 .3 10.8 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/lrO.0 0.0 0 .0 1 .1 0 .0 0 .0 0 .0 0 .7 0 .7 0 .9 0 .1 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 45.0 0.0 0.0 0.0 2.8 2.8 53.8 1.2 0.0 LnGrp LOS D A A D A
Approach Vol, veh/h 0 46 488 472
Approach Delay, s/veh 0.0 45.0 2.8 4.9
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.8 75.2 7.9 0.0 82.1 7.9
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+lt),Js 5.3 0.0 0.0 3.9 4.9
Green Ext Time (p_c), s 0 .0 2 .9 0.0 0 .0 2.9 0 .1
Intersection Summa
HCM 7th Control Delay, s/veh 5.7
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing AM

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,,;.
~
ovement EBL EBT
Lane Configurations 11
Traffic Volume (veh/h) 5 0
Future Volume (veh/h) 5 0
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1811 0
Adj Flow Rate, veh/h 6 0
Peak Hour Factor 0.83 0.83
Percent Heavy Veh, % 6 0
Cap, veh/h 0 0
Arrive On Green 0.00 0.00
Sat Flow, veh/h 0
Grp Volume(v), veh/h 0.0
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Iner Delay (d2), s/veh
Initial Q Delay(d3), s/veh
%ile BackOfQ( 50%), veh/I n
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), s5.2 124.9
Change Period (Y+Rc), s 4.5 5.0
Max Green Setting (GmaiY,.5 35.0
Max Q Clear Time (g_c+l'Q,-t 5.1
Green Ext Time (p_c), s 0 .0 8 .7
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f
~
'-

EBR WBL WBT WBR
.,, 4'
14 8 0 2
14 8 0 2
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1811 1811 1811 1811
17 10 0 2

0.83 0.83 0.83 0.83
6 6 6 6
0 15 0 3

0.00 0.01 0.00 0.01
1408 0 282
12 0 0
1690 0 0

1.0 0.0 0.0

1.0 0.0 0.0

0.83 0.17
18 0 0

0.66 0.00 0.00
342 0 0

1.00 1.00 1.00

1.00 0.00 0.00

67.0 0.0 0.0

46.1 0 .0 0 .0

0.0 0.0 0.0

0.6 0 .0 0 .0
113.1 0.0 0.0
F
12 113.1
F
4 5 6

6.0 21.0 109.1

4.5 4.5 5.0

27.5 27.5 35.0

3.0 15.9 15.2

0.0 0 .6 7.3

14.8 B
~ t ~ '.

NBL NBT NBR SBL
11 tt+ 11
149 461 11 4
149 461 11 4
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1811 1811 1811 1811
180 555 13 5

0.83 0.83 0.83 0.83
6 6 6 6
209 3029 71 9

0.12 0.88 0.88 0.01
1725 3437 80 1725
180 278 290 5
1725 1721 1797 1725

13.9 3.1 3.1 0.4

13.9 3.1 3.1 0.4

1.00 0.04 1.00
209 1516 1583 9

0.86 0.18 0.18 0.57
349 1516 1583 349

1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00

58.6 1.1 1.1 67.5

14.4 0.3 0 .3 63.8

0.0 0.0 0.0 0.0

6.8 0 .5 0 .5 0 .3

73.1 1.4 1.4 131.4

E A A F
748

18.6 B
!
SBT
t
440
440
0 1.00

1.00 No
1811
530

0.83 6
1386

0.77 1811
530
1811

13.2 13.2
1386

0.38 1386

1.00 1.00

5.3 0.8

0.0 4.4

6.1 A
540

7.2 A
1000 Gibraltar Dr- LTA
..,,
SBR
.,,
4 4
0 1.00

1.00 1.00
1811
5 0.83
6 1175

0.77 1535
5 1535

0.1 0.1

1.00 1175

0.00 1175

1.00 1.00

3.8 0.0

0.0 0.0

3.8 A
Existin9AM
Synchro 12 Report
Existing AM

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
Existing AM
ntersection
Int Delay, s/veh 0.8
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 11 1 11
Future Vol, veh/h 0 11 1 11
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 83 83
Heavy Vehicles, % 7 7
Mvmt Flow 0 13
ajar/Minor Major1
Conflicting Flow All 122 0
Stage 1
Stage 2
Critical Hdwy 4.17
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.263
Pot Cap-1 Maneuver 1435
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1435
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 1052
HCM Lane V/C Ratio 0.002
HCM Ctrl Dly (s/v) 8.4
HCM Lane LOS A
HCM 95th %tile Q(veh) 0
1000 Gibraltar Dr - LTA
NVS
83 83
7 7
1 13
Major2
0 14
- 4.17
- 2.263
- 1572
- 1572
WB

0.72 EBL EBT
1435
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
101 0 0 0 2 0 0 0
101 0 0 0 2 0 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
83 83 83 83 83 83 83 83
7 7 7 7 7 7 7 7
122 0 0 0 2 0 0 0
Minor1 Minor2
0 0 162 162 14 161 163 122
14 14 - 148 148
- 148 148 13 14
- 7.17 6.57 6.27 7.17 6.57 6.27
- 6.17 5.57 - 6.17 5.57
- 6.17 5.57 - 6.17 5.57
- 3.563 4.063 3.363 3.563 4.063 3.363
- 792 721 1052 793 721 916
- 993 874 - 843 765
- 843 765 - 994 874
- 785 715 1052 784 714 916
- 785 715 - 784 714
- 993 874 - 835 758
- 835 758 - 992 874
NB SB

8.43 0
A A
EBR WBL WBT WBRSBLn1
- 1572
- 0.008

7.3 0
A A
0 Synchro 12 Report
Existing AM

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 0
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 0 0
Future Vol, veh/h 0 0
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 80 80
Heavy Vehicles, % 6 6
Mvmt Flow 0 0
ajar/Minor Minor1
Conflicting Flow All 128 44
Stage 1 88
Stage 2 40
Critical Hdwy 6.69 6.99
Critical Hdwy Stg 1 5.89
Critical Hdwy Stg 2 5.49
Follow-up Hdwy 3.557 3.357
Pot Cap-1 Maneuver 850 1005
Stage 1 916
Stage 2 971
Platoon blocked,%
Mov Cap-1 Maneuver 850 1005
Mov Cap-2 Maneuver 850
Stage 1 916
Stage 2 971
fi'pproach
HCM Ctrl Dly, s/v 0

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
70 0 0 32
70 0 0 32
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
80 80 80 80
6 6 6 6
88 0 0 40
Major1 Major2
0 0 88 0
- 4.19
- 2.257
- 1480
- 1480
SB
0 0
NBRWBLn1 SBL SBT
- 1480
0 0
A A
0 1000 Gibraltar Dr- LTA
Existing AM
Synchro 12 Report
Existing AM

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 264
Future Volume (veh/h) 264
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1841
Adj Flow Rate, veh/h 278
Peak Hour Factor 0.95
Percent Heavy Veh, % 4
Cap, veh/h 315
Arrive On Green 0.09
Sat Flow, veh/h 3401
Grp Volume(v), veh/h 278
Grp Sat Flow(s),veh/h/ln 1700
Q Serve(g_s), s 18.6
Cycle Q Clear(g_c), s 18.6
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 315
V/C Ratio(X) 0.88
Avail Cap(c_a), veh/h 500
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.90
Uniform Delay (d), s/veh 103.1
Iner Delay (d2), s/veh 9.9
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ( 50%), veh/I n 8.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 112.9
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 27.5
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 20.6
Green Ext Time (p_c), s 0 .7
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
763
763
0 1.00

1.00 No
1841
803

0.95 4
3105

0.48 6513
585
1583

16.9 16.9
2264

0.26 2264

1.00 0.90

35.9 0.2

0.0 6.7

36.2 D
1089

55.9 E
2 102.5

5.8 84.2

95.8 0.0
..... "f

EBR WBL
""
8 90
8 90
0 0

1.00 1.00

1.00 1.00

1.00 1.00
1841 1841
8 95

0.95 0.95
4 4
31 127

0.48 0.04
65 3401
226 95
1829 1700

17.0 6.4

17.0 6.4

0.04 1.00
872 127

0.26 0.75
872 355

1.00 1.00

0.90 1.00

35.9 109.7

0.6 8 .6

0.0 0.0

7.8 3 .0

36.6 118.2
D F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

2.7 61.4

0.0 0 .0

79.5 E
~
WBT
tttl
2484
2484
0 1.00

1.00 No
1841
2615

0.95 4
2662

0.42 6332
2615
1583

93.8 93.8
2662

0.98 2662

1.00 1.00

65.8 13.8

0.0 39.8

79.6 E
3024

77.8 E
5 14.6

6.0 24.0

8.4 0.2
'- ~ t

WBR NBL NBT
.,,
""
ti.
298 10 68
298 10 68
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1914 1841 1841
314 11 72

0.95 0.95 0.95
4 4 4
682 432 490

0.42 0.13 0.28
1622 3401 1749
314 11 72
1622 1700 1749

32.0 0.7 7.1

32.0 0.7 7.1

1.00 1.00
682 432 490

0.46 0.03 0.15
682 432 490

1.00 1.00 1.00

1.00 1.00 1.00

47.9 87.9 62.2

2.2 0 .1 0 .6

0.0 0.0 0.0

13.5 0 .3 3 .3

50.1 88.0 62.8
D F E
220

66.8 E
6 7 8
115.4 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

19.0 9.5 17.9

5.7 0.3 1.3
1000 Gibraltar Dr- LTA
I"
NBR
130
130
0 1.00

1.00 1.00
1841
137

0.95 4
437

0.28 1560
137
1560

15.9 15.9

1.00 437

0.31 437

1.00 1.00

65.4 1.9

0.0 6.6

67.2 E
Existin9AM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
113 56 414
113 56 414
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
119 59 436

