Brentwood City Council
February 10, 2026

East County Service Center TIS 46
that is located approximately 30 feet west of the western terminus of the turn-pocket. At this location, the observed average queues for this turning movement are 50 feet in the AM peak hour (below storage capacity) and feet in the PM peak hour (below storage capacity). There is currently no identified improvement to this facility within the Contra Costa County 2045 General Plan (11/2024), nor the City of Brentwood’s General Plan (07/2014), or the City of Brentwood’s Brentwood Boulevard Specific Plan (10/2015). The existing driveway located approximately 30 feet west of the terminus of the turn-pocket is a constraint for the extension of the turn-pocket for more than 30 feet beyond its existing capacity. Similarly, right-of-way constraints would prevent the addition of a secondary EB-R turn lane at the intersection. Signal timing should be updated based on the new projected counts.

3. Business Center Drive / Sand Creek Road – PM Peak Hour ➢ EB-L: For this turning movement, the addition of Project traffic would result in a spillback onto a dedicated through lane in the eastbound direction during the PM peak hour. The observed 95th percentile queue is 95 feet in the PM peak hour (5 feet spillback). The observed 95th percentile queue (of less than one vehicle in length in the PM peak hour and approximately 1 vehicle in length in the PM peak hour) is representative of a worst-case scenario during peak hour conditions. This spillback would likely be fully contained within the available taper. At this location, the observed average queue for this turning movement is 44 feet in the AM peak hour (below storage capacity). There is currently no identified improvement to this facility within the Contra Costa County 2045 General Plan (11/2024), nor the City of Brentwood’s General Plan (07/2014), or the City of Brentwood’s Brentwood Boulevard Specific Plan (10/2015). The proposed design consideration consists of the modification of the existing raised median to allow the extension of the turn pocket to increase the storage capacity and updating the signal timing.

East County Service Center TIS 47
Table 8: 95th Percentile Queueing Analysis – Existing and Existing plus Project Conditions No. Intersection Movement
Existing 95th Percentile Queues (in feet)
Without Project Plus Project ∆
Queues
AM
Peak
∆
Queues
PM
Peak
Storage Capacity
(in feet)
AM
Peak
PM
Peak
Storage
Capacity
(in feet)
AM
Peak
PM
Peak
1 Brentwood Blvd. / Technology Wy.

NB Approach NB-L 105' 68' 88' 105' 130' 150' 62 62
SB Approach SB-L 100' 45' 69' 100' 49' 86' 4 17
2 Brentwood Blvd. / Sand Creek Rd.

NB Approach NB-L 200' 231' 253' 200' 230' 262' -1 9
SB Approach SB-L 125' 183' 179' 125' 183' 176' 0 -3
EB Approach EB-L 100' 141' 141' 100' 143' 142' 2 1
EB-R 100' 82' 128' 100' 102' 131' 20 3
WB Approach WB-L 255' 186' 146' 255' 214' 148' 28 2
WB-R 255' 56' 52' 255' 57' 56' 1 4
3 Business Center Dr. / Sand Creek Rd.

NB Approach NB-L 80' 97' 102' 80' 118' 121' 21 19
EB Approach EB-L 90' 85' 89' 90' 88' 95' 3 6
WB Approach WB-L 115' 40' 45' 115' 110' 84' 70 39
4 Business Center Dr. / Technology Wy.

EB Approach EB-L-T-R 60' 36' 41' 60' 37' 41' 1 0
WB Approach 2 WB-L-R 500' 54' 46' 500' 80' 55' 26 9
5 Project Access #1 / Brentwood Blvd.

EB Approach EB-L-R DNE - - ** 48' 54' 48 54
6 Project Access #2 / Technology Wy.

NB Approach NB-L-R DNE - - ** 47' 55' 47 55
7 Project Access #3 / Technology Wy.

NB Approach NB-L-R DNE - - ** 35' 39' 35 39
8 Project Access #4 / Business Center Dr.

WB Approach WB-L-R DNE - - ** 51' 54' 51 54
Notes:

1. Storage lengths do not include portions of the taper length.

2. The storage capacity has been approximated by the aerial imagery measurement from the eastern crosswalk edge to the PCR of the NW corner of the intersection of Technology Way at Technology Court. **Project driveways are analyzed for internal queueing only.

DNE = Does Not Exist
Queues in red font and highlighted in yellow are representative of queue spillbacks directly associated with the addition of Project traffic.

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East County Service Center TIS 48

5.0 Background Conditions
This section presents the results of the level of service calculations under Background Conditions without the Project.

An examination of the immediate area surrounding the Project was conducted to identify any other developments (“background projects”) within the vicinity of the project site that are approved, pending approval, or planned for development.

Two (2) projects were identified to be located within close proximity of the project site. These projects include the following:

1. “Emblem Brentwood” – the project consists of a new residential community encompassing 312 apartments and 103 single-family detached units, for a total of 415 detached units.

2. “131 Technology Way” – the project consists of the construction of a new 2-story building supporting 2,170 SF of office space and 6,276 SF of warehouse space for a total of 10,641 SF of building area.

In consultation with City staff, at the time of preparation of this study, no transportation information about these “background projects” (including trip generation, trip distribution, and trip assignment) was available and thus is not included in the analysis of Background conditions.

Due to the absence of background project data, an alternative approach to estimate traffic volumes under Background conditions was pursued. The selected approach consisted of the comparison of the CCTA regional transportation models to identify the anticipated transportation growth in the vicinity of the project site, and thus, establish a growth factor based on the anticipated transportation growth. The calculated growth factor would then be applied to Existing traffic volumes to estimate traffic volumes in the project site vicinity during Background conditions.

The CCTA regional transportation models referenced for this evaluation include the Year 2018 and Year 2040 models. Localized model plots were selected for this evaluation, which include the roadway network in the vicinity of the project site. A comparison of the traffic volumes along the main corridors surrounding the project site between the Year 2018 and Year 2040 models was conducted to calculate the growth rate per year anticipated between both model scenarios.

East County Service Center TIS 49
The observed results from the comparison of the CCTA Year 2018 and Year 2040 regional transportation model plots showed a rate of growth per year ranging between -2.3% to +2.6%, with an average rate of growth per year across all observed roadway segments of +0.2%. For this study, and as a conservative approach, a yearly growth rate of 1.0% was selected for the analysis of Background conditions.

For this analysis, Background conditions are assumed to be conditions 5 years into the future of Existing conditions. Therefore, for this study, Background conditions would be considered Year 2030 conditions.

Therefore, due to the assumed conservative value of 1.0% growth per year, the global growth that is applied to Existing traffic volumes for the estimation of Year 2030 Background conditions (5 years into the future) is 5.0%.

The CCTA regional transportation model plots (Year 2018 and Year 2040), along with the growth rate calculations, are included in Appendix H.

The Background Without Project AM and PM peak hour intersection turning movement volumes at each study intersection are illustrated in Figure 12.

Figure 12: Background Conditions – Intersection AM & PM Peak Hour Traffic Volumes East County Service Center
D:\029 - 201 (East County Service Center TIS)\Analysis\Tables\Graphics Tool (36 Ints) v4.2.0 25SEPT2023 Dwy. "C
) 0 (0)
D:\029 - 201 (East County Service Center TIS)\Analysis\Tables\Graphics Tool (36 Ints) v4.2.0 25SEPT2023 XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes
N
X Study Intersection
LEGEND
Project Site
Marsh Creek
1 2 3
Sand Creek Rd
Brentwood Blvd
TJKM Transportation Consultants
Background Conditions
1:45 PM
1 2 3 4
0 (0)
160 (248) 517 (604)
3 (4)
7 (6)
12 (17)
5 (4)
0 (0)
55 (43) 77 (120) 54 (83) 0 (0)
2 (5)
21 (47) 170 (202)
Business Center Dr.
0 (0)
0 (0)
18 (26)
18 (11)
0 (0)
62 (77)
0 (0) 0 (0)
Technology Wy.

Brentwood Blvd.

Brentwood Blvd.

Business Center Dr.

Taft Wy.

Sand Creek Rd. Sand Creek Rd. Technology Wy.
0 (0)
161 (230)
435 (587)
86 (89)
37 (40)
0 (0)
39 (53)
674 (811)
22 (43)
0 (0) 0 (0) 0 (0) 0 (0)
3 (7) 252 (173) 563 (593) 0 (0)
56 (61) 11 (20) 50 (56)
7 (20)
0 (0)
184 (163)
600 (463)
121 (158)
0 (0)
134 (102)
9 (78)
2 (4)
1 (12)
0 (0)
13 (15)
0 (0)
11 (27)
49 (60)
0 (0)
6 (12)
1 (12)
45 (56)
Background Conditions
26 (26)
759 (638)
Brentwood Blvd. (N/S) & Technology
Wy. (E/W)
Brentwood Blvd. (N/S) & Sand Creek
Rd. (E/W)
Business Center Dr. (N/S) & Sand Creek
Rd. (E/W)
Business Center Dr. (N/S) & Taft
Wy./Technology Wy. (E/W)
4 Key Map
Driveway A
Driveway D
Driveway C
Driveway B
j
----.
• - (D

East County Service Center TIS 51

5.2 Intersection Level of Service Analysis
For Background Conditions, the intersection peak hour factors (PHF), lane configurations, turn-pocket storage capacities, and signal timing parameters have been assumed to be identical to Existing Conditions.

The inclusion of the new project access points into the intersection peak hour analysis is noted.

The AM and PM peak hour intersection LOS results for Background Conditions are summarized in Table 9.

As shown in Table 9, all study intersections are anticipated to operate at acceptable LOS during both AM and PM peak hours.

Synchro worksheets for the AM and PM peak hour LOS analysis of the Background Conditions scenario are provided in Appendix I.

Table 9: 95th Background Conditions – Intersection AM and PM Peak Hour Level of Service Analysis Results
No. Intersection Control
Type
Peak
Hour
Background Conditions
Delay (sec / veh) Delay-Based
LOS
1 Brentwood Blvd. / Technology
Wy. Signal
AM 13.4 B
PM 16.1 B
2 Brentwood Blvd. / Sand Creek
Rd. Signal
AM 44.9 D
PM 46.0 D
3 Business Center Dr. / Sand
Creek Rd. Signal
AM 14.0 B
PM 19.9 B
4 Business Center Dr. /
Technology Wy. TWSC
AM 10.2 B (EB)
PM 10.6 B (EB)
Notes:
1) Signal = Signalized; OWSC = One-Way Stop Control; TWSC = Two-Way Stop Control 2) AM = A.M. Peak Hour; PM = P.M. Peak Hour
3) Delay measured in seconds per vehicle. For signalized and all-way stop-controlled intersections, the delay represents the average control delay for all turning movements. For one- and two-way stop-controlled intersections, the delay represents the worst average control delay for a given approach.
4) LOS = Level of Service
5) "-" indicates that the analysis is not applicable.

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East County Service Center TIS 52

6.0 Background plus Project Conditions
This section describes the impacts of the Project at the study intersections and the surrounding roadway system. The Background plus Project Conditions consist of background traffic volumes (Existing plus approved and pending projects) and roadway facilities plus new traffic generated by the Project.

Background Projects plus Existing plus Project AM and PM peak hour intersection turning movement volumes at each study intersection are illustrated in Figure 13.

6.4 Intersection Level of Service Analysis
The AM and PM peak hour intersection LOS results for Background plus Project Conditions are summarized in Table 10.

The results for Background Conditions are included for comparison purposes.

As shown in Table 10, all study intersections are anticipated to operate at acceptable LOS during both AM and PM peak hours.

Synchro worksheets for the AM and PM peak hour LOS analysis of the Background plus Project Conditions scenario are provided in Appendix J.

East County Service Center TIS 53
Table 10: Background plus Project Conditions – Intersection Level of Service Analysis Results No. Intersection Control
Type
Peak
Hour
Background Conditions
Control
Type
Background Plus Project
Conditions
Change in
Delay (sec /
veh)
Significant? Delay (sec /
veh)
DelayBased LOSDelay (sec /
veh)
DelayBased LOS
1 Brentwood Blvd. /
Technology Wy. Signal AM 13.4 B
Signal 45.3 D 31.9 N
PM 16.1 B 24.7 C 8.6 N
2 Brentwood Blvd. /
Sand Creek Rd. Signal AM 44.9 D
Signal 51.6 D 6.7 N
PM 46.0 D 49.8 D 3.8 N
3 Business Center Dr. /
Sand Creek Rd. Signal AM 14.0 B
Signal 18.9 B 4.9 N
PM 19.9 B 24.2 C 4.3 N
4 Business Center Dr. /
Technology Wy. TWSC AM 10.2 B (EB) TWSC 13.6 B (WB) 3.4 N PM 10.6 B (EB) 12.6 B (EB) 2.0 N
5 Project Access #1 /
Brentwood Blvd. OWSC AM - -
OWSC 12.5 B (EB) 12.5 N
PM - - 11.9 B (EB) 11.9 N
6 Project Access #2 /
Business Center Dr. OWSC AM - -
OWSC 9.9 A (NB) 9.9 N
PM - - 9.9 A (NB) 9.9 N
7 Project Access #3 /
Technology Wy. OWSC AM - -
OWSC 9.8 A (NB) 9.8 N
PM - - 9.6 A (NB) 9.6 N
8 Project Access #4 /
Technology Wy. OWSC AM - -
OWSC 8.6 A (WB) 8.6 N
PM - - 8.9 A (WB) 8.9 N
Notes:
1) Signal = Signalized; OWSC = One-Way Stop Control; TWSC = Two-Way Stop Control 2) AM = A.M. Peak Hour; PM = P.M. Peak Hour
3) Delay measured in seconds per vehicle. For signalized and all-way stop-controlled intersections, the delay represents the average control delay for all turning movements.

For one- and two-way stop-controlled intersections, the delay represents the worst average control delay for a given approach. 4) LOS = Level of Service
5) "-" indicates that the analysis is not applicable.
* Intersections #5 through #8 are new project access points and are associated with the development of the Project, and thus not analyzed under "Without Project" conditions.

Figure 13: Background plus Project Conditions – Intersection AM & PM Peak Hour Traffic Volumes N
East County Service Center
XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes
N
Marsh Creek
1 2 3
Sand Creek Rd
Brentwood Blvd
TJKM Transportation Consultants
Background Conditions + P
1:45 PM
1 2 3 4
5 6 7 8
105 (142) 115 (120)
0 (0)
0 (0)
7 (11)
0 (0)
27 (46) 20 (9) 20 (9) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
7 (11)
0 (0) 0 (0) 0 (0)
Dwy. "A"
Brentwood Blvd.

