Agenda packet — Milpitas City Council, June 16, 2026 (part 10 of 11)

Starlite Park Starlite Park
Milpitas
880
880
237
1 3
4 2 Serra Wy Serra Wy
Valley Way
N Abel St
NAbbott Ave
Spence Ave
Smithwood St
Rudyard Dr
Butler St
Heath St
S
Abel St
S Abbott Ave
N McCarthy Blvd
W Calaveras Blvd
Ranch Dr
4%(10%)
70%(55%)
1%(0%)
10%(10%)
5%(10%)
10%(15%)
= Proposed Housing% (Existing Office Use%)
Trip Distribution
= Site Location
LEGEND
XX%(XX%)
XX(XX) = AM(PM) Peak-Hour Net Project Trips
600 Valley Way TOA
Figure 5
Trip Distribution and Assignment
Ave
SerraWyAbelSt
Calaveras
Blvd
W
S
Abbott
Valley
Way
S
Abbott
Ave
Calaveras
Blvd
W
Calaveras
Blvd
W
1 2 3 4 31(11) 10(1)
-8(9)
-8(28)
-2(4)
-6(5)
6(0)
4(1)
-3(2)
-3(3)
2(0)
4(0)
-16(37)
-2(1)
1(-1)
41(12)

Page 1347 of 1482 ends

Starlite Park Starlite Park
Milpitas
880
880
237
1 3
4 2 Serra Wy Serra Wy
Valley Way
N Abel St
NAbbott Ave
Spence Ave
Smithwood St
Rudyard Dr
Butler St
Heath St
S
Abel St
S Abbott Ave
N McCarthy Blvd
W Calaveras Blvd
Ranch Dr
600 Valley Way TOA
Figure 6
Existing Lane Configurations
Ave
SerraWyAbelSt
Calaveras
Blvd
W
S
Abbott
Valley
Way
S
Abbott
Ave
Calaveras
Blvd
W
Calaveras
Blvd
W
1 2 3 4 STOP
X
= Traffic Signal
= Stop Sign
= Study Intersection
= Site Location
LEGEND
STOP

Page 1348 of 1482 ends

rl
Starlite Park
Penitencia Creek
Milpitas
880
880
237
1 3
4 2 Serra Wy
Valley Way
N
Abel S
N
t
Abbott Ave
Spence Ave
S
mithwood St
Rudyard Dr
Butler St
Heath
St
S
Abel St
S Abbott Ave
N
McCar ht y
B
vl d
W Calaveras Blvd
Ranch Dr
X = Study Intersection
= Site Location
LEGEND
XX(XX) = AM(PM) Peak-Hour Traffic Volumes
600 Valley Way TOA
Figure 7
Existing Traffic Volumes
Ave
SerraWyAbelSt
Calaveras
Blvd
W
S
Abbott
Valley
Way
S
Abbott
Ave
Calaveras
Blvd
W
Calaveras
Blvd
W
1 2 3 4 64(92) 56(48) 24(57) 448(258) 13(8) 92(111)
34(28)
1922(1213)
56(81)
173(355)
1041(2485)
76(90)
174(202)
35(32)10(16)
26(52)29(46)36(64)
22(56)
1862(1022)
17(38)
35(74)
899(1994)
210(555)
28(79)
185(269)226(554)
433(212)326(250)133(185)
239(301)
1662(1017)
149(129)
134(224)
795(1636)
25(14)
48(23)
203(354)
6(6)520(265)
2(12)
21(38)

Page 1349 of 1482 ends

rl
Starlite Park
Penitencia Creek
Milpitas
880
880
237
1 3
4 2 Serra Wy
Valley Way
N
Abel S
N
t
Abbott Ave
Spence Ave
S
mithwood St
Rudyard Dr
Butler St
Heath
St
S
Abel St
S Abbott Ave
N
McCar ht y
B
vl d
W Calaveras Blvd
Ranch Dr
X = Study Intersection
= Site Location
LEGEND
XX(XX) = AM(PM) Peak-Hour Traffic Volumes
600 Valley Way TOA
Figure 8
Existing Plus Project Traffic Volumes
Ave
SerraWyAbelSt
Calaveras
Blvd
W
S
Abbott
Valley
Way
S
Abbott
Ave
Calaveras
Blvd
W
Calaveras
Blvd
W
1 2 3 4 64(92) 56(48) 24(57) 478(269) 13(8) 102(112)
34(28)
1922(1213)
48(90)
165(383)
1041(2485)
76(90)
172(206)
35(32)10(16)
26(52)29(46)36(64)
22(56)
1856(1027)
17(38)
35(74)
905(1994)
214(556)
28(79)
185(269)226(554)
430(214)326(250)133(185)
239(301)
1659(1020)
149(129)
136(224)
799(1636)
25(14)
33(60)
203(354)
3(7)520(265)
3(11)
62(50)

Page 1350 of 1482 ends

rl
Starlite Park
Penitencia Creek
Milpitas
880
880
237
1 3
4 2 Serra Wy
Valley Way
N
Abel S
N
t
Abbott Ave
Spence Ave
S
mithwood St
Rudyard Dr
Butler St
Heath
St
S
Abel St
S Abbott Ave
N
McCar ht y
B
vl d
W Calaveras Blvd
Ranch Dr
X = Study Intersection
= Site Location
LEGEND
XX(XX) = AM(PM) Peak-Hour Traffic Volumes
600 Valley Way TOA
Figure 9
Cumulative No Project Traffic Volumes
Ave
SerraWyAbelSt
Calaveras
Blvd
W
S
Abbott
Valley
Way
S
Abbott
Ave
Calaveras
Blvd
W
Calaveras
Blvd
W
1 2 3 4 396(177) 64(51) 148(57) 448(258) 18(13) 92(154) 34(215)
2218(1626)
72(114)
191(355)
2207(3056)
128(300)
568(440)
35(32)28(16)
26(52)29(46)36(64)
70(56)
1862(1415)
17(38)
35(74)
1957(2022)
430(1103)
36(101)
523(588)
755(1026)
560(332)492(593)142(189)
584(834)
1662(1292)
149(149)
327(562)
1668(1636)
25(113)
48(23)
243(354)
6(6)520(283)
2(12)
21(38)

Page 1351 of 1482 ends

rl
Starlite Park
Penitencia Creek
Milpitas
880
880
237
1 3
4 2 Serra Wy
Valley Way
N
Abel S
N
t
Abbott Ave
Spence Ave
S
mithwood St
Rudyard Dr
Butler St
Heath
St
S
Abel St
S Abbott Ave
N
McCar ht y
B
vl d
W Calaveras Blvd
Ranch Dr
X = Study Intersection
= Site Location
LEGEND
XX(XX) = AM(PM) Peak-Hour Traffic Volumes
600 Valley Way TOA
Figure 10
Cumulative Plus Project Traffic Volumes
Ave
SerraWyAbelSt
Calaveras
Blvd
W
S
Abbott
Valley
Way
S
Abbott
Ave
Calaveras
Blvd
W
Calaveras
Blvd
W
1 2 3 4 396(177) 64(51) 148(57) 478(269) 18(13) 102(155) 34(215)
2218(1626)
64(123)
183(383)
2207(3056)
128(300)
566(444)
35(32)28(16)
26(52)29(46)36(64)
70(56)
1856(1420)
17(38)
35(74)
1963(2022)
434(1104)
36(101)
523(588)
755(1026)
557(334)492(593)142(189)
584(834)
1659(1295)
149(149)
329(562)
1672(1636)
25(113)
33(60)
243(354)
3(7)520(283)
3(11)
62(50)

Page 1352 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 22
Table 4
Intersection Levels of Service Summary
Existing LOS Peak Avg. Avg. Incr. In Incr. In Avg. Avg. Incr. In Incr. In ID Intersection Control Standard Hour Delay1 LOS Delay1 LOS Crit. Del. Crit. V/C Delay1 LOS Delay1LOS Crit. Del. Crit. V/C 1 Signal D AM 39.0 D 39.7 D 0.5 0.004 46.7 D 47.5 D 0.6 0.004 PM 34.1 C 34.8 C 1.3 0.023 43.5 D 44.3 D 0.1 0.001
2 OWSC D AM 10.5 B 10.6 B N/A N/A 10.5 B 10.6 B N/A N/A PM 10.1 B 10.2 B N/A N/A 10.2 B 10.3 B N/A N/A
3 Signal D AM 21.1 C 21.1 C 0.0 -0.002 35.2 D 35.1 D -0.1 0.001 PM 26.9 C 27.0 C 0.2 0.001 34.1 C 34.2 C 0.1 0.001
4 Signal E AM 41.2 D 41.3 D 0.0 -0.001 112.0 F 112.3 F 0.3 0.001 PM 60.7 E 60.6 E 0.0 0.000 >120 F >120 F 0.0 0.000
Notes:

Bold indicates a substandard level of service.

2. Unsignalized intersections (Abbott Ave & Valley Way) not subject to City LOS criteria.

1. Overall weighted average control delay (seconds per vehicle) is reported for signalized intersections. Worst movement delay (seconds per vehicle) and LOS are reported for stop-controlled intersections.

OWSC = one-way stop control
Cumulative
No Project Cumulative With Project
Abbott Ave and Calaveras
Blvd
Existing Existing+Project
Abbott Ave and Valley Way
Serra Way and Calaveras
Blvd
Abel St and Calaveras Blvd

Page 1353 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 23
Queuing Analysis
Queuing analyses were conducted for the movements where the project adds a substantial number of trips. These movements include the eastbound left-turn movement at the Abbott Avenue and Calaveras Boulevard intersection and the eastbound shared left-right turn movement at the Abbott Avenue and Valley Way intersections.

Table 5
Intersection Queuing Analysis

AM PM AM PM
Existing
Cycle/Delay1 (sec) 177 177 10.5 10.1
Volume (vph) 173 355 23 50
95th %. Queue (veh/ln) 14 25 1 1
95th %. Queue2 (ft/ln) 350 625 25 25
Storage (ft/ln)3,4 500 500 50 50
Adequate (Y/N) Y N Y Y
Existing Plus Project
Cycle/Delay1 (sec) 177 177 10.6 10.2
Volume (vph) 165 383 65 61
95th %. Queue (veh/ln.) 13 26 1 1
95th %. Queue (ft./ln) 325 650 25 25
Storage (ft/ln)3,4 500 500 50 50
Adequate (Y/N) Y N Y Y
Cumulative No Project
Cycle/Delay1 (sec) 177 177 10.5 10.2
Volume (vph) 191 355 23 50
95th %. Queue (veh/ln) 15 25 1 1
95th %. Queue2 (ft/ln) 375 625 25 25
Storage (ft/ln)3,4 500 500 50 50
Adequate (Y/N) Y N Y Y
Cumulative Plus Project
Cycle/Delay1 (sec) 177 177 10.6 10.3
Volume (vph) 183 383 65 61
95th %. Queue (veh/ln) 14 26 1 1
95th %. Queue2 (ft/ln) 350 650 25 25
Storage (ft/ln)3,4 500 500 50 50
Adequate (Y/N) Y N Y Y
Notes:
1 2 Assumes 25 feet per vehicle queued.
3 Storage length measured from intersection to upstream driveway. 4 Total storage length of movement shown.
5 EBL = Eastbound Left, EBL/R = Eastbound Shared Left/Right Cycle length used for signalized intersection at Abbott Ave. & Calaveras Blvd., delay of movement used for unsignalized intersection at Abbott Ave. & Valley Way
Abbott Ave. &
Valley Way
EBL/R5 EBL5
Analysis Scenario
Abbott Ave. &
Calaveras Blvd.

Page 1354 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 24
Abbott Avenue and Calaveras Boulevard
Currently, the eastbound left-turn pocket at the intersection of Abbott Avenue and Calaveras Boulevard is 500 feet long. During the existing PM peak hour, the 95th percentile queue extends to about 625 feet, exceeding the storage. A similar queue would occur during cumulative no project conditions. With the project under existing and cumulative conditions, the 95th percentile queue is expected to increase by 25 feet or one car length. The existing turn pocket could be extended by cutting into the median. It is recommended that Caltrans review the deficiency to determine if a project monetary contribution to the existing deficiency is warranted.

Recommendation #1: Caltrans should review and approve the storage deficiency at the Abbott Avenue and Calaveras Boulevard intersection to determine if a project monetary contribution to the existing deficiency is warranted.

Abbott Avenue and Valley Way
The storage for the eastbound shared left-right turn movement is assumed to 50 feet, i.e. from the intersection to the nearest upstream driveway. This storage is sufficient to accommodate the queue under existing, existing plus project, cumulative, and cumulative plus project scenarios.

Peak-Hour Signal Warrant Analysis
In conjunction with the traffic operations analysis, a signal warrant analysis was performed to determine if the unsignalized intersection at Abbott Avenue & Valley Way would warrant a traffic signal. The intersection was analyzed using the Peak-Hour Volume Signal Warrant, (Warrant #3 – Part B) described in the California Manual on Uniform Traffic Control Devices (MUTCD), 2014 Edition. This method provides an indication of whether peak-hour traffic volumes are, or would be, sufficient to justify installation of a traffic signal. The peak-hour signal warrant analysis determined that, under all study scenarios, the Abbott Avenue & Valley Way intersection would not meet the requirements for a traffic signal. The peak-hour signal warrant sheets are contained in Appendix D.

Site Access and On-Site Circulation
The site access and on-site circulation evaluation is based on the March 2026 site plan (see Figure 2).

Site access and on-site vehicular circulation was reviewed in accordance with generally accepted traffic engineering standards and transportation planning principles.

Site Access
The site plan shows that access to the project would be provided via three adjacent driveways on the cul-de-sac at the western end of Valley Way. This project proposes using the existing driveways onsite.

Driveway Operations
The project is estimated to generate 64 trips (16 inbound, 48 outbound) in the AM peak-hour and 76 trips (45 inbound, 31 outbound) in the PM peak-hour (see Table 3) or approximately one trip every 50 to 60 seconds. Given there are three driveways, the number of trips at each driveway would be relatively low. While the driveways are expected to operate acceptably, it is recommended that all the driveways be stop-controlled to prevent confusion and to clearly establish the right-of-way for motorists.

Recommendation #2: All three driveways should be stop-controlled to clearly establish the right-of-way for motorists. The westbound approach entering the cul-de-sac should remain freeflowing.

Page 1355 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 25
Sight Distance
The proposed driveway locations were evaluated to determine if the sight distance would be adequate.

The project driveways should be free and clear of any obstructions to optimize sight distance, thereby ensuring that exiting vehicles can see pedestrians on the sidewalk and other vehicles traveling on adjacent roadways. Any landscaping and signage should be located in such a way as to ensure an unobstructed view for drivers entering and exiting the site. Adequate sight distance reduces the likelihood of a collision at driveways and provides drivers with the ability to locate sufficient gaps in traffic to exit a driveway. Sight distance of a driveway is evaluated based on the stopping sight distance recommended by Caltrans for a given design speed.

There is no posted speed limit on Valley Way. On local streets where no speed limit is posted, the de facto speed limit is 25 mph. Based on Caltrans’ recommended stopping sight distances, a sight distance of 150 feet is required for a design speed of 25 mph. It is recommended that no tall vegetation or objects that would block a driver’s ability to see 150 feet east on Valley Way are present. Valley Way allows on-street parking. It is recommended that on-street parking be prohibited within the cul-du-sac and on the north side of Valley Way along the existing vacant parcel to prevent sight distance issues.

Recommendation #3: The project should ensure there be no signs, fences, or tall bushes that might block line of sight for 150 feet for the north and south driveways. Furthermore, on-street parking should be prohibited within the cul-du-sac and on the north side of Valley Way along the existing vacant parcel to prevent sight distance issues.

On-Site Circulation
The site plan shows a series of on-site roadways connecting to all the residential units. There is a roadway loop around the perimeter of the site with two roadways connecting east-west across the site, and two dead-end spur roadways leading from the edge of the loop into its center serving more units.

The site plan shows that all roadways on site would be approximately 26 feet wide, which is sufficient to allow two vehicles to pass and provides enough space for vehicles entering or exiting garages or parking spaces to maneuver. The City’s Comprehensive Zoning Ordinance Table C.6.080-B outlines minimum dimensions for parking drive aisles and states that for a two-way aisle with perpendicular parking, the drive aisle must be a minimum of 24 feet wide. The 2022 California Fire Code section D103.1 requires roadways with fire hydrants to be at least 26 feet in width. Therefore the 26 foot wide drive aisles meet City requirements. This roadway width is sufficient for garbage trucks to navigate throughout the site for trash pick-up. Furthermore dead-end spurs that are less than 150 feet long are generally considered to be navigable by large vehicles such as garbage trucks.

The MGSP requires that dwellings provide on-site parking for residents at a rate of 1.5 spaces per unit.

A total of 201 parking spaces are therefore required. Resident parking would be provided in individual garages connected to each unit. Each resident garage has capacity for two vehicles. Parking for visitors is required by the MGSP to be provided at a rate of 1 space per 3 dwelling units. This equates to 45 visitor parking spaces. A total of 60 visitor surface parking spaces would be provided along the site’s perimeter road. The visitor spaces are approximately 18 to 22 feet long and approximately 9 to 10 feet wide. The Comprehensive Zoning Ordinance Table C.6.080-A outlines minimum dimensions for parking stalls, which are 22 feet length by 10 foot width for a stall parallel to the roadway and 18 feet length by 9 feet width for stalls perpendicular to the roadway. The CZO also requires residential garages such as those attached to the project’s townhomes have a minimum width of 10 feet and a minimum length of 20 feet.

Recommendation #4: The project should ensure all parking spaces and garages meet the minimum dimensions per the Comprehensive Zoning Ordinance .

Page 1356 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 26
Emergency Vehicle Access
Emergency vehicle access to the project site must be designed to ensure safe and efficient response times for emergency services. The proposed site layout should comply with local regulations to minimize access limitations and ensure emergency vehicles can access the development in the event of an emergency.

Currently the Valley Way cul-de-sac has a 40 feet radius which is adequate turn around space for emergency vehicles. The project should coordinate any changes to the cul-de-sac radius with the fire department.

Recommendation #5: The project should demonstrate all dead-end access roads and onsite roadways are accessible for emergency vehicles and garbage collection. City staff shall determine whether the proposed design is acceptable.

Recommendation #6: The project should coordinate any changes to the cul-de-sac radius with the fire department.

Pedestrians and Bicycles
There is limited bicycle and pedestrian infrastructure near the project side. Along the frontage of the site the project would rebuild the sidewalk with a landscaped buffer. Furthermore, the site plan shows footpaths and marked roadway crossings for pedestrians throughout the project site creating a complete pedestrian circulation network within the project site itself. This network would connect each new residence with the sidewalks on Valley Way. Sections of the internal roadways would incorporate patterned concrete, which is also a traffic-calming feature. This would encourage lower vehicle speeds which enhance pedestrian comfort and safety within the project site.

Bicycles would share the onsite roadways with vehicular traffic, which is feasible due to the low speed and volume of onsite vehicular traffic. The MGSP and CZO require that multi-family residential uses provide 1 bicycle parking space for every 2 units, with 85 percent of the spaces being long-term and 15 percent of the spaces being short-term visitor spaces. This equates to 67 spaces in total, with 57 longterm spaces and 10 short-term spaces. Long-term bicycle parking is assumed to be accommodated by residents within the garages of each unit. Twelve visitor bike parking spaces are shown on the current site plan.

Access to nearby schools from the project site is provided via the continuous sidewalk along Abbott Avenue, which connects directly to Anthony Spangler Elementary School. As previously discussed, the Gateway-Main Street Specific Plan proposes a two-way Class IV protected bikeway along this corridor, which would enhance bicycle access to and from the school. Additional elements of the plan, including the introduction of street trees and a reduction in the number of travel lanes which pedestrians would need to cross may further improve access to local schools for pedestrians and bikes.

Potential Impacts on Pedestrians and Bicycles
According to the U.S. Census, pedestrian trips comprise approximately one percent of the total commute mode share in the City of Milpitas. For the proposed project, assuming one percent of total commute trips would be walking trips, that would equate to approximately one pedestrian trip during the AM and PM peak hours. The proposed project would also generate pedestrian trips to/from schools, recreation areas, transit, and retail centers. Overall, the volume of pedestrian trips generated by the project could be accommodated by the existing and proposed facilities.

U.S. Census data indicate that bicycle trips comprise less than one percent of the total commute mode share in the City of Milpitas. For the proposed project, this would equate to approximately one bike trip

Page 1357 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 27
during each of the AM and PM peak hours. The low volume of bicycle trips generated by the project would not exceed the bicycle-carrying capacity of streets surrounding the site, and the increase in bicycle trips would not by itself require new off-site bicycle facilities.

According to the Valley Transportation Authority (VTA) Transportation Impact Analysis (TIA) Technical Guidelines, a project would create an impact on pedestrian and bike circulation if: (1) it would reduce, sever or eliminate existing bike/pedestrian access and circulation in the area; (2) it would preclude, modify, or otherwise affect proposed bicycle and pedestrian projects and/or policies identified in an adopted plan; or (3) it would cause a change to existing bike paths such as alignment, width of trail ROW, or length of a trail.

The addition of the project would not remove any existing bike/pedestrian facilities, nor would it preclude any future planned improvements with the implementation of recommendations included in this report. Because most intersections around the project site are signalized and have few bike/pedestrian trips, the addition of the project would not materially change walking and biking conditions in the project vicinity. Therefore, the proposed project would not create an adverse impact to bike/pedestrian circulation in the area.

Potential Impacts on Transit
According to the U.S. Census, transit trips comprise approximately three percent of the total commute mode share in the City of Milpitas. For the proposed project, assuming three percent of total commute trips would be transit trips, there would be approximately one transit trip in the AM peak hour and two transit trips during the PM peak hour. In addition to commute trips, there will be additional transit trips to nearby schools, parks, and shopping areas. This volume of transit trips generated by the project would not exceed the carrying capacity of the existing transit service to the site.

According to the VTA TIA Technical Guidelines, a project would create an impact on transit if: (1) it would cause a permanent or temporary reduction of transit availability or interference with existing transit users (relocation/closure of a transit stop or vacation of a roadway utilized by transit) or (2) it would result in significant delays in transit service. The project, by itself, would not preclude, modify or otherwise affect existing or proposed transit projects or policies identified by the VTA, nor is it expected to materially increase delays in transit service. Consequently, the project would not result in any significant impacts to transit service.