0.95 0.95 0.95
4 4 4
358 903 403

0.11 0.26 0.26
3401 3497 1560
119 59 436
1700 1749 1560

7.5 2.9 59.4

7.5 2.9 59.4

1.00 1.00
358 903 403

0.33 0.07 1.08
358 903 403

1.00 1.00 1.00

1.00 1.00 1.00

95.4 64.4 85.3

2.5 0 .1 68.7

0.0 0.0 0.0

3.4 1.3 31 .6

97.9 64.5 154.0
F E F
614
134.5
F
Synchro 12 Report
Existing AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel Existin9AM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 150 672 56 49 1773 1082 145 667 61 402 207 29 Future Volume (veh/h) 150 672 56 49 1773 1082 145 667 61 402 207 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 156 700 0 51 1847 1127 151 695 0 419 216 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 186 3791 75 3582 883 178 792 456 1198
Arrive On Green 0.05 0.60 0.00 0.02 0.57 0.57 0.05 0.16 0.00 0.13 0.24 0.00 Sat Flow, veh/h 3401 6332 1560 3401 6332 1560 3401 5025 1560 3401 5025 1560 Grp Volume(v), veh/h 156 700 0 51 1847 1127 151 695 0 419 216 0 Grp Sat Flow(s),veh/h/ln1700 1583 1560 1700 1583 1560 1700 1675 1560 1700 1675 1560 Q Serve(g_s), s 12.3 13.5 0.0 4.0 48.3 152.8 11.9 36.5 0.0 32.8 9.2 0.0 Cycle Q Clear(g_c), s 12.3 13.5 0.0 4.0 48.3 152.8 11.9 36.5 0.0 32.8 9.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 186 3791 75 3582 883 178 792 456 1198 V/C Ratio(X) 0.84 0.18 0.68 0.52 1.28 0.85 0.88 0.92 0.18 Avail Cap(c_a), veh/h 684 3791 307 3582 883 293 1011 674 1569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 0.18 0.18 0.18 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH26.4 24.4 0.0 131.1 35.9 58.6 126.8 111.2 0.0 115.4 81 .8 0.0 Iner Delay (d2), s/veh 9.4 0 .1 0 .0 1 .9 0 .1 126.3 11.4 7.4 0.0 13.3 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/lrfi.7 5.2 0 .0 1 .8 18.9 90.4 5.6 16.6 0 .0 15.6 4 .1 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 135.8 24.5 0.0 133.0 36.0 184.9 138.2 118.5 0.0 128.7 81.9 0.0 LnGrp LOS F C F D F F F F F
Approach Vol, veh/h 856 3025 846 635
Approach Delay, s/veh 44.8 93.1 122.1 112.8
Approach LOS D F F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc),00.5 158.6 42.7 48.2 11.6 167.5 20.9 70.1 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+lfl4,:S 154.8 34.8 38.5 6.0 15.5 13.9 11 .2 Green Ext Time (p_c), s 0 .5 0.0 1.4 4.0 0 .1 5 .1 0.3 1.5 Intersection Summa
HCM 7th Control Delay, s/veh 92.3
HCM 7th LOS F
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel Existin9AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 48 669 585 75 1693 107 845 65 104 47 68 283 Future Volume (veh/h) 48 669 585 75 1693 107 845 65 104 47 68 283 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 49 690 603 77 1745 0 919 0 0 48 70 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 64 3192 991 98 3279 765 0 196 98
Arrive On Green 0.04 0.64 0.64 0.06 0.65 0.00 0.10 0.00 0.00 0.04 0.05 0.00 Sat Flow, veh/h 1753 5025 1560 1753 5025 1560 5259 0 1560 1753 1841 1560 Grp Volume(v), veh/h 49 690 603 77 1745 0 919 0 0 48 70 0 Grp Sat Flow(s),veh/h/ln1753 1675 1560 1753 1675 1560 1753 0 1560 1753 1841 1560 Q Serve(g_s), s 3.9 8.1 32.2 6.1 25.9 0.0 14.6 0.0 0.0 3.6 5.2 0.0 Cycle Q Clear(g_c), s 3.9 8.1 32.2 6.1 25.9 0.0 14.6 0.0 0.0 3.6 5.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 3192 991 98 3279 765 0 196 98 V/C Ratio(X) 0.77 0.22 0.61 0.79 0.53 1.20 0.00 0.24 0.71 Avail Cap(c_a), veh/h 377 3192 991 381 3279 765 0 310 390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.82 0.82 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.9 10.8 15.2 65.3 12.9 0.0 57.9 0.0 0.0 59.2 65.2 0.0 Iner Delay (d2), s/veh 16.2 0 .1 2 .5 10.8 0 .5 0 .0 102.9 0 .0 0 .0 0 .6 9 .2 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(50%),veh/lr£.0 2.9 12.0 3 .0 9 .0 0 .0 9 .3 0 .0 0 .0 1 .6 2 .7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 83.0 10.9 17.7 76.1 13.5 0.0 160.8 0.0 0.0 59.8 74.4 0.0 LnGrp LOS F B B E B F E E
Approach Vol, veh/h 1342 1822 919 118
Approach Delay, s/veh 16.6 16.1 160.8 68.5
Approach LOS B B F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), tO.0 97.2 10.9 21.9 12.4 94.7 20.0 12.9 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 *5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l'l!),!s 27.9 5.6 0 .0 8.1 34.2 16.6 7.2 Green Ext Time (p_c), s 0 .1 10.5 0.0 0 .0 0.2 4 .7 0.0 0 .3 Intersection Summa
HCM 7th Control Delay, s/veh 49.4
HCM 7th LOS D
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing AM

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
Existing AM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
Existing AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel Existin9AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 152 999 279 165 2516 95 490 168 168 145 196 446 Future Volume (veh/h) 152 999 279 165 2516 95 490 168 168 145 196 446 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 162 1063 0 176 2677 0 521 179 0 154 209 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 204 2692 217 2722 433 788 196 547
Arrive On Green 0.06 0.53 0.00 0.06 0.54 0.00 0.13 0.22 0.00 0.06 0.16 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 162 1063 0 176 2677 0 521 179 0 154 209 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 8.9 23.6 0.0 9.6 98.5 0.0 24.0 7.9 0.0 8.4 10.1 0.0 Cycle Q Clear(g_c), s 8.9 23.6 0.0 9.6 98.5 0.0 24.0 7.9 0.0 8.4 10.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 2692 217 2722 433 788 196 547 V/C Ratio(X) 0.79 0.39 0.81 0.98 1.20 0.23 0.79 0.38
Avail Cap(c_a), veh/h 530 2692 433 2722 433 788 520 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.68 0.68 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 88.2 26.4 0.0 87.9 43.1 0.0 83.0 60.4 0.0 88.4 72.1 0.0 Iner Delay (d2), s/veh 6.9 0.4 0.0 4.9 10.9 0 .0 111.6 0 .7 0 .0 6 .8 2 .0 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(50%),veh/lRl.1 9.6 0 .0 4.4 42.2 0.0 17.4 3.6 0 .0 3 .9 4 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 95.1 26.8 0.0 92.8 54.0 0.0 194.6 61.0 0.0 95.3 74.1 0.0 LnGrp LOS F C F D F E F E
Approach Vol, veh/h 1225 2853 700 363
Approach Delay, s/veh 35.9 56.4 160.4 83.1
Approach LOS D E F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t6.9 107.9 17.0 48.2 18.0 106.8 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+l1K),!s 100.5 10.4 9.9 11.6 25.6 26.0 12.1 Green Ext Time (p_c), s 0 .4 0.0 0.4 0.8 0.4 8.7 0.0 1.1 Intersection Summa
HCM 7th Control Delay, s/veh 67.5
HCM 7th LOS E
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd Existin9 PM
.,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 170 1530 22 241 888 133 47 348 672 177 243 207 Future Volume (veh/h) 170 1530 22 241 888 133 47 348 672 177 243 207 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 173 1561 0 246 906 0 48 355 686 181 248 211 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 205 1955 277 2140 62 785 350 169 998 445
Arrive On Green 0.11 0.38 0.00 0.15 0.42 0.00 0.03 0.22 0.22 0.09 0.28 0.28 Sat Flow, veh/h 1795 5147 1598 1795 5147 1598 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 173 1561 0 246 906 0 48 355 686 181 248 211 Grp Sat Flow(s),veh/h/ln 1795 1716 1598 1795 1716 1598 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 11.3 32.4 0.0 16.1 15.0 0.0 3.2 10.3 26.3 11.3 6.4 13.2 Cycle Q Clear(g_c), s 11.3 32.4 0.0 16.1 15.0 0.0 3.2 10.3 26.3 11.3 6.4 13.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 1955 277 2140 62 785 350 169 998 445 V/C Ratio(X) 0.84 0.80 0.89 0.42 0.77 0.45 1.96 1.07 0.25 0.47 Avail Cap(c_a), veh/h 468 1955 386 2140 199 785 350 169 998 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.1 33.1 0.0 49.7 24.9 0.0 57.4 40.6 46.8 54.3 33.5 36.0 Iner Delay (d2), s/veh 9.1 3 .5 0 .0 16.7 0 .6 0 .0 17.8 0.4 441 .9 89.2 0 .1 0 .8 Initial Q Delay(d3), s/veh 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 %ile BackOfQ(95%),veh/ln 9.4 19.8 0 .0 13.1 10.1 0 .0 3 .1 8 .1 83.8 14.6 5 .1 8 .9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.2 36.6 0.0 66.4 25.5 0.0 75.2 41.0 488.7 143.6 33.7 36.8 LnGrp LOS E D E C E D F F C D
Approach Vol, veh/h 1734 1152 1089 640
Approach Delay, s/veh 39.1 34.2 324.6 65.8
Approach LOS D C F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.7 50.3 8.9 38.1 18.4 54.6 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 18.1 34.4 5.2 15.2 13.3 17.0 13.3 28.3 Green Ext Time (p_c), s 0.4 1.6 0.0 1.7 0 .4 4 .9 0.0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 108.9
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing PM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd Existin9 PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 377 1362 613 118 905 187 302 253 108 192 304 238 Future Volume (veh/h) 377 1362 613 118 905 187 302 253 108 192 304 238 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 397 1434 0 124 953 0 318 266 114 202 320 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 480 1863 156 1602 727 748 334 666 685
Arrive On Green 0.14 0.36 0.00 0.09 0.31 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3483 5147 1598 1795 5147 1598 3483 3582 1598 3483 3582 1598 Grp Volume(v), veh/h 397 1434 0 124 953 0 318 266 114 202 320 0 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1795 1716 1598 1742 1791 1598 1742 1791 1598 Q Serve(g_s), s 12.6 28.1 0.0 7.7 17.8 0.0 9.1 7.2 6.9 5.7 9.0 0.0 Cycle Q Clear(g_c), s 12.6 28.1 0.0 7.7 17.8 0.0 9.1 7.2 6.9 5.7 9.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 480 1863 156 1602 727 748 334 666 685 V/C Ratio(X) 0.83 0.77 0.79 0.59 0.44 0.36 0.34 0.30 0.47 Avail Cap(c_a), veh/h 788 1863 328 1602 727 748 334 666 685 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.8 32.2 0.0 51 .0 33.2 0.0 39.3 38.5 38.4 39.6 40.9 0.0 Iner Delay (d2), s/veh 3.8 3 .1 0 .0 8 .7 1 .6 0 .0 1 .9 1 .3 2 .8 1 .2 2 .3 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lril.5 17.3 0 .0 6 .8 11 .9 0 .0 7 .2 5 .9 0 .5 4.5 7.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.6 35.3 0.0 59.8 34.8 0.0 41.2 39.9 41.2 40.8 43.2 0.0 LnGrp LOS D D E C D D D D D
Approach Vol, veh/h 1831 1077 698 522
Approach Delay, s/veh 38.8 37.7 40.7 42.3
Approach LOS D D D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t4.1 45.9 28.0 26.0 19.9 40.1 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l'l!),Js 30.1 11 .1 11 .0 14.6 19.8 7.7 9.2 Green Ext Time (p_c), s 0 .2 0.3 0 .9 1.3 1 .1 2 .8 0.5 1.6 Intersection Summa
HCM 7th Control Delay, s/veh 39.3
HCM 7th LOS D
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing PM