Technology Wy.

Dwy. "B"
Technology Wy.

Dwy. "C"
0 (0)
7 (11)
0 (0)
34 (57)
0 (0)
0 (0)
0 (0)
876 (966)
0 (0)
161 (69)
0 (0) 149 (120) 124 (104)
0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
121 (52) 20 (9)
0 (0)
36 (37)
0 (0)
0 (0)
0 (0) 0 (0) 0 (0)
0 (0)
167 (259) 537 (613) 7 (6)
60 (26)
879 (771)
3 (4)
26 (40)
5 (4)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
75 (77) 97 (129) 155 (126) 0 (0)
2 (5)
62 (116) 177 (213)
0 (0)
96 (134)
0 (0) 0 (0)
Technology Wy.

Brentwood Blvd.

Brentwood Blvd.

Business Center Dr.

Taft Wy.

Sand Creek Rd. Sand Creek Rd.
0 (0)
168 (241)
462 (633)
93 (100)
37 (40)
0 (0)
180 (113)
674 (811)
22 (43)
0 (0) 0 (0) 0 (0)
3 (7) 272 (182) 570 (604)
56 (61) 11 (20)
7 (20)
0 (0)
204 (172)
681 (497)
121 (158)
0 (0)
154 (111)
9 (78)
2 (4)
1 (12)
0 (0)
53 (32)
0 (0)
112 (70)
89 (77)
1 (12)
45 (56)
Background Conditions + P 86 (52) 819 (664)
Brentwood Blvd. (N/S) & Technology
Wy. (E/W)
Brentwood Blvd. (N/S) & Sand Creek
Rd. (E/W)
Business Center Dr. (N/S) & Sand Creek
Rd. (E/W)
Business Ce
Wy./Techn
Brentwood Blvd. (N/S) & Dwy. "A"
(E/W)
Dwy. "B" (N/S) & Technology Wy.
(E/W)
Dwy. "C" (N/S) & Technology Wy.
(E/W)
Business Ce
(E/W)
4 8
(0)
11)
0 (0)
(0)
(0)
39)
(0)
(0)
11)
) 0 (0)
Dwy. "D".
)
161 (69)
0 (0)
124 (104) 0 (0)
0 (0) 54 (92)
20 (9)
0 (0)
36 (37)
0 (0)
0 (0) 0 (0)
) 7 (6)
Business Center Dr.
3 (4)
26 (40)
5 (4)
0 (0)
0 (0)
) 0 (0)
Business Center Dr.
0 (0)
0 (0)
52 (83)
38 (45)
0 (0)
96 (134)
) 0 (0)
Business Center Dr.

Taft Wy.

Sand Creek Rd. Technology Wy.
)
0 (0) 0 (0)
570 (604) 0 (0)
11 (20) 64 (79)
1 (12)
0 (0)
53 (32)
0 (0)
112 (70)
89 (77)
0 (0)
66 (38)
enter Dr. (N/S) & Sand Creek
Business Center Dr. (N/S) & Taft
Wy./Technology Wy. (E/W)
N/S) & Technology Wy.

Business Center Dr. (N/S) & Dwy. "D".
(E/W)
TJKM Transportation Consultants
Background Conditions + P
1:45 PM
1 2 3 4
5 6 7 8
105 (142) 115 (120)
0 (0)
0 (0)
7 (11)
0 (0)
27 (46) 20 (9) 20 (9) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
17 (39)
0 (0)
0 (0)
7 (11)
0 (0) 0 (0) 0 (0)
Dwy. "A"
Brentwood Blvd.

Technology Wy.

Dwy. "B"
Technology Wy.

Dwy. "C"
Dwy. "D".
0 (0)
7 (11)
0 (0)
34 (57)
0 (0)
0 (0)
0 (0)
876 (966)
0 (0)
161 (69)
0 (0)
0 (0) 149 (120) 124 (104) 0 (0)
0 (0) 0 (0) 54 (92)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
121 (52) 20 (9)
0 (0)
36 (37)
0 (0)
0 (0)
0 (0)
0 (0) 0 (0) 0 (0) 0 (0)
0 (0)
167 (259) 537 (613) 7 (6)
60 (26)
879 (771)
Business Center Dr.
3 (4)
26 (40)
5 (4)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
75 (77) 97 (129) 155 (126) 0 (0)
2 (5)
62 (116) 177 (213)
Business Center Dr.
0 (0)
0 (0)
52 (83)
38 (45)
0 (0)
96 (134)
0 (0) 0 (0)
Technology Wy.

Brentwood Blvd.

Brentwood Blvd.

Business Center Dr.

Taft Wy.

Sand Creek Rd. Sand Creek Rd. Technology Wy.
0 (0)
168 (241)
462 (633)
93 (100)
37 (40)
0 (0)
180 (113)
674 (811)
22 (43)
0 (0) 0 (0) 0 (0) 0 (0)
3 (7) 272 (182) 570 (604) 0 (0)
56 (61) 11 (20) 64 (79)
7 (20)
0 (0)
204 (172)
681 (497)
121 (158)
0 (0)
154 (111)
9 (78)
2 (4)
1 (12)
0 (0)
53 (32)
0 (0)
112 (70)
89 (77)
0 (0)
66 (38)
1 (12)
45 (56)
Background Conditions + P 86 (52) 819 (664)
Brentwood Blvd. (N/S) & Technology
Wy. (E/W)
Brentwood Blvd. (N/S) & Sand Creek
Rd. (E/W)
Business Center Dr. (N/S) & Sand Creek
Rd. (E/W)
Business Center Dr. (N/S) & Taft
Wy./Technology Wy. (E/W)
Brentwood Blvd. (N/S) & Dwy. "A"
(E/W)
Dwy. "B" (N/S) & Technology Wy.
(E/W)
Dwy. "C" (N/S) & Technology Wy.
(E/W)
Business Center Dr. (N/S) & Dwy. "D".
(E/W)
4 X Study Intersection
LEGEND
Project Site
Key Map
5 6 7 8
X New Study Intersection
Driveway A
Driveway D
Driveway C
Driveway B
D:\029 - 201 (East County Service Center TIS)\Analysis\Tables\Graphics Tool (36 Ints) v4.2.0 25SEPT2023 -
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East County Service Center TIS 55

6.5 Intersection Queuing Analysis
A 95th percentile queueing analysis was conducted for Background and Background plus Project conditions to assess the potential levels of impacts on the analyzed study intersections and Project driveways.

SimTraffic, Version 12, was used to simulate traffic conditions during the AM and PM peak hours.

The analysis input parameters used for the 95th percentile queueing analysis shown in Table 7 for Existing and Existing plus Project conditions have been used in the analysis of Background and Background plus Project conditions.

Each model run consisted of one seeding interval and one recorded interval. Each interval was set to a simulated duration of 15 minutes. A seeding interval was used to ensure that vehicles entering the network had enough time to propagate throughout the entire network. Foregoing seeding would lead to unrealistically low travel times, delays, and queues at the beginning of model runs that could skew the simulation results. The network reaches a normal state during the seeding period without affecting the results of the simulation.

The results of the 95th percentile queueing simulation comparison between Background and Background plus Project conditions for the study intersections are shown in Table 11.

As five (5) model runs were conducted for each of the analysis conditions, the results in the table represent the average of the five (5) runs. Reported queueing results are representative of 95th percentile queues and are presented in units of feet.

Furthermore, queueing analysis has also been conducted for the four (4) project site access points. The queueing analysis for the Project driveways has been prepared to evaluate the estimated internal queueing that the Project driveways would experience under Existing plus Project conditions.

The AM and PM peak hour 95th percentile queueing analysis SimTraffic worksheets for Background and Background plus Project Conditions are provided in Appendix K.

As shown in Table 11, 95th percentile queue spillbacks resulting from the addition of Project traffic were observed to occur at two (2) locations, which include the following:

1. Brentwood Boulevard / Technology Way – AM and PM Peak Hours ➢ Northbound Left-Turn movement (NB-L): For this turning movement, the addition of Project traffic would result in a spillback onto a dedicated through lane in the northbound direction C TJKM

East County Service Center TIS 56
during both the AM and PM peak hours. The observed 95th percentile queues are 137 feet in the AM peak hour (32 feet spillback) and 147 feet in the PM peak hour (42 feet spillback).

Although 95th percentile queues are representative of a worst-case scenario, the observed average queues for this turning movement are 128 feet in the AM peak hour (23 feet spillback) and 89 feet in the PM peak hour (below storage capacity). The observed spillbacks (of approximately one vehicle in length) would likely be fully contained within the available taper.

However, the storage capacity of the turning lane would require an extension to accommodate the increase in traffic using this turn pocket. There is currently no identified improvement to this facility. Existing right-of-way constraints would prevent the addition of a secondary NB-L turn lane at the intersection. The proposed design consideration consists of the modification of the existing raised median to allow the extension of the turn pocket to increase the storage capacity, and updating the signal timing.

2. Brentwood Boulevard / Sand Creek Road – AM Peak Hour ➢ Eastbound Right-Turn movement (EB-R): For this turning movement, the addition of Project traffic would result in a spillback onto a dedicated through lane in the eastbound direction during the AM peak hour. The observed 95th percentile queues are 102 feet in the AM peak hour (2 feet spillback) and 131 feet in the PM peak hour (31 feet spillback). The observed 95th percentile queues (of less than one vehicle in length in the AM peak hour and approximately 1 vehicle in length in the PM peak hour) are representative of a worst-case scenario during peak hour conditions. These spillbacks would likely be fully contained within the available spacing between the existing turn-pocket western terminus and the eastern limit of an existing driveway that is located approximately 30 feet west of the western terminus of the turn-pocket. At this location, the observed average queues for this turning movement are 50 feet in the AM peak hour (below storage capacity) and feet in the PM peak hour (below storage capacity). There is currently no identified improvement to this facility within the Contra Costa County 2045 General Plan (11/2024), nor the City of Brentwood’s General Plan (07/2014), or the City of Brentwood’s Brentwood Boulevard Specific Plan (10/2015). The existing driveway located approximately 30 feet west of the terminus of the turn-pocket is a constraint for the extension of the turn-pocket for more than 30 feet beyond its existing capacity. Similarly, right-of-way constraints would prevent the addition of a secondary EB-R turn lane at the intersection.

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East County Service Center TIS 57
Table 11: 95th Percentile Queueing Analysis – Background and Background plus Project Conditions No. Intersection Movement
Background 95th Percentile Queues (in feet)
Without Project Plus Project
∆
Queues
AM Peak
∆
Queues
PM Peak
Storage
Capacity
(in feet)
AM
Peak
PM
Peak
Storage
Capacity
(in feet)
AM
Peak
PM
Peak
1 Brentwood Blvd. / Technology Wy.

NB Approach NB-L 105' 68' 99' 105' 137' 147' 69 48
SB Approach SB-L 100' 49' 73' 100' 31' 77' -18 4
2 Brentwood Blvd. / Sand Creek Rd.

NB Approach NB-L 200' 231' 263' 200' 236' 266' 5 3
SB Approach SB-L 125' 182' 173' 125' 180' 179' -2 6
EB Approach EB-L 100' 140' 140' 100' 140' 140' 0 0
EB-R 100' 97' 133' 100' 115' 138' 18 5
WB Approach WB-L 255' 192' 172' 255' 211' 168' 19 -4
WB-R 255' 56' 59' 255' 60' 55' 4 -4
3 Business Center Dr. / Sand Creek Rd.

NB Approach NB-L 80' 98' 104' 80' 116' 119' 18 15
EB Approach EB-L 90' 84' 96' 90' 84' 88' 0 -8
WB Approach WB-L 115' 44' 59' 115' 97' 96' 53 37
4 Business Center Dr. / Technology Wy.

EB Approach EB-L-T-R 60' 35' 41' 60' 34' 42' -1 1
WB Approach 2 WB-L-R 500' 66' 46' 500' 87' 62' 21 16
5 Project Access #1 / Brentwood Blvd.

EB Approach EB-L-R DNE - - ** 47' 53' 47 53
6 Project Access #2 / Technology Wy.

NB Approach NB-L-R DNE - - ** 49' 51' 49 51
7 Project Access #3 / Technology Wy.

NB Approach NB-L-R DNE - - ** 38' 42' 38 42
8 Project Access #4 / Business Center Dr.

WB Approach WB-L-R DNE - - ** 52' 60' 52 60
Notes:

1. Storage lengths do not include portions of the taper length.

2. The storage capacity has been approximated by the aerial imagery measurement from the eastern crosswalk edge to the PCR of the NW corner of the intersection of Technology Way at Technology Court. **Project driveways are analyzed for internal queueing only.

DNE = Does Not Exist
Queues in red font and highlighted in yellow are representative of queue spillbacks directly associated with the addition of Project traffic.

C TJKM

East County Service Center TIS 58

7.0 Additional Analysis
The following sections provide additional analyses of other transportation issues associated with the project site, including:
• Alternative Modes of Transportation,
• Site Access, Internal Circulation, and Parking
Unlike the VMT or LOS impact methodology, the analyses in these sections are generally based on professional judgment following the standards and methods employed by traffic engineers and planners.

7.1 Alternative Modes of Transportation

7.1.1 Pedestrian Impacts
The Project is located in an area with ample pedestrian infrastructure along the studied roadways, including Technology Way, Business Center Drive, Sand Creek Road, and Brentwood Boulevard. At the study intersections, pedestrian facilities include marked pedestrian crosswalks, pedestrian push buttons at signalized locations, pedestrian countdown heads, and truncated domes. Connectivity is provided to pedestrian users for surrounding streets and nearby locations that include shopping centers (Brentwood Shopping Center), restaurants, and residential areas.

As shown in the conceptual site plan in Figure 2, the Project would include internal pedestrian pathways that would connect pedestrian users with the existing public pedestrian infrastructure along the fronting streets (Technology Way, Brentwood Boulevard, and Business Center Drive).

A significant impact occurs if a project conflicts with applicable or adopted policies, plans, or programs related to pedestrian facilities or otherwise decreases the performance or safety of pedestrian facilities. The Project would not result in any such conflicts; therefore, the impact on pedestrian facilities is expected to be less than significant.