Page 1358 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 28
600 Valley Way
Technical Appendices

Page 1359 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 29
Appendix A
Traffic Counts

Page 1360 of 1482 ends

AUTO CENSUS
Date: Traffic Monitoring and Analysis
Counters: 5973 Larkstone Loop 445 Lily Ann Way
Location: San Jose, CA 95123
Weather: Fair
Start Time IN OUT
7:00 0 0
7:15 3 0
7:30 7 2
7:45 11 2
8:00 12 2
8:15 16 3
8:30 24 6
8:45 33 7
9:00 46 8
Hourly
Peak Hour Totals
7:00 - 8:00 12 2 14
7:15 - 8:15 13 3 16
7:30 - 8:30 17 4 21
7:45 - 8:45 22 5 27
8:00 - 9:00 34 6 40
Peak Volumes: 34 6 40
Start Time IN OUT
4:00 0 0
4:15 3 8
4:30 5 12
4:45 7 17
5:00 7 20
5:15 7 29
5:30 7 33
5:45 9 35
6:00 9 37
Hourly
Peak Hour Totals
4:00-5:00 7 20 27
4:15-5:15 4 21 25
4:30-5:30 2 21 23
4:45-5:45 2 18 20
5:00-6:00 2 17 19
Peak Volumes: 7 20 27
Steve
600 Valley Way
PM
AM-PM Volume Count- 25SJ03(Milpitas)
AM
5/20/2025

Page 1361 of 1482 ends

W CALAVERAS BLVD W CALAVERAS BLVD S ABBOTT AVE S ABBOTT AVE (303) 216-2439
www.alltrafficdata.net
Location: 1 S ABBOTT AVE & W CALAVERAS BLVD AM
Date: Tuesday, May 20, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:30 AM - 08:45 AM
553 283
2,012
1,165
115 144
1,290
2,436

0.97 N
S
W E

0.85 0.96

0.69 0.89
(926) (442)
(4,032)
(2,164)
(4,773)
(2,382)
(203) (242) 448092
56 1,922
26 76
1,041
171
8 2 13
0645624 W CALAVERAS BLVD W CALAVERAS BLVD

S ABBOTT AVE

S ABBOTT AVE
1 1
2 0 N
S
W E
0 1
1 1
0 1
0 0
0 000
0 0
0 0
000
0 0
1 0
0 N
S
W E
0 0
0 0
0 00 0
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 9 6 0 11 0 0 30 191 0 4 456 804 0 1 0 1 14 5 5 73 3,583 7:15 AM 0 13 1 0 11 2 0 24 232 0 0 490 879 0 0 1 0 16 7 5 78 3,731 7:30 AM 0 18 3 0 13 1 0 27 229 1 4 505 917 0 0 1 0 13 10 13 80 3,868 7:45 AM 0 13 2 0 13 1 0 36 265 0 18 512 983 0 0 0 0 15 8 10 90 3,985 8:00 AM 0 16 5 0 19 1 0 37 258 1 9 480 952 0 0 0 0 17 14 8 87 3,999 8:15 AM 0 13 13 0 21 0 1 45 304 3 5 459 1,016 0 0 2 0 15 19 7 111 8:30 AM 0 15 32 0 25 7 1 48 226 1 7 495 1,034 0 0 0 0 27 15 5 130 8:45 AM 0 20 6 0 27 5 0 41 253 3 5 488 997 0 1 0 1 17 8 4 120 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 3 0 0 0 0 0 0 0 0 0 0 5 1 0 12 1 22
Lights 57 56 20 91 13 444 2 8 0 0 169 1,003 74 26 1,875 53 3,891 Mediums 4 0 4 1 0 4 0 0 0 0 2 33 1 0 35 2 86
Total 2 8 0 0 171 1,041 76 26 1,922 56 64 56 24 92 13 448 3,999

Page 1362 of 1482 ends

VALLEY WAY VALLEY WAY S ABBOTT AVE S ABBOTT AVE
(303) 216-2439
www.alltrafficdata.net
Location: 2 S ABBOTT AVE & VALLEY WAY AM
Date: Tuesday, May 20, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:30 AM - 08:45 AM
526 205
0 0
543 251
23 52

0.80 N
S
W E

0.85 0.00

0.69 0.82
(868) (305)
()
()
(75)
(40)
(899) (371)
600
0 0
0 21
0 2
0 0 520
2462030 VALLEY WAY

VALLEY WAY

S ABBOTT AVE

S ABBOTT AVE
0 3
0 1 N
S
W E
2 1
0 0
0 0
1 0
0 020
0 0
0 0
000
0 0
0 0
0 N
S
W E
0 0
0 0
0 00 0
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 5 19 0 0 78 0 1 0 0 0 0 106 0 0 0 0 2 0 0 1 479 7:15 AM 0 3 24 0 0 80 0 0 0 0 0 0 112 0 0 1 0 5 0 0 0 520 7:30 AM 2 10 25 0 0 84 0 0 0 0 0 0 129 0 0 0 0 6 0 0 2 611 7:45 AM 0 1 31 0 0 96 0 0 0 0 0 0 132 0 2 0 0 3 0 0 1 733 8:00 AM 0 5 35 0 0 102 0 1 0 0 0 0 147 0 0 0 0 3 0 0 1 800 8:15 AM 0 13 63 0 0 120 0 0 0 0 0 0 203 0 1 0 0 7 0 0 0 8:30 AM 1 8 82 0 0 152 0 0 0 0 0 0 251 0 1 0 0 5 0 0 3
8:45 AM 1 20 23 0 0 146 0 1 0 0 0 0 199 1 1 0 0 6 0 0 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Lights 45 199 0 0 515 6 0 0 2 0 1 0 21 0 0 0 789
Mediums 0 4 0 0 5 0 0 0 0 0 1 0 0 0 0 0 10
Total 0 0 2 0 2 0 21 0 0 0 46 203 0 0 520 6 800

Page 1363 of 1482 ends

W CALAVERAS BLVD W CALAVERAS BLVD ABEL ST ABEL ST
(303) 216-2439
www.alltrafficdata.net
Location: 1 ABEL ST & W CALAVERAS BLVD AM
Date: Tuesday, August 19, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:15 AM - 08:30 AM
892 461
2,050
1,154
590 439
954
2,130

0.98 N
S
W E

0.90 0.94

0.94 0.91
(1,488) (801)
(3,739)
(2,080)
(4,067)
(1,759)
(850) (812) 4330 133
149
1,662
239
25 795
127
0 7 326
028185 226 W CALAVERAS BLVD W CALAVERAS BLVD

ABEL ST

ABEL ST
4 3
4 4 N
S
W E
3 0
2 2
2 2
2 2
7 110
3 0
0 0
000
3 0
0 0
2 N
S
W E
5 2
1 2
1 22 0
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 1 26 0 7 24 2 17 141 0 13 351 684 0 0 0 1 4 9 24 65 3,463 7:15 AM 0 1 30 0 15 35 2 28 150 0 17 423 824 0 0 0 2 4 8 34 77 3,857 7:30 AM 0 6 57 0 25 40 3 29 157 0 22 390 904 0 1 0 1 5 7 60 103 4,142 7:45 AM 0 6 80 0 40 61 2 30 225 0 29 401 1,051 2 5 1 3 6 19 48 104 4,311 8:00 AM 0 6 82 0 21 65 1 36 192 0 44 439 1,078 0 1 0 2 5 26 50 111 4,335 8:15 AM 0 7 61 0 40 95 2 27 189 0 57 431 1,109 2 1 2 2 3 45 56 96 8:30 AM 0 12 13 0 33 76 1 37 191 0 71 423 1,073 0 0 0 0 9 52 48 107 8:45 AM 0 3 29 0 39 90 3 27 223 0 67 369 1,075 2 1 2 0 8 26 72 119 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 2 0 1 0 0 0 0 0 5 0 0 10 0 18
Lights 27 182 223 127 325 420 7 0 0 0 122 775 25 237 1,630 147 4,247 Mediums 1 3 3 4 1 12 0 0 0 0 5 15 0 2 22 2 70
Total 7 0 0 0 127 795 25 239 1,662 149 28 185 226 133 326 433 4,335

Page 1364 of 1482 ends

W CALAVERAS BLVD W CALAVERAS BLVD SERRA WAY SERRA WAY
(303) 216-2439
www.alltrafficdata.net
Location: 2 SERRA WAY & W CALAVERAS BLVD AM
Date: Tuesday, August 19, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:30 AM - 08:45 AM
91 85
1,901
960
246 219
1,144
2,064

0.97 N
S
W E

0.67 0.95

0.78 0.94
(118) (114)
(3,764)
(1,761)
(4,032)
(2,102)
(411) (334) 26036
17 1,862
7 210
899
33 15
2 29
0174 3510 W CALAVERAS BLVD W CALAVERAS BLVD

SERRA WAY

SERRA WAY
5 6
2 0 N
S
W E
1 5
2 0
2 3
0 0
0 000
0 0
0 0
000
1 0
0 0
0 N
S
W E
0 0
1 0
0 00 0
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 20 4 0 0 3 0 2 150 0 1 416 633 0 0 0 1 28 1 1 7 2,963 7:15 AM 0 19 3 0 2 1 2 2 186 0 0 499 758 0 1 0 0 40 2 0 2 3,190 7:30 AM 0 30 2 0 3 1 1 4 202 2 0 477 767 0 1 1 0 37 2 0 6 3,221 7:45 AM 0 29 4 0 2 0 0 2 249 1 1 460 805 0 0 0 1 53 1 3 0 3,320 8:00 AM 0 36 8 0 2 3 0 9 231 2 2 506 860 0 2 0 1 50 4 3 4 3,355 8:15 AM 0 34 9 0 11 6 0 2 205 3 0 461 789 0 1 1 1 48 4 1 5 8:30 AM 0 55 9 0 10 8 1 11 229 4 3 468 866 0 2 0 1 53 1 6 8 8:45 AM 0 49 9 0 13 12 1 11 234 6 2 427 840 0 1 1 2 59 8 0 9 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 5 0 0 9 0 14
Lights 161 35 10 36 29 24 2 15 0 0 31 875 204 7 1,819 17 3,265 Mediums 13 0 0 0 0 2 0 0 0 0 2 19 6 0 34 0 76
Total 2 15 0 0 33 899 210 7 1,862 17 174 35 10 36 29 26 3,355

Page 1365 of 1482 ends

W CALAVERAS BLVD W CALAVERAS BLVD S ABBOTT AVE S ABBOTT AVE (303) 216-2439
www.alltrafficdata.net
Location: 1 S ABBOTT AVE & W CALAVERAS BLVD PM
Date: Tuesday, May 20, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
377 478
1,322
2,662
117 197
2,930
1,569

0.98 N
S
W E

0.95 0.93

0.83 0.93
(765) (938)
(2,555)
(5,137)
(3,056)
(5,683)
(232) (360) 2580 111
81 1,213
19 90
2,485
349
9 6
8 0924857 W CALAVERAS BLVD W CALAVERAS BLVD

S ABBOTT AVE

S ABBOTT AVE
2 0
1 0 N
S
W E
0 0
0 1
2 0
0 0
0 010
0 0
0 0
010
1 0
0 0
0 N
S
W E
0 0
1 0
0 00 0
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 14 10 0 29 1 0 83 549 2 8 273 1,079 0 0 4 2 18 22 4 66 4,537 4:15 PM 0 19 7 0 28 3 1 94 552 2 6 280 1,110 0 0 1 2 16 19 11 72 4,628 4:30 PM 0 19 15 0 26 3 0 86 603 1 6 292 1,185 0 0 0 0 24 19 25 66 4,754 4:45 PM 0 21 7 0 15 3 1 90 615 2 6 287 1,163 0 0 1 0 21 8 11 76 4,756 5:00 PM 0 17 10 0 30 1 2 88 570 2 5 318 1,170 0 0 0 1 18 23 17 69 4,826 5:15 PM 0 29 11 0 32 3 1 88 604 4 5 329 1,236 0 0 0 0 35 16 15 64 5:30 PM 0 30 11 0 28 3 1 94 623 3 5 270 1,187 0 0 0 1 18 25 17 59 5:45 PM 0 16 16 0 21 1 2 79 688 0 4 296 1,233 0 0 1 0 19 17 8 66 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 1 0 0 0 0 0 0 0 6 1 0 5 0 13
Lights 92 48 57 110 8 257 6 9 0 0 348 2,460 87 19 1,193 81 4,775 Mediums 0 0 0 0 0 1 0 0 0 0 1 19 2 0 15 0 38
Total 6 9 0 0 349 2,485 90 19 1,213 81 92 48 57 111 8 258 4,826

Page 1366 of 1482 ends

VALLEY WAY VALLEY WAY S ABBOTT AVE S ABBOTT AVE
(303) 216-2439
www.alltrafficdata.net
Location: 2 S ABBOTT AVE & VALLEY WAY PM
Date: Tuesday, May 20, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
271 366
0 0
304 377
50 28

0.97 N
S
W E

0.89 0.00

0.88 0.81
(518) (673)
()
()
(70)
(101)
(592) (716)
600
0 0
0 38
0 12
0 0 265
1223540 VALLEY WAY

VALLEY WAY

S ABBOTT AVE

S ABBOTT AVE
0 1
7 0 N
S
W E
1 0
4 3
0 0
0 0
0 020
0 0
0 0
010
0 0
0 0
1 N
S
W E
0 0
0 0
0 00 1
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 3 18 60 0 0 51 0 2 0 0 0 0 150 0 0 0 0 15 0 0 1 653 4:15 PM 0 11 80 0 0 76 0 2 0 0 0 0 183 0 1 1 0 13 0 0 1 681 4:30 PM 0 7 77 0 0 58 0 4 0 0 0 0 157 0 0 0 0 9 0 0 2 678 4:45 PM 0 3 83 0 0 66 0 4 0 0 0 0 163 0 0 2 0 6 0 0 1 698 5:00 PM 0 5 85 0 0 70 0 4 0 0 0 0 178 0 0 1 0 13 0 0 1 682 5:15 PM 1 3 90 0 0 70 0 2 0 0 0 0 180 0 1 2 0 12 0 0 2
5:30 PM 0 11 96 0 0 59 0 2 0 0 0 0 177 0 0 2 0 7 0 0 2
5:45 PM 1 2 80 0 0 58 0 2 0 0 0 0 147 0 1 2 0 4 0 0 0
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2
Lights 22 352 0 0 264 6 0 0 1 0 12 0 37 0 0 0 694
Mediums 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2
Total 0 0 1 0 12 0 38 0 0 0 22 354 0 0 265 6 698

Page 1367 of 1482 ends

Bicycle Volume [bicycles/h] 1 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 3 2 3
v_co, Outbound Pedestrian Volume crossing 2 3 1 3
v_di, Inbound Pedestrian Volume crossing m 1 1 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 1 1
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 79 269 554 185 250 212 5 219 1636 14 1 300 1017 129 Total 15-Minute Volume [veh/h] 20 67 139 46 63 53 1 55 409 4 0 75 254 32 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 79 269 554 185 250 212 5 219 1636 14 1 300 1017 129 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 1.00 0.00 1.00 2.00 1.00 1.00 0.00 4.00 2.00 0.00 0.00 1.00 2.00 3.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 79 269 554 185 250 212 5 219 1636 14 1 300 1017 129 Name S. Abel Street N. Abel Street W. Calaveras Boulevard W. Calaveras Boulevard Volumes
TJKM
Santa Clara County VTA CMP 2022
Scenario: Base Scenario
Report File: J:\...\Appendix B.pdf
Version 2022 (SP 0-11)
Generated with

Page 1368 of 1482 ends

W CALAVERAS BLVD W CALAVERAS BLVD SERRA WAY SERRA WAY
(303) 216-2439
www.alltrafficdata.net
Location: 2 SERRA WAY & W CALAVERAS BLVD PM
Date: Tuesday, August 19, 2025
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
162 138
1,116
2,099
632 250
2,623
1,282

0.97 N
S
W E

0.86 0.96

0.92 0.95
(304) (284)
(2,150)
(4,047)
(2,449)
(5,066)
(1,219) (479) 52064
38 1,022
31 555
1,994
68 25
6 46
0202 3216 W CALAVERAS BLVD W CALAVERAS BLVD

SERRA WAY

SERRA WAY
0 14
6 0 N
S
W E
8 6
3 3
0 0
0 0
1 000
4 0
0 0
000
2 0
0 0
0 N
S
W E
1 0
2 0
2 20 0
0 0
0 0
Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 38 10 0 11 7 2 17 478 13 11 274 1,002 0 3 2 1 108 14 4 15 3,858 4:15 PM 0 45 10 0 14 8 1 14 420 8 4 215 864 0 2 0 1 110 4 3 8 3,869 4:30 PM 0 42 4 0 18 4 2 11 471 5 1 246 973 0 5 2 1 149 6 5 9 4,077 4:45 PM 0 49 6 0 18 11 3 17 485 7 5 266 1,019 0 2 2 0 122 12 3 15 4,151 5:00 PM 0 45 4 0 21 11 1 18 470 5 4 271 1,013 0 6 1 0 135 12 2 14 4,141 5:15 PM 0 55 9 0 11 12 0 13 531 6 9 246 1,072 0 3 1 0 157 6 7 10 5:30 PM 0 53 13 0 14 12 2 20 508 7 13 239 1,047 0 3 2 0 141 8 4 13 5:45 PM 0 48 16 0 18 16 4 24 474 2 11 204 1,009 0 0 0 1 158 16 4 14 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 4 0 0 2 0 6
Lights 199 32 16 64 45 51 6 25 0 0 66 1,980 546 31 1,011 38 4,110 Mediums 3 0 0 0 1 1 0 0 0 0 2 10 9 0 9 0 35
Total 6 25 0 0 68 1,994 555 31 1,022 38 202 32 16 64 46 52 4,151

Page 1369 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 30
Appendix B
Scenario Volumes

Page 1370 of 1482 ends

Intersection Number: 1
Traffix Node Number: 1
Intersection Name: Abbott Ave and Calaveras Blvd
Peak Hour: AM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 448 13 92 56 1922 34 24 56 64 76 1041 173 3999 0 Net Project Trips * 30 0 10 -8 0 0 0 0 0 0 0 -8
Existing + Project Conditions 478 13 102 48 1922 34 24 56 64 76 1041 165 4023 0 Cumulative No Project Conditions 448 18 92 72 2218 34 148 64 396 128 2207 191 6016 0 Cumulative Conditions 478 18 102 64 2218 34 148 64 396 128 2207 183 6040 0 Intersection Number: 2
Traffix Node Number: 2
Intersection Name: Abbott Ave and Valley Way
Peak Hour: AM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 6 520 0 0 0 0 0 203 48 21 0 2 800
0 Net Project Trips * -3 0 0 0 0 0 0 0 -15 41 0 1
Existing + Project Conditions 3 520 0 0 0 0 0 203 33 62 0 3 824 0 Cumulative No Project Conditions 6 520 0 0 0 0 0 243 48 21 0 2 840 0 Cumulative Conditions 3 520 0 0 0 0 0 243 33 62 0 3 864 0 Intersection Number: 3
Traffix Node Number: 3
Intersection Name: Serra Way and Calaveras Blvd
Peak Hour: AM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 26 29 36 17 1862 22 10 35 174 210 899 35 3355 0 Net Project Trips * 0 0 0 0 -6 0 0 0 -2 4 6 0
Existing + Project Conditions 26 29 36 17 1856 22 10 35 172 214 905 35 3357 0 Cumulative No Project Conditions 26 29 36 17 1862 70 28 35 568 430 1957 35 5093 0 Cumulative Conditions 26 29 36 17 1856 70 28 35 566 434 1963 35 5095 0 Intersection Number: 4
Traffix Node Number: 701
Intersection Name: Abel St and Calaveras Blvd
Peak Hour: AM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 433 326 133 149 1662 239 226 185 28 25 795 134 4335 0 Net Project Trips * -3 0 0 0 -3 0 0 0 0 0 4 2
Existing + Project Conditions 430 326 133 149 1659 239 226 185 28 25 799 136 4335 0 Cumulative No Project Conditions 560 492 142 149 1662 584 755 523 36 25 1668 327 6923 0 Cumulative Conditions 557 492 142 149 1659 584 755 523 36 25 1672 329 6923 0 08/19/25
09/19/25
2022
09/19/25
05/20/25
09/19/25
05/20/25
09/19/25
Hexagon Transportation Consultants, Inc.
9/30/2025
AM
600 Valley Way Volumes_9-19-2025

Page 1371 of 1482 ends

Intersection Number: 1
Traffix Node Number: 1
Intersection Name: Abbott Ave and Calaveras Blvd
Peak Hour: PM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 258 8 111 81 1213 28 57 48 92 90 2485 355 4826 Net Project Trips * 11 0 1 9 0 0 0 0 0 0 0 28 49
Existing + Project Conditions 269 8 112 90 1213 28 57 48 92 90 2485 383 4875 0 Cumulative No Project Conditions 258 13 154 114 1626 215 57 51 177 300 3056 355 6376 0 Cumulative Conditions 269 13 155 123 1626 215 57 51 177 300 3056 383 6425 0 Intersection Number: 2
Traffix Node Number: 2
Intersection Name: Abbott Ave and Valley Way
Peak Hour: PM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 6 265 0 0 0 0 0 354 23 38 0 12 698
Net Project Trips * 1 0 0 0 0 0 0 0 37 12 0 -1 49
Existing + Project Conditions 7 265 0 0 0 0 0 354 60 50 0 11 747 0 Cumulative No Project Conditions 6 283 0 0 0 0 0 354 23 38 0 12 716 0 Cumulative Conditions 7 283 0 0 0 0 0 354 60 50 0 11 765 0 Intersection Number: 3
Traffix Node Number: 3
Intersection Name: Serra Way and Calaveras Blvd
Peak Hour: PM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 52 46 64 38 1022 56 16 32 202 555 1994 74 4151 Net Project Trips * 0 0 0 0 5 0 0 0 4 1 0 0 10
Existing + Project Conditions 52 46 64 38 1027 56 16 32 206 556 1994 74 4161 0 Cumulative No Project Conditions 52 46 64 38 1415 56 16 32 440 1103 2022 74 5358 0 Cumulative Conditions 52 46 64 38 1420 56 16 32 444 1104 2022 74 5368 0 Intersection Number: 4
Traffix Node Number: 701
Intersection Name: Abel St and Calaveras Blvd
Peak Hour: PM Date of Analysis:

Count Date:
*Project trips in Figure 5 may not match due to rounding **Existing PM volumes taken from VTA CMP Intersection Report Version 2022 (SP 0-11) Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions** 212 250 185 129 1017 301 554 269 79 14 1636 224 4870 Net Project Trips * 2 0 0 0 3 0 0 0 0 0 0 0 5
Existing + Project Conditions 214 250 185 129 1020 301 554 269 79 14 1636 224 4875 0 Cumulative No Project Conditions 332 593 189 149 1292 834 1026 588 101 113 1636 562 7415 0 Cumulative Conditions 334 593 189 149 1295 834 1026 588 101 113 1636 562 7420 0 08/19/25
09/19/25
2022
09/19/25
05/20/25
09/19/25
05/20/25
09/19/25
Hexagon Transportation Consultants, Inc.
9/30/2025
PM
600 Valley Way Volumes_9-19-2025

Page 1372 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 31
Appendix C
Level of Service

Page 1373 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Exsiting AM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 448*** 13 92
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
173*** 1
Cycle Time (sec): 180
0 56
0 Loss Time (sec): 12
1 1041 3 Critical V/C: 0.673 2 1922***
1 Avg Crit Del (sec/veh): 43.9 0
76 0 Avg Delay (sec/veh): 39.0 1 34
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 64 56*** 24
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 64 56 24 92 13 448 173 1041 76 34 1922 56
Growth 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 Initial Bse: 64 56 24 92 13 448 173 1041 76 34 1922 56
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 64 56 24 92 13 448 173 1041 76 34 1922 56
User 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 PHF 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 PHF Volume: 64 56 24 92 13 448 173 1041 76 34 1922 56
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 64 56 24 92 13 448 173 1041 76 34 1922 56
PCE 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 MLF 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 FinalVolume: 64 56 24 92 13 448 173 1041 76 34 1922 56
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.08 0.92 1.00 0.88 0.12 2.00 1.00 3.72 0.28 1.00 2.91 0.09 Final Sat.: 1893 1656 1750 1577 223 3150 1750 6989 510 1750 5441 159 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.03 0.01 0.06 0.06 0.14 0.10 0.15 0.15 0.02 0.35 0.35 Crit Moves: **** **** **** ****
Green/Cycle: 0.06 0.06 0.06 0.21 0.21 0.21 0.15 0.53 0.53 0.14 0.52 0.52 Volume/Cap: 0.61 0.61 0.25 0.28 0.28 0.68 0.68 0.28 0.28 0.14 0.68 0.68 Uniform Del: 83.1 83.1 81.4 59.6 59.6 65.5 72.8 23.4 23.4 68.2 31.8 31.8 IncremntDel: 5.4 5.4 1.3 0.4 0.4 2.8 7.1 0.0 0.0 0.3 0.6 0.6 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 88.5 88.5 82.7 60.0 60.0 68.3 79.9 23.5 23.5 68.4 32.5 32.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 88.5 88.5 82.7 60.0 60.0 68.3 79.9 23.5 23.5 68.4 32.5 32.5 LOS by Move: F F F E E E E C C E C C
HCM2k95thQ: 9 9 3 10 10 25 20 15 15 3 44 44
Note: Queue reported is the number of cars per lane.