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 40 28
Future Volume (veh/h) 40 28
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 41 29
Peak Hour Factor 0.98 0.98
Percent Heavy Veh, % 2 2
Cap, veh/h 163 118
Arrive On Green 0.03 0.08
Sat Flow, veh/h 1781 1411
Grp Volume(v), veh/h 41 0
Grp Sat Flow(s),veh/h/ln1781 0
Q Serve(g_s), s 2.1 0.0
Cycle Q Clear(g_c), s 2.1 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 163 0
V/C Ratio(X) 0.25 0.00
Avail Cap(c_a), veh/h 233 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 41 .2 0.0
Iner Delay (d2), s/veh 0.8 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln1 .7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.0 0.0
LnGrp LOS D
Approach Vol, veh/h 78
Approach Delay, s/veh 43.4
Approach LOS D
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), ~.0 51.9
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+t!g,2> 9.9
Green Ext Time (p_c), s 0 .0 2 .0
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 8 184
8 184
0 0

1.00 1.00

1.00 1.00

1.00 1.00
1870 1870
8 188

0.98 0.98
2 2
33 288

0.08 0.07
389 1781
37 188
1800 1781

2.0 7.5

2.0 7.5

0.22 1.00
151 288

0.24 0.65
533 288

1.00 1.00

1.00 1.00

44.1 40.5

0.8 5 .2

0.0 0 .0

1.6 8 .6

45.0 45.7
D D
3 4

12.0 13.1

4.5 4 .5

7.5 30.5

9.5 4.0

0.0 0.1

30.8 C
~
'-

WBT WBR
f.
7 148
7 148
0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870
7 151

0.98 0.98
2 2
9 188

0.12 0.12
71 1525
0 158
0 1596

0.0 9.9

0.0 9.9

0.96 0 197

0.00 0.80
0 473

1.00 1.00

0.00 1.00

0.0 43.9

0.0 7 .5

0.0 0.0

0.0 7 .6

0.0 51.4
D
346

48.3 D
5 6

0.0 77.9

4.0 5.0

16.0 31 .0

0.0 8.4

0.0 3 .6
~ t ~

NBL NBT NBR
11 tt+
0 275 133
0 275 133
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
0 281 136

0.98 0.98 0.98
2 2 2
2 1066 503

0.00 0.45 0.45
1781 2344 1105
0 211 206
1781 1777 1672

0.0 7.6 7.9

0.0 7.6 7.9

1.00 0.66
2 808 760

0.00 0.26 0.27
277 808 760

1.00 1.00 1.00

0.00 1.00 1.00

0.0 17.4 17.4

0.0 0 .8 0 .9

0.0 0.0 0.0

0.0 5 .6 5 .5

0.0 18.1 18.3
B B
417

18.2 B
7 8

8.0 17.2

4.5 4.5

7.5 30.5

4.1 11 .9

0.0 0 .8
'. !

SBL SBT
11 tt+
349 616
349 616
0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870
356 629

0.98 0.98
2 2
380 2556

0.21 0.71
1781 3613
356 309
1781 1777

20.2 6.4

20.2 6.4

1.00 380 1257

0.94 0.25
380 1257

1.00 1.00

1.00 1.00

39.8 5.3

30.3 0 .5

0.0 0.0

17.3 3 .7

70.1 5.8
E A
990

28.9 C
1000 Gibraltar Dr- LTA
..,,
SBR
5 5
0 1.00

1.00 1.00
1870
5 0.98
2 20

0.71 29
325
1865

6.4 6.4

0.02 1319

0.25 1319

1.00 1.00

5.3 0.4

0.0 3.9

5.8 A
Existin9 PM
Synchro 12 Report
Existing PM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave Existin9 PM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 73 0 23 0 376 23 23 798 0
Future Volume (veh/h) 0 0 0 73 0 23 0 376 23 23 798 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 75 0 24 0 388 24 24 823 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 159 0 162 2 30 2 2515 155 45 2876 0
Arrive On Green 0.00 0.00 0.00 0.09 0.00 0.09 0.00 0.74 0.74 0.03 0.81 0.00 Sat Flow, veh/h 0 1870 0 1083 24 354 1781 3400 210 1781 3647 0 Grp Volume(v), veh/h 0 0 0 99 0 0 0 202 210 24 823 0
Grp Sat Flow(s),veh/h/ln 0 1870 0 1461 0 0 1781 1777 1833 1781 1777 0 Q Serve(g_s), s 0.0 0.0 0.0 5.8 0.0 0.0 0.0 3.0 3.0 1.2 5.2 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 6.0 0.0 0.0 0.0 3.0 3.0 1.2 5.2 0.0 Prop In Lane 0.00 0.00 0.76 0.24 1.00 0.11 1.00 0.00
Lane Grp Cap(c), veh/h 0 159 0 195 0 0 2 1315 1356 45 2876 0 V/C Ratio(X) 0.00 0.00 0.00 0.51 0.00 0.00 0.00 0.15 0.15 0.54 0.29 0.00 Avail Cap(c_a), veh/h 0 333 0 483 0 0 317 1315 1356 317 2876 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 40.4 0.0 0.0 0.0 3.4 3.4 43.4 2.1 0.0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2 .1 0 .0 0 .0 0 .0 0 .2 0 .2 9 .7 0 .3 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrO.0 0.0 0 .0 4 .0 0 .0 0 .0 0 .0 1 .5 1 .5 1 .1 1 .6 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 42.4 0.0 0.0 0.0 3.7 3.7 53.0 2.4 0.0 LnGrp LOS D A A D A
Approach Vol, veh/h 0 99 412 847
Approach Delay, s/veh 0.0 42.4 3.7 3.8
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.3 71.6 12.2 0.0 77.8 12.2
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+lt),2> 5.0 0.0 0.0 7.2 8.0
Green Ext Time (p_c), s 0 .0 2 .3 0.0 0 .0 5 .9 0.4
Intersection Summa
HCM 7th Control Delay, s/veh 6.6
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing PM

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,,;.
~ "t f
~
'- ~
ovement EBL EBT EBR WBL WBT WBR NBL
Lane Configurations 11 .,, 4' 11
Traffic Volume (veh/h) 7 0 115 16 0 9 21
Future Volume (veh/h) 7 0 115 16 0 9 21
Initial Q (Qb), veh 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1885 0 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 7 0 121 17 0 9 22
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 1 0 1 1 1 1 1
Cap, veh/h 0 0 0 21 0 11 30
Arrive On Green 0.00 0.00 0.00 0.02 0.00 0.02 0.02
Sat Flow, veh/h 0 1126 0 596 1795
Grp Volume(v), veh/h 0.0 26 0 0 22
Grp Sat Flow(s),veh/h/ln 1722 0 0 1795
Q Serve(g_s), s 2.0 0.0 0.0 1.7
Cycle Q Clear(g_c), s 2.0 0.0 0.0 1.7
Prop In Lane 0.65 0.35 1.00
Lane Grp Cap(c), veh/h 33 0 0 30
V/C Ratio(X) 0.79 0.00 0.00 0.74
Avail Cap(c_a), veh/h 348 0 0 363
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 66.4 0.0 0.0 66.6
Iner Delay (d2), s/veh 43.7 0 .0 0 .0 39.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 2.3 0.0 0 .0 1 .9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 110.1 0.0 0.0 105.9
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), s4.6 124.3
Change Period (Y+Rc), s 4.5 5.0
Max Green Setting (GmaiY,.5 35.0
Max Q Clear Time (g_c+l'Q, t 4.2
Green Ext Time (p_c), s 0 .0 6 .2
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS

7.0 A
F F
26 110.1
F
4 5 6

7.1 6.8 122.1

4.5 4.5 5.0

27.5 27.5 35.0

4.0 3.7 19.9

0.1 0.0 10.8
t ~ '.