7.1.2 Bicycle Impacts
The Project is located in an area with ample bicycle infrastructure along the studied area, including nearby areas with Class II bike lanes installed at roadway segments along Brentwood Boulevard (to the east of the project site), Sand Creek Road (to the north of the project site), and O’Hara Avenue (to the west of the project site). Other bicycle facilities in the vicinity of the project site include two (2) Class I Bike Paths. These two facilities consist of the Marsh Creek Trail and the Barrington Trail.

East County Service Center TIS 59
Consistent with the City of Brentwood’s Brentwood Boulevard Specific Plan (10/2015), future bike facilities in the vicinity of the project site include Class II Bike Lanes within the Brentwood Boulevard Specific Plan Southern Area, which are planned to consist of bike lanes along Business Center Drive south of its current southern terminus and bike lanes connecting O’Hara Avenue and Brentwood Boulevard south of the project site.

As shown in the conceptual site plan in Figure 2, the Project would include bicycle infrastructure on-site that would support and promote the use of bicycles, including bicycle parking areas for County staff and public use.

A significant impact occurs if a project conflicts with applicable or adopted policies, plans, or programs related to bicycle facilities or otherwise decreases the performance or safety of bicycle facilities. The Project would not result in any such conflicts; therefore, the impact on bicycle facilities is expected to be less than significant.

7.1.3 Transit Impacts
A project is considered to have a significant impact on transit if it conflicts with existing or planned transit facilities, or if it is expected to generate additional transit trips, and it does not provide adequate facilities for additional pedestrians and bicyclists to access transit routes and stops.

The Project is located in an area with several bus stop locations that connect users via various bus routes serviced by Tri Delta Transit. Three (3) bus routes have been identified to provide service to the project vicinity, with up to three (4) bus stops being identified to be located in the vicinity of the project site. These bus stop locations are located within less than a ¼-mile walking distance from the project site, and include the following:
• SW corner of Sand Creek Rd. / Brentwood Blvd.
o Routes: 300X, 384, and 391
• NE corner of Sand Creek Rd. / Brentwood Blvd.
o Routes: 300X, 384, and 391
• NE corner of Brentwood Blvd. / Village Dr.
o Routes: 300X, 384, and 391
• NW corner of Brentwood Blvd. / Village Dr.
o Routes: 300X, 384, and 391

East County Service Center TIS 60
As shown in Table 3, the existing transit facilities within the project vicinity are serviced during the weekdays with headways ranging between 20 and 60 minutes and during the weekends with headways of approximately 60 minutes.

The Project is not anticipated to have an effect on existing transit facilities. The Project does not plan to modify existing transit facilities in close proximity to the project site, nor is it anticipated to have a significant effect on the ridership of existing transit facilities serving the project vicinity.

A significant impact occurs if a project conflicts with applicable or adopted policies, plans, or programs related to transit facilities or otherwise decreases the performance or safety of transit facilities. The Project would not result in any such conflicts; therefore, the impact on transit facilities is expected to be less than significant.

7.2 Site Access, Internal Circulation, and Parking

7.2.1 Site Access
As shown in the conceptual site plan in Figure 2, access to the project site will consist of four (4) access points, two (2) of which will be located along Technology Way, one (1) that will be located along Brentwood Boulevard, and one (1) that will be located along Business Center Drive). The driveways along Brentwood Boulevard and Technology Way will be dedicated for access to public parking facilities, while the driveway along Business Center Drive will be a dedicated access point for the staff-only parking facilities.

Note: At the time of preparation of this study, no details about the access/egress configuration for the new intersections were available. For this study, project access #1 (intersection #5) is analyzed as an assumed right-in / right-out driveway due to the existence of a raised median along Brentwood Boulevard preventing NB-L inbound movements or EB-L outbound movements at this location. For the remaining project site access points, the analyzed conditions assume that all access points will operate as general-purpose driveways.

A peak hour analysis for the planned project site access points was conducted for Existing plus Project and Background plus Project conditions. As shown in the intersection peak hour LOS analysis comparison tables in Table 6 (for Existing plus Project conditions) and Table 10 (for Background plus Project conditions), the planned access points are anticipated to operate with acceptable LOS.

A 95th percentile queueing analysis at the planned project site access points was conducted for Existing plus Project and Background plus Project conditions. As shown in the 95th percentile queueing analysis ._rrr;KM

East County Service Center TIS 61
comparison tables in Table 8 (for Existing plus Project conditions) and Table 11 (for Background plus Project conditions) the planned access points are anticipated to operate with 95th percentile queues at public roadways (inbound queues) ranging between 34 and 87 feet (approximately 1 to 3 vehicles in length).

The new project access points are expected to be designed and constructed to comply with City of Brentwood and Contra Costa County standards regarding geometric design to provide users with adequate sight distance visibility. The project access points are expected not to feature obscuring landscaping at corners, limiting sight lines.

Access management impacts of the planned development are considered to be less-than-significant.

7.2.2 Internal Circulation
As shown in the conceptual site plan in Figure 2, internal vehicle circulation within the site would be separated into three (3) areas. The first area consists of the public parking designated areas, which will be accessible to users through the project site access points along Brentwood Boulevard and Technology Way.

The second area consists of the staff-only parking areas, which will be accessed through the project site access point along Technology Way. The third area consists of a drop-off zone that is planned to be located between the two project site access points along Technology Way.

Internal circulation is planned to be provided by internal two-way vehicular pathways connecting public parking areas from the northern side of the project site to the eastern side of the project site. Internal circulation for staff-only parking areas is planned to be provided through an internal two-way vehicular pathway that runs from the western side of the project site to the southern side of the project site.

Pedestrian and bicycle circulation throughout the site would be facilitated via a series of new pedestrian pathways connecting pedestrians to and from the planned project buildings and parking areas onto the existing sidewalks fronting the project site (along Brentwood Boulevard, Technology Way, and Business Center Drive).

The Project is expected to be designed in compliance with City of Brentwood and Contra Costa County requirements for emergency vehicle access and operations, including the provision of an adequate emergency vehicle access point and internal circulation spacing and pathways to facilitate emergency vehicle operations within the project site.

Internal circulation impacts of the Project are anticipated to be less than significant.

East County Service Center TIS 62

7.2.3 Parking
As shown in the conceptual site plan in Figure 2, the planned parking supply for the Project is 424 vehicle parking spaces through surface-level parking areas. Bicycle parking will be provided with a parking capacity for approximately 21 bicycles (17 bicycle parking spaces for County staff and 4 bicycle parking spaces for public use).

Consistent with the Contra Costa County parking ordinance (§82-16.406) for the required number of parking spaces, no specific parking supply criteria are included for government building use. Due to the absence of a direct land use type associated with the Project, §82-16.406(b) states that the number of parking spaces required is based on “the number of spaces required to be provided for the most similar land use specified in this section.” The most similar land use identified in §82-16.406 is a professional office, for which one (1) parking space per 250 SF of GFA is required. As a planned development consisting of 120,000 SF of GFA, the Project would be required to provide 480 vehicle parking spaces. With a planned supply of 424 vehicle parking spaces, the Project will be providing a parking supply below the minimum parking requirements per the Contra Costa County parking ordinance (§82-16.406).

As a supplemental approach, the ITE Parking Generation Manual 6th Edition (10/2023) was referenced to determine the minimum parking supply requirements for a government office building (Land Use Code 730). Consistent with the findings within the ITE Parking Generation Manual 6th Edition, a government office building has been observed to have a peak period parking demand per 1,000 SF of GFA of 2.36 parking spaces. Similarly, for this same Land Use Code, the parking demand can be approximated through a logarithmic equation (Ln(P) = 0.85 Ln(X) + 1.42), where “P” is the parking demand and “X” is the building GFA in 1,000 SF of GFA (KSF of GFA). As a planned development consisting of 120,000 SF of GFA, the Project would be required to provide 284 parking spaces when using the average parking demand. With a planned supply of 424 vehicle parking spaces, the Project will be providing a parking supply above the minimum parking demand requirements per the ITE Parking Generation Manual 6th Edition (10/2023) publication.

A significant impact would occur if the off-street parking facilities of a project conflict with or create inconsistencies with adopted plans, guidelines, or policies, or do not provide adequate access within the site.

As a development consisting of a new government building, and consistent with the findings referenced from the ITE Parking Generation Manual 6th Edition (10/2023), the Project will be providing a parking supply

East County Service Center TIS 63
above the minimum parking demand requirements. Therefore, the parking impacts of the Project are anticipated to be less than significant.

East County Service Center TIS
Appendix A: HCM Methodology

CALIFORNIA | FLORIDA | TEXAS
1 TECHNICAL MEMORANDUM
Subject: Highway Capacity Manual – Level of Service Definitions The purpose of this memorandum is to define level of service (LOS) and the procedures for its calculation.

LOS is commonly used as a measure of effectiveness (MOE) / quality of service (QOS) for traffic. The procedures for LOS determination and calculation are found within the Transportation Research Board’s (TRB) Highway Capacity Manual (HCM), 7
th Edition. MOE / QOS generally consist of
quantitative metrics to characterize operational conditions within a traffic stream. LOS is a measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convenience.

Six levels of service are defined for each facility type that has procedures available. Alphabetical letters designated each grade from A to F. LOS A represents the best operating conditions; LOS F represents the worst operating conditions. Each LOS represents a range of operating conditions and drivers’ perceptions of those conditions. Safety is not included in the measure to establish service level.

A general description of LOS for every types of roadway facilities is shown in Table 1.

Table 1: General LOS by Facility Type
Uninterrupted Flow Interrupted Flow
Facility Example Types
Freeways Signalized intersections
Multi-lane highways
Two-way stop controlled
intersections
Two-lane highways All-way stop controlled intersections Urban Streets Roundabouts
LOS Character
A Free flow. Very low delay.

B Stable flow. Presence of other users
noticeable. Low delay.

C Stable flow. Comfort and
convenience starts to decline. Moderate delay
D High density stable flow. Acceptable delay
E Unstable flow. Limit of acceptable delay,
F Forced or breakdown flow. Unacceptable delay.

Highway Capacity Manual – Level of Service Definitions
2 Signalized Intersections
Signalized intersection LOS is based upon the traffic volume present in each lane on the roadway, the capacity of each lane at the intersection, and control delay experienced by each vehicle. LOS can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach; control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control; it is also a surrogate measure of driver discomfort and fuel consumption. The v/c ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. A v/c ratio of 1.0 or more indicates cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 sec/veh represents failure from a delay perspective). The detailed methodology for determining LOS at signalized intersection is presented in Chapter 19 of the HCM. The LOS for signalized intersections are defined in Table 2.

Table 2: Signalized LOS Summary
LOS Definition Control Delay
Range (s/veh) v/c Range
A
Very low control delay. This level is typically assigned when the v/c ratio is low and either progression is exceptionally favorable or the cycle length is short. Most vehicles arrive during the green phase. Many vehicles do not stop at all. ≤ 10 ≤ 1.0
B
The v/c ratio is low. There is good progression, short cycle lengths, or both. More vehicles stop, causing higher levels of delay.
≤ 20 ≤ 1.0
C
Higher delays occur in favorable progression or a due to a moderate cycle length, or both. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during a given cycle) may begin to appear. The number of vehicles stopping is still
considered low-to-moderate, though many vehicles still pass through the intersection without stopping.
≤ 35 ≤ 1.0
D
The influence of congestion becomes more apparent. Longer delays may result from some combination of a high v/c ratio, ineffective progression, long cycle length, or high volumes.

Many vehicles stop, the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.
≤ 55 ≤ 1.0
E
Typically considered the limit of acceptable delay. High delays usually indicate a very high v/c ratio, poor
progression, long cycle lengths, and high volumes. Most cycles fail to clear the queue.
≤ 80 ≤ 1.0
F
Delays are unacceptable to most drivers. Conditions are considered oversaturated. Arrival flow rates exceed the capacity of the intersection (v/c in excess of 1.0). Many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to higher delay. > 80 > 1.0
Corporate Office 4305 Hacienda Drive, Suite 550, Pleasanton, CA 94588 925.463.0611 www.TJKM.com

Highway Capacity Manual – Level of Service Definitions
3 Two-Way Stop Controlled Intersections
At two-way stopped controlled (TWSC) intersections, LOS is not defined for the intersection as a whole or for major-street approaches for three primary reasons:

1. The major-street through and right-turning traffic are assumed to experience zero delay as traffic progression operates unimpeded;

2. The disproportionate number of major-street through traffic at a typical TWSC intersection skews the weighted average of all movements, resulting in very low overall average delay for all vehicles, and

3. The resulting low delay can mask LOS deficiencies for minor movements.

The LOS for the minor street and the mainline left-turn traffic are dependent on the volume and capacity of the available lanes, and the number and frequency of acceptable gaps in the major street traffic to make a conflicting turn. The LOS grade is provided for all conflicting movements at an intersection and is based on the total average control delay experienced by each vehicle and the lane group volume-to-capacity (v/c) ratios. The delay includes the time it takes a vehicle to move from the back of a queue through the intersection. The detailed methodology for determining LOS at TWSC intersection is presented in Chapter 20 of the HCM. The TWSC LOS descriptions are provided in Table

3. Table 3: TWSC LOS Summary
LOS Definition Control Delay
Range (s/veh) v/c Range
A
Usually no conflicting traffic. Drivers can easily find gaps in traffic to maneuver. v/c is low. ≤ 10 ≤ 1.0
B
Occasionally some delay due to conflicting traffic. Drivers can find gaps in traffic. v/c is low. ≤ 15 ≤ 1.0
C
There is some noticeable delay due to conflicting traffic.

Drivers are still able to find gaps in traffic. ≤ 25 ≤ 1.0 D
Drivers experience delay due to less gaps in traffic to maneuver. Lane group v/c creeps closer to 1.0. ≤ 35 ≤ 1.0 E
Delay approaches driver tolerance levels. Drivers will
occasionally find gaps in traffic to maneuver. Lane group v/c approaches 1.0.
≤ 50 ≤ 1.0
F
Delay exceed driver tolerance levels or v/c exceeds 1.0 or both. > 50 > 1.0

Highway Capacity Manual – Level of Service Definitions
4 All-Way Stop Controlled and Roundabout Intersections
All-way stopped controlled (AWSC) intersections and roundabout intersections are based upon the traffic volume present in each lane on the roadway, the capacity of each lane at the intersection, and control delay. LOS can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach; control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. The delay includes the time it takes a vehicle to move from the back of a queue through the intersection. A v/c ratio of 1.0 represents failure from a capacity perspective (just as delay in excess of 80 sec/veh represents failure from a delay perspective).