Page 1374 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Exsiting PM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 258*** 8 111
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
355*** 1
Cycle Time (sec): 180
0 81
0 Loss Time (sec): 12
1 2485 3 Critical V/C: 0.595 2 1213***
1 Avg Crit Del (sec/veh): 52.1 0
90 0 Avg Delay (sec/veh): 34.1 1 28
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 92 48*** 57
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 92 48 57 111 8 258 355 2485 90 28 1213 81
Growth 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 Initial Bse: 92 48 57 111 8 258 355 2485 90 28 1213 81
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 92 48 57 111 8 258 355 2485 90 28 1213 81
User 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 PHF 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 PHF Volume: 92 48 57 111 8 258 355 2485 90 28 1213 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 92 48 57 111 8 258 355 2485 90 28 1213 81
PCE 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 MLF 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 FinalVolume: 92 48 57 111 8 258 355 2485 90 28 1213 81
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.32 0.68 1.00 0.93 0.07 2.00 1.00 3.85 0.15 1.00 2.81 0.19 Final Sat.: 2333 1217 1750 1679 121 3150 1750 7237 262 1750 5249 351 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.04 0.03 0.07 0.07 0.08 0.20 0.34 0.34 0.02 0.23 0.23 Crit Moves: **** **** **** ****
Green/Cycle: 0.07 0.07 0.07 0.14 0.14 0.14 0.34 0.66 0.66 0.07 0.39 0.39 Volume/Cap: 0.59 0.59 0.49 0.48 0.48 0.59 0.59 0.52 0.52 0.22 0.59 0.59 Uniform Del: 81.7 81.7 81.1 71.7 71.7 72.9 49.0 16.3 16.3 78.4 43.8 43.8 IncremntDel: 4.1 4.1 3.3 1.5 1.5 2.2 1.6 0.1 0.1 0.8 0.5 0.5 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 85.8 85.8 84.4 73.1 73.1 75.1 50.7 16.4 16.4 79.2 44.2 44.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 85.8 85.8 84.4 73.1 73.1 75.1 50.7 16.4 16.4 79.2 44.2 44.2 LOS by Move: F F F E E E D B B E D D
HCM2k95thQ: 10 10 8 13 13 16 30 31 31 3 32 32
Note: Queue reported is the number of cars per lane.

Page 1375 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
ExsitingProj AM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 478*** 13 102
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
165*** 1
Cycle Time (sec): 180
0 48
0 Loss Time (sec): 12
1 1041 3 Critical V/C: 0.677 2 1922***
1 Avg Crit Del (sec/veh): 44.4 0
76 0 Avg Delay (sec/veh): 39.7 1 34
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 64 56*** 24
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 64 56 24 92 13 448 173 1041 76 34 1922 56
Growth 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 Initial Bse: 64 56 24 92 13 448 173 1041 76 34 1922 56
Added Vol: 0 0 0 10 0 30 -8 0 0 0 0 -8
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 64 56 24 102 13 478 165 1041 76 34 1922 48 User 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 PHF 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 PHF Volume: 64 56 24 102 13 478 165 1041 76 34 1922 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 64 56 24 102 13 478 165 1041 76 34 1922 48 PCE 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 MLF 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 FinalVolume: 64 56 24 102 13 478 165 1041 76 34 1922 48 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.08 0.92 1.00 0.89 0.11 2.00 1.00 3.72 0.28 1.00 2.92 0.08 Final Sat.: 1893 1656 1750 1597 203 3150 1750 6989 510 1750 5463 136 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.03 0.01 0.06 0.06 0.15 0.09 0.15 0.15 0.02 0.35 0.35 Crit Moves: **** **** **** ****
Green/Cycle: 0.06 0.06 0.06 0.22 0.22 0.22 0.14 0.52 0.52 0.14 0.52 0.52 Volume/Cap: 0.61 0.61 0.25 0.29 0.29 0.68 0.68 0.29 0.29 0.14 0.68 0.68 Uniform Del: 83.1 83.1 81.4 58.1 58.1 64.1 73.8 24.4 24.4 68.6 32.5 32.5 IncremntDel: 5.4 5.4 1.3 0.4 0.4 2.7 7.7 0.0 0.0 0.3 0.7 0.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 88.5 88.5 82.7 58.5 58.5 66.8 81.4 24.5 24.5 68.9 33.1 33.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 88.5 88.5 82.7 58.5 58.5 66.8 81.4 24.5 24.5 68.9 33.1 33.1 LOS by Move: F F F E E E F C C E C C
HCM2k95thQ: 9 9 3 11 11 27 19 16 16 3 44 44
Note: Queue reported is the number of cars per lane.

Page 1376 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
ExsitingProj PM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 269*** 8 112
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
383*** 1
Cycle Time (sec): 180
0 90
0 Loss Time (sec): 12
1 2485 3 Critical V/C: 0.618 2 1213***
1 Avg Crit Del (sec/veh): 53.4 0
90 0 Avg Delay (sec/veh): 34.8 1 28
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 92 48*** 57
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 92 48 57 111 8 258 355 2485 90 28 1213 81
Growth 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 Initial Bse: 92 48 57 111 8 258 355 2485 90 28 1213 81
Added Vol: 0 0 0 1 0 11 28 0 0 0 0 9
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 92 48 57 112 8 269 383 2485 90 28 1213 90
User 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 PHF 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 PHF Volume: 92 48 57 112 8 269 383 2485 90 28 1213 90
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 92 48 57 112 8 269 383 2485 90 28 1213 90
PCE 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 MLF 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 FinalVolume: 92 48 57 112 8 269 383 2485 90 28 1213 90
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.99 0.95 Lanes: 1.32 0.68 1.00 0.93 0.07 2.00 1.00 3.85 0.15 1.00 2.79 0.21 Final Sat.: 2333 1217 1750 1680 120 3150 1750 7237 262 1750 5213 387 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.04 0.03 0.07 0.07 0.09 0.22 0.34 0.34 0.02 0.23 0.23 Crit Moves: **** **** **** ****
Green/Cycle: 0.06 0.06 0.06 0.14 0.14 0.14 0.35 0.66 0.66 0.07 0.38 0.38 Volume/Cap: 0.62 0.62 0.51 0.48 0.48 0.62 0.62 0.52 0.52 0.22 0.62 0.62 Uniform Del: 82.1 82.1 81.5 71.6 71.6 73.1 48.0 16.1 16.1 78.4 45.6 45.6 IncremntDel: 5.1 5.1 3.9 1.5 1.5 2.7 1.9 0.1 0.1 0.8 0.6 0.6 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 87.2 87.2 85.4 73.1 73.1 75.8 49.9 16.2 16.2 79.2 46.1 46.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 87.2 87.2 85.4 73.1 73.1 75.8 49.9 16.2 16.2 79.2 46.1 46.1 LOS by Move: F F F E E E D B B E D D
HCM2k95thQ: 10 10 8 13 13 17 32 31 31 3 33 33
Note: Queue reported is the number of cars per lane.

Page 1377 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Exsiting AM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 6 520 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
2 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.046 0 0
0 Avg Crit Del (sec/veh): 0.8 0
21 0 Avg Delay (sec/veh): 0.8 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 48 203 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 48 203 0 0 520 6 2 0 21 0 0 0
Growth 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 Initial Bse: 48 203 0 0 520 6 2 0 21 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 48 203 0 0 520 6 2 0 21 0 0 0
User 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 PHF 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 PHF Volume: 48 203 0 0 520 6 2 0 21 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 48 203 0 0 520 6 2 0 21 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: 526 xxxx xxxxx xxxx xxxx xxxxx 721 822 263 xxxx xxxx xxxxx Potent Cap.: 1051 xxxx xxxxx xxxx xxxx xxxxx 367 311 742 xxxx xxxx xxxxx Move Cap.: 1051 xxxx xxxxx xxxx xxxx xxxxx 354 297 742 xxxx xxxx xxxxx Volume/Cap: 0.05 xxxx xxxx xxxx xxxx xxxx 0.01 0.00 0.03 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 677 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.1 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 8.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.5 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.5 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met

Page 1378 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 48 203 0 0 520 6 2 0 21 0 0 0
ApproachDel: xxxxxx xxxxxx 10.5 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.1]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=23]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=800] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 48 203 0 0 520 6 2 0 21 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 777
Minor Approach Volume: 23
Minor Approach Volume Threshold: 372
--------------------------------------------------------------------------------

Page 1379 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-7
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Exsiting PM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 6 265 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
12 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.042 0 0
0 Avg Crit Del (sec/veh): 1.0 0
38 0 Avg Delay (sec/veh): 1.0 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 23 354 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 23 354 0 0 265 6 12 0 38 0 0 0
Growth 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 Initial Bse: 23 354 0 0 265 6 12 0 38 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 23 354 0 0 265 6 12 0 38 0 0 0
User 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 PHF 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 PHF Volume: 23 354 0 0 265 6 12 0 38 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 23 354 0 0 265 6 12 0 38 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 271 xxxx xxxxx xxxx xxxx xxxxx 491 668 136 xxxx xxxx xxxxx Potent Cap.: 1304 xxxx xxxxx xxxx xxxx xxxxx 512 382 895 xxxx xxxx xxxxx Move Cap.: 1304 xxxx xxxxx xxxx xxxx xxxxx 505 375 895 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx xxxx xxxx xxxx 0.02 0.00 0.04 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.8 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 755 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.2 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.8 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.1 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.1 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1380 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-8
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 23 354 0 0 265 6 12 0 38 0 0 0
ApproachDel: xxxxxx xxxxxx 10.1 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.1]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=50]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=698] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 23 354 0 0 265 6 12 0 38 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 648
Minor Approach Volume: 50
Minor Approach Volume Threshold: 434
--------------------------------------------------------------------------------

Page 1381 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-9
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
ExsitingProj AM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 3 520 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
3 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.083 0 0
0 Avg Crit Del (sec/veh): 1.2 0
62 0 Avg Delay (sec/veh): 1.2 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 33 203 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 48 203 0 0 520 6 2 0 21 0 0 0
Growth 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 Initial Bse: 48 203 0 0 520 6 2 0 21 0 0 0
Added Vol: -15 0 0 0 0 -3 1 0 41 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 203 0 0 520 3 3 0 62 0 0 0
User 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 PHF 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 PHF Volume: 33 203 0 0 520 3 3 0 62 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 33 203 0 0 520 3 3 0 62 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 523 xxxx xxxxx xxxx xxxx xxxxx 689 791 262 xxxx xxxx xxxxx Potent Cap.: 1054 xxxx xxxxx xxxx xxxx xxxxx 384 325 743 xxxx xxxx xxxxx Move Cap.: 1054 xxxx xxxxx xxxx xxxx xxxxx 375 314 743 xxxx xxxx xxxxx Volume/Cap: 0.03 xxxx xxxx xxxx xxxx xxxx 0.01 0.00 0.08 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 711 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 8.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.6 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.6 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1382 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-10
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 33 203 0 0 520 3 3 0 62 0 0 0
ApproachDel: xxxxxx xxxxxx 10.6 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.2]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=65]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=824] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 33 203 0 0 520 3 3 0 62 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 759
Minor Approach Volume: 65
Minor Approach Volume Threshold: 380
--------------------------------------------------------------------------------

Page 1383 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-11
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
ExsitingProj PM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 7 265 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
11 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.056 0 0
0 Avg Crit Del (sec/veh): 1.5 0
50 0 Avg Delay (sec/veh): 1.5 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 60 354 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 23 354 0 0 265 6 12 0 38 0 0 0
Growth 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 Initial Bse: 23 354 0 0 265 6 12 0 38 0 0 0
Added Vol: 37 0 0 0 0 1 -1 0 12 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 60 354 0 0 265 7 11 0 50 0 0 0
User 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 PHF 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 PHF Volume: 60 354 0 0 265 7 11 0 50 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 60 354 0 0 265 7 11 0 50 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 272 xxxx xxxxx xxxx xxxx xxxxx 566 743 136 xxxx xxxx xxxxx Potent Cap.: 1303 xxxx xxxxx xxxx xxxx xxxxx 459 346 894 xxxx xxxx xxxxx Move Cap.: 1303 xxxx xxxxx xxxx xxxx xxxxx 443 329 894 xxxx xxxx xxxxx Volume/Cap: 0.05 xxxx xxxx xxxx xxxx xxxx 0.02 0.00 0.06 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 755 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.2 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.2 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1384 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-12
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 60 354 0 0 265 7 11 0 50 0 0 0
ApproachDel: xxxxxx xxxxxx 10.2 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.2]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=61]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=747] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 60 354 0 0 265 7 11 0 50 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 686
Minor Approach Volume: 61
Minor Approach Volume Threshold: 415
--------------------------------------------------------------------------------

Page 1385 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-13
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Exsiting AM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 26 29*** 36
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
35*** 1
Cycle Time (sec): 180
0 17
0 Loss Time (sec): 12
1 899 3 Critical V/C: 0.477 2 1862***
0 Avg Crit Del (sec/veh): 21.0 0
210 1 Avg Delay (sec/veh): 21.1 1 22
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 174 35*** 10
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 174 35 10 36 29 26 35 899 210 22 1862 17
Growth 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 Initial Bse: 174 35 10 36 29 26 35 899 210 22 1862 17
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 174 35 10 36 29 26 35 899 210 22 1862 17
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 174 35 10 36 29 26 35 899 0 22 1862 17
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 174 35 10 36 29 26 35 899 0 22 1862 17
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 174 35 10 36 29 26 35 899 0 22 1862 17
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.67 0.33 1.00 1.00 0.53 0.47 1.00 3.00 1.00 1.00 2.97 0.03 Final Sat.: 2955 594 1750 1750 949 851 1750 5700 1750 1750 5549 51 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.06 0.01 0.02 0.03 0.03 0.02 0.16 0.00 0.01 0.34 0.34 Crit Moves: **** **** **** ****
Green/Cycle: 0.12 0.12 0.12 0.06 0.06 0.06 0.04 0.60 0.00 0.15 0.70 0.70 Volume/Cap: 0.48 0.48 0.05 0.32 0.48 0.48 0.48 0.26 0.00 0.09 0.48 0.48 Uniform Del: 73.5 73.5 69.5 80.5 81.3 81.3 84.3 17.2 0.0 66.2 11.9 11.9 IncremntDel: 0.8 0.8 0.1 1.7 3.1 3.1 4.8 0.0 0.0 0.1 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 74.3 74.3 69.6 82.1 84.4 84.4 89.1 17.3 0.0 66.4 12.0 12.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 74.3 74.3 69.6 82.1 84.4 84.4 89.1 17.3 0.0 66.4 12.0 12.0 LOS by Move: E E E F F F F B A E B B
HCM2k95thQ: 11 11 1 5 7 7 4 14 0 2 26 26
Note: Queue reported is the number of cars per lane.

Page 1386 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-14
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Exsiting PM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 52 46*** 64
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
74 1
Cycle Time (sec): 180
0 38
0 Loss Time (sec): 12
1 1994*** 3 Critical V/C: 0.538 2 1022
0 Avg Crit Del (sec/veh): 27.1 0
555 1 Avg Delay (sec/veh): 26.9 1 56***
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 202*** 32 16
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 202 32 16 64 46 52 74 1994 555 56 1022 38
Growth 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 Initial Bse: 202 32 16 64 46 52 74 1994 555 56 1022 38
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 202 32 16 64 46 52 74 1994 555 56 1022 38
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 202 32 16 64 46 52 74 1994 0 56 1022 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 202 32 16 64 46 52 74 1994 0 56 1022 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 202 32 16 64 46 52 74 1994 0 56 1022 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.73 0.27 1.00 1.00 0.47 0.53 1.00 3.00 1.00 1.00 2.89 0.11 Final Sat.: 3064 485 1750 1750 845 955 1750 5700 1750 1750 5399 201 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.07 0.01 0.04 0.05 0.05 0.04 0.35 0.00 0.03 0.19 0.19 Crit Moves: **** **** **** ****
Green/Cycle: 0.12 0.12 0.12 0.10 0.10 0.10 0.13 0.65 0.00 0.06 0.58 0.58 Volume/Cap: 0.54 0.54 0.07 0.36 0.54 0.54 0.33 0.54 0.00 0.54 0.33 0.33 Uniform Del: 74.2 74.2 69.9 75.5 76.9 76.9 71.2 16.9 0.0 82.2 19.6 19.6 IncremntDel: 1.3 1.3 0.1 1.3 3.2 3.2 0.8 0.2 0.0 5.5 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 75.5 75.5 70.1 76.7 80.1 80.1 72.0 17.1 0.0 87.8 19.6 19.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 75.5 75.5 70.1 76.7 80.1 80.1 72.0 17.1 0.0 87.8 19.6 19.6 LOS by Move: E E E E F F E B A F B B
HCM2k95thQ: 12 12 2 8 12 12 8 33 0 6 18 18
Note: Queue reported is the number of cars per lane.

Page 1387 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-15
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
ExsitingProj AM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 26 29*** 36
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
35*** 1
Cycle Time (sec): 180
0 17
0 Loss Time (sec): 12
1 905 3 Critical V/C: 0.475 2 1856***
0 Avg Crit Del (sec/veh): 21.0 0
214 1 Avg Delay (sec/veh): 21.1 1 22
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 172 35*** 10
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 174 35 10 36 29 26 35 899 210 22 1862 17
Growth 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 Initial Bse: 174 35 10 36 29 26 35 899 210 22 1862 17
Added Vol: -2 0 0 0 0 0 0 6 4 0 -6 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 172 35 10 36 29 26 35 905 214 22 1856 17
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 172 35 10 36 29 26 35 905 0 22 1856 17
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 172 35 10 36 29 26 35 905 0 22 1856 17
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 172 35 10 36 29 26 35 905 0 22 1856 17
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.67 0.33 1.00 1.00 0.53 0.47 1.00 3.00 1.00 1.00 2.97 0.03 Final Sat.: 2950 600 1750 1750 949 851 1750 5700 1750 1750 5549 51 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.06 0.01 0.02 0.03 0.03 0.02 0.16 0.00 0.01 0.33 0.33 Crit Moves: **** **** **** ****
Green/Cycle: 0.12 0.12 0.12 0.06 0.06 0.06 0.04 0.60 0.00 0.15 0.70 0.70 Volume/Cap: 0.48 0.48 0.05 0.32 0.48 0.48 0.48 0.26 0.00 0.09 0.48 0.48 Uniform Del: 73.5 73.5 69.7 80.4 81.3 81.3 84.3 17.2 0.0 66.3 11.8 11.8 IncremntDel: 0.8 0.8 0.1 1.6 3.1 3.1 4.8 0.0 0.0 0.1 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 74.4 74.4 69.7 82.1 84.3 84.3 89.0 17.2 0.0 66.5 11.9 11.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 74.4 74.4 69.7 82.1 84.3 84.3 89.0 17.2 0.0 66.5 11.9 11.9 LOS by Move: E E E F F F F B A E B B
HCM2k95thQ: 11 11 1 5 7 7 4 14 0 2 26 26
Note: Queue reported is the number of cars per lane.

Page 1388 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-16
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
ExsitingProj PM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 52 46*** 64
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
74 1
Cycle Time (sec): 180
0 38
0 Loss Time (sec): 12
1 1994*** 3 Critical V/C: 0.539 2 1027
0 Avg Crit Del (sec/veh): 27.3 0
556 1 Avg Delay (sec/veh): 27.0 1 56***
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 206*** 32 16
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 202 32 16 64 46 52 74 1994 555 56 1022 38
Growth 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 Initial Bse: 202 32 16 64 46 52 74 1994 555 56 1022 38
Added Vol: 4 0 0 0 0 0 0 0 1 0 5 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 206 32 16 64 46 52 74 1994 556 56 1027 38
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 206 32 16 64 46 52 74 1994 0 56 1027 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 206 32 16 64 46 52 74 1994 0 56 1027 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 206 32 16 64 46 52 74 1994 0 56 1027 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.73 0.27 1.00 1.00 0.47 0.53 1.00 3.00 1.00 1.00 2.89 0.11 Final Sat.: 3073 477 1750 1750 845 955 1750 5700 1750 1750 5400 200 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.07 0.01 0.04 0.05 0.05 0.04 0.35 0.00 0.03 0.19 0.19 Crit Moves: **** **** **** ****
Green/Cycle: 0.12 0.12 0.12 0.10 0.10 0.10 0.13 0.65 0.00 0.06 0.58 0.58 Volume/Cap: 0.54 0.54 0.07 0.36 0.54 0.54 0.33 0.54 0.00 0.54 0.33 0.33 Uniform Del: 74.0 74.0 69.6 75.5 76.9 76.9 71.3 17.1 0.0 82.3 19.7 19.7 IncremntDel: 1.3 1.3 0.1 1.3 3.2 3.2 0.9 0.2 0.0 5.6 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 75.3 75.3 69.8 76.8 80.2 80.2 72.2 17.2 0.0 87.9 19.7 19.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 75.3 75.3 69.8 76.8 80.2 80.2 72.2 17.2 0.0 87.9 19.7 19.7 LOS by Move: E E E E F F E B A F B B
HCM2k95thQ: 12 12 2 8 12 12 8 33 0 6 18 18
Note: Queue reported is the number of cars per lane.

Page 1389 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-17
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Exsiting AM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 433*** 326 133
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
134*** 1
Cycle Time (sec): 140
1 149
0 Loss Time (sec): 12
0 795 2 Critical V/C: 0.691 3 1662***
1 Avg Crit Del (sec/veh): 39.6 0
25 0 Avg Delay (sec/veh): 41.2 1 239
LOS: D
Lanes: 1 0 2 0 1
Base+Add Vol: 28*** 185 226
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 28 185 226 133 326 433 134 795 25 239 1662 149 Growth 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 Initial Bse: 28 185 226 133 326 433 134 795 25 239 1662 149 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 28 185 226 133 326 433 134 795 25 239 1662 149 User 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 PHF 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 PHF Volume: 28 185 226 133 326 433 134 795 25 239 1662 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 28 185 226 133 326 433 134 795 25 239 1662 149 PCE 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 MLF 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 FinalVolume: 28 185 226 133 326 433 134 795 25 239 1662 149 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.91 0.09 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5429 171 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.05 0.13 0.08 0.17 0.25 0.08 0.15 0.15 0.14 0.29 0.09 Crit Moves: **** **** **** ****
Green/Cycle: 0.05 0.25 0.25 0.15 0.35 0.35 0.11 0.27 0.27 0.25 0.41 0.41 Volume/Cap: 0.32 0.19 0.52 0.52 0.49 0.71 0.71 0.55 0.55 0.55 0.71 0.21 Uniform Del: 64.2 41.4 45.2 55.1 36.0 39.6 60.4 44.0 44.0 45.7 34.5 26.7 IncremntDel: 2.1 0.1 1.1 1.8 0.6 4.0 12.1 0.4 0.4 1.5 1.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 66.3 41.5 46.3 56.9 36.6 43.6 72.4 44.4 44.4 47.1 35.5 26.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 66.3 41.5 46.3 56.9 36.6 43.6 72.4 44.4 44.4 47.1 35.5 26.8 LOS by Move: E D D E D D E D D D D C
HCM2k95thQ: 3 6 16 12 20 31 12 18 18 18 34 9
Note: Queue reported is the number of cars per lane.

Page 1390 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-18
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Exsiting PM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 212 250 185***
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: 11/1/2018 Rights=Include Lanes: Base+Add Vol:
224 1
Cycle Time (sec): 140
1 129
0 Loss Time (sec): 12
0 1636*** 2 Critical V/C: 0.972 3 1017
1 Avg Crit Del (sec/veh): 74.6 0
14 0 Avg Delay (sec/veh): 60.7 1 301***
LOS: E
Lanes: 1 0 2 0 1
Base+Add Vol: 79 269 554***
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 1 Nov 2018 << 5:15 - 6:15 PM Base Vol: 79 269 554 185 250 212 224 1636 14 301 1017 129 Growth 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 Initial Bse: 79 269 554 185 250 212 224 1636 14 301 1017 129 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 79 269 554 185 250 212 224 1636 14 301 1017 129 User 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 PHF 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 PHF Volume: 79 269 554 185 250 212 224 1636 14 301 1017 129 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 79 269 554 185 250 212 224 1636 14 301 1017 129 PCE 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 MLF 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 FinalVolume: 79 269 554 185 250 212 224 1636 14 301 1017 129 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5552 48 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.07 0.32 0.11 0.13 0.12 0.13 0.29 0.29 0.17 0.18 0.07 Crit Moves: **** **** **** ****
Green/Cycle: 0.12 0.33 0.33 0.11 0.31 0.31 0.20 0.30 0.30 0.18 0.28 0.28 Volume/Cap: 0.38 0.22 0.97 0.97 0.42 0.38 0.64 0.97 0.97 0.97 0.64 0.26 Uniform Del: 56.8 34.3 46.6 62.2 37.9 37.4 51.3 48.2 48.2 57.3 44.2 39.2 IncremntDel: 1.1 0.1 30.6 57.0 0.5 0.4 3.9 15.7 15.7 43.5 0.9 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 58.0 34.4 77.2 119.1 38.3 37.9 55.2 63.9 63.9 100.7 45.1 39.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 58.0 34.4 77.2 119.1 38.3 37.9 55.2 63.9 63.9 100.7 45.1 39.5 LOS by Move: E C E F D D E E E F D D
HCM2k95thQ: 7 8 47 22 16 14 17 44 44 32 24 9
Note: Queue reported is the number of cars per lane.