NBT NBR SBL
tt+ 11
380 16 1
380 16 1
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1885 1885 1885
400 17 1

0.95 0.95 0.95
1 1 1
3070 130 2

0.88 0.88 0.00
3501 148 1795
204 213 1
1791 1858 1795

2.2 2.2 0.1

2.2 2.2 0.1

0.08 1.00
1570 1630 2

0.13 0.13 0.51
1570 1630 363

1.00 1.00 1.00

1.00 1.00 1.00

1.2 1.2 67.9

0.2 0 .2 167.8

0.0 0.0 0.0

0.7 0 .7 0 .2

1.3 1.3 235.6
A A F
439

6.6 A
!
SBT
t
873
873
0 1.00

1.00 No
1885
919

0.95 1
1624

0.86 1885
919
1885

17.9 17.9
1624

0.57 1624

1.00 1.00

2.5 1.4

0.0 7.3

4.0 A
921

4.2 A
1000 Gibraltar Dr- LTA
..,,
SBR
.,,
1 1
0 1.00

1.00 1.00
1885
1 0.95
1 1376

0.86 1598
1 1598

0.0 0.0

1.00 1376

0.00 1376

1.00 1.00

1.3 0.0

0.0 0.0

1.3 A
Existin9 PM
Synchro 12 Report
Existing PM

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
Existing PM
ntersection
Int Delay, s/veh 0.9
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 94 0 2
Future Vol, veh/h 0 94 0 2
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 79 79
Heavy Vehicles, % 2 2
Mvmt Flow 0 119
ajar/Minor Major1
Conflicting Flow All 20 0
Stage 1
Stage 2
Critical Hdwy 4.12
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.218
Pot Cap-1 Maneuver 1596
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1596
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 933
HCM Lane V/C Ratio 0.015
HCM Ctrl Dly (s/v) 8.9
HCM Lane LOS A
HCM 95th %tile Q(veh) 0
1000 Gibraltar Dr - LTA
NVS
79 79
2 2
0 3
Major2
0 119
- 4.12
- 2.218
- 1469
- 1469
WB

0.83 EBL EBT
1596
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
16 0 0 0 11 0 0 0
16 0 0 0 11 0 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
79 79 79 79 79 79 79 79
2 2 2 2 2 2 2 2
20 0 0 0 14 0 0 0
Minor1 Minor2
0 0 144 144 119 144 144 20
- 119 119 25 25
25 25 - 119 119
- 7.12 6.52 6.22 7.12 6.52 6.22
- 6.12 5.52 - 6.12 5.52
- 6.12 5.52 - 6.12 5.52
- 3.518 4.018 3.318 3.518 4.018 3.318
- 825 747 933 825 747 1057
- 885 797 - 992 874
- 992 874 - 885 797
- 823 746 933 811 746 1057
- 823 746 - 811 746
- 885 797 - 991 873
- 991 873 - 872 797
NB SB

8.92 0
A A
EBR WBL WBT WBRSBLn1
- 1469
- 0.002

7.5 0
A A
0 Synchro 12 Report
Existing PM

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 0
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 0 0
Future Vol, veh/h 0 0
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 60 60
Heavy Vehicles, % 2 2
Mvmt Flow 0 0
ajar/Minor Minor1
Conflicting Flow All 158 29
Stage 1 58
Stage 2 100
Critical Hdwy 6.63 6.93
Critical Hdwy Stg 1 5.83
Critical Hdwy Stg 2 5.43
Follow-up Hdwy 3.519 3.319
Pot Cap-1 Maneuver 825 1039
Stage 1 958
Stage 2 923
Platoon blocked,%
Mov Cap-1 Maneuver 825 1039
Mov Cap-2 Maneuver 825
Stage 1 958
Stage 2 923
fi'pproach
HCM Ctrl Dly, s/v 0

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
35 0 0 60
35 0 0 60
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
60 60 60 60
2 2 2 2
58 0 0 100
Major1 Major2
0 0 58 0
- 4.13
- 2.219
- 1545
- 1545
SB
0 0
NBRWBLn1 SBL SBT
- 1545
0 0
A A
0 1000 Gibraltar Dr- LTA
Existing PM
Synchro 12 Report
Existing PM

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 374
Future Volume (veh/h) 374
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 382
Peak Hour Factor 0.98
Percent Heavy Veh, % 2
Cap, veh/h 419
Arrive On Green 0.12
Sat Flow, veh/h 3456
Grp Volume(v), veh/h 382
Grp Sat Flow(s),veh/h/ln 1728
Q Serve(g_s), s 25.1
Cycle Q Clear(g_c), s 25.1
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 419
V/C Ratio(X) 0.91
Avail Cap(c_a), veh/h 508
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.77
Uniform Delay (d), s/veh 99.9
Iner Delay (d2), s/veh 15.2
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 17.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 115.0
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 34.1
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 27.1
Green Ext Time (p_c), s 0.8
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
1806
1806
0 1.00

1.00 No
1870
1843

0.98 2
3142

0.48 6566
1355
1609

46.8 46.8
2309

0.59 2309

1.00 0.77

43.5 0.8

0.0 25.1

44.3 D
2256

56.6 E
2 95.9

5.8 84.2

30.8 9.7
..... "f

EBR WBL
""
30 88
30 88
0 0

1.00 1.00

1.00 1.00

1.00 1.00
1870 1870
31 90

0.98 0.98
2 2
53 122

0.48 0.04
110 3456
519 90
1850 1728

46.8 5.9

46.8 5.9

0.06 1.00
886 122

0.59 0.74
886 361

1.00 1.00

0.77 1.00

43.5 109.9

2.2 8.4

0.0 0.0

28.8 5 .1

45.7 118.2
D F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

3.1 61.4

0.0 0 .0

79.7 E
~
WBT
tttl
1078
1078
0 1.00

1.00 No
1870
1100

0.98 2
2521

0.39 6434
1100
1609

28.8 28.8
2521

0.44 2521

1.00 1.00
51 .3

0.6 0.0

17.4 51.9
D
1318

55.9 E
5 14.1

6.0 24.0

7.9 0.2
'- ~ t

WBR NBL NBT
.,,
""
ti.
125 18 78
125 18 78
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1945 1870 1870
128 18 80

0.98 0.98 0.98
2 2 2
646 439 498

0.39 0.13 0.28
1648 3456 1777
128 18 80
1648 1728 1777

11.8 1.1 7.8

11.8 1.1 7.8

1.00 1.00
646 439 498

0.20 0.04 0.16
646 439 498

1.00 1.00 1.00

1.00 1.00 1.00

46.1 88.1 62.4

0.7 0 .2 0 .7

0.0 0.0 0.0

8.7 0 .9 6 .6

46.8 88.3 63.1
D F E
237

67.4 E
6 7 8
115.9 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

48.8 25.2 17.9

18.4 0.0 1.3
1000 Gibraltar Dr- LTA
I"
NBR
136
136
0 1.00

1.00 1.00
1870
139

0.98 2
444

0.28 1585
139
1585

15.9 15.9

1.00 444

0.31 444

1.00 1.00

65.3 1.8

0.0 11 .0

67.2 E
Existin9 PM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
343 164 497
343 164 497
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
350 167 507