The detailed methodology for determining LOS at AWSC and roundabout intersection are presented in Chapter 21 and Chapter 22 respectively in the HCM. The AWSC and roundabout LOS descriptions are shared and are provided in Table 4.

Table 4: AWSC and Roundabout LOS Summary
LOS Definition Control Delay
Range (s/veh) v/c Range
A
Usually no conflicting traffic. Drivers can easily find gaps in traffic to maneuver. v/c is low. ≤ 10 ≤ 1.0
B
Occasionally some delay due to conflicting traffic. Drivers can find gaps in traffic. v/c is low. ≤ 15 ≤ 1.0
C
There is some noticeable delay due to conflicting traffic.

Drivers are still able to find gaps in traffic. ≤ 25 ≤ 1.0 D
Drivers experience delay due to less gaps in traffic to maneuver. Lane group v/c creeps closer to 1.0. ≤ 35 ≤ 1.0 E
Delay approaches driver tolerance levels. Drivers will
occasionally find gaps in traffic to maneuver. Lane group v/c approaches 1.0.
≤ 50 ≤ 1.0
F
Delay exceed driver tolerance levels or v/c exceeds 1.0 or both. > 50 > 1.0

East County Service Center TIS
Appendix B: Transit Service Bus Route Schedules

Effective January 12, 2025
Horario electivo 12 de enero del 2025
Brentwood hrk & Ride / Antlocll BART Weekdays Only / Dias de semana llll:NTWOOO ANTIOCH
4:20 4:35 4.57
5:20 5:35 5:57
6:20 6:35 6.57
§:45 §:S9 7:20
7:20 7:3-1 7:55
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fir BART o,pa,vo TPlease cal BART lnb'mab0n at
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ar see lie watte at
---bart.p
Express Route

ANTIOCH
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PM
ANTIOCH 8RUffWOOD
2:40

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4:20 4:38
5:20 5:38
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300X WESTBOUND
• Btenlwood Pan< & Ride
• Btenlwood - Brentwood BIYd.lVllage Dr.
• Btenlwood - Brentwood BIYd.lSand Creek Rd.
• Oakley Par!< & Ride
• Oaldey- Man SL/Norcross Ln.
• Oakley· M111 SL/Charles Wy.
• Antiodi BART
300X EASTBOUND
• Anliodl BART
• Oakley-Man SL/1:fq)i~ Ave.
• Oakley - M811 SL/Norcross Ln.
• Oakley P3rlt & Ride
• Btenlwood - Brentwood BIYd.lSand Creek Rd.
• Btenlwood - Brentwood BIYd./Vilage Dr.
• Btentwood P-1< & Ride

RI DELl4 TRANSIT
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6:59 7:19 7:34
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9:59 10:19 10':34
10:59 11:24 11:39
11:55 12:25 12:40
PM 12:55 1:25 1:40
1:55 2:25 2:40
3:11 3:41 3:66
3:55 4:25 4:40
4:55 5:25 5:40
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AM 7:04 7:19 7:49
8'.04 8:19 8:49

9.04 9:19 9:49

10.04 10:19 10:49

11.00 11:15 11 :45
PM 12100 12:15 12:45
1:00 1:15 h45

2.'04 2:19 2:49
3:00 3:15 3:45
4:00 4:15 4:45
5:04 5:19 5:49
6:22 6:37 7'!11
7:22 7:37 8::()7

~ TRI DEL14 TRANSIT
28 Brentwood Part & Ride / PittslNl'g Center Station

BAY POINT
LEGEND

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4:08 4,i2 4:48 5:16
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5:28 5:53
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BRENTWOOD \ 935 9:47 10.05 10:19 10:47

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11:14 11:26 11:44 12:112 12:30
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11:54 12.Q~ lU.J 12:31 1:Ql
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Notr. The bold type indicates pm Im!<.

Nola: La kltraen n,g&i irdca hcn$ de la larde._,,i AIRIO 1obft lol horsloo: Lao h<no p,i,bd•"' """"' y '-'>• di Tri 0... Trn11""""'""' on ""'1t0 rnffll4)0lofl .. enellllYicloy,onidollllfODNd-. Todoot>,hofaf>01_,"'1..,.•<aJDO..,J)18'110ill'OO. 29

~ TRI DEL14 TRANSIT
Bnntwood Park & Ride / Pittsburg Center Station

BAY POINT
LEGEND
- e.,,- !l llfi<IT<W1o!~ m -c.,
0 T- ~ Covl~Rolllll\•J I "'"1<1'1""11
@ l'llllRd! ♦ ldetC-C,o, e Sdm

PITTSBURG
I "'
Welknds MIi Holidays / fmesde semw y ius feriados
.. Weslllaund / Rumbo al Oeste
8ADITW000 OAKL!Y AIITIOCH
Alf
<l ..,'fi ~f}, .. :I ~~ <t.>~ <$1~* 11#
0 0 0
AM 6:24 6:48 7:13
7:24 7:48 8'13
8:24 8:48 913
9:24 9:48 10-13
10:24 10.48 11:13
11:24 11.48 12:13
PM 12:24 12:48 1:13
1:24 1:48 2:13
2:24 2:43 3:13
3:24 3:48 4:13
4:24 4:48 5:13
5:24 5:48 6:13
6:24 6:48 7:13
Fu BART lleparl'se nnts 7:24 7148 8:13
8:24 8:48 9:13 l't•Cd BARflntoml!llOIUI
1•5111..-..ult (2ffl) Note: The oold l)llO indicates p:n limos. or seUieMbW at Nola: La lelra e, neg/la lndica hOras de la lade~ nw.uttoW
Weekends and Holldays
Fines de semana y dfas ferlados
/
' e
I
i

PITTUUAG
~#
§>,I
~~<t
(?-.; q~~ 0 0
7:36 7:45

8.36 8:45
9:36 9:45

10.36 10:45
11:36 11:45
12:36 12:45
1:36 1:45
2:36 2:45
3:36 3:45
4:36 4:45
5:36 5:45
6:36 6:45
7:36 7:45
8:36 8:45
9:36 9:45
Weekends and Holidays
Fines de semana y dias feriados
ANTIOCH ®
; i oll.MI
~,. Olfict • ,,
\
Wee ds • Holidays / f11es de sem.m y dias feriaoos
Eastbolnd / Rumbo al Este

PITTSBURG ANTIOCH
!-/ ~., .t 1~ ~i .J~f
~
0 0 0
AM 6.55 7.04 7:26

7.55 804 8:26
8:55 9:04 9.26

9.55 lll:04 10.26
10:55 11.04 11.26

11.55 12:04 12:26
PM 12:55 1:04 1:26
1:55 2:04 2:26
?55 3:04 3:26
l55 4:04 4:26
4:55 5:04 5:26
5:55 6:04 6:26
6:55 7:04 7:26
7:55 8:04 8:26
Note: Tho bold l)'p8 indicates p:n times.

Nola: La leh en negla indica tuasde la ta!de (pnj
tlB :I~ 111] ! :I~
Effective January 12, 2025 ~ Horatio electivo 12 de enero del 2025 Brentwood Park & Ride / Pittsburg Center Station
©
OAKLEY
Lidr !
\ ·-
~
'<>
OAKUY 8A!NTW000
r$i
#
~.., ,J," ~4~ '{S q§,~
0 0
7:51 8:16
8:51 9:16
9:51 10:16
10:51 11.16
11:51 12:16
12:51 1:16
1:51 2:16
2:51 3:16
3:51 4:16
4:51 5:16
5:51 6:16
6:51 7:16
7:51 8:16
8:51 9:16
·Ml1ill =-
Slit
i l !PMS
0 " J ~~
i.aot-•""
~
/ f,urs
~ 0 i:..;l'IIIOlll:a
~v;, a&11s
follll,li,x ♦
BRENTWOOD \
For BART Depnu TIMS
Piel!M cal BART lnflYnllllOD al
1-51MU-UJIT (2271) ilrSllllllll!ti~llll
WWW.url.9"

East County Service Center TIS
Appendix C: Intersection Turning Movement Counts

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 1% 0.77
WB 0% 0.90
NB 3% 0.79
SB 4% 0.81
TOTAL 4% 0.84
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
8:00 AM 0 5 0 11 0 12 0 0 0 9 155 1 1 3 224 5 426 0
8:15 AM 0 4 0 14 0 13 0 0 0 5 209 8 0 0 209 5 467 0
8:30 AM 0 9 0 15 0 10 1 0 0 13 153 5 0 2 149 10 367 0
8:45 AM 0 2 2 12 0 8 2 1 0 10 125 7 0 2 141 5 317 1,577 0 20 2 52 0 43 3 1 0 37 642 21 1 7 723 25 1,577
0 0 0 1 0 0 0 0 0 0 23 1 0 1 31 0 57
- 0% 0% 2% - 0% 0% 0% - 0% 4% 5% 0% 14% 4% 0% 4%

EB WB NB SB EB WB NB SB E W N S
8:00 AM 0 0 7 5 0 0 0 0 4 1 1 0
8:15 AM 0 0 6 8 0 0 0 0 5 0 0 0
8:30 AM 0 0 5 13 0 0 0 0 3 0 0 0
8:45 AM 1 0 6 6 0 0 0 0 0 1 0 0
Peak Hour 1 0 24 32 57 0 0 0 0 0 12 2 1 0 15
1 18 0 3
13 0
12 0 6
14 0 5
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
15-min
Total
8:00 AM to 9:00 AM
1/28/2025
7:00 AM to 9:00 AM
0 0
0 0
00 00
0 0
0 0
1 0
2 12
N
Brentwood Blvd
Technology Way
Driveway
Brentwood
Blvd
Technology WayBrentwood Blvd
TEV: 1,577
PHF: 0.8442
25 723
7 756
664
1 1
3 43
47 30
0 21
642
37 818
700
0 52
2 20
74 65 0
Robert Donnell
(415) 757-7714 [email protected]
~ {
A
1 1 Jo
~ .,J • l.U ~ :::J!.Jll..b
::, L .J I,\ 000000 > c:6 L
E ..J ..... E
) ~, - § * B - ~• ...... r )
0 , E'p ~ - 0
:'n., t ,.~ DD DD 11·· 7 ~,r I
1 1 0~
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 3 0 5 0 3 0 0 0 3 38 0 0 2 52 6 112 0
7:15 AM 0 2 0 11 0 3 0 0 0 2 51 0 1 2 85 4 161 0
7:30 AM 0 3 0 6 0 5 0 0 0 4 67 0 0 4 102 3 194 0
7:45 AM 0 12 0 6 0 7 0 0 0 4 97 0 1 1 140 5 273 740
8:00 AM 0 5 0 11 0 12 0 0 0 9 155 1 1 3 224 5 426 1,054 8:15 AM 0 4 0 14 0 13 0 0 0 5 209 8 0 0 209 5 467 1,360 8:30 AM 0 9 0 15 0 10 1 0 0 13 153 5 0 2 149 10 367 1,533 8:45 AM 0 2 2 12 0 8 2 1 0 10 125 7 0 2 141 5 317 1,577 Count Total 0 40 2 80 0 61 3 1 0 50 895 21 3 16 1,102 43 2,317 0 20 2 52 0 43 3 1 0 37 642 21 1 7 723 25 1,577
0 0 0 1 0 0 0 0 0 0 23 1 0 1 31 0 57
- 0% 0% 2% - 0% 0% 0% - 0% 4% 5% 0% 14% 4% 0% 4%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 6 7 0 0 0 0 0 0 0 0
7:15 AM 0 0 5 7 0 0 0 0 0 0 0 0
7:30 AM 0 1 6 4 0 0 0 0 1 1 0 0
7:45 AM 0 0 4 6 0 0 0 0 4 0 0 0
8:00 AM 0 0 7 5 0 0 0 0 4 1 1 0
8:15 AM 0 0 6 8 0 0 0 0 5 0 0 0
8:30 AM 0 0 5 13 0 0 0 0 3 0 0 0
8:45 AM 1 0 6 6 0 0 0 0 0 1 0 0
Count Total 1 1 45 56 0 0 0 0 17 3 1 0
Peak Hour 1 0 24 32 0 0 0 0 12 2 1 0
103 0 21
57 0 15
18 0 3
13 0 1
12 0 6
14 0 5
11 0 2
10 0 4
13 0 0
12 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,_
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 6 0 0 1 6 0 13 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 5 0 0 0 7 0 12 0
7:30 AM 0 0 0 0 0 1 0 0 0 0 6 0 0 0 4 0 11 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 6 0 10 46
8:00 AM 0 0 0 0 0 0 0 0 0 0 7 0 0 0 5 0 12 45
8:15 AM 0 0 0 0 0 0 0 0 0 0 6 0 0 0 8 0 14 47
8:30 AM 0 0 0 0 0 0 0 0 0 0 4 1 0 1 12 0 18 54
8:45 AM 0 0 0 1 0 0 0 0 0 0 6 0 0 0 6 0 13 57
Count Total 0 0 0 1 0 1 0 0 0 0 44 1 0 2 54 0 103
Pk Hr Heavy 0 0 0 1 0 0 0 0 0 0 23 1 0 1 31 0 57
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,_
----------- - ,_