Page 1391 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-19
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
ExsitingProj AM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 430*** 326 133
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
136*** 1
Cycle Time (sec): 140
1 149
0 Loss Time (sec): 12
0 799 2 Critical V/C: 0.690 3 1659***
1 Avg Crit Del (sec/veh): 39.6 0
25 0 Avg Delay (sec/veh): 41.3 1 239
LOS: D
Lanes: 1 0 2 0 1
Base+Add Vol: 28*** 185 226
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 28 185 226 133 326 433 134 795 25 239 1662 149 Growth 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 Initial Bse: 28 185 226 133 326 433 134 795 25 239 1662 149 Added Vol: 0 0 0 0 0 -3 2 4 0 0 -3 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 28 185 226 133 326 430 136 799 25 239 1659 149 User 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 PHF 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 PHF Volume: 28 185 226 133 326 430 136 799 25 239 1659 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 28 185 226 133 326 430 136 799 25 239 1659 149 PCE 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 MLF 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 FinalVolume: 28 185 226 133 326 430 136 799 25 239 1659 149 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.91 0.09 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5430 170 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.05 0.13 0.08 0.17 0.25 0.08 0.15 0.15 0.14 0.29 0.09 Crit Moves: **** **** **** ****
Green/Cycle: 0.05 0.25 0.25 0.15 0.35 0.35 0.11 0.27 0.27 0.25 0.41 0.41 Volume/Cap: 0.32 0.20 0.52 0.52 0.50 0.71 0.71 0.55 0.55 0.55 0.71 0.21 Uniform Del: 64.2 41.5 45.3 55.2 36.2 39.7 60.2 43.9 43.9 45.6 34.4 26.7 IncremntDel: 2.1 0.1 1.1 1.9 0.6 3.9 11.8 0.4 0.4 1.5 1.0 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 66.3 41.6 46.4 57.0 36.8 43.7 72.0 44.3 44.3 47.1 35.5 26.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 66.3 41.6 46.4 57.0 36.8 43.7 72.0 44.3 44.3 47.1 35.5 26.8 LOS by Move: E D D E D D E D D D D C
HCM2k95thQ: 3 6 16 12 20 31 12 18 18 18 34 9
Note: Queue reported is the number of cars per lane.

Page 1392 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-20
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
ExsitingProj PM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 214 250 185***
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: 11/1/2018 Rights=Include Lanes: Base+Add Vol:
224 1
Cycle Time (sec): 140
1 129
0 Loss Time (sec): 12
0 1636*** 2 Critical V/C: 0.972 3 1020
1 Avg Crit Del (sec/veh): 74.6 0
14 0 Avg Delay (sec/veh): 60.6 1 301***
LOS: E
Lanes: 1 0 2 0 1
Base+Add Vol: 79 269 554***
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 1 Nov 2018 << 5:15 - 6:15 PM Base Vol: 79 269 554 185 250 212 224 1636 14 301 1017 129 Growth 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 Initial Bse: 79 269 554 185 250 212 224 1636 14 301 1017 129 Added Vol: 0 0 0 0 0 2 0 0 0 0 3 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 79 269 554 185 250 214 224 1636 14 301 1020 129 User 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 PHF 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 PHF Volume: 79 269 554 185 250 214 224 1636 14 301 1020 129 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 79 269 554 185 250 214 224 1636 14 301 1020 129 PCE 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 MLF 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 FinalVolume: 79 269 554 185 250 214 224 1636 14 301 1020 129 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.97 0.03 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5552 48 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.07 0.32 0.11 0.13 0.12 0.13 0.29 0.29 0.17 0.18 0.07 Crit Moves: **** **** **** ****
Green/Cycle: 0.12 0.33 0.33 0.11 0.31 0.31 0.20 0.30 0.30 0.18 0.28 0.28 Volume/Cap: 0.38 0.22 0.97 0.97 0.42 0.39 0.64 0.97 0.97 0.97 0.64 0.26 Uniform Del: 56.8 34.3 46.6 62.2 37.9 37.5 51.4 48.2 48.2 57.3 44.2 39.2 IncremntDel: 1.1 0.1 30.6 57.0 0.5 0.5 3.9 15.7 15.7 43.5 0.9 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 58.0 34.4 77.2 119.1 38.3 37.9 55.3 63.9 63.9 100.7 45.1 39.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 58.0 34.4 77.2 119.1 38.3 37.9 55.3 63.9 63.9 100.7 45.1 39.5 LOS by Move: E C E F D D E E E F D D
HCM2k95thQ: 7 8 47 22 16 15 17 44 44 32 24 9
Note: Queue reported is the number of cars per lane.

Page 1393 of 1482 ends

COMPARE Fri Sep 26 13:50:36 2025 Page 3-21
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Page 1394 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative AM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 448*** 18 92
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
191*** 1
Cycle Time (sec): 180
0 72
0 Loss Time (sec): 12
1 2207 3 Critical V/C: 0.846 2 2218***
1 Avg Crit Del (sec/veh): 57.8 0
128 0 Avg Delay (sec/veh): 46.7 1 34
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 396 64*** 148
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 396 64 148 92 18 448 191 2207 128 34 2218 72
Growth 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 Initial Bse: 396 64 148 92 18 448 191 2207 128 34 2218 72 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 396 64 148 92 18 448 191 2207 128 34 2218 72 User 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 PHF 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 PHF Volume: 396 64 148 92 18 448 191 2207 128 34 2218 72 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 396 64 148 92 18 448 191 2207 128 34 2218 72 PCE 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 MLF 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 FinalVolume: 396 64 148 92 18 448 191 2207 128 34 2218 72 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.73 0.27 1.00 0.84 0.16 2.00 1.00 3.77 0.23 1.00 2.90 0.10 Final Sat.: 3056 494 1750 1505 295 3150 1750 7088 411 1750 5424 176 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.13 0.08 0.06 0.06 0.14 0.11 0.31 0.31 0.02 0.41 0.41 Crit Moves: **** **** **** ****
Green/Cycle: 0.15 0.15 0.15 0.17 0.17 0.17 0.13 0.54 0.54 0.07 0.48 0.48 Volume/Cap: 0.85 0.85 0.55 0.36 0.36 0.85 0.85 0.57 0.57 0.29 0.85 0.85 Uniform Del: 74.2 74.2 70.5 66.3 66.3 72.6 76.6 27.2 27.2 79.7 40.7 40.7 IncremntDel: 11.8 11.8 2.5 0.7 0.7 12.0 24.5 0.2 0.2 1.3 2.7 2.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 85.9 85.9 73.0 67.1 67.1 84.6 101.1 27.3 27.3 81.1 43.3 43.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 85.9 85.9 73.0 67.1 67.1 84.6 101.1 27.3 27.3 81.1 43.3 43.3 LOS by Move: F F E E E F F C C F D D
HCM2k95thQ: 27 27 16 11 11 29 24 35 35 4 59 59
Note: Queue reported is the number of cars per lane.

Page 1395 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative PM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 258 13 154***
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
355 1
Cycle Time (sec): 180
0 114
0 Loss Time (sec): 12
1 3056*** 3 Critical V/C: 0.779 2 1626
1 Avg Crit Del (sec/veh): 39.8 0
300 0 Avg Delay (sec/veh): 43.5 1 215***
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 177*** 51 57
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 177 51 57 154 13 258 355 3056 300 215 1626 114 Growth 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 Initial Bse: 177 51 57 154 13 258 355 3056 300 215 1626 114 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 177 51 57 154 13 258 355 3056 300 215 1626 114 User 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 PHF 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 PHF Volume: 177 51 57 154 13 258 355 3056 300 215 1626 114 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 177 51 57 154 13 258 355 3056 300 215 1626 114 PCE 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 MLF 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 FinalVolume: 177 51 57 154 13 258 355 3056 300 215 1626 114 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.56 0.44 1.00 0.92 0.08 2.00 1.00 3.63 0.37 1.00 2.80 0.20 Final Sat.: 2756 794 1750 1660 140 3150 1750 6828 670 1750 5233 367 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.06 0.03 0.09 0.09 0.08 0.20 0.45 0.45 0.12 0.31 0.31 Crit Moves: **** **** **** ****
Green/Cycle: 0.08 0.08 0.08 0.12 0.12 0.12 0.29 0.57 0.57 0.16 0.44 0.44 Volume/Cap: 0.78 0.78 0.40 0.78 0.78 0.69 0.70 0.78 0.78 0.78 0.70 0.70 Uniform Del: 81.0 81.0 78.3 77.0 77.0 76.1 57.1 29.5 29.5 72.8 40.5 40.5 IncremntDel: 12.6 12.6 1.8 16.6 16.6 5.3 4.4 1.0 1.0 13.2 0.9 0.9 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 93.5 93.5 80.1 93.5 93.5 81.4 61.5 30.5 30.5 86.0 41.5 41.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 93.5 93.5 80.1 93.5 93.5 81.4 61.5 30.5 30.5 86.0 41.5 41.5 LOS by Move: F F F F F F E C C F D D
HCM2k95thQ: 16 16 7 20 20 17 33 57 57 23 42 42
Note: Queue reported is the number of cars per lane.

Page 1396 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Proj AM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 478*** 18 102
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
183*** 1
Cycle Time (sec): 180
0 64
0 Loss Time (sec): 12
1 2207 3 Critical V/C: 0.850 2 2218***
1 Avg Crit Del (sec/veh): 58.4 0
128 0 Avg Delay (sec/veh): 47.5 1 34
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 396 64*** 148
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 396 64 148 92 18 448 191 2207 128 34 2218 72
Growth 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 Initial Bse: 396 64 148 92 18 448 191 2207 128 34 2218 72 Added Vol: 0 0 0 10 0 30 -8 0 0 0 0 -8
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 396 64 148 102 18 478 183 2207 128 34 2218 64 User 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 PHF 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 PHF Volume: 396 64 148 102 18 478 183 2207 128 34 2218 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 396 64 148 102 18 478 183 2207 128 34 2218 64 PCE 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 MLF 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 FinalVolume: 396 64 148 102 18 478 183 2207 128 34 2218 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.73 0.27 1.00 0.85 0.15 2.00 1.00 3.77 0.23 1.00 2.91 0.09 Final Sat.: 3056 494 1750 1530 270 3150 1750 7088 411 1750 5443 157 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.13 0.08 0.07 0.07 0.15 0.10 0.31 0.31 0.02 0.41 0.41 Crit Moves: **** **** **** ****
Green/Cycle: 0.15 0.15 0.15 0.18 0.18 0.18 0.12 0.54 0.54 0.07 0.48 0.48 Volume/Cap: 0.85 0.85 0.55 0.37 0.37 0.85 0.85 0.58 0.58 0.29 0.85 0.85 Uniform Del: 74.3 74.3 70.6 65.1 65.1 71.6 77.3 28.2 28.2 79.9 41.2 41.2 IncremntDel: 12.1 12.1 2.6 0.7 0.7 11.8 26.0 0.2 0.2 1.4 2.8 2.8 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 86.4 86.4 73.2 65.8 65.8 83.4 103.3 28.4 28.4 81.3 43.9 43.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 86.4 86.4 73.2 65.8 65.8 83.4 103.3 28.4 28.4 81.3 43.9 43.9 LOS by Move: F F E E E F F C C F D D
HCM2k95thQ: 27 27 16 12 12 30 23 36 36 4 59 59
Note: Queue reported is the number of cars per lane.

Page 1397 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Proj PM
Intersection #1: Abbott and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 269 13*** 155
Lanes: 2 0 0 1 0
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
383 1
Cycle Time (sec): 180
0 123
0 Loss Time (sec): 12
1 3056*** 3 Critical V/C: 0.780 2 1626
1 Avg Crit Del (sec/veh): 39.9 0
300 0 Avg Delay (sec/veh): 44.3 1 215***
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 177*** 51 57
Signal=Split/Rights=Include
Street Name: Abbott Ave Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 177 51 57 154 13 258 355 3056 300 215 1626 114 Growth 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 Initial Bse: 177 51 57 154 13 258 355 3056 300 215 1626 114 Added Vol: 0 0 0 1 0 11 28 0 0 0 0 9
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 177 51 57 155 13 269 383 3056 300 215 1626 123 User 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 PHF 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 PHF Volume: 177 51 57 155 13 269 383 3056 300 215 1626 123 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 177 51 57 155 13 269 383 3056 300 215 1626 123 PCE 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 MLF 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 FinalVolume: 177 51 57 155 13 269 383 3056 300 215 1626 123 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.95 0.95 0.83 0.92 0.99 0.95 0.92 0.99 0.95 Lanes: 1.56 0.44 1.00 0.92 0.08 2.00 1.00 3.63 0.37 1.00 2.78 0.22 Final Sat.: 2756 794 1750 1661 139 3150 1750 6828 670 1750 5206 394 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.06 0.03 0.09 0.09 0.09 0.22 0.45 0.45 0.12 0.31 0.31 Crit Moves: **** **** **** ****
Green/Cycle: 0.08 0.08 0.08 0.12 0.12 0.12 0.30 0.57 0.57 0.16 0.43 0.43 Volume/Cap: 0.78 0.78 0.40 0.78 0.78 0.71 0.73 0.78 0.78 0.78 0.73 0.73 Uniform Del: 81.0 81.0 78.3 76.9 76.9 76.3 56.2 29.6 29.6 72.8 42.5 42.5 IncremntDel: 12.6 12.6 1.8 16.5 16.5 6.3 5.0 1.0 1.0 13.3 1.1 1.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 93.6 93.6 80.1 93.5 93.5 82.6 61.3 30.5 30.5 86.1 43.7 43.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 93.6 93.6 80.1 93.5 93.5 82.6 61.3 30.5 30.5 86.1 43.7 43.7 LOS by Move: F F F F F F E C C F D D
HCM2k95thQ: 16 16 7 20 20 18 35 57 57 23 44 44
Note: Queue reported is the number of cars per lane.

Page 1398 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Cumulative AM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 6 520 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
2 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.046 0 0
0 Avg Crit Del (sec/veh): 0.8 0
21 0 Avg Delay (sec/veh): 0.8 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 48 243 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 48 243 0 0 520 6 2 0 21 0 0 0
Growth 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 Initial Bse: 48 243 0 0 520 6 2 0 21 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 48 243 0 0 520 6 2 0 21 0 0 0
User 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 PHF 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 PHF Volume: 48 243 0 0 520 6 2 0 21 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 48 243 0 0 520 6 2 0 21 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 526 xxxx xxxxx xxxx xxxx xxxxx 741 862 263 xxxx xxxx xxxxx Potent Cap.: 1051 xxxx xxxxx xxxx xxxx xxxxx 356 295 742 xxxx xxxx xxxxx Move Cap.: 1051 xxxx xxxxx xxxx xxxx xxxxx 343 281 742 xxxx xxxx xxxxx Volume/Cap: 0.05 xxxx xxxx xxxx xxxx xxxx 0.01 0.00 0.03 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 674 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.1 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 8.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.5 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.5 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1399 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 48 243 0 0 520 6 2 0 21 0 0 0
ApproachDel: xxxxxx xxxxxx 10.5 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.1]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=23]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=840] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 48 243 0 0 520 6 2 0 21 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 817
Minor Approach Volume: 23
Minor Approach Volume Threshold: 354
--------------------------------------------------------------------------------

Page 1400 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-7
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Cumulative PM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 6 283 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
12 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.043 0 0
0 Avg Crit Del (sec/veh): 1.0 0
38 0 Avg Delay (sec/veh): 1.0 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 23 354 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 23 354 0 0 283 6 12 0 38 0 0 0
Growth 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 Initial Bse: 23 354 0 0 283 6 12 0 38 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 23 354 0 0 283 6 12 0 38 0 0 0
User 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 PHF 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 PHF Volume: 23 354 0 0 283 6 12 0 38 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 23 354 0 0 283 6 12 0 38 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 289 xxxx xxxxx xxxx xxxx xxxxx 509 686 145 xxxx xxxx xxxxx Potent Cap.: 1284 xxxx xxxxx xxxx xxxx xxxxx 499 373 883 xxxx xxxx xxxxx Move Cap.: 1284 xxxx xxxxx xxxx xxxx xxxxx 492 366 883 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx xxxx xxxx xxxx 0.02 0.00 0.04 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 741 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.2 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.2 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.2 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1401 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-8
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 23 354 0 0 283 6 12 0 38 0 0 0
ApproachDel: xxxxxx xxxxxx 10.2 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.1]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=50]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=716] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 23 354 0 0 283 6 12 0 38 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 666
Minor Approach Volume: 50
Minor Approach Volume Threshold: 425
--------------------------------------------------------------------------------

Page 1402 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-9
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Cumulative+Proj AM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 3 520 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
3 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.083 0 0
0 Avg Crit Del (sec/veh): 1.1 0
62 0 Avg Delay (sec/veh): 1.1 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 33 243 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 48 243 0 0 520 6 2 0 21 0 0 0
Growth 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 Initial Bse: 48 243 0 0 520 6 2 0 21 0 0 0
Added Vol: -15 0 0 0 0 -3 1 0 41 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 243 0 0 520 3 3 0 62 0 0 0
User 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 PHF 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 PHF Volume: 33 243 0 0 520 3 3 0 62 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 33 243 0 0 520 3 3 0 62 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 523 xxxx xxxxx xxxx xxxx xxxxx 709 831 262 xxxx xxxx xxxxx Potent Cap.: 1054 xxxx xxxxx xxxx xxxx xxxxx 373 308 743 xxxx xxxx xxxxx Move Cap.: 1054 xxxx xxxxx xxxx xxxx xxxxx 364 298 743 xxxx xxxx xxxxx Volume/Cap: 0.03 xxxx xxxx xxxx xxxx xxxx 0.01 0.00 0.08 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 8.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 709 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 8.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.6 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.6 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1403 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-10
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 33 243 0 0 520 3 3 0 62 0 0 0
ApproachDel: xxxxxx xxxxxx 10.6 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.2]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=65]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=864] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 33 243 0 0 520 3 3 0 62 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 799
Minor Approach Volume: 65
Minor Approach Volume Threshold: 362
--------------------------------------------------------------------------------

Page 1404 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-11
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Cumulative+Proj PM
Intersection #2: Abbott Ave & Valley Way
Signal=Uncontrol/Rights=Include
Base+Add Vol: 7 283 0
Lanes: 0 1 1 0 0
Signal=Stop Signal=Stop
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
11 0
Cycle Time (sec): 177
0 0
0 Loss Time (sec): 12
0 0 1! Critical V/C: 0.057 0 0
0 Avg Crit Del (sec/veh): 1.4 0
50 0 Avg Delay (sec/veh): 1.4 0 0
LOS: B
Lanes: 0 1 1 0 0
Base+Add Vol: 60 354 0
Signal=Uncontrol/Rights=Include
Street Name: Abbott Ave Valley Way
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 23 354 0 0 283 6 12 0 38 0 0 0
Growth 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 Initial Bse: 23 354 0 0 283 6 12 0 38 0 0 0
Added Vol: 37 0 0 0 0 1 -1 0 12 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 60 354 0 0 283 7 11 0 50 0 0 0
User 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 PHF 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 PHF Volume: 60 354 0 0 283 7 11 0 50 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 60 354 0 0 283 7 11 0 50 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 290 xxxx xxxxx xxxx xxxx xxxxx 584 761 145 xxxx xxxx xxxxx Potent Cap.: 1283 xxxx xxxxx xxxx xxxx xxxxx 448 338 882 xxxx xxxx xxxxx Move Cap.: 1283 xxxx xxxxx xxxx xxxx xxxxx 431 321 882 xxxx xxxx xxxxx Volume/Cap: 0.05 xxxx xxxx xxxx xxxx xxxx 0.03 0.00 0.06 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 742 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.3 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.3 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.

Page 1405 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-12
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 60 354 0 0 283 7 11 0 50 0 0 0
ApproachDel: xxxxxx xxxxxx 10.3 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.2]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=61]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=765] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #2 Abbott Ave & Valley Way
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 60 354 0 0 283 7 11 0 50 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 704
Minor Approach Volume: 61
Minor Approach Volume Threshold: 406
--------------------------------------------------------------------------------

Page 1406 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-13
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative AM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 26 29*** 36
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
35 1
Cycle Time (sec): 180
0 17
0 Loss Time (sec): 12
1 1957*** 3 Critical V/C: 0.625 2 1862
0 Avg Crit Del (sec/veh): 38.6 0
430 1 Avg Delay (sec/veh): 35.2 1 70***
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 568*** 35 28
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 568 35 28 36 29 26 35 1957 430 70 1862 17
Growth 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 Initial Bse: 568 35 28 36 29 26 35 1957 430 70 1862 17
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 568 35 28 36 29 26 35 1957 430 70 1862 17
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 568 35 28 36 29 26 35 1957 0 70 1862 17
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 568 35 28 36 29 26 35 1957 0 70 1862 17
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 568 35 28 36 29 26 35 1957 0 70 1862 17
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.89 0.11 1.00 1.00 0.53 0.47 1.00 3.00 1.00 1.00 2.97 0.03 Final Sat.: 3344 206 1750 1750 949 851 1750 5700 1750 1750 5549 51 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.17 0.17 0.02 0.02 0.03 0.03 0.02 0.34 0.00 0.04 0.34 0.34 Crit Moves: **** **** **** ****
Green/Cycle: 0.27 0.27 0.27 0.06 0.06 0.06 0.06 0.54 0.00 0.06 0.55 0.55 Volume/Cap: 0.63 0.63 0.06 0.37 0.55 0.55 0.32 0.63 0.00 0.63 0.62 0.62 Uniform Del: 57.8 57.8 48.8 82.0 82.8 82.8 80.6 28.4 0.0 82.2 28.0 28.0 IncremntDel: 1.4 1.4 0.1 2.4 6.4 6.4 1.7 0.4 0.0 11.1 0.4 0.4 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 59.2 59.2 48.9 84.3 89.2 89.2 82.3 28.8 0.0 93.3 28.4 28.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 59.2 59.2 48.9 84.3 89.2 89.2 82.3 28.8 0.0 93.3 28.4 28.4 LOS by Move: E E D F F F F C A F C C
HCM2k95thQ: 27 27 2 5 8 8 4 40 0 8 37 37
Note: Queue reported is the number of cars per lane.

Page 1407 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-14
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative PM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 52 46*** 64
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
74 1
Cycle Time (sec): 180
0 38
0 Loss Time (sec): 12
1 2022*** 3 Critical V/C: 0.615 2 1415
0 Avg Crit Del (sec/veh): 36.2 0
1103 1 Avg Delay (sec/veh): 34.1 1 56***
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 440 32*** 16
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 440 32 16 64 46 52 74 2022 1103 56 1415 38
Growth 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 Initial Bse: 440 32 16 64 46 52 74 2022 1103 56 1415 38 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 440 32 16 64 46 52 74 2022 1103 56 1415 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 440 32 16 64 46 52 74 2022 0 56 1415 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 440 32 16 64 46 52 74 2022 0 56 1415 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 440 32 16 64 46 52 74 2022 0 56 1415 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.87 0.13 1.00 1.00 0.47 0.53 1.00 3.00 1.00 1.00 2.92 0.08 Final Sat.: 3309 241 1750 1750 845 955 1750 5700 1750 1750 5453 146 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.13 0.01 0.04 0.05 0.05 0.04 0.35 0.00 0.03 0.26 0.26 Crit Moves: **** **** **** ****
Green/Cycle: 0.22 0.22 0.22 0.09 0.09 0.09 0.09 0.58 0.00 0.05 0.54 0.54 Volume/Cap: 0.62 0.62 0.04 0.41 0.62 0.62 0.48 0.62 0.00 0.62 0.48 0.48 Uniform Del: 63.8 63.8 55.8 77.6 79.1 79.1 78.1 25.0 0.0 83.6 25.7 25.7 IncremntDel: 1.5 1.5 0.0 1.8 7.0 7.0 2.3 0.4 0.0 12.0 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 65.3 65.3 55.9 79.4 86.1 86.1 80.5 25.3 0.0 95.5 25.8 25.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 65.3 65.3 55.9 79.4 86.1 86.1 80.5 25.3 0.0 95.5 25.8 25.8 LOS by Move: E E E E F F F C A F C C
HCM2k95thQ: 22 22 1 8 12 12 8 38 0 6 27 27
Note: Queue reported is the number of cars per lane.