0.98 0.98 0.98
2 2 2
364 918 409

0.11 0.26 0.26
3456 3554 1585
350 167 507
1728 1777 1585

23.2 8.4 59.4

23.2 8.4 59.4

1.00 1.00
364 918 409

0.96 0.18 1.24
364 918 409

1.00 1.00 1.00

1.00 1.00 1.00
102.4 66.4 85.3

38.6 0.4 126.7

0.0 0.0 0.0

18.2 7 .0 55.3
141.1 66.8 212.0
F E F
1024
164.1
F
Synchro 12 Report
Existing PM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel Existin9 PM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 198 1610 237 129 972 371 133 287 73 584 1174 55 Future Volume (veh/h) 198 1610 237 129 972 371 133 287 73 584 1174 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 202 1643 0 132 992 379 136 293 0 596 1198 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 234 3564 160 3424 843 164 665 629 1349
Arrive On Green 0.07 0.55 0.00 0.05 0.53 0.53 0.05 0.13 0.00 0.18 0.26 0.00 Sat Flow, veh/h 3456 6434 1585 3456 6434 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 202 1643 0 132 992 379 136 293 0 596 1198 0 Grp Sat Flow(s),veh/h/ln1728 1609 1585 1728 1609 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 15.6 41.3 0.0 10.2 23.0 39.7 10.5 14.3 0.0 46.0 60.9 0.0 Cycle Q Clear(g_c), s 15.6 41.3 0.0 10.2 23.0 39.7 10.5 14.3 0.0 46.0 60.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 234 3564 160 3424 843 164 665 629 1349 V/C Ratio(X) 0.86 0.46 0.83 0.29 0.45 0.83 0.44 0.95 0.89 Avail Cap(c_a), veh/h 695 3564 312 3424 843 298 1027 685 1594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.00 0.83 0.83 0.83 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH24.6 36.1 0.0 127.7 34.9 38.8 127.5 108.4 0.0 109.1 95.5 0.0 Iner Delay (d2), s/veh 5.6 0 .3 0 .0 8 .6 0 .2 1.4 10.2 0 .5 0 .0 21.4 5.8 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lt0.7 21 .7 0 .0 8 .1 13.8 22.2 8.7 10.6 0 .0 30.6 36.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 130.2 36.3 0.0 136.3 35.1 40.3 137.7 108.8 0.0 130.5 101.3 0.0 LnGrp LOS F D F D D F F F F
Approach Vol, veh/h 1845 1503 429 1794
Approach Delay, s/veh 46.6 45.3 118.0 111.0
Approach LOS D D F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), M.0 149.5 55.7 40.9 18.1 155.4 19.5 77.0 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+Mq,& 41.7 48.0 16.3 12.2 43.3 12.5 62.9 Green Ext Time (p_c), s 0 .7 9.8 1.2 2 .0 0.3 18.1 0.3 8.4 Intersection Summa
HCM 7th Control Delay, s/veh 72.5
HCM 7th LOS E
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing PM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel Existin9 PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 99 1954 1094 215 912 43 563 54 195 46 128 142 Future Volume (veh/h) 99 1954 1094 215 912 43 563 54 195 46 128 142 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 1994 1116 219 931 0 497 163 0 47 131 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 125 2649 822 246 2985 521 288 209 163
Arrive On Green 0.07 0.52 0.52 0.14 0.58 0.00 0.10 0.15 0.00 0.04 0.09 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3563 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 101 1994 1116 219 931 0 497 163 0 47 131 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 7.8 43.2 72.6 16.9 13.0 0.0 14.6 11.3 0.0 3.3 9.6 0.0 Cycle Q Clear(g_c), s 7.8 43.2 72.6 16.9 13.0 0.0 14.6 11.3 0.0 3.3 9.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 125 2649 822 246 2985 521 288 209 163 V/C Ratio(X) 0.81 0.75 1.36 0.89 0.31 0.95 0.57 0.22 0.80 Avail Cap(c_a), veh/h 383 2649 822 387 2985 521 395 328 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.36 0.95 0.95 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 64.1 26.6 33.7 59.3 14.8 0.0 53.8 54.9 0.0 55.0 62.7 0.0 Iner Delay (d2), s/veh 4.5 0.7 163.7 14.0 0 .3 0 .0 28.1 1 .7 0 .0 0 .5 8 .8 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrfi.5 20.7 90.7 13.1 8.4 0.0 6.7 9.3 0 .0 2 .8 8 .7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 27.3 197.4 73.3 15.0 0.0 81.8 56.6 0.0 55.5 71.5 0.0 LnGrp LOS E C F E B F E E E
Approach Vol, veh/h 3211 1150 660 178
Approach Delay, s/veh 87.7 26.1 75.6 67.3
Approach LOS F C E E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t4.7 87.6 10.7 27.0 23.9 78.4 20.0 17.6 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 * 5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l'l!),& 15.0 5.3 13.3 18.9 74.6 16.6 11 .6 Green Ext Time (p_c), s 0 .2 6 .7 0.0 0.7 0.4 0.0 0 .0 0 .6 Intersection Summa
HCM 7th Control Delay, s/veh 71 .9
HCM 7th LOS E
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing PM

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
Existing PM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
Existing PM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel Existin9 PM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 219 2396 182 162 1273 137 290 256 326 245 342 200 Future Volume (veh/h) 219 2396 182 162 1273 137 290 256 326 245 342 200 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 2420 0 164 1286 0 293 259 0 247 345 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 265 2884 205 2806 335 592 292 552
Arrive On Green 0.08 0.56 0.00 0.06 0.55 0.00 0.10 0.17 0.00 0.08 0.16 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 221 2420 0 164 1286 0 293 259 0 247 345 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 12.0 74.5 0.0 8.9 28.8 0.0 15.9 12.4 0.0 13.4 17.3 0.0 Cycle Q Clear(g_c), s 12.0 74.5 0.0 8.9 28.8 0.0 15.9 12.4 0.0 13.4 17.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 265 2884 205 2806 335 592 292 552 V/C Ratio(X) 0.83 0.84 0.80 0.46 0.87 0.44 0.85 0.63
Avail Cap(c_a), veh/h 535 2884 437 2806 437 592 524 552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.89 0.89 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 86.5 34.2 0.0 88.2 25.8 0.0 84.7 71 .2 0.0 85.8 75.1 0.0 Iner Delay (d2), s/veh 6.7 3 .1 0 .0 6 .3 0 .5 0 .0 14.5 2 .3 0 .0 6 .7 5 .3 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lril.5 39.7 0 .0 7 .3 17.0 0 .0 12.4 9.9 0 .0 10.4 13.1 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 93.2 37.3 0.0 94.5 26.3 0.0 99.1 73.5 0.0 92.4 80.4 0.0 LnGrp LOS F D F C F E F F
Approach Vol, veh/h 2641 1450 552 592
Approach Delay, s/veh 42.0 34.0 87.1 85.4
Approach LOS D C F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), 00.2 110.2 22.3 37.4 17.3 113.1 24.4 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+l114,ls 30.8 15.4 14.4 10.9 76.5 17.9 19.3 Green Ext Time (p_c), s 0 .6 11 .5 0 .7 1 .0 0.4 11 .0 0.5 1.5 Intersection Summa
HCM 7th Control Delay, s/veh 49.4
HCM 7th LOS D
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS Existing PM

Limited Transportation Analysis for
Gibraltar Drive, Milpitas, CA
D2 - No-Build Conditions 2026
NIVIS

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2026 No Build AM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 155 800 25 327 1614 108 29 277 313 131 365 459 Future Volume (veh/h) 155 800 25 327 1614 108 29 277 313 131 365 459 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 870 0 355 1754 0 32 301 340 142 397 499 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 200 1640 379 2134 49 779 347 168 1016 453
Arrive On Green 0.11 0.32 0.00 0.21 0.42 0.00 0.03 0.22 0.22 0.09 0.29 0.29 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 168 870 0 355 1754 0 32 301 340 142 397 499 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.1 16.7 0.0 23.5 36.5 0.0 2.1 8.7 25.6 9.4 10.8 34.3 Cycle Q Clear(g_c), s 11.1 16.7 0.0 23.5 36.5 0.0 2.1 8.7 25.6 9.4 10.8 34.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 200 1640 379 2134 49 779 347 168 1016 453 V/C Ratio(X) 0.84 0.53 0.94 0.82 0.66 0.39 0.98 0.85 0.39 1.10 Avail Cap(c_a), veh/h 465 1640 383 2134 197 779 347 168 1016 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 33.3 0.0 46.4 31 .0 0.0 57.8 40.0 46.6 53.5 34.4 42.8 Iner Delay (d2), s/veh 9.2 1 .2 0 .0 30.1 3 .7 0 .0 14.0 0 .3 42.4 31 .0 0 .2 72.5 Initial Q Delay(d3), s/veh 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 %ile BackOfQ(95%),veh/ln 9.2 11.4 0.0 19.3 21 .4 0 .0 2 .1 6 .8 20.1 9 .5 8 .2 31 .8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.4 34.5 0.0 76.5 34.7 0.0 71.9 40.3 89.0 84.5 34.7 115.3 LnGrp LOS E C E C E D F F C F
Approach Vol, veh/h 1038 2109 673 1038
Approach Delay, s/veh 38.9 41.7 66.4 80.3
Approach LOS D D E F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 29.7 43.3 8.0 39.0 18.1 54.9 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 25.5 18.7 4.1 36.3 13.1 38.5 11.4 27.6 Green Ext Time (p_c), s 0.0 5 .6 0 .0 0 .0 0.4 0.0 0 .0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 52.8
HCM 7th LOS D
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2026 No Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 183 626 352 80 1603 212 344 207 54 137 214 330 Future Volume (veh/h) 183 626 352 80 1603 212 344 207 54 137 214 330 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 195 666 0 85 1705 0 366 220 57 146 228 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 268 1959 117 1897 721 742 331 661 680
Arrive On Green 0.08 0.38 0.00 0.07 0.37 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 195 666 0 85 1705 0 366 220 57 146 228 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1781 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 6.3 10.5 0.0 5.3 35.9 0.0 10.7 6.0 3.4 4.1 6.3 0.0 Cycle Q Clear(g_c), s 6.3 10.5 0.0 5.3 35.9 0.0 10.7 6.0 3.4 4.1 6.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 268 1959 117 1897 721 742 331 661 680 V/C Ratio(X) 0.73 0.34 0.73 0.90 0.51 0.30 0.17 0.22 0.34 Avail Cap(c_a), veh/h 782 1959 325 1897 721 742 331 661 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 51 .4 24.9 0.0 52.3 33.8 0.0 39.9 38.0 37.0 38.9 39.8 0 .0 Iner Delay (d2), s/veh 3.8 0 .5 0 .0 8 .3 7 .3 0 .0 2 .5 1 .0 1 .1 0 .8 1 .3 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrfi.1 7.6 0 .0 4.7 21 .9 0 .0 8 .3 4.8 2.5 3 .2 5 .1 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.2 25.4 0.0 60.6 41.0 0.0 42.5 39.1 38.1 39.7 41.2 0.0 LnGrp LOS E C E D D D D D D
Approach Vol, veh/h 861 1790 643 374
Approach Delay, s/veh 32.1 42.0 40.9 40.6
Approach LOS C D D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t1 .7 48.3 28.0 26.0 13.0 47.0 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l~,:S 12.5 12.7 8.3 8.3 37.9 6.1 8.0 Green Ext Time (p_c), s 0 .1 4 .0 1 .0 1 .0 0.5 0 .0 0.4 1.2 Intersection Summa
HCM 7th Control Delay, s/veh 39.3
HCM 7th LOS D
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build AM