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.87
WB 0% 0.81
NB 1% 0.90
SB 1% 0.88
TOTAL 1% 0.97
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:45 PM 0 12 0 12 0 11 0 6 0 15 183 8 0 3 155 5 410 0
5:00 PM 0 13 4 12 0 14 2 1 0 9 211 19 0 3 141 6 435 0
5:15 PM 0 12 0 11 0 11 2 2 0 19 193 8 1 4 141 9 413 0
5:30 PM 0 8 1 16 0 17 3 2 0 7 185 6 0 9 171 5 430 1,688 0 45 5 51 0 53 7 11 0 50 772 41 1 19 608 25 1,688
0 0 0 0 0 0 0 0 0 1 11 0 0 0 6 0 18
- 0% 0% 0% - 0% 0% 0% - 2% 1% 0% 0% 0% 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:45 PM 0 0 5 1 0 0 0 0 1 1 0 0
5:00 PM 0 0 2 0 0 0 0 0 4 0 1 0
5:15 PM 0 0 3 1 0 0 0 0 4 0 0 0
5:30 PM 0 0 2 4 0 0 0 0 0 0 3 0
Peak Hour 0 0 12 6 18 0 0 0 0 0 9 1 4 0 14
3 4 0 4
6 0
6 0 2
2 0 5
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
15-min
Total
4:45 PM to 5:45 PM
1/28/2025
4:00 PM to 6:00 PM
0 0
0 0
00 00
0 0
0 0
4 0
1 9
N
Brentwood Blvd
Technology Way
Driveway
Brentwood
Blvd
Technology WayBrentwood Blvd
TEV: 1,688
PHF: 0.9701
25 608
19 653
829
1 11
7 53
71 65
0 41
772
50 712
863
0 51
5 45
101
82 0
Robert Donnell
(415) 757-7714 [email protected]
~ {
A
1 1 Jo
~ .,J • l.U ~ :::J!.Jll..b
::, L .J I,\ 000000 > c:6 L
E ..J ..... E
) ~, - § * B - ~• ...... r )
0 , E'p ~ - 0
:'n., t ,.~ DD DD 11·· 7 ~,r I
1 1 0~
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 4 0 10 0 15 1 0 0 11 169 7 2 2 127 5 353 0
4:15 PM 0 8 1 11 0 11 2 0 0 18 165 8 1 5 165 6 401 0
4:30 PM 0 6 2 16 0 7 1 3 0 7 186 8 1 4 178 7 426 0
4:45 PM 0 12 0 12 0 11 0 6 0 15 183 8 0 3 155 5 410 1,590 5:00 PM 0 13 4 12 0 14 2 1 0 9 211 19 0 3 141 6 435 1,672 5:15 PM 0 12 0 11 0 11 2 2 0 19 193 8 1 4 141 9 413 1,684 5:30 PM 0 8 1 16 0 17 3 2 0 7 185 6 0 9 171 5 430 1,688 5:45 PM 0 9 3 18 0 16 0 0 0 7 173 3 0 2 150 3 384 1,662 Count Total 0 72 11 106 0 102 11 14 0 93 1,465 67 5 32 1,228 46 3,252 0 45 5 51 0 53 7 11 0 50 772 41 1 19 608 25 1,688
0 0 0 0 0 0 0 0 0 1 11 0 0 0 6 0 18
- 0% 0% 0% - 0% 0% 0% - 2% 1% 0% 0% 0% 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 2 0 0 0 0 0 0 2 0 3
4:15 PM 0 0 2 3 0 0 0 0 21 0 0 0
4:30 PM 1 0 3 8 0 0 0 0 1 0 0 0
4:45 PM 0 0 5 1 0 0 0 0 1 1 0 0
5:00 PM 0 0 2 0 0 0 0 0 4 0 1 0
5:15 PM 0 0 3 1 0 0 0 0 4 0 0 0
5:30 PM 0 0 2 4 0 0 0 0 0 0 3 0
5:45 PM 0 0 1 2 0 0 0 0 1 0 0 0
Count Total 1 0 20 19 0 0 0 0 32 3 4 3
Peak Hour 0 0 12 6 0 0 0 0 9 1 4 0
40 0 42
18 0 14
6 0 3
3 0 1
2 0 5
4 0 4
12 0 1
6 0 2
2 0 5
5 0 21
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,_
- -
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0
4:15 PM 0 0 0 0 0 0 0 0 0 1 1 0 0 0 3 0 5 0
4:30 PM 0 1 0 0 0 0 0 0 0 0 3 0 0 0 8 0 12 0
4:45 PM 0 0 0 0 0 0 0 0 0 1 4 0 0 0 1 0 6 25
5:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 25
5:15 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 4 24
5:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 4 0 6 18
5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 15
Count Total 0 1 0 0 0 0 0 0 0 2 18 0 0 0 19 0 40
Pk Hr Heavy 0 0 0 0 0 0 0 0 0 1 11 0 0 0 6 0 18
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
Interval
Start
Technology Way Driveway Brentwood Blvd Brentwood Blvd
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,_
----------- - ,_
----------- - ,-

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 3% 0.88
WB 1% 0.84
NB 3% 0.83
SB 4% 0.85
TOTAL 3% 0.89
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 33 39 18 2 16 59 12 1 30 71 11 4 23 123 54 496 0 8:00 AM 0 36 32 12 1 36 68 9 1 32 113 30 4 28 177 45 624 0 8:15 AM 1 44 41 21 1 38 67 20 2 48 122 24 5 26 145 45 650 0 8:30 AM 0 48 40 22 9 25 46 12 1 38 108 17 1 24 126 31 548 2,318 1 161 152 73 13 115 240 53 5 148 414 82 14 101 571 175 2,318 0 6 2 4 0 0 1 2 0 3 19 0 0 3 32 2 74
0% 4% 1% 5% 0% 0% 0% 4% 0% 2% 5% 0% 0% 3% 6% 1% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 1 2 3 7 0 0 0 0 2 0 0 0
8:00 AM 1 0 7 5 0 0 0 0 3 0 1 0
8:15 AM 2 0 5 9 0 0 0 0 3 1 1 0
8:30 AM 8 1 7 16 0 0 0 0 0 0 0 0
Peak Hour 12 3 22 37 74 0 0 0 0 0 8 1 2 0 11
0 16 0 5
32 0
13 0 2
13 0 4
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd 15-min
Total
7:45 AM to 8:45 AM
1/28/2025
7:00 AM to 9:00 AM
0 0
0 0
00 00
0 0
0 0
2 0
1 8
N
Brentwood Blvd
Sand Creek Rd
Sand Creek Rd
Brentwood
Blvd
Sand Creek RdBrentwood
Blvd
TEV: 2,318
PHF: 0.8915
175
571
101
861
642
14 53
240
115
421
348
13 82
148
414
764
649
5 73
152
161
387
564 1
Robert Donnell
(415) 757-7714 [email protected]
~ {
A
1 1 Jo
~ .,J • l.U ~ :::J!.Jll..b
::, L .J I,\ 000000 > c:6 L
E ..J ..... E
) ~, - § * B - ~• ...... r )
0 , E'p ~ - 0
:'n., t ,.~ DD DD 11·· 7 ~,r I
1 1 0~
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 17 11 4 1 6 36 3 1 24 24 1 1 14 46 26 215 0
7:15 AM 0 21 18 9 1 11 36 6 0 18 39 1 1 10 73 34 278 0
7:30 AM 0 20 22 5 1 16 45 6 1 29 48 4 2 12 93 37 341 0
7:45 AM 0 33 39 18 2 16 59 12 1 30 71 11 4 23 123 54 496 1,330 8:00 AM 0 36 32 12 1 36 68 9 1 32 113 30 4 28 177 45 624 1,739 8:15 AM 1 44 41 21 1 38 67 20 2 48 122 24 5 26 145 45 650 2,111 8:30 AM 0 48 40 22 9 25 46 12 1 38 108 17 1 24 126 31 548 2,318 8:45 AM 1 25 23 29 7 8 34 3 3 41 89 9 2 15 104 34 427 2,249 Count Total 2 244 226 120 23 156 391 71 10 260 614 97 20 152 887 306 3,579 1 161 152 73 13 115 240 53 5 148 414 82 14 101 571 175 2,318 0 6 2 4 0 0 1 2 0 3 19 0 0 3 32 2 74
0% 4% 1% 5% 0% 0% 0% 4% 0% 2% 5% 0% 0% 3% 6% 1% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 1 1 7 5 0 0 0 0 0 1 0 0
7:15 AM 3 2 4 8 0 0 0 0 0 0 0 0
7:30 AM 0 3 8 8 0 0 0 0 1 0 0 3
7:45 AM 1 2 3 7 0 0 0 0 2 0 0 0
8:00 AM 1 0 7 5 0 0 0 0 3 0 1 0
8:15 AM 2 0 5 9 0 0 0 0 3 1 1 0
8:30 AM 8 1 7 16 0 0 0 0 0 0 0 0
8:45 AM 2 3 4 3 0 0 0 0 1 1 0 0
Count Total 18 12 45 61 0 0 0 0 10 3 2 3
Peak Hour 12 3 22 37 0 0 0 0 8 1 2 0
136 0 18
74 0 11
32 0 0
12 0 2
13 0 4
16 0 5
19 0 4
13 0 2
14 0 1
17 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,_
- -
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 1 0 0 0 0 1 0 1 1 5 0 0 2 1 2 14 0
7:15 AM 0 3 0 0 0 1 1 0 0 0 4 0 0 0 8 0 17 0
7:30 AM 0 0 0 0 0 1 2 0 0 2 6 0 0 0 5 3 19 0
7:45 AM 0 1 0 0 0 0 1 1 0 0 3 0 0 1 6 0 13 63
8:00 AM 0 1 0 0 0 0 0 0 0 1 6 0 0 0 5 0 13 62
8:15 AM 0 1 0 1 0 0 0 0 0 2 3 0 0 0 9 0 16 61
8:30 AM 0 3 2 3 0 0 0 1 0 0 7 0 0 2 12 2 32 74
8:45 AM 0 2 0 0 0 1 2 0 0 2 2 0 0 0 3 0 12 73
Count Total 0 12 2 4 0 3 7 2 1 8 36 0 0 5 49 7 136
Pk Hr Heavy 0 6 2 4 0 0 1 2 0 3 19 0 0 3 32 2 74
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,_
----------- - ,_
----------- - ,-

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.92
WB 0% 0.88
NB 1% 0.95
SB 1% 0.80
TOTAL 1% 0.94
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:30 PM 1 56 48 32 5 29 40 12 3 36 137 21 10 27 146 51 654 0 4:45 PM 1 41 54 29 3 22 53 13 4 74 109 29 11 26 97 31 597 0 5:00 PM 2 44 75 26 1 12 36 18 3 47 155 19 8 30 100 41 617 0 5:15 PM 0 47 59 27 3 22 36 15 6 46 158 16 8 30 98 32 603 2,471 4 188 236 114 12 85 165 58 16 203 559 85 37 113 441 155 2,471 0 0 2 0 0 0 0 1 0 2 9 1 1 2 7 1 26
0% 0% 1% 0% 0% 0% 0% 2% 0% 1% 2% 1% 3% 2% 2% 1% 1%

EB WB NB SB EB WB NB SB E W N S
4:30 PM 0 0 3 7 0 0 0 0 1 2 1 1
4:45 PM 0 0 3 1 0 0 0 0 1 0 1 0
5:00 PM 1 1 3 1 0 0 0 0 0 2 2 1
5:15 PM 1 0 3 2 0 0 0 0 2 3 0 2
Peak Hour 2 1 12 11 26 0 0 0 0 0 4 7 4 4 19
7 6 0 5
6 0
10 0 5
4 0 2
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd 15-min
Total
4:30 PM to 5:30 PM
1/28/2025
4:00 PM to 6:00 PM
0 0
0 0
00 00
0 0
0 0
4 4
7 4
N
Brentwood Blvd
Sand Creek Rd
Sand Creek Rd
Brentwood
Blvd
Sand Creek RdBrentwood
Blvd
TEV: 2,471
PHF: 0.9446
155
441
113
746
842
37 58
165
85 320
446
12 85
203
559
656
863
16 114
236
188
542
527 4
Robert Donnell
(415) 757-7714 [email protected]
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All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 2 55 52 27 4 13 49 9 4 36 127 14 7 29 99 43 570 0 4:15 PM 1 38 60 33 3 23 53 9 5 33 117 11 11 18 106 37 558 0 4:30 PM 1 56 48 32 5 29 40 12 3 36 137 21 10 27 146 51 654 0 4:45 PM 1 41 54 29 3 22 53 13 4 74 109 29 11 26 97 31 597 2,379 5:00 PM 2 44 75 26 1 12 36 18 3 47 155 19 8 30 100 41 617 2,426 5:15 PM 0 47 59 27 3 22 36 15 6 46 158 16 8 30 98 32 603 2,471 5:30 PM 1 43 59 36 6 22 47 11 5 57 134 21 7 33 138 34 654 2,471 5:45 PM 4 41 57 27 5 20 40 9 5 45 116 13 11 35 97 35 560 2,434 Count Total 12 365 464 237 30 163 354 96 35 374 1,053 144 73 228 881 304 4,813 4 188 236 114 12 85 165 58 16 203 559 85 37 113 441 155 2,471 0 0 2 0 0 0 0 1 0 2 9 1 1 2 7 1 26
0% 0% 1% 0% 0% 0% 0% 2% 0% 1% 2% 1% 3% 2% 2% 1% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 1 0 3 0 0 0 0 0 1 1 0 1
4:15 PM 3 1 2 2 0 0 0 0 1 2 0 1
4:30 PM 0 0 3 7 0 0 0 0 1 2 1 1
4:45 PM 0 0 3 1 0 0 0 0 1 0 1 0
5:00 PM 1 1 3 1 0 0 0 0 0 2 2 1
5:15 PM 1 0 3 2 0 0 0 0 2 3 0 2
5:30 PM 1 2 2 5 0 0 0 0 0 0 0 1
5:45 PM 0 1 3 1 0 0 0 0 0 3 0 3
Count Total 7 5 22 19 0 0 0 0 6 13 4 10
Peak Hour 2 1 12 11 0 0 0 0 4 7 4 4
53 0 33
26 0 19
10 0 1
5 0 6
6 0 5
6 0 7
10 0 5
4 0 2
4 0 3
8 0 4
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,-
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 1 0 0 0 0 0 0 0 1 2 0 0 0 0 0 4 0
4:15 PM 0 0 2 1 0 1 0 0 0 0 2 0 0 0 2 0 8 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 1 6 0 10 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 2 1 1 0 0 0 4 26
5:00 PM 0 0 1 0 0 0 0 1 0 2 1 0 0 1 0 0 6 28
5:15 PM 0 0 1 0 0 0 0 0 0 0 3 0 0 0 1 1 6 26
5:30 PM 0 0 0 1 0 0 2 0 0 0 2 0 0 1 4 0 10 26
5:45 PM 0 0 0 0 0 1 0 0 0 1 2 0 0 0 1 0 5 27
Count Total 0 1 4 2 0 2 2 1 0 4 17 1 1 3 14 1 53
Pk Hr Heavy 0 0 2 0 0 0 0 1 0 2 9 1 1 2 7 1 26
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd Interval
Start
Sand Creek Rd Sand Creek Rd Brentwood Blvd Brentwood Blvd 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,-
----------- - ,-