Page 1408 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-15
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Proj AM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 26 29*** 36
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
35 1
Cycle Time (sec): 180
0 17
0 Loss Time (sec): 12
1 1963*** 3 Critical V/C: 0.626 2 1856
0 Avg Crit Del (sec/veh): 38.5 0
434 1 Avg Delay (sec/veh): 35.1 1 70***
LOS: D
Lanes: 1 1 0 0 1
Base+Add Vol: 566*** 35 28
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 568 35 28 36 29 26 35 1957 430 70 1862 17
Growth 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 Initial Bse: 568 35 28 36 29 26 35 1957 430 70 1862 17
Added Vol: -2 0 0 0 0 0 0 6 4 0 -6 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 566 35 28 36 29 26 35 1963 434 70 1856 17
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 566 35 28 36 29 26 35 1963 0 70 1856 17
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 566 35 28 36 29 26 35 1963 0 70 1856 17
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 566 35 28 36 29 26 35 1963 0 70 1856 17
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.89 0.11 1.00 1.00 0.53 0.47 1.00 3.00 1.00 1.00 2.97 0.03 Final Sat.: 3343 207 1750 1750 949 851 1750 5700 1750 1750 5549 51 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.17 0.17 0.02 0.02 0.03 0.03 0.02 0.34 0.00 0.04 0.33 0.33 Crit Moves: **** **** **** ****
Green/Cycle: 0.27 0.27 0.27 0.06 0.06 0.06 0.06 0.55 0.00 0.06 0.55 0.55 Volume/Cap: 0.63 0.63 0.06 0.37 0.55 0.55 0.32 0.63 0.00 0.63 0.61 0.61 Uniform Del: 58.0 58.0 49.0 82.0 82.8 82.8 80.5 28.3 0.0 82.2 27.9 27.9 IncremntDel: 1.4 1.4 0.1 2.4 6.4 6.4 1.6 0.4 0.0 11.1 0.4 0.4 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 59.4 59.4 49.0 84.3 89.2 89.2 82.2 28.7 0.0 93.4 28.3 28.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 59.4 59.4 49.0 84.3 89.2 89.2 82.2 28.7 0.0 93.4 28.3 28.3 LOS by Move: E E D F F F F C A F C C
HCM2k95thQ: 27 27 2 5 8 8 4 40 0 8 37 37
Note: Queue reported is the number of cars per lane.

Page 1409 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-16
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Proj PM
Intersection #3: Serra and Calaveras
Signal=Split/Rights=Include
Base+Add Vol: 52 46*** 64
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Ignore Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
74 1
Cycle Time (sec): 180
0 38
0 Loss Time (sec): 12
1 2022*** 3 Critical V/C: 0.616 2 1420
0 Avg Crit Del (sec/veh): 36.3 0
1104 1 Avg Delay (sec/veh): 34.2 1 56***
LOS: C
Lanes: 1 1 0 0 1
Base+Add Vol: 444*** 32 16
Signal=Split/Rights=Include
Street Name: Serra Way Calaveras Blvd
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 440 32 16 64 46 52 74 2022 1103 56 1415 38
Growth 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 Initial Bse: 440 32 16 64 46 52 74 2022 1103 56 1415 38 Added Vol: 4 0 0 0 0 0 0 0 1 0 5 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 444 32 16 64 46 52 74 2022 1104 56 1420 38 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 444 32 16 64 46 52 74 2022 0 56 1420 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 444 32 16 64 46 52 74 2022 0 56 1420 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 444 32 16 64 46 52 74 2022 0 56 1420 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.92 0.95 0.95 0.92 1.00 0.92 0.92 0.98 0.95 Lanes: 1.87 0.13 1.00 1.00 0.47 0.53 1.00 3.00 1.00 1.00 2.92 0.08 Final Sat.: 3311 239 1750 1750 845 955 1750 5700 1750 1750 5454 146 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.13 0.01 0.04 0.05 0.05 0.04 0.35 0.00 0.03 0.26 0.26 Crit Moves: **** **** **** ****
Green/Cycle: 0.22 0.22 0.22 0.09 0.09 0.09 0.09 0.58 0.00 0.05 0.54 0.54 Volume/Cap: 0.62 0.62 0.04 0.41 0.62 0.62 0.48 0.62 0.00 0.62 0.48 0.48 Uniform Del: 63.6 63.6 55.6 77.6 79.1 79.1 78.2 25.1 0.0 83.6 25.8 25.8 IncremntDel: 1.5 1.5 0.0 1.8 7.1 7.1 2.4 0.4 0.0 12.1 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Delay/Veh: 65.1 65.1 55.7 79.4 86.2 86.2 80.6 25.5 0.0 95.7 25.9 25.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 65.1 65.1 55.7 79.4 86.2 86.2 80.6 25.5 0.0 95.7 25.9 25.9 LOS by Move: E E E E F F F C A F C C
HCM2k95thQ: 22 22 1 8 12 12 8 38 0 6 27 27
Note: Queue reported is the number of cars per lane.

Page 1410 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-17
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative AM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 560 492 142***
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
327 1
Cycle Time (sec): 140
1 149
0 Loss Time (sec): 12
0 1668*** 2 Critical V/C: 1.256 3 1662
1 Avg Crit Del (sec/veh): 178.9 0
25 0 Avg Delay (sec/veh): 112.0 1 584***
LOS: F
Lanes: 1 0 2 0 1
Base+Add Vol: 36 523 755***
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 36 523 755 142 492 560 327 1668 25 584 1662 149 Growth 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 Initial Bse: 36 523 755 142 492 560 327 1668 25 584 1662 149 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 36 523 755 142 492 560 327 1668 25 584 1662 149 User 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 PHF 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 PHF Volume: 36 523 755 142 492 560 327 1668 25 584 1662 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 36 523 755 142 492 560 327 1668 25 584 1662 149 PCE 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 MLF 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 FinalVolume: 36 523 755 142 492 560 327 1668 25 584 1662 149 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5517 83 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.14 0.43 0.08 0.26 0.32 0.19 0.30 0.30 0.33 0.29 0.09 Crit Moves: **** **** **** ****
Green/Cycle: 0.06 0.34 0.34 0.06 0.35 0.35 0.20 0.24 0.24 0.27 0.31 0.31 Volume/Cap: 0.37 0.40 1.26 1.26 0.73 0.91 0.94 1.26 1.26 1.26 0.94 0.28 Uniform Del: 63.8 35.0 46.0 65.5 39.6 43.1 55.4 53.2 53.2 51.4 47.2 36.6 IncremntDel: 2.4 0.2 128.5 168.7 4.2 17.1 34.2 122 121.5 131.9 11.1 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 66.2 35.2 174.5 234.2 43.8 60.3 89.6 175 174.7 183.3 58.3 36.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 66.2 35.2 174.5 234.2 43.8 60.3 89.6 175 174.7 183.3 58.3 36.9 LOS by Move: E D F F D E F F F F E D
HCM2k95thQ: 3 15 85 23 33 46 29 61 61 69 45 10
Note: Queue reported is the number of cars per lane.

Page 1411 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-18
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative PM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 332 593 189***
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
562 1
Cycle Time (sec): 140
1 149
0 Loss Time (sec): 12
0 1636*** 2 Critical V/C: 1.622 3 1292
1 Avg Crit Del (sec/veh): 339.9 0
113 0 Avg Delay (sec/veh): 216.6 1 834***
LOS: F
Lanes: 1 0 2 0 1
Base+Add Vol: 101 588 1026***
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 101 588 1026 189 593 332 562 1636 113 834 1292 149 Growth 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 Initial Bse: 101 588 1026 189 593 332 562 1636 113 834 1292 149 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 101 588 1026 189 593 332 562 1636 113 834 1292 149 User 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 PHF 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 PHF Volume: 101 588 1026 189 593 332 562 1636 113 834 1292 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 101 588 1026 189 593 332 562 1636 113 834 1292 149 PCE 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 MLF 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 FinalVolume: 101 588 1026 189 593 332 562 1636 113 834 1292 149 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.80 0.20 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5238 362 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.15 0.59 0.11 0.31 0.19 0.32 0.31 0.31 0.48 0.23 0.09 Crit Moves: **** **** **** ****
Green/Cycle: 0.07 0.36 0.36 0.07 0.36 0.36 0.29 0.19 0.19 0.29 0.20 0.20 Volume/Cap: 0.86 0.43 1.62 1.62 0.86 0.53 1.13 1.62 1.62 1.62 1.13 0.42 Uniform Del: 64.7 33.8 44.7 65.3 41.5 35.3 50.0 56.5 56.5 49.4 55.9 48.8 IncremntDel: 44.4 0.2 287.2 315.7 11.1 0.8 79.8 284 284.3 288.9 68.5 0.8 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 109.1 34.0 332.0 381.1 52.6 36.1 129.9 341 340.8 338.3 124 49.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 109.1 34.0 332.0 381.1 52.6 36.1 129.9 341 340.8 338.3 124 49.6 LOS by Move: F C F F D D F F F F F D
HCM2k95thQ: 10 17 148 34 43 22 56 80 80 122 45 12
Note: Queue reported is the number of cars per lane.

Page 1412 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-19
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Proj AM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 557 492 142***
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
329 1
Cycle Time (sec): 140
1 149
0 Loss Time (sec): 12
0 1672*** 2 Critical V/C: 1.257 3 1659
1 Avg Crit Del (sec/veh): 179.2 0
25 0 Avg Delay (sec/veh): 112.3 1 584***
LOS: F
Lanes: 1 0 2 0 1
Base+Add Vol: 36 523 755***
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 36 523 755 142 492 560 327 1668 25 584 1662 149 Growth 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 Initial Bse: 36 523 755 142 492 560 327 1668 25 584 1662 149 Added Vol: 0 0 0 0 0 -3 2 4 0 0 -3 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 36 523 755 142 492 557 329 1672 25 584 1659 149 User 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 PHF 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 PHF Volume: 36 523 755 142 492 557 329 1672 25 584 1659 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 36 523 755 142 492 557 329 1672 25 584 1659 149 PCE 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 MLF 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 FinalVolume: 36 523 755 142 492 557 329 1672 25 584 1659 149 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.95 0.05 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5517 82 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.14 0.43 0.08 0.26 0.32 0.19 0.30 0.30 0.33 0.29 0.09 Crit Moves: **** **** **** ****
Green/Cycle: 0.06 0.34 0.34 0.06 0.35 0.35 0.20 0.24 0.24 0.27 0.31 0.31 Volume/Cap: 0.37 0.40 1.26 1.26 0.73 0.90 0.95 1.26 1.26 1.26 0.95 0.28 Uniform Del: 63.8 35.0 46.0 65.5 39.6 43.1 55.3 53.1 53.1 51.4 47.3 36.7 IncremntDel: 2.4 0.2 128.8 169.0 4.2 16.7 34.3 122 121.9 132.3 11.2 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 66.2 35.2 174.8 234.5 43.9 59.7 89.6 175 175.0 183.7 58.5 36.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 66.2 35.2 174.8 234.5 43.9 59.7 89.6 175 175.0 183.7 58.5 36.9 LOS by Move: E D F F D E F F F F E D
HCM2k95thQ: 3 15 85 23 33 45 29 61 61 69 45 10
Note: Queue reported is the number of cars per lane.

Page 1413 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-20
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Proj PM
Intersection #701: SR 237 - Abel
Signal=Protect/Rights=Include
Base+Add Vol: 334 593 189***
Lanes: 1 0 1 0 1
Signal=Protect Signal=Protect
Base+Add
Vol:

Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Base+Add Vol:
562 1
Cycle Time (sec): 140
1 149
0 Loss Time (sec): 12
0 1636*** 2 Critical V/C: 1.622 3 1295
1 Avg Crit Del (sec/veh): 339.9 0
113 0 Avg Delay (sec/veh): 216.6 1 834***
LOS: F
Lanes: 1 0 2 0 1
Base+Add Vol: 101 588 1026***
Signal=Protect/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 101 588 1026 189 593 332 562 1636 113 834 1292 149 Growth 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 Initial Bse: 101 588 1026 189 593 332 562 1636 113 834 1292 149 Added Vol: 0 0 0 0 0 2 0 0 0 0 3 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 101 588 1026 189 593 334 562 1636 113 834 1295 149 User 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 PHF 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 PHF Volume: 101 588 1026 189 593 334 562 1636 113 834 1295 149 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 101 588 1026 189 593 334 562 1636 113 834 1295 149 PCE 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 MLF 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 FinalVolume: 101 588 1026 189 593 334 562 1636 113 834 1295 149 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.80 0.20 1.00 3.00 1.00 Final Sat.: 1750 3800 1750 1750 1900 1750 1750 5238 362 1750 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.15 0.59 0.11 0.31 0.19 0.32 0.31 0.31 0.48 0.23 0.09 Crit Moves: **** **** **** ****
Green/Cycle: 0.07 0.36 0.36 0.07 0.36 0.36 0.28 0.19 0.19 0.29 0.20 0.20 Volume/Cap: 0.86 0.43 1.62 1.62 0.86 0.53 1.13 1.62 1.62 1.62 1.13 0.42 Uniform Del: 64.7 33.8 44.7 65.3 41.5 35.3 50.1 56.5 56.5 49.4 55.9 48.8 IncremntDel: 44.4 0.2 287.2 315.7 11.1 0.8 80.2 284 284.3 288.9 68.9 0.8 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 109.1 34.0 332.0 381.1 52.6 36.1 130.3 341 340.8 338.3 125 49.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 109.1 34.0 332.0 381.1 52.6 36.1 130.3 341 340.8 338.3 125 49.6 LOS by Move: F C F F D D F F F F F D
HCM2k95thQ: 10 17 148 34 43 22 56 80 80 122 45 12
Note: Queue reported is the number of cars per lane.

Page 1414 of 1482 ends

COMPARE Fri Sep 26 14:04:01 2025 Page 3-21
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Page 1415 of 1482 ends

600 Valley Way – Transportation Operational Analysis May 7, 2026 P a g e | 32
Appendix D
Signal Warrant

Page 1416 of 1482 ends

9/30/2025

TRAFFIC SIGNAL WARRANTS WORKSHEET
EH date: 9/26/25
Major Street: Abbott Ave Critical Approach Speed* (mph) 25 Minor Street: Valley Way Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 10.5 10.6 10.5 10.6 Corresponding Minor Street Approach Volume (veh/hr) 23 65 23 65 Minor Street Total Delay (veh-hrs) 0.1 0.2 0.1 0.2
Total Entering Volume (veh/hr) 800 824 840 864

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches Abbott Ave X 777 759 817 799 Minor Street - Highest Approach Valley Way X 23 65 23 65 Signal Warranted based on Part B? No No No No Existing
Approach
Lanes

AM PEAK PERIOD
Cumulative No Project
Cumulative No ProjectCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Ex+Project
Cumulative
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Rural (R)
Urban (U)
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

Ex+Project
File: 600 Valley Way - Abbott & Valley - 9-26-25
Tab: Signal Warrants 3 (AM)

Page 1417 of 1482 ends

9/30/2025
Abbott Ave & Valley Way AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Abbott Ave X 777 759 817 799 Minor Street - Highest Approach Valley Way X 23 65 23 65 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Cumulative
AM PEAK PERIOD Ex+Project Cumulative No Project
Approach
Lanes
Existing
Existing Ex+Project
Cumulative No Project Cumulative
0 100
200
300
400
500
600
700
800
700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more
2 or more lanes & 1 lane
1 lane & 1 lane
File: 600 Valley Way - Abbott & Valley - 9-26-25
Tab: Warrant 3, Part B-Graph (AM)

Page 1418 of 1482 ends

9/30/2025

TRAFFIC SIGNAL WARRANTS WORKSHEET
EH date: 9/26/25
Major Street: Abbott Ave Critical Approach Speed* (mph) 25 Minor Street: Valley Way Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 10.1 10.2 10.2 10.3 Corresponding Minor Street Approach Volume (veh/hr) 50 61 50 61 Minor Street Total Delay (veh-hrs) 0.1 0.2 0.1 0.2
Total Entering Volume (veh/hr) 698 747 716 765

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches Abbott Ave X 648 686 666 704 Minor Street - Highest Approach Valley Way X 50 61 50 61 Signal Warranted based on Part B? No No No No
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex+Project
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Existing
Cumulative No ProjectCumulative
Approach
Lanes
Cumulative No ProjectCumulative
Rural (R)
Urban (U)
Ex+Project

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

File: 600 Valley Way - Abbott & Valley - 9-26-25
Tab: Signal Warrants 3 (PM)

Page 1419 of 1482 ends

9/30/2025
Abbott Ave & Valley Way PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Abbott Ave X 648 686 666 704 Minor Street - Highest Approach Valley Way X 50 61 50 61 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above. * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) . Ex+Project Existing Approach
Lanes
Cumulative No
Project
Cumulative
Existing
Ex+Project Cumulative No Project Cumulative + Proj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 600 Valley Way - Abbott & Valley - 9-26-25
Tab: Warrant 3, Part B-Graph (PM)

Page 1420 of 1482 ends

Resolution No. 26-009
RESOLUTION NO. 26-009

A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MILPITAS APPROVING AND RECOMMENDING THE CITY COUNCIL APPROVE SITE DEVELOPMENT PERMIT NO.

SD24-0005, VESTING TENTATIVE MAP NO. TM24-0002, DENSITY BONUS PERMIT NO. DB24- 0001, AND ENVIRONMENTAL ASSESSMENT NO. EA24-0003 FOR THE SOBRATO TOWNHOME PROJECT WITH 134 CONDOMINIUM UNITS AND A ONE-STORY CLUBHOUSE AMENITY BUILDING, WITH 268 PRIVATE GARAGE VEHICLE PARKING STALLS, 60 UNCOVERED

SURFACE LEVEL GUEST PARKING STALLS, LANDSCAPING, AND ASSOCIATED SITE IMPROVEMENTS ON A 7.22-ACRE SITE LOCATED WITHIN THE GATEWAY-MIXED USE (GWMU) ZONING DISTRICT IN THE MILPITAS GATEWAY-MAIN STREET SPECIFIC PLAN (MGSP) AREA AT 600 VALLEY WAY (APNs 222-80-022, -024, -025), AND MAKING FINDINGS OF CEQA

EXEMPTION
WHEREAS, the City of Milpitas, California (the “City”) is a municipal corporation, duly organized under the constitution and laws of the State of California; and WHEREAS, California Government Code Section 65300 et seq. requires each city to prepare and adopt, and amend as necessary, a comprehensive, long-term general plan for the physical development of the county or city; and
WHEREAS, California Government Code Section 65800 et seq. authorizes the adoption and administration of zoning laws, ordinances, rules, and regulations by cities as a means of implementing the General Plan; and
WHEREAS, California Government Code Sections 65450-65457 authorize cities to prepare specific plans to systematically implement the General Plan, specify the required contents of specific plans, allow specific plans to be adopted by resolution or ordinance and amended as often as deemed necessary by the legislative body, and requires specific plans to be consistent with the General Plan; and WHEREAS, on October 28, 2025, the Milpitas City Council adopted Resolution No. 9452 to approve Specific Plan Amendment No. SP20-0002 to adopt the Milpitas Gateway-Main Street Specific Plan (MGSP) (formerly known as the Midtown Specific Plan), approved a Zoning Map and Text Amendment No. ZA25-0002 and introduced Ordinance No. 38.859 to amend the Zoning Ordinance and Zoning Map to establish new Specific Plan boundaries, zoning districts, and zoning regulations, adopted Resolution No. 9453 to adopt General Plan Amendment GP25-0002 to amend the Land Use Element Map; and certified the Subsequent Environmental Impact Report (EIR) to the Milpitas 2040 General Plan EIR for the Milpitas Gateway-Main Street Specific Plan (State Clearinghouse “SCH” No. 2024070432) in accordance with the California Environmental Quality Act (“CEQA”); and
WHEREAS, on November 18, 2025, the Milpitas City Council adopted Ordinance No 38.859 amending the Milpitas Municipal Code (MMC) Title XIII, Part B, Chapters B.22 and B.214 to establish the Gateway-Main Street Specific Plan Zoning Districts and Regulations, and amending the zoning map of the City to establish the updated specific plan boundaries; and
WHEREAS, on January 7, 2026, The Sobrato Organization (the “Applicant”) submitted a complete preapplication and paid the required pre-application fee for a multi-family residential development that includes 134 condominium townhome units with a one-story clubhouse building at 600 Valley Way, pursuant to California Senate Bill SB 330 (SB 330) to the City; and

Page 1421 of 1482 ends

Resolution No. 26-009
2 WHEREAS, on March 20, 2026, the Applicant submittal a formal application pursuant to SB 330 to the City for the entitlements necessary to allow the development of a multi-family residential project contemplated within the aforementioned pre-application. The Project is a 134-unit townhome condominium subdivision with one clubhouse amenity building, comprised of 24 multi-family buildings up to 38-feet in height (three stories) (up to a maximum height of 45-feet to the top of the highest architectural element) with a one-story, 2,182-square foot clubhouse, 268 vehicle parking spaces, 60 outdoor surface level guest parking stalls, landscaping, and associated site improvements on a 7.22-acre site located at 600 Valley Way (APNs 222-80-022, -024, -025) in the Milpitas Gateway-Main Street Specific Plan (MGSP) area (the “Project”). The Project requires approval of the following entitlements:

1. Site Development Permit No. SD24-0005: To allow the development of 24 multi-family buildings, up to three stories in height, with up to 134 residential units and a one-story clubhouse amenity building with landscaping and associated site improvements on the 7.22-acre site; and

2. Vesting Tentative Map No. MT24-0002: To combine three lots into one lot, establish 134 residential condominium spaces, related common areas, and associated easements; and

3. Density Bonus Permit No. DB24-0001: To ensure the Project is compliant with State Density Bonus law and regulations.

WHEREAS, the Applicant separately applied for Tree Removal Permit No. TR24-0018 issued by the Public Works Department to remove 115 ordinance-sized trees and replace with 341 new trees on the same site, with replacement trees to be commensurate with the size of the tree being removed as determined by the Planning Director or his or her designee per MMC X-2-4.02; and
WHEREAS, the Planning Department completed Environmental Assessment No. EA24-0003 for the Project in accordance with the CEQA, and recommends that the Planning Commission determine this Project is exempt from further environmental review pursuant to CEQA Guidelines Section 15182 (Projects Pursuant to a Specific Plan), provided that the Project results in none of the conditions described in CEQA Guidelines Section 15162 (Subsequent EIRs and Negative Declarations), as evaluated within a Project-specific CEQA Environmental Checklist prepared for the 600 Valley Way Residential Development Project (the “Environmental Checklist,”), a true and correct copy of which is attached hereto and incorporated herein, as Exhibit 2 to the Resolution. Exhibit 3 to the Resolution includes the Project-specific CEQA Environmental Checklist and supporting technical studies), which demonstrates the Project would result in none of the conditions in CEQA Guidelines Section 15162; and
WHEREAS, the Planning Department recommends the Planning Commission find that this Project is consistent with the goals, policies, and regulations of the California Density Bonus Law (Government Code sections 65915 et seq.), Milpitas 2040 General Plan, MGSP, and Milpitas Zoning Ordinance, including specifically as provided in MMC Section XIII-C.12 (Density Bonus for Affordable Housing Developments), which permits waivers and concessions to development standards, as analyzed and documented in the staff report; and
WHEREAS, the Planning Commission is an advisory body to the City Council pursuant to MMC Section XIII-D.2.040(B)(3) 10-64.03 (Multiple Applications), where, as here, due to the application for a Tentative Map pursuant to MMC Section XI-1-4.03 and a density bonus pursuant to MMC Section XIII-C.12, the City Council is the highest review authority for the Project and, accordingly, all review by other bodies with approval authority over the application shall be in the form of a recommendation to the City Council; and

Page 1422 of 1482 ends

Resolution No. 26-009
3 WHEREAS, on May 27, 2026, the Planning Commission held a duly-noticed public hearing, during which meeting the Planning Commission considered the CEQA exemption findings as well as Site Development Permit No. SD24-0005, Vesting Tentative Map No. MT24-0002, Density Bonus Permit No. DB24-0001, and Environmental Assessment No. EA24-0003 for the 600 Valley Way Project, heard a presentation from staff, and had the opportunity to hear from members of the public and closed the public hearing on the item; and WHEREAS, the Planning Commission hereby adopts the conformity analysis in the Project-specific CEQA Environmental Checklist prepared for the 600 Valley Way Residential Development Project attached as Exhibit 2 to the Resolution and further finds and determines that its actions are consistent with CEQA and recommends the City Council similarly find and determine that the Project is exempt from further CEQA review pursuant to CEQA Guidelines Section 15182 (Projects Pursuant to a Specific Plan) and CEQA Guidelines Section 15162 (Subsequent EIRs and Negative Declarations); and
WHEREAS, the Planning Commission makes and accepts its own findings as set forth below in the Recitals; and
WHEREAS, the documents and other materials which constitute the record of proceedings upon which the Planning Commission bases its recommendation and the findings contained within this Resolution are available and may be reviewed at Milpitas City Hall, located at 455 E. Calaveras Boulevard, Milpitas, California 95035; and
WHEREAS, the findings and conclusions made by the Planning Commission pursuant to this Resolution are based upon the oral and written evidence presented before it as a whole.