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 8 4
Future Volume (veh/h) 8 4
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1841 1841
Adj Flow Rate, veh/h 9 4
Peak Hour Factor 0.94 0.94
Percent Heavy Veh, % 4 4
Cap, veh/h 119 187
Arrive On Green 0.01 0.19
Sat Flow, veh/h 1753 977
Grp Volume(v), veh/h 9 0
Grp Sat Flow(s),veh/h/ln1753 0
Q Serve(g_s), s 0.4 0.0
Cycle Q Clear(g_c), s 0.4 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 119 0
V/C Ratio(X) 0.08 0.00
Avail Cap(c_a), veh/h 227 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 34.3 0.0
Iner Delay (d2), s/veh 0.3 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/lr0.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.6 0.0
LnGrp LOS C
Approach Vol, veh/h 16
Approach Delay, s/veh 34.2
Approach LOS C
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), t7.1 49.7
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+Mq,& 10.0
Green Ext Time (p_c), s 0 .3 1 .9
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 3 238
3 238
0 0

1.00 1.00

1.00 1.00

1.00 1.00
1841 1841
3 253

0.94 0.94
4 4
140 458

0.19 0.07
732 1753
7 253
1709 1753

0.3 7.5

0.3 7.5

0.43 1.00
327 458

0.02 0.55
506 458

1.00 1.00

1.00 1.00

33.8 31 .9

0.0 1 .4

0.0 0 .0

0.3 3 .4

33.8 33.4
C C
3 4

12.0 24.2

4.5 4 .5

7.5 30.5

9.5 2.3

0.0 0 .0

33.7 C
~
'-

WBT WBR
f.
32 311
32 311
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
34 331

0.94 0.94
4 4
37 364

0.25 0.25
147 1435
0 365
0 1582

0.0 23.1

0.0 23.1

0.91 0 401

0.00 0.91
0 469

1.00 1.00

0.00 1.00

0.0 37.3

0.0 20.0

0.0 0.0

0.0 16.2

0.0 57.3
E
618

47.5 D
5 6

5.2 61.5

4.0 5.0

16.0 31 .0

2.6 6.5

0.0 1.6
~ t ~

NBL NBT NBR
11 tt+
9 277 105
9 277 105
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
10 295 112

0.94 0.94 0.94
4 4 4
21 1083 402

0.01 0.43 0.43
1753 2495 927
10 205 202
1753 1749 1674

0.6 7.7 8.0

0.6 7.7 8.0

1.00 0.55
21 759 727

0.47 0.27 0.28
272 759 727

1.00 1.00 1.00

1.00 1.00 1.00

50.6 18.7 18.8

15.4 0.9 1 .0

0.0 0.0 0.0

0.6 5 .7 5 .7

66.0 19.6 19.7
E B B
417

20.7 C
7 8

5.6 30.6

4.5 4.5

7.5 30.5

2.4 25.1

0.0 1.0
'. !

SBL SBT
11 tt+
177 244
177 244
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
188 260

0.94 0.94
4 4
222 1652

0.13 0.55
1753 3010
188 150
1753 1749

10.8 4.3

10.8 4.3

1.00 222 960

0.85 0.16
374 960

1.00 1.00

1.00 1.00

44.0 11 .5

8.6 0 .3

0.0 0.0

8.8 3 .0

52.6 11.8
D B
491

27.4 C
1000 Gibraltar Dr- LTA
..,,
SBR
40 40
0 1.00

1.00 1.00
1841
43 0.94
4 270

0.55 491
153
1752

4.5 4.5

0.28 962

0.16 962

1.00 1.00
11 .5

0.4 0.0

3.1 11.8
B
2026 No Build AM
Synchro 12 Report
2026 No Build AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave 2026 No Build AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 30 0 15 0 419 63 33 434 0
Future Volume (veh/h) 0 0 0 30 0 15 0 419 63 33 434 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 Adj Flow Rate, veh/h 0 0 0 32 0 16 0 446 67 35 462 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 0 73 0 105 0 19 2 2334 349 56 2940 0
Arrive On Green 0.00 0.00 0.00 0.04 0.00 0.04 0.00 0.78 0.78 0.03 0.85 0.00 Sat Flow, veh/h 0 1811 0 948 0 474 1725 3002 448 1725 3532 0 Grp Volume(v), veh/h 0 0 0 48 0 0 0 254 259 35 462 0
Grp Sat Flow(s),veh/h/ln 0 1811 0 1423 0 0 1725 1721 1730 1725 1721 0 Q Serve(g_s), s 0.0 0.0 0.0 3.0 0.0 0.0 0.0 3.5 3.5 1.8 2.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.0 0.0 0.0 0.0 3.5 3.5 1.8 2.0 0.0 Prop In Lane 0.00 0.00 0.67 0.33 1.00 0.26 1.00 0.00
Lane Grp Cap(c), veh/h 0 73 0 124 0 0 2 1338 1345 56 2940 0 V/C Ratio(X) 0.00 0.00 0.00 0.39 0.00 0.00 0.00 0.19 0.19 0.63 0.16 0.00 Avail Cap(c_a), veh/h 0 322 0 470 0 0 307 1338 1345 307 2940 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 42.9 0.0 0.0 0.0 2.6 2.6 43.0 1.1 0.0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2 .0 0 .0 0 .0 0 .0 0 .3 0 .3 11 .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 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrO.0 0.0 0 .0 2 .0 0 .0 0 .0 0 .0 1.4 1.4 1.6 0 .2 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 44.9 0.0 0.0 0.0 2.9 2.9 54.0 1.2 0.0 LnGrp LOS D A A D A
Approach Vol, veh/h 0 48 513 497
Approach Delay, s/veh 0.0 44.9 2.9 4.9
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.9 75.0 8.1 0.0 81.9 8.1
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+lt),& 5.5 0.0 0.0 4.0 5.0
Green Ext Time (p_c), s 0 .0 3.0 0 .0 0 .0 3.1 0 .2
Intersection Summa
HCM 7th Control Delay, s/veh 5.8
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build AM

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,,;.
~
ovement EBL EBT
Lane Configurations 11
Traffic Volume (veh/h) 5 0
Future Volume (veh/h) 5 0
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1811 0
Adj Flow Rate, veh/h 6 0
Peak Hour Factor 0.83 0.83
Percent Heavy Veh, % 6 0
Cap, veh/h 0 0
Arrive On Green 0.00 0.00
Sat Flow, veh/h 0
Grp Volume(v), veh/h 0.0
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Iner Delay (d2), s/veh
Initial Q Delay(d3), s/veh
%ile BackOfQ(95%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), s5.2 124.9
Change Period (Y+Rc), s 4.5 5.0
Max Green Setting (Gmai7,.5 35.0
Max Q Clear Time (g_c+l'Q,-t 5.3
Green Ext Time (p_c), s 0 .0 9 .2
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f
~
'-

EBR WBL WBT WBR
.,, 4'
15 8 0 2
15 8 0 2
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1811 1811 1811 1811
18 10 0 2

0.83 0.83 0.83 0.83
6 6 6 6
0 15 0 3

0.00 0.01 0.00 0.01
1408 0 282
12 0 0
1690 0 0

1.0 0.0 0.0

1.0 0.0 0.0

0.83 0.17
18 0 0

0.66 0.00 0.00
342 0 0

1.00 1.00 1.00

1.00 0.00 0.00

67.0 0.0 0.0

46.1 0 .0 0 .0

0.0 0.0 0.0

1.2 0 .0 0 .0
113.1 0.0 0.0
F
12 113.1
F
4 5 6

6.0 21.6 108.4

4.5 4.5 5.0

27.5 27.5 35.0

3.0 16.5 16.5

0.0 0 .6 7.4

15.0 B
~ t ~ '.

NBL NBT NBR SBL
11 tt+ 11
156 484 12 4
156 484 12 4
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1811 1811 1811 1811
188 583 14 5

0.83 0.83 0.83 0.83
6 6 6 6
217 3027 73 9

0.13 0.88 0.88 0.01
1725 3434 82 1725
188 292 305 5
1725 1721 1796 1725

14.5 3.3 3.3 0.4

14.5 3.3 3.3 0.4

1.00 0.05 1.00
217 1516 1583 9

0.87 0.19 0.19 0.57
349 1516 1583 349

1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00

58.3 1.2 1.2 67.5

15.5 0 .3 0 .3 63.8

0.0 0.0 0.0 0.0
11 .6 0 .9 1 .0 0 .6

73.8 1.4 1.4 131.4

E A A F
785

18.8 B
!
SBT
t
462
462
0 1.00

1.00 No
1811
557

0.83 6
1377

0.76 1811
557
1811

14.5 14.5
1377

0.40 1377

1.00 1.00

5.6 0.9

0.0 8.6

6.5 A
567

7.6 A
1000 Gibraltar Dr- LTA
..,,
SBR
.,,
4 4
0 1.00

1.00 1.00
1811
5 0.83
6 1167

0.76 1535
5 1535

0.1 0.1

1.00 1167

0.00 1167

1.00 1.00

3.9 0.0

0.0 0.1

3.9 A
2026 No Build AM
Synchro 12 Report
2026 No Build AM

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
2026 No Build AM
ntersection
Int Delay, s/veh 0.8
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 12 1 12
Future Vol, veh/h 0 12 1 12
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 83 83
Heavy Vehicles, % 7 7
Mvmt Flow 0 14
ajar/Minor Major1
Conflicting Flow All 128 0
Stage 1
Stage 2
Critical Hdwy 4.17
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.263
Pot Cap-1 Maneuver 1428
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1428
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 1050
HCM Lane V/C Ratio 0.002
HCM Ctrl Dly (s/v) 8.4
HCM Lane LOS A
HCM 95th %tile Q(veh) 0
1000 Gibraltar Dr - LTA
NVS
83 83
7 7
1 14
Major2
0 16
- 4.17
- 2.263
- 1570
- 1570
WB