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.85
WB 2% 0.89
NB 1% 0.79
SB 0% 0.75
TOTAL 2% 0.93
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 7 109 9 0 2 131 2 0 15 1 3 0 1 0 2 282 0
8:00 AM 2 6 104 9 1 4 151 0 0 15 0 2 0 0 1 2 297 0
8:15 AM 0 11 140 11 0 2 135 3 0 18 1 4 0 0 1 1 327 0
8:30 AM 1 8 139 22 0 3 119 5 0 11 1 2 0 0 0 4 315 1,221 3 32 492 51 1 11 536 10 0 59 3 11 0 1 2 9 1,221
0 0 13 0 0 2 8 0 0 1 0 0 0 0 0 0 24
0% 0% 3% 0% 0% 18% 1% 0% - 2% 0% 0% - 0% 0% 0% 2%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 1 3 0 0 0 0 0 0 0 0 2 0
8:00 AM 2 1 0 0 0 0 0 0 0 2 0 0
8:15 AM 2 3 1 0 0 0 0 0 0 1 0 0
8:30 AM 8 3 0 0 0 0 0 0 0 0 0 0
Peak Hour 13 10 1 0 24 0 0 0 0 0 0 3 2 0 5
0 6 0 1
11 0
4 0 2
3 0 2
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
15-min
Total
7:45 AM to 8:45 AM
1/28/2025
7:00 AM to 9:00 AM
0 0
0 0
00 00
0 0
0 0
2 0
3 0
N
Business Ctr Dr
Sand Creek Rd
Sand Creek Rd
Business Ctr
Dr
Sand Creek Rd
Driveway
TEV: 1,221
PHF: 0.9335
9 2
1 12
45 0
10 536
11 558
505
1 11
3 59
64 73
0 51
492
32 578
607 3
Robert Donnell
(415) 757-7714 [email protected]
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All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 1 38 4 0 2 76 0 0 10 1 0 0 0 1 1 134 0
7:15 AM 0 1 64 7 0 0 71 0 0 9 1 1 0 0 0 0 154 0
7:30 AM 0 4 63 9 0 0 112 1 0 11 1 2 0 0 0 1 204 0
7:45 AM 0 7 109 9 0 2 131 2 0 15 1 3 0 1 0 2 282 774
8:00 AM 2 6 104 9 1 4 151 0 0 15 0 2 0 0 1 2 297 937
8:15 AM 0 11 140 11 0 2 135 3 0 18 1 4 0 0 1 1 327 1,110 8:30 AM 1 8 139 22 0 3 119 5 0 11 1 2 0 0 0 4 315 1,221 8:45 AM 1 13 91 13 1 1 92 5 0 18 0 2 0 0 0 6 243 1,182
Count Total 4 51 748 84 2 14 887 16 0 107 6 16 0 1 3 17 1,956 3 32 492 51 1 11 536 10 0 59 3 11 0 1 2 9 1,221
0 0 13 0 0 2 8 0 0 1 0 0 0 0 0 0 24
0% 0% 3% 0% 0% 18% 1% 0% - 2% 0% 0% - 0% 0% 0% 2%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 1 3 0 0 0 0 0 0 0 0 0 0
7:15 AM 3 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 4 5 0 0 0 0 0 0 0 1 1 1
7:45 AM 1 3 0 0 0 0 0 0 0 0 2 0
8:00 AM 2 1 0 0 0 0 0 0 0 2 0 0
8:15 AM 2 3 1 0 0 0 0 0 0 1 0 0
8:30 AM 8 3 0 0 0 0 0 0 0 0 0 0
8:45 AM 3 3 0 0 0 0 0 0 0 0 0 0
Count Total 24 21 1 0 0 0 0 0 0 4 3 1
Peak Hour 13 10 1 0 0 0 0 0 0 3 2 0
46 0 8
24 0 5
11 0 0
6 0 0
3 0 2
6 0 1
9 0 3
4 0 2
4 0 0
3 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,_
- -
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 4 0
7:15 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0
7:30 AM 0 0 0 4 0 0 5 0 0 0 0 0 0 0 0 0 9 0
7:45 AM 0 0 1 0 0 1 2 0 0 0 0 0 0 0 0 0 4 20
8:00 AM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 3 19
8:15 AM 0 0 2 0 0 0 3 0 0 1 0 0 0 0 0 0 6 22
8:30 AM 0 0 8 0 0 1 2 0 0 0 0 0 0 0 0 0 11 24
8:45 AM 0 1 2 0 0 0 3 0 0 0 0 0 0 0 0 0 6 26
Count Total 0 1 19 4 0 2 19 0 0 1 0 0 0 0 0 0 46
Pk Hr Heavy 0 0 13 0 0 2 8 0 0 1 0 0 0 0 0 0 24
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,_
----------- - ,_
----------- - ,-

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 1% 0.92
WB 1% 0.87
NB 0% 0.86
SB 0% 0.57
TOTAL 1% 0.92
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:15 PM 1 5 159 23 0 5 118 3 0 18 1 1 0 0 2 5 341 0
4:30 PM 2 10 132 21 1 2 132 5 0 18 3 1 0 0 0 12 339 0
4:45 PM 5 10 149 17 0 3 150 8 0 18 0 9 0 8 1 22 400 0
5:00 PM 1 4 135 18 1 2 165 3 0 19 0 5 0 3 1 35 392 1,472 9 29 575 79 2 12 565 19 0 73 4 16 0 11 4 74 1,472
0 0 5 0 0 0 4 0 0 0 0 0 0 0 0 0 9
0% 0% 1% 0% 0% 0% 1% 0% - 0% 0% 0% - 0% 0% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:15 PM 2 0 0 0 0 1 0 0 0 0 0 0
4:30 PM 1 0 0 0 0 0 0 0 0 1 0 0
4:45 PM 2 1 0 0 0 0 0 1 0 2 0 0
5:00 PM 0 3 0 0 0 0 0 0 0 1 0 0
Peak Hour 5 4 0 0 9 0 1 0 1 2 0 4 0 0 4
1 3 1 2
3 0
2 1 0
1 0 1
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
15-min
Total
4:15 PM to 5:15 PM
1/28/2025
4:00 PM to 6:00 PM
0 0
0 0
10 00
0 0
1 0
0 0
4 0
N
Business Ctr Dr
Sand Creek Rd
Sand Creek Rd
Business Ctr
Dr
Sand Creek Rd
Driveway
TEV: 1,472
PHF: 0.9200
74 4
11 89
52 0
19 565
12 598
604
2 16
4 73
95 93
0 79
575
29 692
721 9
Robert Donnell
(415) 757-7714 [email protected]
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1 1 0~
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 7 146 19 2 3 140 3 0 19 0 5 0 3 0 13 360 0
4:15 PM 1 5 159 23 0 5 118 3 0 18 1 1 0 0 2 5 341 0
4:30 PM 2 10 132 21 1 2 132 5 0 18 3 1 0 0 0 12 339 0
4:45 PM 5 10 149 17 0 3 150 8 0 18 0 9 0 8 1 22 400 1,440 5:00 PM 1 4 135 18 1 2 165 3 0 19 0 5 0 3 1 35 392 1,472 5:15 PM 2 5 149 17 0 0 125 0 0 25 0 2 0 3 0 8 336 1,467 5:30 PM 0 7 137 23 0 0 142 0 0 15 1 2 0 2 0 6 335 1,463 5:45 PM 0 11 134 16 0 6 121 1 0 8 0 2 0 6 0 7 312 1,375 Count Total 11 59 1,141 154 4 21 1,093 23 0 140 5 27 0 25 4 108 2,815 9 29 575 79 2 12 565 19 0 73 4 16 0 11 4 74 1,472
0 0 5 0 0 0 4 0 0 0 0 0 0 0 0 0 9
0% 0% 1% 0% 0% 0% 1% 0% - 0% 0% 0% - 0% 0% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 1 1 0 0 0 0 0 0 0 1 0 0
4:15 PM 2 0 0 0 0 1 0 0 0 0 0 0
4:30 PM 1 0 0 0 0 0 0 0 0 1 0 0
4:45 PM 2 1 0 0 0 0 0 1 0 2 0 0
5:00 PM 0 3 0 0 0 0 0 0 0 1 0 0
5:15 PM 1 1 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 1 0 0 1
5:45 PM 0 2 0 0 0 0 0 0 0 0 0 0
Count Total 7 8 0 0 0 1 0 1 1 5 0 1
Peak Hour 5 4 0 0 0 1 0 1 0 4 0 0
15 2 7
9 2 4
0 0 2
2 0 0
3 0 1
2 0 0
1 0 1
3 1 2
2 0 1
2 1 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- -
- ,-
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0
4:15 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0
4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
4:45 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 3 8
5:00 PM 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 3 9
5:15 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 9
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8
5:45 PM 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 2 7
Count Total 0 0 7 0 0 1 7 0 0 0 0 0 0 0 0 0 15
Pk Hr Heavy 0 0 5 0 0 0 4 0 0 0 0 0 0 0 0 0 9
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 2
Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 2
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
Interval
Start
Sand Creek Rd Sand Creek Rd Business Ctr Dr Driveway
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,-
----------- - ,_
----------- - ,-

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.50
WB 2% 0.64
NB 0% 0.71
SB 2% 0.84
TOTAL 1% 0.91
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
8:00 AM 0 3 1 0 0 0 0 12 0 0 4 5 0 10 3 0 38 0
8:15 AM 0 1 5 0 0 2 0 9 0 0 8 4 0 10 4 0 43 0
8:30 AM 0 1 1 0 0 2 0 8 0 0 2 3 1 15 1 0 34 0
8:45 AM 0 0 0 0 0 2 0 19 0 0 3 5 0 11 2 0 42 157
0 5 7 0 0 6 0 48 0 0 17 17 1 46 10 0 157
0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 2
- 0% 0% - - 0% - 2% - - 0% 0% 100% 0% 0% - 1%

EB WB NB SB EB WB NB SB E W N S
8:00 AM 0 0 0 0 0 0 0 1 0 3 1 0
8:15 AM 0 1 0 0 0 0 0 0 2 1 0 0
8:30 AM 0 0 0 1 0 0 0 0 0 1 3 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0
Peak Hour 0 1 0 1 2 0 0 0 1 1 2 5 4 0 11
0 1 0 4
0 0
0 1 4
1 0 3
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
15-min
Total
8:00 AM to 9:00 AM
1/28/2025
7:00 AM to 9:00 AM
0 0
0 0
01 00
0 0
0 0
4 0
5 2
N
Business Ctr Dr
Technology Way
Technology Way
Business Ctr
Dr
Taft WyBusiness Ctr Dr
TEV: 157
PHF: 0.9128
0 10
46 57
71 1
48 0
6 54
70 0
1717
0 16
34 0
0 7
5 12
0 0
Robert Donnell
(415) 757-7714 [email protected]
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A
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0 , E'p ~ - 0
:'n., t ,.~ DD DD 11·· 7 ~,r I
1 1 0~
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 1 0 4 0 0 5 1 0 3 2 0 16 0
7:15 AM 0 0 5 0 0 0 0 5 0 0 5 3 1 7 0 0 26 0
7:30 AM 0 1 3 0 0 0 0 5 0 0 4 2 2 4 0 0 21 0
7:45 AM 0 2 1 0 0 0 0 6 0 0 4 2 0 11 0 0 26 89
8:00 AM 0 3 1 0 0 0 0 12 0 0 4 5 0 10 3 0 38 111
8:15 AM 0 1 5 0 0 2 0 9 0 0 8 4 0 10 4 0 43 128
8:30 AM 0 1 1 0 0 2 0 8 0 0 2 3 1 15 1 0 34 141
8:45 AM 0 0 0 0 0 2 0 19 0 0 3 5 0 11 2 0 42 157
Count Total 0 8 16 0 0 7 0 68 0 0 35 25 4 71 12 0 246
0 5 7 0 0 6 0 48 0 0 17 17 1 46 10 0 157
0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 2
- 0% 0% - - 0% - 2% - - 0% 0% 100% 0% 0% - 1%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 2 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 2 0 0 0 0 2 0 2 1
8:00 AM 0 0 0 0 0 0 0 1 0 3 1 0
8:15 AM 0 1 0 0 0 0 0 0 2 1 0 0
8:30 AM 0 0 0 1 0 0 0 0 0 1 3 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 1 0 5 0 0 0 1 4 5 6 1
Peak Hour 0 1 0 1 0 0 0 1 2 5 4 0
6 1 16
2 1 11
1 0 4
0 0 0
0 1 4
1 0 3
2 0 0
2 0 5
0 0 0
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,_
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 4
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
8:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 5
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 4
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
Count Total 0 0 0 0 0 0 0 1 0 0 0 0 3 2 0 0 6
Pk Hr Heavy 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 2
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,_
----------- - ,_

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.50
WB 0% 0.89
NB 0% 0.80
SB 0% 0.86
TOTAL 0% 0.92
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:45 PM 0 2 3 0 0 1 0 12 0 0 8 1 0 11 8 0 46 0
5:00 PM 0 1 1 0 0 3 0 13 0 0 4 3 0 18 3 0 46 0
5:15 PM 0 1 0 0 0 4 0 13 0 0 9 2 1 9 9 0 48 0
5:30 PM 0 0 2 0 0 3 0 15 0 0 4 4 0 18 6 0 52 192
0 4 6 0 0 11 0 53 0 0 25 10 1 56 26 0 192
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
- 0% 0% - - 0% - 0% - - 0% 0% 0% 0% 0% - 0%