NOW, THEREFORE, the Planning Commission of the City of Milpitas hereby finds, determines, and resolves as follows:

SECTION 1. Recitals.

The Planning Commission has duly considered the full record before it, which may include but is not limited to such things as all published staff reports, oral and written testimony by staff, the Planning Commission, and the public, and all other relevant materials and evidence submitted or provided to the Planning Commission.

Furthermore, the recitals set forth above are found to be true and correct and are incorporated herein by reference.

SECTION 2. California Environmental Quality Act (CEQA)
The City conducted an environmental assessment (in the form of a Project-specific named as the 600 Valley Way Residential Development Project Environmental Checklist, dated March 2026) for the proposed Project in accordance with the California Environmental Quality Act (CEQA) and determined that the proposed Project is categorically exempt from CEQA in accordance with CEQA Guidelines Section 15182 (Projects Pursuant to a Specific Plan). The City certified a Subsequent Environmental Impact Report (SEIR) for the MGSP on October 28, 2025 (State Clearinghouse No. 2024070432). The SEIR provides an assessment of the reasonably foreseeable and potentially significant adverse environmental effects of the MGSP that may occur beyond what was evaluated in the City of Milpitas 2040 General Plan EIR. The SEIR for the MGSP was prepared at the program “first-tier” level of environmental review consistent with the requirements of the California Environmental Quality Act (CEQA) (CEQA Guidelines Sections 15152 (Tiering) and 15168 (Program EIR)) for the overall MGSP area.

According to Section 15182 of the CEQA Guidelines, certain residential, commercial and mixed-use projects that are consistent with a specific plan adopted pursuant to Title 7, Division 1, Chapter 3, Article 8 of the Government Code are exempt from CEQA. Section 15182(c) of the CEQA Guidelines states that a residential project

Page 1423 of 1482 ends

Resolution No. 26-009
4 undertaken pursuant to and in conformity to a specific plan that included certification of an EIR are exempt from CEQA unless one of the conditions described in CEQA Guidelines Section 15162 occur as a result of the project.

The Project-specific Environmental Checklist, attached hereto as Exhibit 2 and its supporting technical studies attached hereto as Exhibit 3, provides supporting information that none of the events outlined in CEQA Guidelines Section 15162 have occurred, that the Project is consistent with Section 15182 and the MGSP SEIR, and is therefore exempt from further environmental analysis under the provisions of CEQA.

SECTION 3. Site Development Permit Findings (MMC Section XIII-D.4.020.F(1.a-d) for All Site Development Permits and MMC Section XIII-D.4.020.F(2.a-c) for Specific Projects):

The Planning Commission makes the following findings based on the evidence in the administrative record in support of Site Development Permit No. SD24-0005:
1a. The proposed project is consistent with the Zoning Ordinance.

The proposed Project is generally consistent with the Milpitas Zoning Ordinance per MMC XIII-B.14, Gateway-Main St. Specific Plan Area as demonstrated in Table 4 of the staff report. The proposed Project meets its applicable section of the Gateway Mixed-Use (GW-MU) zoning district purpose statement as described in MMC XIII-B.14.010(D) as “… transitioning to a neighborhood-oriented residential focus to the north…” as it will be located in the northwest corner of the Gateway District MGSP boundary, and will be accessible off of Valley Way from S. Abbott Avenue and Calaveras Boulevard.

The Project also conforms to MMC Section XIII-C.12 (Density Bonus for Affordable Housing Developments). Where exceptions to the GW-MU standards are needed including to the MGSP ODS, Citywide ODS, and Zoning Ordinance, the Applicant has requested 11 waivers and one (1) concession under the State Density Bonus Law (Gov. Code §§ 65915 et seq.). The requested waivers and concession exception will support the development of affordable housing on a site where it would not otherwise be possible through a strict application of the specified standard and the financial feasibility of constructing the Project. Furthermore, the Project site was identified as a Rezone Site in the City’s 2023-2031 Housing Element cycle and thus was envisioned for housing.

Furthermore, the proposed Project complies with MMC XIII-C.2.030(A) Affordable Housing, as the Applicant will comply with the City’s affordable housing requirements pursuant to MMC XII-1 (Affordable Housing Ordinance) by dedicating 20 out of the 134 proposed townhome condominium units for moderate-income families, meeting the minimum 15% requirement pursuant to the City’s AHO. The Office of Housing reviewed the proposed Project and has conditionally approved the Project, and will coordinate further with the Applicant during the building permit phase, including the executing the affordable housing agreement, collection of the partial fractional affordable in-lieu fee, and reaffirming the distribution of affordable units on the site.
1b. The proposed use and project are consistent with the goals and policies of the General Plan:

The proposed Project’s use as a multi-family residential development within the Milpitas Gateway-Main Street Specific Plan (MGSP) is consistent with the goals and policies of the City’s General Plan 2040. The General Plan 2040 description of MGSP notes that “a variety of uses are allowed in this designation, including entertainment, retail, commercial, residential, civic, cultural, office, and high-density mixed use residential in a compact, walkable, and unique centralized setting.” The residential Project fits this description and new residents in the immediate area will be able to walk or use other multimodal modes to access nearby adjacent commercial, retail, entertainment, and other related uses as there are several multi-tenant commercial plazas in the vicinity.

Page 1424 of 1482 ends

Resolution No. 26-009
5 In addition, as shown in Table 2 of the staff report, the Project complies with General Plan policies LU 1- 4, LU 2-1, LU 5-1, and LU 5-3. The Project will provide 134 new condominium townhome units, 20 of which will be affordable units at moderate-income and 14 of which will be ADA accessible, thereby contributing to the existing housing mix in the surrounding area. The Project is also consistent with the MGSP goals and policies, is compatible in scale and design with the existing neighborhood, will be wellintegrated with adjacent developments, and will improve vehicular and pedestrian connectivity in the surrounding area.
1c. The project will not be detrimental to public health, safety, and general welfare:

As part of the City’s standard development review process, projects such as this scale for a new multifamily residential development are routed to several City Departments including but not limited to the Planning Department, Police Department, Office of Building, Fire Prevention, and the Engineering Division within the Department of Public Works. Each Department reviews the proposed Project for conformance to applicable adopted codes, regulations, and other requirements under their respective purview to try and identify any major public health, safety, and general welfare concerns. The Applicant must address and revise the proposed Project’s plans and/or other materials as part of the application until such issue is corrected to no longer be detrimental to public health, safety, and general welfare.

Furthermore, the Project-specific CEQA Environmental Checklist did not identify any detrimental public health, safety, or general welfare concerns.
1d. The proposed project is in compliance with the provisions of California Environmental Quality Act (CEQA):

As a Lead Agency, the City has determined the Project is exempt from the California Environmental Quality Act (CEQA) pursuant to CEQA Guidelines Section 15182 and created Environmental Assessment No. EA24-0003 to verify consistency with CEQA. CEQA Guidelines Section 15182 states that projects in conformity with a specific plan that has a certified Environmental Impact Report (EIR) are exempt from CEQA, provided the project results in none of the conditions described in CEQA Guidelines Section 15162. The City prepared an Environmental Checklist for the Project to evaluate its consistency with the Gateway-Main Street Specific Plan Subsequent Environmental Impact Report (State Clearinghouse No. 2024070432), which demonstrates the Project would result in none of the conditions in CEQA Guidelines Section 15162. The Project-specific Environmental Checklist and the supporting technical reports are included as Attachments B and C to the staff report.
2a. The proposed use and project are consistent with the goals and policies of any Specific Plan, if applicable:

The MGSP also was initiated in 2021 and anticipated that the Project site would be analyzed as part of the future Gateway District of the MGSP. The Project site was annexed into the MGSP boundaries with a rezone and general plan amendment to allow for residential uses in late October 2025 as the former General Commercial zoning and land use designation does not allow for any residential development. The proposed Project meets the GW-MU density requirements at 19 dwelling units/acre where the range requires 18-65 dwelling units/acre. The Project would reaffirm the Gateway-Main Street Specific Plan Guiding Principle and the Gateway District Vision per MGSP Section 2.5. The Project will also improve the mobility network as desired by the MGSP and complete the vision in MGSP Figure 3-6 by connecting a new greenway, perimeter alleyways, and proper setbacks from the freeway side and meets the daylight plane and height requirements in consideration of the existing single-family residences to the north. With approval of the Applicant’s SDBL requests for 10 waivers and one concession, the Project will be consistent with the MGSP.

Page 1425 of 1482 ends

Resolution No. 26-009
6 2b. The proposed siting, form, architectural style, materials, and other elements of multi-family residential and mixed-use developments are consistent with City Objective Design Standards:

As the Applicant invoked SB 330 and the SDBL, the Applicant team was still required to provide documentation to the City on the proposed Project’s compliance with not only the MGSP ODS but the Citywide ODS in separate checklists, and also must identify a consolidated list of SDBL requests for waivers and concessions for streamlining considerations. The Applicant provided all the aforementioned requested documents and for the Citywide ODS, was required to explain how any such proposed design elements in the Project were meeting the intent of such objective standard. The proposed Project generally meets the intent of several adopted objective design standards including having building entries front publicly accessible pathways, include varying rooflines and façade articulation details, 2-inch recessed windows and Juliet awnings along the building’s frontages, a consistent contemporary Spanish style theme throughout the site, use of native, drought tolerant plant species as recommended in the MGSP and ODS, meets the daylight plane and complies with transitions to single-family residential neighborhoods per MGSP Sec. 4.1.3.A and meets the minimum setback distance requirements of being adjacent to a freeway per MGSP Sec. 4.1.3.B. Additionally, the Project will meet the utility and rooftop / at grade screening requirements, proposes to use operable vinyl windows for bird safety and glazing, and utilize high quality materials such as steel garage doors in a wood like finish and accent tiles and trims. With approval of the Applicant’s SDBL requests for 10 waivers and one concession, the Project will be consistent with the Citywide and MGSP ODS.
2c. The proposed siting, form, and architectural style of single-family residential, commercial, and industrial developments are appropriate for the project site and surroundings and create a visually cohesive design, and are consistent with all applicable design standards in this Title:

The above finding is not applicable to the Project, which is a multi-family development and was similarly described in the Site Development Permit Finding 2b.

SECTION 4. Vesting Tentative Map Findings (MMC Section XI-1-20.01) The Planning Commission makes the following findings based on the evidence in the public record in support of Vesting Tentative Map No. MT24-0002:

1. The tentative subdivision map is consistent with the General Plan.

The General Plan designation for the Project site references the Milpitas Gateway-Main Street Specific Plan (MGSP). The MGSP sets for the types, locations, and intensities of land uses to be accommodated within the MGSP area, with its purpose to create an economically-viable main street type development that serves as a cultural hub of the City, and supports a variety of uses including entertainment, retail, commercial, residential, civic, cultural, office, and high-density mixed use residential in a compact, walkable, and unique centralized setting. The General Plan defers to the MGSP document for all development standards including density ranges. The MGSP identified the Project site to be in the Gateway District and is zoned Gateway-Mixed Use (GW-MU). The intent of this designation is to provide a compatible mix of land uses with residential density proposals at a range of 18-65 dwelling units/acre.

As this Project proposes 19 dwelling units/acre, it is consistent with both the intended land use of the General Plan and the MGSP and the relevant density requirement. In addition, the City’s 2023-2031 Housing Element identified the Project site as a Rezone Site. As such, the Project site has been incorporated into projections for affordable housing opportunities. The tentative subdivision map is necessary for the proposed multi-family residential Project, and would allow three lots to combine into

Page 1426 of 1482 ends

Resolution No. 26-009
7 one lot to establish the condominium areas, common areas, and easements to facilitate a new compact, walkable development with several on- and off-site public improvements that have been conditionally approved under the purview of the City’s Public Works Land Development Division to improve the City’s infrastructure and mobility network with modern standards on the Project site which has not been improved since the 1970s.

Furthermore, as shown in Tables 2 and 3 in the staff report, the Project complies with General Plan policies LU 1-4, LU 2-1, LU 5-1, LU 5-3, and the MGSP’s Guiding Principle and MGSP Section 2.5: Gateway District Vision. Therefore, the vesting tentative map is consistent with the goals and policies of the General Plan.

2. None of the conditions identified in California Government Code Section 66474 exist, to wit:

A. That the proposed map is not consistent with applicable general and specific plans as specified in Government Code Section 65451.

As outlined above, the Project site includes the development of 134 residential condominium units and one clubhouse amenity building at a density of 19 dwelling units per acre (du/acre) and within the MGSP. The General Plan, MGSP designations, and the GW-MU zoning district permits residential development at intensities of 18 to 65 du/acre. Therefore, the proposed Project’s density is consistent with the required density range as designated in the MGSP. The City’s Public Works Land Development Division reviewed the proposed map with the Planning Department and worked with the Applicant’s civil engineer team from Kier+Wright on necessary revisions to the proposed map before issuing a conditional approval letter to allow the Project to proceed with public hearings for the tentative map. Therefore, the proposed map is consistent with the General Plan and MGSP.

B. That the design or improvement of the proposed subdivision is not consistent with applicable general and specific plans.

The design and improvements of the Vesting Tentative Map are consistent with the General Plan and MGSP in that it would allow for multifamily residential development with associated public improvements, which are consistent with the applicable General Plan and MGSP goals and policies as described in Tentative Map Finding 1 and identified in Tables 2 and 3 of the staff report, except for minor exceptions to design standards the Applicant has requested and is allowed pursuant to State Density Bonus Law. The Project site is located within the Gateway District of the MGSP, which includes a vision for higher-intensity development, oriented along Calaveras Boulevard, to attract and support the needs of travelers along the corridor, while offering a neighborhood-scale residential and mixed-use north Calaveras Boulevard with complete streets improvements planned along this right-of-way. The Vesting Tentative Map would allow for development that is compatible with a new residential community north of Calaveras Boulevard and would complete the MGSP’s vision for the Gateway District including MGSP Figure 3-6, Gateway District Regulating Plan, and will include a new internal circulation network with a new greenway connection, improvements to the onsite and off-site sidewalks to support complete streets in the MGSP, and will be required to pay associated fees for the Calaveras Boulevard Widening Traffic Impact Fee as contributions for the future right-of-way improvements.

C. That the site is not physically suitable for the type of development.

The Project site is surrounded by properties designated for mixed-use development under the City’s General Plan and zoned for this type of development under the MGSP and GW-MU zoning

Page 1427 of 1482 ends

Resolution No. 26-009
8 district. The proposed Project will be an infill development that has already been developed since the 1970s with a mix of five industrial/office buildings, surface parking lots, and associated infrastructure with all tenants vacated before the end of 2025, and would demolish all existing structures and add 134 condominium units and a clubhouse amenity building. In addition, the site is suitable for the proposed townhome development based on the location and physical attributes of the site and is surrounded by other types of development including retail and commercial plazas.

The site is located in an urban context suitable for multifamily development and is generally flat and approximately 7.22 acres in size, which is sufficient to accommodate the development. The Vesting Tentative Map includes the necessary infrastructure improvements to adequately serve the site from a transportation and utilities perspective.

D. That the site is not physically suitable for the proposed density of development.

The Project site is suitable for the proposed medium density townhome development based on the location and physical attributes of the site. The site is located in an urban context suitable for medium density multifamily infill development and is approximately 7.22 acres in size, which is sufficient to accommodate the proposed density of development. The Vesting Tentative Map includes the necessary infrastructure improvements including utilities built up to modern code standards to adequately serve a multifamily residential development at the proposed density.

E. That the design of the subdivision or the proposed improvements are likely to cause substantial environmental damage or substantially and avoidably injure fish or wildlife or their habitat.

The Project, including the subdivision and its associated improvements, is located in within a heavily urbanized area and was previously developed with five multi-tenant office buildings, surface parking lots, and infrastructure and is surrounded by a mixture of other commercial and residential development. A Project-specific CEQA environmental checklist was also prepared, which confirmed that the proposed Project will not cause substantial environmental damage or substantially and avoidably injure fish or wildlife or their habitat.

F. That the design of the subdivision or type of improvements is likely to cause serious public health problems.

The Project, including the proposed subdivision and its associated improvements, has been designed in a manner that will not cause serious public health problems. The Project has been reviewed by Building, Planning, Housing, Fire, Engineering, Traffic, Utilities, and Solid Waste Departments to review for such design issues and the Applicant must address all Department comments sufficiently prior to allowing the Project to be considered for public hearings to consider approval of the subdivision and improvements. The Vesting Tentative Map includes various public improvements in the public rights-of-way related to transportation and utilities to ensure the Project will be adequately serviced and thereby preserve public health and wellness, including a new dedicated 10-foot Public Utility Easement along the Project’s frontage along Valley Way as required per MMC X-I-8.06, Granting of Easements. Additional public improvements include utility services such as water, wastewater, storm drain, gas, electrical, and telecommunications.

The Project site will also have include modern stormwater improvements pursuant to requirements of the Santa Clara Valley Urban Runoff Pollution Prevention Program and as codified per MMC XI-16-1, Stormwater and Urban Runoff Pollution Control. Pavement restoration including a minimum 2-inch grind and overlay will be provided along the Valley Way frontage up to the Abbott Avenue intersection and new sidewalks along the Valley Way cul-de-sac and infilling missing segments of the sidewalk built to the City’s Engineering Standard Details with matching curbs and gutters to aid in the MGSP’s vision for complete streets. Other required public

Page 1428 of 1482 ends

Resolution No. 26-009
9 improvements are detailed in the Engineering Department’s “Specific Improvements” section of the conditions of approval and include new street tree wells, installation of radio-transmitting water meters with built-in antennas, and a lighting analysis on the existing streetlight conditions along Valley Way and on S. Abbott Avenue between Valley Way and W. Calaveras Boulevard to determine if any upgrades or new lighting improvements are necessary during the building permit review phase.

G. That the design of the subdivision or the type of improvements will conflict with easements, acquired by the public at large, for access through or use of, property within the proposed subdivision.

Upon the City’s Engineering Department review of the subdivision map, it has been determined that the design of the subdivision or the type of improvements will not conflict with any easements acquired by the public at large, for access through or use of, property within the proposed subdivision. The Project will comply with MMC X-I-8.06, Granting of Easements, and include a new dedicated 10-ft. Public Utility Easement (PUE) from the Valley Way cul-de-sac. The property contains an existing 8-inch Public Water Main and associated 15-ft. Waterline Easement running through the middle of the site between the two connections to Valley Way. The water main will be abandoned and capped in place, and the associated easement will be vacated. The Project will provide a new 10-inch water line that runs through proposed Alley 1 in a looped system that will reroute and connect the existing water line along Valley Way. The proposed public water lines will be installed within the new private streets/PUE.

The existing PG&E overhead powerline easement will remain along the westerly boundary line and will not require the Applicant to underground the existing overhead transmission lines. The private streets will be covered by proposed typical 26’ wide emergency vehicle access easements and typical 34’ wide public service & utility easements. Additional private easement needs may be identified in further stages of design and will be recorded through separate instruments. All existing easements on-site are to be quitclaimed or vacated, unless noted otherwise. Covenants, Conditions & Restrictions (CC&R's) will be prepared to facilitate and manage the operations, maintenance and related functions of the common areas. Therefore, the proposed subdivision and relevant improvements will not conflict with easements or access to the property.

SECTION 5. Density Bonus Permit (MMC Section XIII-C.12) The Planning Commission makes the following findings based on the evidence in the public record in support of Density Bonus Permit No. DB24-0001:

1. The maximum allowable base density specified in the General Plan, including any other permitted increases to density.

The proposed Project includes 134 townhome condominiums on a 7.22-acre lot, equaling a residential density of approximately 19 dwelling units per acre (du/ac), which meets the minimum density of 18 du/acre in the GW-MU zoning district with a maximum density of 65 du/acre in this zoning district.

Therefore, the Project is within the density range as specified in the General Plan and MGSP, and will not exceed the maximum allowable base density including any other permitted increases to density.

2. All affordable units shall be reasonably dispersed throughout the project, shall contain on average the same number of bedrooms as the non-affordable units in the project, and shall be comparable with the non-affordable units in terms of appearance, materials and finished quality. The Planning Commission may recommend to the City Council modifying the requirements as to unit size or type, if it is found that such a modification would better serve the affordable housing need of Milpitas.

Page 1429 of 1482 ends

Resolution No. 26-009
10 The Applicant has allocated a total of 20 units as affordable units reserved for moderate-income households. In order to meet the City’s Affordable Housing Ordinance (AHO) requirements, the affordable units will be distributed across the Project site. The three (3) unit types and distribution of the 20 affordable units are listed below. All units will be three-stories in height and include private balconies and a 2-car garage. The affordable unit locations have been identified and approved by the Office of Housing as meeting the intent of the AHO, and will reaffirm compliance with the distribution and placement of each unit during the building permit phase. and must be developed with the same specifications and appliances as the standard, market-rate units. Additionally, pursuant to XII-1-3.00 and as detailed in the Affordable Housing Ordinance section of the staff report, the Applicant will be conditioned to complete an in-lieu Housing Affordable fee for the fractional 0.1 unit resulting from the City’s AHO 15 percent calculation.
x Eight (8) Affordable Units: Unit Type 1 (3 bedroom/1,326-square feet habitable space) x Eight (8) Affordable Units: Unit Type 2 (3 bedroom/1,710-square feet habitable space) x Four (4) Affordable Units: Unit Type 3 (4 bedroom/2,013-square feet habitable space)

3. Prior to final building inspection and occupancy for a project containing affordable units, the applicant shall execute and record at the Santa Clara County Recorder's Office the City's Agreement Imposing Restrictions on Real Property, which Agreement shall explain the affordability requirements. The agreement shall be approved by the Milpitas City Attorney prior to recordation.

The Project has been conditioned to provide an agreement to the City of Milpitas explaining the affordability requirements, processes and procedures, to the satisfaction of the Milpitas City Attorney prior to the release of Certificate of Occupancy.

4. Retaining Affordability. A developer shall agree to, and the City shall insure continued affordability of, all lower- or very low-income density bonus units for thirty (30) years or a longer period of time, if required by the construction or mortgage financing assistance program, mortgage insurance program, or rental subsidy program.

This standard is not applicable to the Project, as the Project is allocating 20 of the 134 townhome condominium units for sale at the moderate-income affordability levels. However, if the Applicant or a different Permittee may want to change the affordable levels to low- or very low-income, this standard shall apply: prior to final building inspection and occupancy for the Project containing affordable units, the Applicant shall execute and record at the Santa Clara County Recorder’s Office the City’s Agreement Imposing Restrictions on Real Property, which Agreement shall explain the affordability requirements, including continued affordability for moderate-income households. The agreement shall be approved by the Milpitas City Attorney prior to recordation.