0.74 EBL EBT
1428
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
106 0 0 0 2 0 0 0
106 0 0 0 2 0 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
83 83 83 83 83 83 83 83
7 7 7 7 7 7 7 7
128 0 0 0 2 0 0 0
Minor1 Minor2
0 0 172 172 15 171 172 128
15 15 - 157 157
- 157 157 14 16
- 7.17 6.57 6.27 7.17 6.57 6.27
- 6.17 5.57 - 6.17 5.57
- 6.17 5.57 - 6.17 5.57
- 3.563 4.063 3.363 3.563 4.063 3.363
- 780 712 1050 781 712 909
- 992 873 - 834 759
- 834 759 - 993 872
- 773 705 1050 772 705 909
- 773 705 - 772 705
- 992 873 - 826 751
- 826 751 - 990 872
NB SB

8.44 0
A A
EBR WBL WBT WBRSBLn1
- 1570
- 0.009

7.3 0
A A
0 Synchro 12 Report
2026 No Build AM

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 0
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 0 0
Future Vol, veh/h 0 0
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 80 80
Heavy Vehicles, % 6 6
Mvmt Flow 0 0
ajar/Minor Minor1
Conflicting Flow All 135 46
Stage 1 93
Stage 2 43
Critical Hdwy 6.69 6.99
Critical Hdwy Stg 1 5.89
Critical Hdwy Stg 2 5.49
Follow-up Hdwy 3.557 3.357
Pot Cap-1 Maneuver 841 1002
Stage 1 910
Stage 2 969
Platoon blocked,%
Mov Cap-1 Maneuver 841 1002
Mov Cap-2 Maneuver 841
Stage 1 910
Stage 2 969
fi'pproach
HCM Ctrl Dly, s/v 0

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
74 0 0 34
74 0 0 34
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
80 80 80 80
6 6 6 6
93 0 0 43
Major1 Major2
0 0 93 0
- 4.19
- 2.257
- 1474
- 1474
SB
0 0
NBRWBLn1 SBL SBT
- 1474
0 0
A A
0 1000 Gibraltar Dr- LTA
2026 No Build AM
Synchro 12 Report
2026 No Build AM

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 277
Future Volume (veh/h) 277
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1841
Adj Flow Rate, veh/h 292
Peak Hour Factor 0.95
Percent Heavy Veh, % 4
Cap, veh/h 329
Arrive On Green 0.10
Sat Flow, veh/h 3401
Grp Volume(v), veh/h 292
Grp Sat Flow(s),veh/h/ln 1700
Q Serve(g_s), s 19.5
Cycle Q Clear(g_c), s 19.5
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 329
V/C Ratio(X) 0.89
Avail Cap(c_a), veh/h 500
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.90
Uniform Delay (d), s/veh 102.6
Iner Delay (d2), s/veh 11 .0
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 13.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 113.6
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 28.5
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 21 .5
Green Ext Time (p_c), s 0.8
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
802
802
0 1.00

1.00 No
1841
844

0.95 4
3097

0.48 6517
615
1583

17.9 17.9
2257

0.27 2257

1.00 0.90

36.4 0.3

0.0 11 .3

36.7 D
1144

56.4 E
2 101.5

5.8 84.2

97.7 0.0
..... "f

EBR WBL
""
8 95
8 95
0 0

1.00 1.00

1.00 1.00

1.00 1.00
1841 1841
8 100

0.95 0.95
4 4
29 132

0.48 0.04
62 3401
237 100
1830 1700

18.0 6.7

18.0 6.7

0.03 1.00
869 132

0.27 0.76
869 355

1.00 1.00

0.90 1.00

36.4 109.5

0.7 8 .6

0.0 0.0

12.8 5 .6

37.1 118.1
D F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

2.7 61.4

0.0 0 .0

90.6 F
~
WBT
tttl
2610
2610
0 1.00

1.00 No
1841
2747

0.95 4
2635

0.42 6332
2747
1583

95.7 95.7
2635

1.04 2635

1.00 1.00

67.1 29.8

0.0 56.1

96.9 F
3176

92.9 F
5 14.9

6.0 24.0

8.7 0.2
'- ~ t

WBR NBL NBT
.,,
""
ti.
313 11 71
313 11 71
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1914 1841 1841
329 12 75

0.95 0.95 0.95
4 4 4
675 432 490

0.42 0.13 0.28
1622 3401 1749
329 12 75
1622 1700 1749

34.2 0.7 7.4

34.2 0.7 7.4

1.00 1.00
675 432 490

0.49 0.03 0.15
675 432 490

1.00 1.00 1.00

1.00 1.00 1.00

49.2 88.0 62.3

2.5 0 .1 0 .7

0.0 0.0 0.0

20.7 0 .6 6 .2

51.7 88.1 63.0
D F E
231

67.2 E
6 7 8
115.1 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

20.0 9.9 18.8

6.0 0 .3 1.3
1000 Gibraltar Dr- LTA
I"
NBR
137
137
0 1.00

1.00 1.00
1841
144

0.95 4
437

0.28 1560
144
1560

16.8 16.8

1.00 437

0.33 437

1.00 1.00

65.7 2.0

0.0 11 .4

67.7 E
2026 No Build AM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
119 59 435
119 59 435
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
125 62 458

0.95 0.95 0.95
4 4 4
358 903 403

0.11 0.26 0.26
3401 3497 1560
125 62 458
1700 1749 1560

7.9 3.1 59.4

7.9 3.1 59.4

1.00 1.00
358 903 403

0.35 0.07 1.14
358 903 403

1.00 1.00 1.00

1.00 1.00 1.00

95.6 64.4 85.3

2.7 0 .1 87.7

0.0 0.0 0.0

6.5 2 .5 46.8

98.3 64.6 173.0
F E F
645
148.1
F
Synchro 12 Report
2026 No Build AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel 2026 No Build AM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 158 706 59 51 1863 1137 152 701 64 422 217 30 Future Volume (veh/h) 158 706 59 51 1863 1137 152 701 64 422 217 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 165 735 0 53 1941 1184 158 730 0 440 226 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 195 3705 78 3483 858 186 826 477 1253
Arrive On Green 0.06 0.59 0.00 0.02 0.55 0.55 0.05 0.16 0.00 0.14 0.25 0.00 Sat Flow, veh/h 3401 6332 1560 3401 6332 1560 3401 5025 1560 3401 5025 1560 Grp Volume(v), veh/h 165 735 0 53 1941 1184 158 730 0 440 226 0 Grp Sat Flow(s),veh/h/ln1700 1583 1560 1700 1583 1560 1700 1675 1560 1700 1675 1560 Q Serve(g_s), s 13.0 14.7 0.0 4.2 53.7 148.5 12.4 38.3 0.0 34.5 9.5 0.0 Cycle Q Clear(g_c), s 13.0 14.7 0.0 4.2 53.7 148.5 12.4 38.3 0.0 34.5 9.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 195 3705 78 3483 858 186 826 477 1253 V/C Ratio(X) 0.84 0.20 0.68 0.56 1.38 0.85 0.88 0.92 0.18 Avail Cap(c_a), veh/h 684 3705 307 3483 858 293 1011 674 1569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.00 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH26.0 26.3 0.0 131.0 39.4 60.7 126.6 110.3 0.0 114.6 79.6 0.0 Iner Delay (d2), s/veh 9.2 0 .1 0 .0 1 .0 0 .1 171.6 12.9 8 .1 0 .0 14.3 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(95%),veh/lt0.1 9.6 0 .0 2 .6 23.4 133.0 9 .9 24.4 0.0 23.0 7 .5 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 135.3 26.4 0.0 131.9 39.5 232.4 139.5 118.4 0.0 128.9 79.7 0.0 LnGrp LOS F C F D F F F F E
Approach Vol, veh/h 900 3178 888 666
Approach Delay, s/veh 46.4 112.9 122.2 112.2
Approach LOS D F F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), i1 .2 154.3 44.4 50.1 11.8 163.8 21.4 73.0 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+lfl!),ls 150.5 36.5 40.3 6.2 16.7 14.4 11 .5 Green Ext Time (p_c), s 0 .5 0.0 1.4 4.0 0 .1 5.4 0.3 1.5 Intersection Summa
HCM 7th Control Delay, s/veh 103.6
HCM 7th LOS F
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel 2026 No Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 50 703 615 79 1779 112 888 68 109 49 71 297 Future Volume (veh/h) 50 703 615 79 1779 112 888 68 109 49 71 297 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 52 725 634 81 1834 0 965 0 0 51 73 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 67 3170 984 102 3259 766 0 201 101
Arrive On Green 0.04 0.63 0.63 0.06 0.65 0.00 0.10 0.00 0.00 0.04 0.06 0.00 Sat Flow, veh/h 1753 5025 1560 1753 5025 1560 5259 0 1560 1753 1841 1560 Grp Volume(v), veh/h 52 725 634 81 1834 0 965 0 0 51 73 0 Grp Sat Flow(s),veh/h/ln1753 1675 1560 1753 1675 1560 1753 0 1560 1753 1841 1560 Q Serve(g_s), s 4.1 8.7 35.4 6.4 28.3 0.0 14.6 0.0 0.0 3.8 5.5 0.0 Cycle Q Clear(g_c), s 4.1 8.7 35.4 6.4 28.3 0.0 14.6 0.0 0.0 3.8 5.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 3170 984 102 3259 766 0 201 101 V/C Ratio(X) 0.77 0.23 0.64 0.79 0.56 1.26 0.00 0.25 0.72 Avail Cap(c_a), veh/h 377 3170 984 381 3259 766 0 312 390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.77 0.77 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.7 11.2 16.1 65.1 13.6 0.0 57.7 0.0 0.0 58.8 65.1 0.0 Iner Delay (d2), s/veh 15.1 0 .1 2 .9 10.0 0 .5 0 .0 127.6 0 .0 0 .0 0 .7 9 .2 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lr8.8 5.6 18.9 5 .6 14.4 0.0 18.0 0 .0 0 .0 3 .1 5 .1 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 81.8 11.3 19.0 75.0 14.2 0.0 185.3 0.0 0.0 59.5 74.3 0.0 LnGrp LOS F B B E B F E E
Approach Vol, veh/h 1411 1915 965 124
Approach Delay, s/veh 17.3 16.7 185.3 68.2
Approach LOS B B F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t0.3 96.6 11.1 22.0 12.8 94.1 20.0 13.1 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 * 5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l'l), t 30.3 5.8 0.0 8.4 37.4 16.6 7.5 Green Ext Time (p_c), s 0 .1 9.8 0 .0 0 .0 0.2 3.8 0 .0 0 .3 Intersection Summa
HCM 7th Control Delay, s/veh 55.2
HCM 7th LOS E
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build AM