EB WB NB SB EB WB NB SB E W N S
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0
Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0
0 0
0 0 0
0 0 0
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
15-min
Total
4:45 PM to 5:45 PM
1/28/2025
4:00 PM to 6:00 PM
0 0
0 0
00 00
0 0
0 0
0 0
0 0
N
Business Ctr Dr
Technology Way
Technology Way
Business Ctr
Dr
Taft WyBusiness Ctr Dr
TEV: 192
PHF: 0.9231
0 26
56 83
83 1
53 0
11 64
72 0
2510
0 37
35 0
0 6
4 10
0 0
Robert Donnell
(415) 757-7714 [email protected]
~ {
A
1 1 Jo
~ .,J • l.U ~ :::J!.Jll..b
::, L .J I,\ 000000 > c:6 L
E ..J ..... E
) ~, - § * B - ~• ...... r )
0 , E'p ~ - 0
:'n., t ,.~ DD DD 11·· 7 ~,r I
1 1 0~
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 3 0 14 0 0 8 0 0 9 5 0 39 0
4:15 PM 0 2 1 0 0 4 0 14 0 0 1 2 2 12 12 0 50 0
4:30 PM 0 0 2 0 0 1 0 10 0 0 4 1 1 10 7 0 36 0
4:45 PM 0 2 3 0 0 1 0 12 0 0 8 1 0 11 8 0 46 171
5:00 PM 0 1 1 0 0 3 0 13 0 0 4 3 0 18 3 0 46 178
5:15 PM 0 1 0 0 0 4 0 13 0 0 9 2 1 9 9 0 48 176
5:30 PM 0 0 2 0 0 3 0 15 0 0 4 4 0 18 6 0 52 192
5:45 PM 0 0 1 0 0 1 0 9 0 0 0 1 0 6 7 0 25 171
Count Total 0 6 10 0 0 20 0 100 0 0 38 14 4 93 57 0 342 0 4 6 0 0 11 0 53 0 0 25 10 1 56 26 0 192
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
- 0% 0% - - 0% - 0% - - 0% 0% 0% 0% 0% - 0%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 1 0 0
4:30 PM 0 0 0 0 0 0 0 0 1 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 1 1 0 0
Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0
0 0 2
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 1
0 0 0
0 0 0
0 0 1
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
- ,_
All
Pk Hr HV
HV¾

www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Rolling
Hour
Total Eastbound Westbound Northbound Southbound
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
Interval
Start
Taft Wy Technology Way Business Ctr Dr Business Ctr Dr
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
----------- - ,_
----------- - ,_

East County Service Center TIS
Appendix D: Existing Conditions Intersection LOS Capacity Analysis Worksheets

HCM 7th Signalized Intersection Summary Existing AM
1: Brentwood Blvd. & Technology Wy. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing AM 1: Brentwood Blvd. & Technology Wy. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 20 2 52 43 3 1 37 642 21 7 723 25
Future Volume (vph) 20 2 52 43 3 1 37 642 21 7 723 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.91 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.99 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1681 1811 1752 3484 1736 3451
Flt Permitted 0.99 0.64 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1681 1214 1752 3484 1736 3451
Peak-hour factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 0.79 0.79 0.79 0.81 0.81 0.81 Adj. Flow (vph) 26 3 68 48 3 1 47 813 27 9 893 31
RTOR Reduction (vph) 0 620010010010
Lane Group Flow (vph) 0 35 0 0 51 0 47 839 0 9 923 0
Confl. Peds. (#/hr) 1 12 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 3% 3% 3% 4% 4% 4%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 5.8 6.0 2.9 35.0 0.9 33.0
Effective Green, g (s) 5.8 6.0 2.9 35.0 0.9 33.0
Actuated g/C Ratio 0.09 0.09 0.04 0.54 0.01 0.51
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 150 112 78 1884 24 1760
v/s Ratio Prot c0.02 c0.03 0.24 0.01 c0.27
v/s Ratio Perm c0.04
v/c Ratio 0.23 0.46 0.60 0.45 0.38 0.52
Uniform Delay, d1 27.4 27.8 30.3 9.0 31.6 10.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 2.9 12.4 0.8 9.6 1.1
Delay (s) 28.2 30.7 42.8 9.7 41.2 11.7
Level of Service C C D A D B
Approach Delay (s/veh) 28.2 30.7 11.5 12.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 64.7 Sum of lost time (s) 17.0 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Existing PM
1: Brentwood Blvd. & Technology Wy. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing PM 1: Brentwood Blvd. & Technology Wy. 03/27/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 45 5 41 53 7 11 50 772 41 19 608 25 Future Volume (vph) 45 5 41 53 7 11 50 772 41 19 608 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.94 0.98 1.00 0.99 1.00 0.99
Flt Protected 0.98 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1742 1787 1787 3542 1787 3550
Flt Permitted 0.98 0.60 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1742 1112 1787 3542 1787 3550
Peak-hour factor, PHF 0.87 0.87 0.87 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 Adj. Flow (vph) 52 6 47 65 9 14 56 858 46 22 691 28
RTOR Reduction (vph) 0 340080020020
Lane Group Flow (vph) 0 71 0 0 80 0 56 902 0 22 717 0
Confl. Peds. (#/hr) 4 9 1
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 6.7 8.3 3.0 34.8 0.9 32.7
Effective Green, g (s) 6.7 8.3 3.0 34.8 0.9 32.7
Actuated g/C Ratio 0.10 0.12 0.04 0.51 0.01 0.48
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 172 136 79 1820 23 1714
v/s Ratio Prot c0.04 c0.03 c0.25 0.01 0.20
v/s Ratio Perm c0.07
v/c Ratio 0.41 0.59 0.71 0.50 0.96 0.42
Uniform Delay, d1 28.6 28.1 31.9 10.7 33.4 11.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 6.4 25.1 1.0 166.5 0.8
Delay (s) 30.2 34.5 57.1 11.7 199.9 12.1
Level of Service C C E B F B
Approach Delay (s/veh) 30.2 34.5 14.3 17.7
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 67.7 Sum of lost time (s) 17.0 Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Existing AM
2: Brentwood Blvd. & Sand Creek Rd. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 152 73 128 240 53 153 414 82 115 571 175 Future Volume (veh/h) 162 152 73 128 240 53 153 414 82 115 571 175 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 184 173 83 152 286 63 184 499 99 135 672 206 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.83 0.83 0.83 0.85 0.85 0.85 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 4 4 4
Cap, veh/h 216 1061 473 184 1007 448 216 959 189 165 788 242 Arrive On Green 0.12 0.30 0.30 0.10 0.28 0.28 0.12 0.33 0.33 0.09 0.30 0.30 Sat Flow, veh/h 1767 3526 1572 1795 3582 1594 1767 2931 578 1753 2636 808 Grp Volume(v), veh/h 184 173 83 152 286 63 184 299 299 135 446 432 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1795 1791 1594 1767 1763 1746 1753 1749 1694 Q Serve(g_s), s 11.2 4.0 4.3 9.1 6.8 3.2 11.2 15.1 15.2 8.3 26.3 26.3 Cycle Q Clear(g_c), s 11.2 4.0 4.3 9.1 6.8 3.2 11.2 15.1 15.2 8.3 26.3 26.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.48
Lane Grp Cap(c), veh/h 216 1061 473 184 1007 448 216 577 572 165 523 507 V/C Ratio(X) 0.85 0.16 0.18 0.83 0.28 0.14 0.85 0.52 0.52 0.82 0.85 0.85 Avail Cap(c_a), veh/h 323 1061 473 311 1007 448 323 676 670 288 638 619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 28.1 28.2 48.2 30.8 29.5 47.1 29.8 29.9 48.7 36.1 36.1 Incr Delay (d2), s/veh 13.1 0.3 0.8 9.1 0.7 0.7 13.1 0.7 0.7 9.6 9.2 9.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 1.7 1.7 4.5 3.1 1.3 5.7 6.4 6.5 4.0 12.4 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.2 28.5 29.1 57.3 31.5 30.1 60.2 30.6 30.6 58.3 45.3 45.6 LnGrp LOS E C C E C C E C C E D D
Approach Vol, veh/h 440 501 782 1013
Approach Delay, s/veh 41.8 39.1 37.6 47.2
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.2 39.2 14.3 40.9 17.4 37.0 17.4 37.8 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 19.0 31.8 18.0 42.0 20.0 30.8 20.0 40.0 Max Q Clear Time (g_c+I1), s 11.1 6.3 10.3 17.2 13.2 8.8 13.2 28.3 Green Ext Time (p_c), s 0.2 3.0 0.2 3.9 0.3 4.2 0.3 4.5 Intersection Summary
HCM 7th Control Delay, s/veh 42.1
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Existing PM
2: Brentwood Blvd. & Sand Creek Rd. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 192 236 114 97 165 58 219 559 85 150 441 155 Future Volume (veh/h) 192 236 114 97 165 58 219 559 85 150 441 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 209 257 124 110 188 66 231 588 89 188 551 194 Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.95 0.95 0.95 0.80 0.80 0.80 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1
Cap, veh/h 243 1253 557 138 1044 464 265 862 130 222 654 229 Arrive On Green 0.13 0.35 0.35 0.08 0.29 0.29 0.15 0.28 0.28 0.12 0.25 0.25 Sat Flow, veh/h 1810 3610 1605 1810 3610 1603 1795 3118 471 1795 2593 910 Grp Volume(v), veh/h 209 257 124 110 188 66 231 337 340 188 380 365 Grp Sat Flow(s),veh/h/ln 1810 1805 1605 1810 1805 1603 1795 1791 1798 1795 1791 1712 Q Serve(g_s), s 12.3 5.4 6.0 6.5 4.3 3.3 13.7 18.3 18.4 11.2 21.9 22.1 Cycle Q Clear(g_c), s 12.3 5.4 6.0 6.5 4.3 3.3 13.7 18.3 18.4 11.2 21.9 22.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.53
Lane Grp Cap(c), veh/h 243 1253 557 138 1044 464 265 495 497 222 452 432 V/C Ratio(X) 0.86 0.21 0.22 0.80 0.18 0.14 0.87 0.68 0.68 0.85 0.84 0.85 Avail Cap(c_a), veh/h 382 1253 557 249 1044 464 396 576 578 379 559 535 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 25.0 25.1 49.4 29.0 28.7 45.4 35.1 35.1 46.7 38.6 38.7 Incr Delay (d2), s/veh 11.1 0.4 0.9 9.9 0.4 0.6 12.9 2.7 2.7 8.6 9.3 10.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 2.4 2.4 3.3 1.9 1.4 7.0 8.3 8.3 5.5 10.7 10.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.1 25.3 26.1 59.3 29.4 29.3 58.3 37.8 37.9 55.3 47.9 48.7 LnGrp LOS E C C E C C E D D E D D
Approach Vol, veh/h 590 364 908 933
Approach Delay, s/veh 36.8 38.4 43.0 49.7
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.3 44.0 17.5 35.1 18.6 37.7 20.1 32.5 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 15.0 37.8 23.0 35.0 23.0 29.8 24.0 34.0 Max Q Clear Time (g_c+I1), s 8.5 8.0 13.2 20.4 14.3 6.3 15.7 24.1 Green Ext Time (p_c), s 0.1 4.9 0.3 3.7 0.4 2.9 0.4 3.4 Intersection Summary
HCM 7th Control Delay, s/veh 43.3
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Existing AM
3: Business Center Dr. & Sand Creek Rd. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing AM 3: Business Center Dr. & Sand Creek Rd. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 492 51 12 536 10 59 3 11 1 2 9
Future Volume (vph) 35 492 51 12 536 10 59 3 11 1 2 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 1.00 0.88 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3489 1770 3528 1787 1662 1680
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.97
Satd. Flow (perm) 1770 3489 1770 3528 1787 1662 1633
Peak-hour factor, PHF 0.85 0.85 0.85 0.89 0.89 0.89 0.79 0.79 0.79 0.50 0.50 0.50 Adj. Flow (vph) 41 579 60 13 602 11 75 4 14 2 4 18
RTOR Reduction (vph) 0 2 0 0 0 0 0 13 0 0 17 0
Lane Group Flow (vph) 41 637 0 13 613 0 75 5 0070
Confl. Peds. (#/hr) 2 3
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.3 93.9 3.0 89.6 9.5 9.5 4.5
Effective Green, g (s) 7.3 93.9 3.0 89.6 9.5 9.5 4.5
Actuated g/C Ratio 0.06 0.72 0.02 0.69 0.07 0.07 0.03
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 99 2520 40 2431 130 121 56
v/s Ratio Prot c0.02 c0.18 0.01 0.17 c0.04 0.00
v/s Ratio Perm c0.00
v/c Ratio 0.41 0.25 0.33 0.25 0.58 0.04 0.12
Uniform Delay, d1 59.3 6.1 62.5 7.6 58.3 56.0 60.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.8 0.2 4.7 0.2 6.1 0.1 0.9
Delay (s) 62.1 6.4 67.2 7.8 64.4 56.2 61.8
Level of Service E A E A E E E
Approach Delay (s/veh) 9.7 9.1 62.8 61.8
Approach LOS AAEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th Signalized Intersection Summary Existing PM
3: Business Center Dr. & Sand Creek Rd. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing PM 3: Business Center Dr. & Sand Creek Rd. 02/26/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 38 575 79 14 565 19 73 4 16 11 4 74 Future Volume (vph) 38 575 79 14 565 19 73 4 16 11 4 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.88 0.89
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1787 3509 1787 3554 1805 1674 1648
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1787 3509 1787 3554 1805 1674 1581
Peak-hour factor, PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.86 0.86 0.86 0.57 0.57 0.57 Adj. Flow (vph) 41 625 86 16 649 22 85 5 19 19 7 130
RTOR Reduction (vph) 0 4 0 0 1 0 0 17 0 0 121 0
Lane Group Flow (vph) 41 707 0 16 670 0 85 7 0 0 36 0
Confl. Peds. (#/hr) 4
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.3 86.7 3.2 82.6 11.5 11.5 9.5
Effective Green, g (s) 7.3 86.7 3.2 82.6 11.5 11.5 9.5
Actuated g/C Ratio 0.06 0.67 0.02 0.64 0.09 0.09 0.07
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 100 2340 43 2258 159 148 115
v/s Ratio Prot c0.02 c0.20 0.01 0.19 c0.05 0.00
v/s Ratio Perm c0.02
v/c Ratio 0.41 0.30 0.37 0.30 0.53 0.05 0.31
Uniform Delay, d1 59.3 9.0 62.4 10.6 56.7 54.2 57.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.7 0.3 5.4 0.3 3.4 0.1 1.5
Delay (s) 62.0 9.4 67.8 11.0 60.1 54.4 58.7
Level of Service E A E B E D E
Approach Delay (s/veh) 12.2 12.3 58.8 58.7
Approach LOS BBEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th TWSC Existing AM
4: Business Center Dr. & Taft Wy./Technology Wy. 02/26/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 6.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 7 0 6 0 48 0 17 17 47 10 0
Future Vol, veh/h 5 7 0 6 0 48 0 17 17 47 10 0
Conflicting Peds, #/hr 5 0 0 0 0 4 0 0 2 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 64 64 64 71 71 71 84 84 84
Heavy Vehicles, % 0 0 0 2 2 2 0 0 0 2 2 2
Mvmt Flow 5 8 0 9 0 75 0 24 24 56 12 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 153 174 12 166 162 43 - 0 0 50 0 0 Stage 1 124 124 - 38 38 -------
Stage 2 29 50 - 128 124 -------
Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 - - - 4.12 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 - - - 2.218 - - Pot Cap-1 Maneuver 819 723 1075 799 731 1028 0 - - 1557 - 0 Stage 1 885 797 - 977 863 - 0 - - - -0
Stage 2 993 857 - 876 793 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 728 696 1075 760 703 1021 - - - 1554 - - Mov Cap-2 Maneuver 728 696 - 760 703 -------
Stage 1 853 768 - 975 862 -------
Stage 2 916 856 - 836 765 -------
Approach EB WB NB SB
HCM Control Delay, s/v10.17 9 0 6.1