5. Affordable Rents. Those units targeted for lower-income households, as defined in Section 50079.5 of the Health and Safety Code shall be affordable at a rent that does not exceed thirty (30%) of sixty (60%) percent of the Santa Clara County median income. Those units targeted for very low-income households, as defined in Section 50105 of the Health and Safety Code, shall be affordable at a rent that does not exceed thirty (30%) of fifty (50%) percent of County median income.

Page 1430 of 1482 ends

Resolution No. 26-009
11 Imposing Restrictions on Real Property, which Agreement shall explain the affordability requirements, including continued affordability for moderate-income households. The agreement shall be approved by the Milpitas City Attorney prior to recordation.

6. Relation to Statute. Density bonus requirements not specified in these regulations shall be governed by the State Density Bonus Law, Government Code section 65915, et seq.

The Applicant has identified and requested 10 waivers and one concession pursuant to State Density Bonus Law.

SECTION 6: Housing Element. While the Project with its proposed 134 units would result in fewer units to be built on the Project site than the potential maximum site capacity anticipated in the Housing Element Sites Inventory (202 units), the No Net Loss Law as codified in Government Code Section 65863 requires a jurisdiction to maintain adequate housing sites to accommodate its remaining unmet RHNA by each income category at all times throughout the entire planning period. If a jurisdiction approves a development of a site identified in its Housing Element Sites Inventory with fewer units than shown in the Housing Element, it must find that the remaining sites have sufficient capacity to accommodate the remaining unmet RHNA by each income level. The Milpitas 2023-2031 Housing Element identified a total capacity of 9,397 units, which exceeds Milpitas’ RHNA obligation of 6,713 units by 2,684 units. Although the Project would result in the loss of 68 units relative to the anticipated number of units identified in the Sites Inventory, the City currently has more than enough capacity to accommodate its remaining unmet RHNA in each income category. Moreover, any reduction of units was appropriately considered during the City’s approval of the Gateway-Main Street Specific Plan, the City at that time made all required findings for the adoption of the applicable zoning, including those findings required by the No Net Loss Law, and no further findings are required at this time. Those findings and analysis are incorporated herein by this reference.

SECTION 7: The Planning Commission of the City of Milpitas hereby adopts Resolution No. 26-009 recommending to the City Council approval of Site Development Permit No. SD24-0005, Vesting Tentative Map No. MT24-0002, Density Bonus Permit No. DB24-0001, and Environmental Assessment No. EA24-0003, based on the above Findings and subject to the Conditions of Approval attached hereto and incorporated herein as Exhibit 1, the CEQA Exemption Environmental Checklist attached hereto as Exhibit 2, and the CEQA Exemption Environmental Checklist Supporting Technical Studies attached hereto as Exhibit 3.

PASSED AND ADOPTED at a regular meeting of the Planning Commission of the City of Milpitas on May 27, 2026:

Chair

Page 1431 of 1482 ends

Resolution No. 26-009
12 TO WIT:

I HEREBY CERTIFY that the following resolution was duly adopted at a regular meeting of the Planning Commission of the City of Milpitas on May 27, 2026 and carried by the following roll call vote:

COMMISSIONER AYES NOES ABSENT ABSTAIN
Parveen Gupta
Michael Caulkins
Dipak Awasthi
Chia Ling Kong
Olania Castillo
Alexander Galang
Dawn Brown

X
X
X
X
X
X
X

Page 1432 of 1482 ends

Resolution No. 26-009
13 EXHIBIT 1

CONDITIONS OF APPROVAL
SITE DEVELOPMENT PERMIT NO. SD24-0005, VESTING TENTATIVE MAP NO. MT24-0002, DENSITY BONUS PERMIT NO. DB24-0001, AND
ENVIRONMENTAL ASSESSMENT NO. EA24-0003

SOBRATO TOWNHOME PROJECT
600 VALLEY WAY
(APNs 222-80-022, -024, -025)
The City of Milpitas Planning Commission and City Council approve the above entitlements (“Permit”), subject to and conditioned upon all applicable State and local laws and regulations and the Conditions of Approval outlined below, this Permit will allow the development of 134 townhome condominium units and a clubhouse amenity building with landscaping and associated site improvements (“Project”) on a 7.22-acre site within the Milpitas Main Street Gateway Specific Plan (MGSP) area at 600 Valley Way (APNs 222-80-022, -024, -025), subject to all other necessary reviews, approvals, studies, and inspections necessary for such development including for the issuance of building permits or occupancy and other required entitlements and approvals. The Project is subject to vesting pursuant to SB 330 as of January 7, 2026.

APPROVED SUBJECT TO THE FOLLOWING CONDITIONS OF APPROVAL:

General Conditions

1. General Compliance: The Permittee and owner, including all successors in interest (collectively "Permittee") shall comply with each and every condition set forth in this Permit. Site Development Permit No. SD24- 0005, Vesting Tentative Map No. MT24-0002, Density Bonus Permit No. DB24-0001, and Environmental Assessment No. EA24-0003 (collectively "Permit") shall have no force or effect and no building permit shall be issued unless and until all things required by the below-enumerated precedent conditions have been performed or caused to be performed. The Permittee shall develop the site in accordance with the approved Attachments and as modified by these Conditions of Approval.

2. Modifications to Project. Any deviation from the approved site plan, floor plans, or other approved submittal shall require that, prior to the issuance of building permits, the Permittee shall submit modified plans and any other applicable materials as required by the City for review and obtain the approval of the Planning Director or designee. If the Planning Director or designee determines that the deviation is significant, the Permittee shall be required to apply for review and obtain approval of the applicable Review Authority, in accordance with the Zoning Ordinance. (P)

3. Effective Date: Unless there is a timely appeal filed in accordance with the Milpitas Zoning Code, the date of approval of this Permit is the date on which the City Council approved this Permit.

4. Acceptance of Permit: Should Permittee fail to file a timely appeal within twelve (12) calendar days of the date of approval of this Permit, inaction by Permittee shall be deemed to constitute each of the following:
a. Acceptance of this Permit by Permittee; and
b. Agreement by the Permittee to be bound by, comply with, and to do all things required of or by Permittee pursuant to all the terms, obligations, and conditions of this Permit.

5. Permit Expiration: Pursuant to Milpitas Municipal Code (MMC) Section XIII-D.2.040(K), this Permit shall become null and void if the development is not implemented within two (2) years from the date of City

Page 1433 of 1482 ends

Resolution No. 26-009
14 Council approval, or for a project submitted with a tentative map, within the time limits of the approved tentative map. Pursuant to MMC Section XIII-D.2.040(K)(3), implementation is defined when:
a. A permit or approval shall not be deemed implemented until the applicant has obtained a grading permit and/or building permit and commenced construction, or where no grading or building permit is required, has commenced the allowed use on the subject site in compliance with the approval; or b. Construction shall be diligently pursued towards completion. If after construction commencement, work is discontinued for a minimum period of two years, the permit or approval shall expire and be deemed void; or
c. If a project is phased, each phase shall be subject to a time limit during which construction must commence. Each subsequent phase shall have the same length of time allowed for the previous phase.

The time limit for a subsequent phase shall begin when the previous phase commences construction, unless otherwise specified in the permit of approval.
d. “Commence construction” shall mean any of the following, whichever occurs soonest:
i. Completes a foundation associated with the project;
ii. Dedicates any land or easement as required from the approval; or iii. Complies with all legal requirements necessary to commence the use or obtains a Certificate of Occupancy permit.

This Permit shall become null and void if the work is added to, modified, or otherwise deviated from in any significant way from the approved site plan, building plan, floor plans, or other approved submittals as determined by the Planning Director or designee.

6. Time Extension: Pursuant to MMC Section XIII-D.2.040(L), unless otherwise provided by State law, Permittee shall have the right to request a one-time extension of the Permit if the request is made in writing to the Planning Division and include a description if any prior Conditions of Approval will need to be amended with a completed Planning Application and payment of the time extension fee is paid prior to the expiration date of the approval. (P)

7. Project Job Account (PJ Account): If Permittee's project job account is at any time delinquent or below the required deposit amount, City will not continue to review or process the application until Permittee's project job account is paid in full and the required deposit has been made. Additionally, prior to the issuance of any building permit or occupancy permit as applicable, Permittee shall pay in full the Project account balance and establish a remaining balance of at least twenty-five percent (25%) of the required initial deposit. (P/E)

8. Notice: Pursuant to California Government Code Section 66020, any protest filed in court relating to the imposition of fees, dedication, reservations, or other exactions to be imposed on the development project shall be filed within ninety (90) days after the date of the adoption of this Resolution. This provision serves as notice from the local agency to the Permittee that the ninety (90) day period in which the Permittee may file a protest has begun under California Government Code Section 66020(d)(1).

9. Cost and Approval: Permittee shall fully complete and satisfy each and every condition set forth in this Resolution and any other condition applicable to the Project to the sole satisfaction of the City. Additionally, Permittee shall be solely responsible and liable for the cost to satisfy each and every condition. (ALL)

10. Conditions: Each and every condition set forth in this Exhibit shall apply to the Project and continue to apply to the Project so long as the Project is operating under the permits and approvals in this Resolution. (ALL)

11. Compliance with Laws: The construction, use, and all related activity authorized under this Permit shall comply with all applicable local, state and federal laws, rules, regulations, guidelines, requirements and policies. (CAO/P/E/B)

Page 1434 of 1482 ends

Resolution No. 26-009
15 12. Indemnification: To the fullest extent permitted by law, Permittee shall indemnify, defend with counsel of the City's choosing, and hold harmless City, its City Council, its boards and commissions, officials, officers, employees and agents from and against any and all claims, demands, obligations, damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs and expenses (including without limitation, attorney's fees, disbursements and court costs) of every kind and nature whatsoever which may arise from or in any manner relate (directly or indirectly) to (i) City's approval of the project, including, but not limited to, the approval of the discretionary permits, maps under the Subdivision Map Act, and/or the City's related determinations or actions under the California Environmental Quality Act, and (ii) Permittee's construction, operation, use or related activity under this Permit. This indemnification shall include, but not be limited to, damages awarded against the City, if any, costs of suit, attorneys' fees, and other expenses incurred in connection with such claim, action, causes of action, suit or proceeding whether incurred by Permittee, City and/or the parties initiating or bringing such proceeding. Permittee shall indemnify the City for all of City's costs, attorneys' fees and damages, which City incurs in enforcing the indemnification provisions set forth in this condition. Permittee shall pay to the City upon demand or, as applicable, to counsel of City's choosing, any amount owed pursuant to the indemnification requirements prescribed in this condition. The above indemnification is intended to be as broad as permitted by applicable law. To the extent the above indemnification is limited by Government Code Section 66474.9, any limitations shall only apply to Vesting Tentative Map No. MT24-0002, and the balance of the Permit shall be unaffected by Government Code Section 66474.9.

13. Certificate of Insurance: Permittee shall provide certificate of insurance and name City as an additional insured in its insurance policies for the Project.

14. Revocation, Suspension, Modification: This Permit may be suspended, revoked or modified in accordance with Section XIII-D.18.070 of the Milpitas Municipal Code.

15. Severability: If any term, provision, or condition of this Permit is held to be illegal or unenforceable by the Court, such term, provision or condition shall be severed and shall be inoperative, and the remainder of this Permit shall remain operative, binding and fully enforceable.

16. Site Improvement Fees. Prior to issuance of any building permit, Permittee must pay all applicable development fees, including but not limited to, connection fees (water, sewer and storm), plan check and inspection deposit, and 3.8% building permit automation fee. These fees are collected as part of the secured public improvement agreement. The agreement shall be secured for an amount of 100% of the engineer’s estimate of the construction cost for faithful performance and 100% of the engineer’s estimate of the construction cost for labor & materials.

17. Response to Conditions of Approval: Permittee shall provide a written response to comments upon submittal for building permit application as a separate attachment document. The responses should clearly indicate how each condition of approval in this Resolution has been addressed in the plans and/or supplemental materials and shall note the appropriate plan sheet(s). (P)

18. Compliance with Fire Department and California Fire Code: The Project shall comply with the requirements of the Milpitas Fire Department and the California Fire Code, as adopted by the City. Changes to the site plan and/or buildings requires review and re-approval by the Fire Department. (F)

19. Compliance with Milpitas Office of Building Safety. The Project shall comply with the requirements of the Office of Building Safety and the International Building Code. (B)

Page 1435 of 1482 ends

Resolution No. 26-009
16 20. Compliance with Milpitas Public Works Land Development Division. The Project/development shall comply with the requirements of the Public Works Land Development Division, as may be amended by the City of Milpitas. (E)

21. Compliance with Milpitas Police Department. The Project/development shall comply with the requirements of the Police Department, as may be amended by the City of Milpitas. (POL)

22. Conditions of Approval Included in Building Permit Plans. As part of the issuance of building permits, the Permittee shall include within the first four pages of the working drawings for a plan check, a list of all conditions of approval imposed by the final approval of the Project. (P)

23. Development in Conformance with Approved Plans: Permittee shall develop the approved Project in conformance with the plans dated March 17, 2026, and approved by the City Council on the date of the signed City Council Resolution, in accordance with these Conditions of Approval. Any deviation from the approved site plan, elevations, materials, colors, landscape plan or other approved submittal shall require that, prior to the issuance of building permits, the Permittee shall submit modified plans and any other applicable materials as required by the City for review and obtain the approval of the Planning Director or Designee. If the Planning Director or designee determines that the deviation is significant, the owner or designee shall be required to apply for review and obtain approval of the Planning Commission or City Council, as applicable, in accordance with the Milpitas Zoning Code. (P)

PLANNING DEPARTMENT CONDITIONS

24. Transportation Demand Management (TDM): In compliance with MMC XIII-C.6.070, the Permitee/Applicant shall work with the Planning Department on a Project-specific Final TDM Plan revised from the Project’s Draft TDM Plan during the building permit review phase and include a written response to all applicable subsections. The Final TDM Plan must also adhere to all required monitoring and enforcement measures per MMC XIII-C.6.070(E).

25. Construction Equipment: All off-road diesel-powered construction equipment greater than 50 horsepower used on-site shall, at a minimum, meet the US EPA tier 4 final emission standards. The contractor shall maintain records of the equipment fleet (including carb exemption numbers or tier ratings) and provide documentation to the assigned City Planner before the issuance of any building permit approval for construction including grading or site improvement, and to the Project Engineer or City Inspector upon request.

26. MGSP SEIR Mitigation Monitoring and Reporting Program: The Project shall comply with the applicable mitigation measures from the certified Milpitas Main St. Gateway Specific Plan (MGSP) Specific Plan SEIR.

The mitigation measures are compiled in the MGSP’s Mitigation Monitoring and Reporting Program (MMRP) as adopted with the Final SEIR as Attachment A. During the building permit review phase, the Permittee/Applicant shall submit as an attachment to the building permit submittals a completed MGSP MMRP table indicating details and any applicable supplemental information and materials to demonstrate compliance with all applicable mitigation measures, including those specified in the 600 Valley Way Residential Development Environmental Checklist, dated March 2026.

27. Landscaping: All approved landscaping and trees shall be permanently maintained and replaced by the property owner(s) and future Homeowners Association with substantially similar plant material or trees (in type or number) as necessary from the approved plan set to provide a permanent, attractive and effective

Page 1436 of 1482 ends

Resolution No. 26-009
17 appearance. Any future proposed alterations to the landscaping and trees shall be consistent with applicable sections of MGSP Section 4.3.4, Landscape Design and MMC XIII-C.4, Landscaping Standards.

28. Streetlights: In collaboration with the Engineering Department’s related Project-specific Conditions of Approval regarding streetlights, Permittee shall install where applicable pedestrian scale lights along all public and private street frontages consistent with the Main St. Gateway Specific Plan lighting design standard and demonstrate compliance with applicable standards from MGSP Section 6.5, Streetscape and Lighting. The Permittee shall submit a photometric plan to determine appropriate light levels with submittal of on-site improvement plans during the building permit process.

29. Lighting and Illumination Plan. Prior to issuance of any building permit, Permittee shall submit a lighting and iso-illumination plan and written responses explaining compliance with all applicable sections of MMC XIIIC.2.070, Lighting and Illumination that shall subject to Planning Department review for approval. Proposed light fixtures shall be high quality and complement the architectural style of each townhome. Light fixtures over garage doors shall be of high-quality, residential scale, architectural design, subject to final approval by the Planning Director and/or designee.

30. CC&Rs. Permittee shall submit proposed covenants, conditions, and restrictions (CC&Rs) to the City for approval prior to submission to the California Department of Real Estate. The CC&Rs shall include disclosure statements informing future residents of noise due to trash enclosure collection; potential noise, traffic, as well as the use and/or storage of any hazardous material associated with normal operations of the adjacent freeway, PG&E, and commercial business activity and development; noise from the freeway; maintenance of all landscaping and trees, maintenance of all publicly accessible private common open space park areas and amenities, and potential graffiti problems towards the tracks. Furthermore, the CC&Rs shall restrict the use of gasoline powered landscape equipment (blowers and string trimmers).

31. Design and Screening of Utilities (Underground, Ground-Mounted, Rooftop): Prior to issuance of any building permit for underground, ground-mounted, or rooftop equipment, Permitee shall describe and demonstrate compliance in a plan set with all applicable standards from MGSP Section 4.1.5, Service and Utility Areas, and MMC XIII-C.2.140, Screening Standards, and MMC XIII-C.2.150, Underground Utilities.

32. Parking: Parking shall be provided as depicted on the Site Plan approved by the City Council and shall consist of the following:
a. RESIDENT: A total of 268 vehicle spaces within unit parking garages. b. GUEST: A total of 60 guest vehicle spaces are to be provided on site.

33. Bicycle Racks: A total of twelve (12) short-term bicycle parking spaces shall be installed on the site and 134 long-term bicycle parking stalls (one located within each unit’s private garage) shall be maintained.

34. Tree Planting Plan: The Project shall comply with Tree Removal Permit No. TR24-0018 and will remove 115 ordinance-sized trees and replace with approximately 341 new trees, in conformance with the plans dated March 17, 2026 and approved by City Council on the date of the signed City Council Resolution for the Project.

Page 1437 of 1482 ends

Resolution No. 26-009
18 35. Park in Lieu Fee. Prior to issuance of the final certificate of occupancy, the applicant shall pay a total of $2,615,664.30 for the Parkland In-Lieu Fee is in accordance with Milpitas Municipal Code Section XI-1-9 on the basis of the average valuation of land in the City in effect at the time the SB 330 Preliminary Application for the Project was complete (Government Code Section 65589.5(o)).

36. Public Art Requirement: Permittee shall comply with the City’s Public Art Requirements for Private Development, as set forth in MMC Section XI-14. Fee shall be no less than one-half of one percent of building development costs and shall be payable at time of building permit issuance per building.

OFFICE OF BUILDING SAFETY DEPARTMENT CONDITIONS

37. Compliance with California Code of Regulations. The Project shall comply with the requirements of the Office of Building Safety and the California Code of Regulations Title 24 and the Milpitas Municipal Code as adopted by the City. Building permits shall be submitted to and approved by the Office of Building Safety prior to start of construction. All California Code of Regulations Title 24 and Milpitas Municipal Code requirements applicable at the time of building permit application must be met in advance of any building permit approvals or related construction. Changes to the site plan and/or building plan require review and approval by the Office of Building Safety.

38. Demolition. All existing structures and improvements to the property, including any unpermitted or otherwise legally non-compliant structures and improvements, shall be demolished prior to construction of any new development contemplated by this building permit.

OFFICE OF HOUSING

39. Affordable Housing Requirement: Permittee shall comply with the City’s Affordable Housing Ordinance, as set forth in Milpitas Municipal Code Section XI-1-3.00. All new residential development projects of ten units or more designed and intended for permanent occupancy shall construct 15 percent of the total number of dwelling units within the development as affordable units, unless otherwise remedied by the City Council. a. Permittee shall reserve 20 townhome condominium units for moderate income households, consisting of:
i. Eight, Unit Type 1 Townhome Units (3-bedroom unit, tandem parking) ii. Eight, Unit Type 2 Townhome Units (3-bedroom unit, side by side parking) iii. Four, Unit Type 3 Townhome Units (4-bedroom unit, side-by-side parking)

40. Affordable Housing Agreement: An executed agreement imposing appropriate ownership controls on the affordable units is required prior to certificate of occupancy. The agreement shall be approved by the Milpitas City Attorney prior to recordation.

41. Fractional Unit In-Lieu Fee Payment for 15 Percent Affordability Requirement: Per MMC XII-1-3.00, the Permittee shall pay a fractional affordable housing in-lieu fee for 0.1 housing units, as of the SB 330 Vesting Date.

42. Concurrent Construction of Affordable Units: Per MMC XII-1-3.03, all affordable units in a project or phase of a project shall be constructed prior or concurrently with market-rate units, unless the City Manager or designee determines in writing that extenuating circumstances exist that make concurrent construction

Page 1438 of 1482 ends

Resolution No. 26-009
19 infeasible or impractical. In phased developments, the affordability requirement will be calculated on the basis of the whole development, but affordable units shall be developed in advance or concurrently with market rate units in each phase unless the City Manager or designee determines in writing that extenuating circumstances exist that make concurrent construction infeasible or impractical. If this occurs, a schedule must be developed by the applicant and approved by the City Manager to ensure that affordable units are built expeditiously and before final discretionary permits are issued. Each phase must include the required number of affordable units based on the number of market-rate units in that phase, and on-site affordable housing units must be developed concurrently with the market-rate units in each phase.

43. Design and Distribution of Affordable Units: Per MMC XII-1-3.04, Affordable units shall meet the following applicable requirements:
a. All affordable units shall be reasonably comparable in terms of floor plan and base finish amenities to market rate units in the proposed development.
b. The quality of the exterior design, landscaping, and construction of the affordable units shall be consistent with the other units in the proposed development. c. Affordable units shall have the same access to common entrances from the exterior as market rate units.
d. Affordable units shall have the same access to all project amenities and recreational facilities available to market rate units.
e. All affordable units shall be reasonably dispersed throughout the Project.

FIRE DEPARTMENT CONDITIONS

FIRE CODE REQUIREMENTS
The plans approved by the City Council and/or the Planning permit process are not building construction plans and have not been reviewed nor approved for conformance to the California Building Code (CBC), California Fire Code (CFC) and the Milpitas Municipal Code (MMC). Do not consider this review as a final review for building construction plans approved by the Fire Department. Building construction plans must be submitted for review and approval before construction is to commence. The following notes are a general list of the applicable code requirements (2022 Edition) and are provided to assist with the building permit process. Please note that these are not all inclusive. All applicable Building, Fire and Municipal Code requirements must be met in advance of any building permit approvals or related construction. The notes listed below will apply to ALL buildings and site, unless specifically identify for one particular building or area.

44. Technical Assistance: To determine the acceptability of technologies, processes, products, facilities, materials, and uses attending the design, operation or use of a building or premises subject to inspection by the Fire Code Official, the Fire Code Official is authorized to require the owner or agent to provide, without charge to the jurisdiction, a technical opinion(s), plan review(s) and/or report(s). CFC Section 104.8.2

45. Electronic Documents: The Fire Code Official may require electronic base documents for all construction documents and operational permits. The Fire Code Official shall designate the software base format for the electronic documents. CFC Section 106.1.1, added by MMC Section V-300-2.28

46. Fire Department Access: Fire Department apparatus and staff access shall be provided to all buildings and site. Detailed review will be done during construction permit process. The plans appear to be in general conformance with the requirements. Final design shall meet the requirements listed below. CFC Section 503

Page 1439 of 1482 ends

Resolution No. 26-009
20 a. Minimum Number of Fire Apparatus Access Points: A Minimum of two independent and approved (approved by the Fire Code Official) means of fire apparatus access shall be provided for the site.

Buildings or facilities exceeding 30 feet (9144 mm), or three stories in height, or 50,000 square feet (5760 m2
) shall be provided with at least two means of fire apparatus access for each structure.