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2026 No Build AM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2026 No Build AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2026 No Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 159 1050 293 174 2643 100 515 177 177 152 206 469 Future Volume (veh/h) 159 1050 293 174 2643 100 515 177 177 152 206 469 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 169 1117 0 185 2812 0 548 188 0 162 219 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 211 2678 226 2711 433 779 204 547
Arrive On Green 0.06 0.53 0.00 0.07 0.54 0.00 0.13 0.22 0.00 0.06 0.16 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 169 1117 0 185 2812 0 548 188 0 162 219 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 9.2 25.3 0.0 10.1 101.7 0.0 24.0 8.3 0.0 8.9 10.6 0.0 Cycle Q Clear(g_c), s 9.2 25.3 0.0 10.1 101.7 0.0 24.0 8.3 0.0 8.9 10.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 2678 226 2711 433 779 204 547 V/C Ratio(X) 0.80 0.42 0.82 1.04 1.27 0.24 0.79 0.40
Avail Cap(c_a), veh/h 530 2678 433 2711 433 779 520 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.63 0.63 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 88.0 27.1 0.0 87.6 44.2 0.0 83.0 60.9 0.0 88.2 72.3 0.0 Iner Delay (d2), s/veh 6.9 0 .5 0 .0 4 .6 24.6 0 .0 136.8 0 .7 0 .0 6 .8 2 .2 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrr.7 15.6 0 .0 7 .4 57.7 0 .0 28.7 6.9 0 .0 7 .5 8 .7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.9 27.5 0.0 92.2 68.8 0.0 219.8 61.6 0.0 95.0 74.5 0.0 LnGrp LOS F C F F F E F E
Approach Vol, veh/h 1286 2997 736 381
Approach Delay, s/veh 36.4 70.2 179.4 83.2
Approach LOS D E F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t7.3 107.5 17.5 47.7 18.5 106.3 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5 .7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+1111,2l 103.7 10.9 10.3 12.1 27.3 26.0 12.6 Green Ext Time (p_c), s 0 .5 0.0 0.4 0.8 0.4 9.4 0.0 1.1 Intersection Summa
HCM 7th Control Delay, s/veh 78.0
HCM 7th LOS E
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build AM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2026 No Build PM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 179 1607 23 253 933 140 49 366 706 186 255 217 Future Volume (veh/h) 179 1607 23 253 933 140 49 366 706 186 255 217 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 183 1640 0 258 952 0 50 373 720 190 260 221 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 215 1921 289 2111 65 785 350 169 993 443
Arrive On Green 0.12 0.37 0.00 0.16 0.41 0.00 0.04 0.22 0.22 0.09 0.28 0.28 Sat Flow, veh/h 1795 5147 1598 1795 5147 1598 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 183 1640 0 258 952 0 50 373 720 190 260 221 Grp Sat Flow(s),veh/h/ln 1795 1716 1598 1795 1716 1598 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 12.0 35.2 0.0 16.9 16.1 0.0 3.3 10.9 26.3 11.3 6.8 13.9 Cycle Q Clear(g_c), s 12.0 35.2 0.0 16.9 16.1 0.0 3.3 10.9 26.3 11.3 6.8 13.9 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 215 1921 289 2111 65 785 350 169 993 443 V/C Ratio(X) 0.85 0.85 0.89 0.45 0.77 0.48 2.06 1.12 0.26 0.50 Avail Cap(c_a), veh/h 468 1921 386 2111 199 785 350 169 993 443 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51 .7 34.6 0.0 49.3 25.6 0 .0 57.3 40.8 46.8 54.3 33.8 36.4 Iner Delay (d2), s/veh 9.0 5 .1 0 .0 18.2 0 .7 0 .0 17.1 0.4 485.1 106.3 0 .1 0 .9 Initial Q Delay(d3), s/veh 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 %ile BackOfQ(95%),veh/ln 9.9 21 .6 0 .0 13.8 10.7 0 .0 3 .2 8.4 90.6 15.9 5 .3 9 .3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 39.7 0.0 67.5 26.3 0.0 74.5 41.3 532.0 160.7 33.9 37.3 LnGrp LOS E D E C E D F F C D
Approach Vol, veh/h 1823 1210 1143 671
Approach Delay, s/veh 41.8 35.1 351.8 70.9
Approach LOS D D F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.5 49.5 9.0 38.0 19.1 53.9 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 18.9 37.2 5.3 15.9 14.0 18.1 13.3 28.3 Green Ext Time (p_c), s 0.4 0.0 0 .0 1.7 0 .4 4 .9 0.0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 117.3
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build PM

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2026 No Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 396 1431 644 124 951 196 317 266 113 202 319 250 Future Volume (veh/h) 396 1431 644 124 951 196 317 266 113 202 319 250 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 417 1506 0 131 1001 0 334 280 119 213 336 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 500 1843 163 1572 727 748 334 666 685
Arrive On Green 0.14 0.36 0.00 0.09 0.31 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3483 5147 1598 1795 5147 1598 3483 3582 1598 3483 3582 1598 Grp Volume(v), veh/h 417 1506 0 131 1001 0 334 280 119 213 336 0 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1795 1716 1598 1742 1791 1598 1742 1791 1598 Q Serve(g_s), s 13.3 30.3 0.0 8.2 19.1 0.0 9.6 7.6 7.3 6.0 9.5 0.0 Cycle Q Clear(g_c), s 13.3 30.3 0.0 8.2 19.1 0.0 9.6 7.6 7.3 6.0 9.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 500 1843 163 1572 727 748 334 666 685 V/C Ratio(X) 0.83 0.82 0.80 0.64 0.46 0.37 0.36 0.32 0.49 Avail Cap(c_a), veh/h 788 1843 328 1572 727 748 334 666 685 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.5 33.2 0.0 50.8 34.1 0.0 39.5 38.7 38.6 39.7 41 .1 0.0 Iner Delay (d2), s/veh 4.4 4 .2 0.0 8 .8 2 .0 0 .0 2 .1 1.4 3.0 1 .3 2 .5 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lril.9 18.6 0 .0 7 .2 12.7 0 .0 7 .6 6 .2 5 .5 4.8 7.8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.9 37.3 0.0 59.6 36.1 0.0 41.6 40.1 41.5 41.0 43.6 0.0 LnGrp LOS D D E D D D D D D
Approach Vol, veh/h 1923 1132 733 549
Approach Delay, s/veh 40.5 38.8 41.0 42.6
Approach LOS D D D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t4.6 45.4 28.0 26.0 20.6 39.4 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l1K),2l 32.3 11 .6 11 .5 15.3 21 .1 8.0 9.6 Green Ext Time (p_c), s 0 .2 0.0 0 .9 1.4 1 .1 2.4 0.6 1.7 Intersection Summa
HCM 7th Control Delay, s/veh 40.4
HCM 7th LOS D
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 No Build PM

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 42 29
Future Volume (veh/h) 42 29
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 43 30
Peak Hour Factor 0.98 0.98
Percent Heavy Veh, % 2 2
Cap, veh/h 164 127
Arrive On Green 0.03 0.09
Sat Flow, veh/h 1781 1423
Grp Volume(v), veh/h 43 0
Grp Sat Flow(s),veh/h/ln1781 0
Q Serve(g_s), s 2.2 0.0
Cycle Q Clear(g_c), s 2.2 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 164 0
V/C Ratio(X) 0.26 0.00
Avail Cap(c_a), veh/h 233 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 40.7 0.0
Iner Delay (d2), s/veh 0.8 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln1 .8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.6 0.0
LnGrp LOS D
Approach Vol, veh/h 81
Approach Delay, s/veh 42.9
Approach LOS D
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), ~.0 51.3
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+t!Q,!s 10.4
Green Ext Time (p_c), s 0 .0 2 .1
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f