CFC, Section D104.1, adopted and amended by MMC V-300-2.170 b. Fire Apparatus Clearance: Fire apparatus access roads shall provide a minimum clear width of 26 feet. This requirement is for the use and function of a fire ladder apparatus. CFC, Appendix D, Sections D103.1 and D105.2, adopted and amended by Milpitas Municipal Code. MMC V-300-

2.169 and 2.172
c. Fire Apparatus Proximity to the Building. One or more of the required access routes meeting this condition shall be located not less than 15 feet and not greater than 30 feet from the building and shall be positioned parallel to one entire side of the building. The side of the building on which the aerial apparatus access road is positioned shall be approved by the fire code official.

Fire review determined that the current building design, wherein approximately 65 to 75 percent of the roof fronting the fire access road is at or below 30 feet in height determined in accordance with the California Fire Code appendix D105.1, with only approximately 25 to 35 percent of the roof exceeding 30 feet (limited to roof gables), presents an acceptable condition for the fire department using ground ladder operation. The higher roofs are accessible by the fire department from the roof through permanent ladders positioned at the gable roofs as an additional access mitigation.

Therefore, the developer’s current design is allowed to deviate from the standard fire apparatus proximity to the building requirement, CFC Appendix D, Section D105.3, as adopted by Milpitas Municipal Code Section V-300-1.01. This modified compliance condition is Project-specific and shall not be construed as a blanket waiver or precedent for other projects. Any future modifications to the building design, height, or site layout that alter the conditioned described herein shall require reevaluation and approval by the Fire Code Official. d. Fire Apparatus Access Road(s) Required. For multi-family residential projects having more than 50 dwelling units shall be equipped throughout with two separate and approved fire apparatus access roads. Section D106.1 of the CFC, adopted and amended by MMC V-300-2.173 e. Timing of Installation and Serviceability of Fire Protection Elements.: When fire apparatus access roads or a water supply for fire protection is required to be installed, such protection shall be installed and made serviceable prior to and during the time of construction. Combustible construction shall not begin until water mains and hydrants are operational and fire apparatus access roads are installed (paved). CFC Section 501.4
f. Fire Apparatus Access: Fire apparatus access shall extend to within 150 feet of all portions of exterior walls of the building/structure per the California Fire Code Section 503.1.1. When there is a dead-end condition, means for fire apparatus turn-around shall be provided. g. Turning Radius: Fire apparatus access roads shall meet the Milpitas Fire Department turning radii guidelines and shall provide continuous apparatus travel. Turning radii for fire apparatus access roads shall be a minimum net clearance of 48 feet 6 inches for the outside radius and 28 feet 0 inches for the inside radius. The layout for the outside and the inside radius shall be from the same reference point (center). CFC Section 503.2.4

Page 1440 of 1482 ends

Resolution No. 26-009
21 h. Grade: The grade of the fire apparatus access road shall be within the limits established by the fire code official based on the fire department’s apparatus and shall not exceed 10 percent grade. CFC 503.2.7 and Appendix D103.2.
i. Angles of Approach and Departure: The angles of approach and departure for fire apparatus access roads shall be within the limits established by the fire code official based on the fire department apparatus. CFC 503.2.8
j. Adjacent Access Rights: No source of access from lands adjoining a property to be developed shall be considered fire apparatus access roads, unless there is obtained the irrevocable and unobstructed rights and recorded as an ingress/egress access easement with the Country of Santa Clara. CFC Section 503.7, added by MMC V-300-2.51
k. Fire Access Road Materials and Load Bearing Requirements: Fire access roads shall be paved (concrete and/or asphalt cement, or other concrete type pavement approved by the Fire Dept.). Fire apparatus access roads/lanes and emergency vehicle roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be surfaced so as to provide all-weather capabilities. CFC Section 503.2.3
Facilities, buildings or portions of buildings hereafter constructed shall be accessible to fire department apparatus by way of an approved fire apparatus access road with an asphalt, concrete or other approved driving surface capable of supporting the imposed load of fire apparatus weighing up to 75,000 pounds.
l. Emergency Vehicle Access (EVA): EVA roads, when required, shall meet Fire Department site access requirements. CFC Section 503
Recommend entry to EVA shall be gates (swing type) for easy access. m. Obstruction of Fire Access: Fire apparatus access roads shall not be obstructed in any manner, including the parking of vehicles. The minimum widths and clearances established in Sections 500.

2.1 and 503.2.2 shall be maintained at all times. Ground structures (including landscape) and building projections shall not encroach or impede the fire apparatus access requirements. CFC Section 503.4 The EVA shall not be obstructed other than the bollards. Chairs and tables are not allowed as shown on Sheet L7.01.
n. Marking of Fire Access Roads. The required access road shall be designated and clearly marked as a fire lane. The designated fire lane shall be identified as set forth in Section 22500.1 of the Vehicle Code. The designation shall be indicated (1) by a sign posted immediately adjacent to, and visible from, the designated place clearly stating in letters not less than one inch in height that the place is a fire lane, (2) by outlining or painting the place in red and, in contrasting color, marking the place with the words "FIRE LANE", which are clearly visible from a vehicle, or (3) by a red curb or red paint on the edge of the roadway upon which is clearly marked the words "FIRE LANE". CFC Section 503.3.

Minimum marking shall be pole signage and red curb with “FIRE LANE” stencil. Signage and red curbs shall be done throughout and as needed to clearly identify the no parking zones. o. Site Design Changes: The Fire Department reserves the right to request site design changes as needed to meet the requirements of the CFC, and/or make the request for additional fire protection measures in conformance with the CFC.

Page 1441 of 1482 ends

Resolution No. 26-009
22 47. Fire Protection Water Supply (Hydrants, On-site and Public): An approved water supply (hydrants on-site and/or public) capable of supplying the required fire flow for fire protection shall be provided upon which facilities, buildings, or portions of buildings are hereafter constructed or moved into or within the jurisdiction.

Water supply shall meet the Fire Code and the City of Milpitas Engineering Division water supply guidelines and the CFC Section 507, Appendix B and Appendix C, Milpitas Fire Code amendment. Note, the Civil drawings submitted under this Planning review are not approved for construction.

Per City direction, all onsite water systems will be public – no “main” backflow and fire sprinkler laterals are needed. The location of the FDC/PIV for each building has been shown on sheet TM-8.1.

Water System Calculations: Private fire service mains and appurtenances shall be designed and installed in accordance with the City of Milpitas Engineering design guideline requirements and NFPA 24. Design calculations and all the necessary design information for the water system to meet the domestic and fire flow requirements as per the City of Milpitas Engineer Division water design requirements shall be provided as part of the construction permit process. CFC Section 507. a. B105.2 Buildings other than one- and two-family dwellings. Group R-3 and R-4 buildings and townhouses. The minimum fire-flow and flow duration for buildings other than one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses shall be as specified in Tables B105.1(2) and B105.2.

Exceptions: [SFM] Group B, S-2 and U occupancies having a floor area not exceeding 1,000 square feet, primarily constructed of noncombustible exterior walls with wood or steel roof framing, having a Class A roof assembly, with uses limited to the following or similar uses:

1. California State Parks buildings of an accessory nature (restrooms).

2. Safety roadside rest areas (SRRA), public restrooms.

3. Truck inspection facilities (TIF), CHP office space and vehicle inspection bays.

4. Sand/salt storage buildings, storage of sand and salt.

The maximum fire flow reduction for all commercial buildings greater than 30,000 square feet and residential podium buildings shall not exceed 25 percent of the fire flow specified in Table B105.1(2).

The maximum fire flow reduction for all other buildings shall not exceed 50 percent of the fire flow specified in Table B105.1(2).
b. Fire Hydrant Location: The location and quantity of hydrants will be evaluated during the construction permit process. CFC Section 507.5
c. Hydrant for Automatic Fire Sprinkler/Standpipe Systems: Buildings equipped with an automatic fire sprinkler system and/or a standpipe system installed in accordance with Sections 903 and or 905 shall have a fire hydrant within 50 feet of the fire department connections. CFC Section 507.5.1.1, amended by MMC Section V-300-2.56
d. Private Hydrant Requirements: Buildings equipped with an automatic fire sprinkler system and/or a standpipe system installed in accordance with Sections 903 and or 905 shall have a fire hydrant within 50 feet of the fire department connections. CFC Section 507.5.1.1, amended by MMC Section V-300-2.56 e. No Parking in Front of Hydrants: No parking is permitted in front of fire hydrants. Hydrants located on streets (Public or Private Street) shall have an unobstructed clearance of not less than 30 feet per CA Vehicle Code 22514

48. Automatic Fire Sprinkler System for Structures:

Page 1442 of 1482 ends

Resolution No. 26-009
23 a. Automatic Fire Sprinkler: The buildings shall be provided with an automatic fire sprinkler system in conformance with the NFPA 13 Standards. California Fire Code Section 903 b. Sprinkler Valves: All valves controlling the water supply for the automatic sprinkler system shall be electrically supervised by a listed fire alarm control unit. CFC 903.4 c. Sprinkler Monitoring: Alarm, supervisory and trouble signals shall be distinctly different and shall be automatically transmitted to an approved supervising station. CFC Section 903.4.1 d. Fire Riser Location: Backflow Protection. The fire sprinkler system riser shall not be located within electrical rooms or storage closets and shall be provided with clear access and working clearance.

California Fire Code Section 903.3.5.3, added by MMC Section V-300-2.73. e. Sprinkler Design. Alarm, supervisory and trouble signals shall be distinctly different and shall be automatically transmitted to an approved supervising station. CFC Section 903.4.1 f. Requirements for Fire Service Water Laterals for Building Sprinkler Systems: Each building shall have a fire service water laterals for the automatic fire sprinkler system and shall meet the California Fire Code requirements Chapter 9 and the NFPA applicable Standards. Note that the civil drawings provided are not reviewed nor approved for construction. CFC Section 912.1 g. FDC/PIV (Fire Department Connection/Post Indicating Valve) Location(s): The location of the fire department FDC’s/PIV’s shall be at a readily visible and accessible location off the fire access road and approved by the Fire Code Official. FDC’s/PIV’s shall not be located behind parking stalls, trees, landscape structures, nor behind any other obstruction. Final review for location for the FDC’s/PIV’s will be conducted during the construction permit process. CFC Section 912.2 All FDC’s and PIV’s shall have fire department approved locking connection caps/locks. Knox key caps shall be provided. CFC Section 912.4.1
h. Backflow Protection. Potable water supply to the automatic sprinkler and/or the standpipe systems shall be protected against backflow as required by the Health and Safety Code section 13114.7 and the City of Milpitas Utilities Engineering Division. CFC Section 912.6 i. Water Drainage: All new installations of sprinkler systems shall preclude sprinkler test and system drain water from discharging into the storm drain; provisions to direct water to the sanitary sewer or landscape or other approved means shall be provided. Sprinkler system design shall include the proposed method for drainage of sprinkler system discharge. Storm Water Pollution Regulations.

49. Fire Alarm System:
a. R-2 Occupancy: Fire alarm system and smoke alarm shall be installed in Group R-2 occupancies as required in Sections 907.2.9.1 and 907.2.9.2. CFC Section 907.2.9 b. Manual Fire Alarm System: A manual fire alarm system that activated the occupant notification system in accordance with Section 907.5 shall be installed in Group R-2 occupancies. CFC 907.2.9.1 c. Smoke Alarm, R-2 Occupancy: Listed single and multiple-station smoke alarms complying with UL217 shall be installed in accordance with Sections 907.2.11.1 through 907.2.11.7 and the NFPA 72. CFC Section 907.2.11

Page 1443 of 1482 ends

Resolution No. 26-009
24 d. Fire System Functions: Automatic fire detectors utilized for the purpose of performing fire safety functions shall be connected to the building’s fire alarm control unit where a fire alarm system is installed.

CFC Section 907.3
e. Visual Alarm, R-2 Occupancy: In Group R-2 occupancies required by Section 907 to have a fire alarm system, all dwelling units and sleeping units shall be provide with the capability to support visible alarm notification appliances in accordance with NFPA 72. Such capability shall accommodate wired or wireless equipment. See the Code section for options. CFC 907.5.2.3.3 f. Fire Alarm Zones: Fire alarm system(s) shall be zoned as per the requirements of the CFC Sections 907.6.4.
g. Fire Alarm Panel: Fire alarm panel (or fire alarm annunciator panel) shall be located in a readily accessible location and shall be provided with the necessary access and working clearance as required by the CA Electrical Code. CFC Section 907.6.4.1.1
h. Fire Alarm Monitoring: Fire alarm monitoring (approved supervising station - UL, or FM approved). Fire alarm systems required by the Fire Code or by the California Building Code shall be monitored by an approved supervising station in accordance with the NFPA 72. CFC Section 907.6.6

50. Building/Structure Other Requirements:
a. Roof Stairs. When there are roof planes with vertical difference of more than 24” there shall be stairs or ship ladders (60 degrees max., approved by the fire dept.) for access between the different roof planes.

The Fire Code Official shall determine the location for the stairs. CFC Section 102.9 Additional stairs at the roof were provided to provide firefighter access to the gable roofs. b. Premises Identification: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numerals or alphabet letters and shall be consistent with Milpitas standardized addressing guidelines. CFC Section 505. The Fire Dept. may require the installation of address numbers at multiple building locations. CFC Section 102.9
Master building address shall also be provided with the units on fronting the main street and visible from all direction of the fire access roads.
c. Solar Electrical Panels: Solar photovoltaic systems shall meet and comply with the CFC Section 1205 requirements.
d. Address Illumination: All required addresses shall be illuminated. CFC Section 505.3, added by MMC V-300-2.55
e. Fire Department Emergency Key Box (aka: Knox Box, Knox Locks, Knox Electric Switches, etc.): The Fire Code Official is authorized to require a key box(es) to be installed in an approved location(s) if necessary for lifesaving or fire-fighting purposes. Quantity and location shall be as directed by the Fire Code Official. CFC Section 506. Locked mechanical closets, fire alarm closets, sprinkler riser closets, etc. will need a Fire Dept. approved lock or “Knox” key box.

Knox box location shall be by the FACU closet.
f. Access Control Devices: When access control devices including bars, grates, gates, electric or magnetic locks or similar devices, which would inhibit rapid fire department emergency access to the building, are installed, such devices shall be approved by the fire code official. All access control devices shall be provided with an approved means for deactivation or unlocking by the Fire Department. Access control

Page 1444 of 1482 ends

Resolution No. 26-009
25 devices shall also comply with Chapter 10 Egress. CFC Section 504.6, added to the CFC by MMC Section V-300-2.54
Means to deactivate the locking system shall be located in the fire command room or other location as directed by the Fire Department.

In addition, all door lock control systems shall meet the requirements of the CFC Sections 1010.2.10, 1010.2.11 and 1010.2.12.
g. Fire Equipment ID Signs: Fire protection equipment shall be identified in an approved manner. Rooms containing controls for air-conditioning, systems, sprinkler risers and valves, or other fire detection, suppression or control elements hall be identified for the use of the Fire Department. CA Fire Code Section 509
h. Portable Fire Extinguishers: Portable fire extinguishers shall be selected, installed and maintained in accordance with CFC Section 906.
i. Fire Protection Service (CFC Section 901.6): All fire alarm systems, fire detection systems, automatic sprinkler or extinguishing systems, communication systems, and all other equipment, material or systems required by these regulations shall be maintained in an operable condition at all times in accordance with this code and California Code of Regulations, Title 19, Division 1. Upon disruption or diminishment of the fire protective qualities of such equipment, material or systems, immediate action shall be instituted to effect a reestablishment of such equipment, material or systems to their original normal and operational condition. California Code of Regulations, Title 19, Division 1, §1.14

51. Fire Safety: Fire safety during construction, alteration or demolition of the building shall meet the requirements of Chapter 33 of the California Fire Code and the Standards for Construction Site Fire Safety (un-024) by “unidocs” organization (http//:www.unidocs.org). A Construction Site Fire Safety plan shall be submitted to the Milpitas Fire Prevention Division for review and approval prior to the start of combustible construction. CFC Chapter 33

52. Landscape Sheets: Proposed landscaping may be impacted by the comments above and the requirements for fire access, fire systems and devices (such as apparatus access, hydrants, fire service lines, fire department connections valves, etc.). The Fire Dept. reserves the right to relocate, delete or change the proposed landscaping when in conflict with fire systems and devices. CFC 507.5.4.

53. Plan Submittal: Complete plans and specifications for all aspects of fire protection systems shall be submitted to the Fire Department for review and approval prior to system installation. CFC Section 901.2

POLICE DEPARTMENT CONDITIONS

TRAFFIC

54. Vehicles coming and leaving from the housing development only have road access from Valley Way. Based on the current layout and architecture of the parking lot, ingress and egress on Valley Way do not appear to be of concern.

55. Police Department shall have access to the housing development from Heath Street, accessible by a removable bollard, for emergency response purposes.

Page 1445 of 1482 ends

Resolution No. 26-009
26 56. Traffic signal lights are not utilized at Valley Way, and the approval of this housing project would not appear to change the need for such installation on this public roadway.

PARKING

57. Parking ratios will be designed to comply with the minimum requirements of the Milpitas Main St. Gateway Specific Plan and the City’s Zoning Ordinance. All 134 units will have 3-bedrooms or 4-bedrooms and will have two parking spaces available in a private garage for each unit, totaling 268 parking stalls The total number of outdoor guest parking spaces provided on-site will be 60 spaces.

58. Parking hours of darkness, lighting of sufficient wattage shall be provided in parking lots and associated driveways, circulation areas, aisles, passageways, recesses, alleys, and grounds contiguous to buildings to ensure that any person on or about the premises is clearly visible.

59. “No Trespassing/Loitering” signage should be posted at the entrances of parking lots in conspicuous areas.

Signs should be at least 2’ x 1’ overall size, with a white background and black 2’’ high letters.

60. Parking lot project should allow circulation for police patrols (vehicles, foot, and bicycles) to prevent and reduce the likelihood of criminal activity occurring.

ADDRESSING

61. Address numbers shall be illuminated during hours of darkness and should be strategically positioned as to be readily visible from the street. Address numbers should have a minimum height of 12 inches. If numerous alarm zones are utilized then zone numbers should be clearly marked above appropriate common doorways (i.e. clubhouse, office, etc.). All other housing alarms shall be directly linked to specific housing unit (if installed).

LIGHTING

62. Address numbers shall be illuminated during hours of darkness and should be strategically positioned as to be hours of darkness, lighting of sufficient wattage shall be provided in parking lots and associated driveways, circulation areas, aisles, passageways, recesses, alleys, and grounds contiguous to buildings to ensure that any person on or about the premises is clearly visible.

VISIBILITY

63. Any other line of sight obstructions (including recessed doors, alcoves, etc.) should be avoided on building exterior walls and interior hallways.

64. From a public safety perspective, the grounds and area surrounding the townhomes should have as much natural surveillance as possible and be exposed to public view. When natural surveillance is afforded, the likely occurrence of burglaries, robberies, etc., in that area A building design that encourages visibility of potential crime locations and natural surveillance.

65. Stairwells and elevators should be of open design whenever possible, making users open to visual scrutiny.

66. Any posters, material, and objects near common area exterior windows (i.e., clubhouse) should not is substantially reduced because the risk of detection and apprehension of the perpetrator increases. Seclusion is one of the main elements sought after by perpetrators of a crime.

Page 1446 of 1482 ends

Resolution No. 26-009
27 ACCESSSIBILITY

67. All areas controlled by electronic security devices (i.e., access cards, keypads, etc.) should have Knox boxes installed near such access points, with the Knox boxes containing the appropriate security devices to gain entry. If keypads control access points, management should provide the Police Department with the needed code(s) and regularly update the Police Department if such code(s) change.

68. An up-to-date map of the interior of any building accessible to the public should be provided to the police department. The map should minimally identify entry/exit points, elevators/stairwells, storage areas, entry/exit points controlled by electronic security devices, locations of security cameras, maintenance areas, stairwells, recreation centers, etc.

NOISE

69. When residential and commercial areas are near each other, there may be an increase in noise complaints from residents, which may increase calls for service. Noise may be generated from nearby commercial establishments.

LANDSCAPING

70. Landscaping shall be of the type and situated in locations to maximize observation while providing the desired degree of aesthetics. Security planting materials are encouraged. Landscaping shall not conceal doors or windows from view, obstruct visibility of the parking lot from the street, nor hinder access to the roof if needed.

SECURITY

71. A security camera system should be required for any location that is communal, such as the mail area, clubhouse, or any other recreational area. Additionally, the security camera system should cover the parking lot area, have the clarity necessary to identify an individual, vehicle, etc., and have a field of view to maximize the coverage area. The video/security system shall have the capacity to save/store footage for a minimum of thirty (30) days and have the capability to be downloaded. A copy of video/security footage shall be made available to law enforcement upon request for investigative purposes.

MISCELLANEOUS

72. If applicable, an HOA representative or designee shall file an emergency notification form with the police department so law enforcement can contact the HOA in the event of any major accident, emergency, or unforeseen circumstance.

ENGINEERING DEPARTMENT CONDITIONS

PRIOR TO CONSTRUCTION PLAN SUBMITTALS
The following conditions shall be met prior to any detailed construction plan check submittals (Building or Engineering, except demolition and rough grade plans), unless otherwise approved by the Director of

Page 1447 of 1482 ends

Resolution No. 26-009
28 Engineering/City Engineer. City reserves the right to reject any plan check submittal if any of the following conditions are not met. (E)

73. Modifications: The Site Development Permit No. SD24-0005 Project Plans submitted for the 600 Valley Way Planning Entitlement, dated 03/17/2026, is subject to change during the plan check stage based upon City’s previous comments and conditions stated herein.

74. Solid Waste and Recycling Handling Plan: Permittee shall submit final Solid Waste and Recycling Handling Plan based upon City’s previous comments for City’s review and approval by the Solid Waste Program. The Plan shall show calculations of waste generation volumes and how materials will be transferred from the waste generation areas to the trash enclosure/external collection point; demonstrate how recycling, food waste, and yard trimmings shall have a separately maintained process from garbage handling; address other requirements such as waste generation and compactor sizing, chute shut-off and property management responsibility for bin management and litter control; outreach and education to tenants/occupants, and procure sufficient service frequency based upon waste generation calculation volumes.

75. Stormwater Control Plan: Permittee shall submit City approved final Stormwater Control Plan (SWCP) that complies with the latest Municipal Regional Stormwater NPDES Permit, including Low Impact Development (LID) Section C3.c.i.(2)(b) measures for harvesting and reuse, infiltration, or evapo-transpiration, for City’s review and approval by the Engineering Department.

76. Photometric Analysis: Permittee shall submit streetlight photometric analysis for City’s review and approval by the Engineering Department along Valley Way that meets the Illuminating Engineering Society of North America (IESNA), RP8, for roadway and sidewalk lighting standards and City standard design guidelines.

77. Submittal Requirements: Permittee to ensure that all plan check submittals are in accordance with City’s submittal check list for each permit type, including but not limited to, payment of permit fees and/or fee deposit at the time of the submittal.

78. Project Job Account/Fee Deposit: Permittee shall open a new PJ account as a deposit to cover the costs for Engineering Department’s services for review and inspection of the Project. The amount shall be determined based on the approved City fee schedule at the time of application submittal.

79. Coordination with other Projects: Permittee shall coordinate designs with the proposed Food Truck project, located at 25 S. Abott Avenue, in advance prior to any plan submittal.

PRIOR TO FINAL MAP APPROVAL/RECORDATION
The following conditions shall be addressed during the final map plan check process and shall be met prior to any final approval/recordation (except demolition permit and rough grade permit), unless otherwise approved by the Director of Engineering/City Engineer. (E)

80. Dedication on the Final Map: Permittee shall dedicate necessary emergency vehicle access easements, public service utility easements, street easements, public access easements, and other public easements deemed necessary for the Project.

81. Abandonment/Quitclaim Easements: Permittee shall abandon/quit claim existing easements that are in conflict with or unnecessary for the Project.

82. Easements on the Final Map: Permittee shall depict all existing easements to remain based upon current preliminary title report and depict new easements on the final map.

Page 1448 of 1482 ends

Milpitas City CouncilJune 16, 2026

Milpitas City Council
June 16, 2026