HCM LOS B A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 709 983 1484 -
HCM Lane V/C Ratio - - 0.018 0.086 0.036 -
HCM Control Delay (s/veh) - - 10.2 9 7.4 0
HCM Lane LOS - - BAAA
HCM 95th %tile Q(veh) - - 0.1 0.3 0.1 -

HCM 7th TWSC Existing PM
4: Business Center Dr. & Taft Wy./Technology Wy. 02/26/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 5.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 6 0 11 0 53 0 25 10 57 26 0
Future Vol, veh/h 4 6 0 11 0 53 0 25 10 57 26 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 50 50 50 89 89 89 80 80 80 86 86 86
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 8 12 0 12 0 60 0 31 13 66 30 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 194 207 30 206 200 38 - 0 0 44 0 0 Stage 1 163 163 - 38 38 -------
Stage 2 31 44 - 169 163 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 - - - 4.1 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 - - - 2.2 - -
Pot Cap-1 Maneuver 770 694 1050 756 699 1040 0 - - 1578 - 0 Stage 1 844 767 - 983 868 - 0 - - - -0
Stage 2 990 862 - 838 767 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 695 664 1050 711 669 1040 - - - 1578 - - Mov Cap-2 Maneuver 695 664 - 711 669 -------
Stage 1 808 734 - 983 868 -------
Stage 2 934 862 - 789 734 -------
Approach EB WB NB SB
HCM Control Delay, s/v10.49 9.04 0 5.07

HCM LOS B A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 676 964 1236 -
HCM Lane V/C Ratio - - 0.03 0.075 0.042 -
HCM Control Delay (s/veh) - - 10.5 9 7.4 0
HCM Lane LOS - - BAAA
HCM 95th %tile Q(veh) - - 0.1 0.2 0.1 -

East County Service Center TIS
Appendix E: VMT Analysis Technical Memorandum (4/15/2025)

CALIFORNIA | FLORIDA | TEXAS
Corporate Office 4305 Hacienda Drive, Suite 550, Pleasanton, CA 94588 925.463.0611 www.TJKM.com 1 TECHNICAL MEMORANDUM
TJKM conducted a Vehicle Miles Traveled (VMT) assessment for the proposed East County Service Center project located within the City of Brentwood, California. The County proposes to construct the service center on currently undeveloped, County-owned land. The proposed project would develop a service center consisting of two buildings totaling approximately 120,000 square feet (SF) of gross floor area (GFA), accommodating 441 employees, and providing a designated drop-off zone and 424 vehicle parking spaces through a combination of structured and surface parking. Figure 1 illustrates the project location.

This analysis evaluates project-generated VMT impacts based on the methodology outlined in the Contra Costa Transportation Authority (CCTA) Growth Management Program Implementation Guidelines Appendix F, adopted in February 2021 (VMT Guidelines). As of April 2025, the City of Brentwood has not adopted formal VMT analysis procedures. Therefore, the CCTA’s VMT Guidelines have been applied for this assessment.

Pursuant to the California Environmental Quality Act (CEQA), a full VMT analysis has been conducted to identify potential transportation impacts and any feasible mitigation measures.

VEHICLE MILES TRAVELED
Compliance with Senate Bill (SB) 743 will include the replacement of LOS with VMT for purposes of assessing traffic impacts under the California Environmental Quality Act (CEQA) described in new Section 15064.3 of the CEQA Guidelines that will be applied statewide that began on July 1, 2020. Lead agencies will have the discretion to choose the most appropriate methodology to evaluate a project’s vehicle-miles-traveled, including whether to express the change in absolute terms, per capita, per household, or any other measure. VMT refers to the amount and distance of automobile travel “attributable to a project”.

The VMT Guidelines include a screening process that describes five scenarios in which a project would be exempted from a VMT analysis requirement: 1) projects exempt from CEQA analysis, 2) small projects, 3) local serving projects, 4) projects in transit priority areas, and 5) projects in low VMT areas.

Date:

To:

From:

Subject:

April 16, 2025
Shravan Sundaram, Contra Costa County
Sandeep Paparaju, T.E. and Anjali Satheeshkumar, TJKM
Vehicle Miles Traveled (VMT) Analysis for East County Service Center Project in Contra Costa County, CA

2 It should be noted that even if a project satisfies one or more of the screening criteria, lead agencies may still require a VMT analysis if there is evidence that the project has characteristics that might lead to a significant amount of VMT. The project does not satisfy the requirements for screening criteria 1-

4. Therefore, a VMT analysis is required.

The following sections outline the methodology, significance thresholds, and potential mitigation measures for addressing VMT impacts, ensuring compliance with both state and local guidelines.

Figure 1: Project Location

BACKGROUND
The latest Contra Costa Transportation Authority (CCTA) Travel Demand Model (TDM) was used for this analysis. Four full model runs were performed for this project in accordance with CCTA Guidelines.

The assessment considers both Baseline conditions (2018) and Future Year Cumulative Conditions (2040) under “no project” and “with project” scenarios. In accordance with the VMT Guidelines, this VMT analysis evaluates Commute VMT Per Worker as the evaluation metrics. The latest script developed for the extraction of VMT metrics was obtained from the County and used for arriving at the final VMT numbers.

3 SIGNIFICANCE THRESHOLDS
The project consists of an office/employment-generating land use. The guidelines established homework VMT per worker as the appropriate metric to evaluate such land uses. Per the Guidelines, a land use project’s impact is deemed significant if:
“The project generated home-work VMT per worker is higher than 85% of the home-work VMT per worker in the subject municipality or unincorporated CCTA subregion (for areas outside of municipalities) or 85% of the existing Bay Area region-wide average home-work VMT per worker, whichever is less stringent.”
As no local data is more stringent, the Bay Area regional average was used as the comparative baseline.

METHODOLOGY
The Travel Analysis Zone (TAZ) for this project in the model is #30325. The first step in preparation for this analysis was to update the traffic analysis zones (TAZs) in the model. 441 employees were added to the TAZ for the base and future year to check if the project creates significant VMT impacts. No other project-specific network modifications were required for the model run. Model runs were conducted for the base and future scenarios with updated model inputs. The outputs from this updated model run were used to calculate the project-generated VMT.

Table 1 shows the land use changes for the Base and Future Year plus project run.

Table 1: Land Use Changes in the CCTA Model for Plus Project Scenarios TAZ Employees
30325 +441
The CCTA model and VMT script were run with the project coded and the VMT results are summarized in Table 2 and Table 3 for Base and Cumulative conditions respectively.

Table 2: CCTTA Model Run Results (Base Year Conditions) Home-Work VMT (Commute VMT) Per Worker
VMT without Project VMT with Project
Bay Area region-wide average 15.75 15.88
TAZ 30325 / Project VMT 7.85 7.43

4 Table 3: CCTA Model Run Results (Cumulative Year Conditions) Home-Work VMT (Commute VMT) Per Worker
VMT without Project VMT with Project
Bay Area region-wide average 15.76 15.77
TAZ 30325 / Project VMT 7.56 7.51
From the 2018 Base Year run, the Bay Area region-wide average VMT per worker is 15.75. For a project to not be significant, the 85% threshold is set at 0.85 x 15.75 which is 13.39. Similarly, the 85% threshold for the with-project scenario is 13.50.

The 2018 Base Year Plus Project model added 441 employees to TAZ #30325. For the TAZ, the resultant total VMT per worker with the project is 7.43. Since this value is lower than the threshold, this project is deemed to have an insignificant impact on VMT.

From the 2040 Cumulative Year run, the Bay Area region-wide average VMT per worker is 15.76. For a project to not be significant, the 85% threshold is set at 0.85 x 15.76 which is 13.40. Similarly, the 85% threshold for the with-project scenario is 13.41.

The Cumulative Year resultant total VMT per worker with the project for the TAZ is 7.51. Since this value is lower than the threshold, this project is deemed to have an insignificant impact on VMT.

Detailed model outputs for all four scenarios are provided in Appendix A. These include Commute VMT per Worker results used to support the screening conclusion.

In both the Base Year and Cumulative Year scenarios, the project-generated VMT per worker is below the applicable 85% threshold of the Bay Area regional average. Therefore, the project is expected to result in a less-than-significant impact under CEQA.

CONCLUSION
The proposed East County Service Center is expected to generate commute-related VMT levels below the significance thresholds established by CCTA and CEQA guidelines. Based on this analysis, no significant VMT impacts would occur, and no mitigation measures are required.

5 Appendix A – CCTA Model VMT Outputs
2018 - No Project
TAZ Home-Based VMT
Per Resident
Commute VMT Per
Worker
Total VMT Per Service
Population
Countywide Avg 18.51 15.91 32.03
Bay Area Avg 13.54 15.75 26.52
Brentwood 24.95 8.81 32.94
TAZ 30325/Project VMT 23.29 7.58 28.57
2018 - With Project
TAZ Home-Based VMT
Per Resident
Commute VMT Per
Worker
Total VMT Per Service
Population
Countywide Avg 18.36 15.97 30.64
Bay Area Avg 13.46 15.88 25.72
Brentwood 25.31 8.84 32.30
TAZ 30325/Project VMT 23.14 7.43 26.60

6 2040 - No Project
TAZ Home-Based VMT
Per Resident
Commute VMT Per
Worker
Total VMT Per Service
Population
Countywide Avg 16.07 15.26 29.34
Bay Area Avg 12.66 15.76 25.67
Brentwood 20.26 9.58 27.50
TAZ 30325/Project VMT 20.47 7.56 27.19
2040 - With Project
TAZ Home-Based VMT
Per Resident
Commute VMT Per
Worker
Total VMT Per Service
Population
Countywide Avg 15.58 15.30 27.76
Bay Area Avg 12.55 15.77 24.94
Brentwood 20.51 9.78 27.09
TAZ 30325/Project VMT 19.39 7.51 25.49

East County Service Center TIS
Appendix F: Existing plus Project Conditions Intersection LOS Capacity Analysis Worksheets

HCM 7th Signalized Intersection Summary Existing + Project AM 1: Brentwood Blvd. & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing + Project AM 1: Brentwood Blvd. & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 2 72 43 3 1 178 642 21 7 783 85 Future Volume (vph) 61 2 72 43 3 1 178 642 21 7 783 85
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.98 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1707 1811 1752 3484 1736 3412
Flt Permitted 0.98 0.69 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1707 1301 1752 3484 1736 3412
Peak-hour factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 0.79 0.79 0.79 0.81 0.81 0.81 Adj. Flow (vph) 79 3 94 48 3 1 225 813 27 9 967 105
RTOR Reduction (vph) 0 460010010060
Lane Group Flow (vph) 0 130 0 0 51 0 225 839 0 9 1066 0 Confl. Peds. (#/hr) 1 12 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 3% 3% 3% 4% 4% 4%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 10.2 5.6 5.8 35.4 0.9 30.5
Effective Green, g (s) 10.2 5.6 5.8 35.4 0.9 30.5
Actuated g/C Ratio 0.15 0.08 0.08 0.51 0.01 0.44
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 251 105 147 1784 22 1506
v/s Ratio Prot c0.08 c0.13 0.24 0.01 c0.31
v/s Ratio Perm c0.04
v/c Ratio 0.52 0.49 1.53 0.47 0.41 0.71
Uniform Delay, d1 27.2 30.4 31.6 10.8 33.8 15.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.8 3.5 270.0 0.9 11.9 2.8
Delay (s) 29.0 33.9 301.7 11.7 45.8 18.5
Level of Service C C F B D B
Approach Delay (s/veh) 29.0 33.9 73.0 18.7
Approach LOS C C E B
Intersection Summary
HCM 2000 Control Delay (s/veh) 44.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 69.1 Sum of lost time (s) 17.0 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Existing + Project PM 1: Brentwood Blvd. & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing + Project PM 1: Brentwood Blvd. & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 114 5 75 53 7 11 110 772 41 19 634 51 Future Volume (vph) 114 5 75 53 7 11 110 772 41 19 634 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.95 0.98 1.00 0.99 1.00 0.99
Flt Protected 0.97 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1750 1787 1787 3542 1787 3529
Flt Permitted 0.97 0.67 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1750 1246 1787 3542 1787 3529
Peak-hour factor, PHF 0.87 0.87 0.87 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 Adj. Flow (vph) 131 6 86 65 9 14 122 858 46 22 720 58
RTOR Reduction (vph) 0 240080030050
Lane Group Flow (vph) 0 199 0 0 80 0 122 901 0 22 773 0 Confl. Peds. (#/hr) 4 9 1
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 13.3 8.3 5.7 33.5 2.0 29.8
Effective Green, g (s) 13.3 8.3 5.7 33.5 2.0 29.8
Actuated g/C Ratio 0.18 0.11 0.08 0.45 0.03 0.40
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 314 139 137 1601 48 1419
v/s Ratio Prot c0.11 c0.07 c0.25 0.01 0.22
v/s Ratio Perm c0.06
v/c Ratio 0.63 0.58 0.89 0.56 0.46 0.54
Uniform Delay, d1 28.1 31.2 33.9 14.9 35.5 17.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.2 5.7 45.7 1.4 6.8 1.5
Delay (s) 32.3 36.9 79.6 16.4 42.3 18.5
Level of Service C D E B D B
Approach Delay (s/veh) 32.3 36.9 23.9 19.1
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 23.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 74.1 Sum of lost time (s) 17.0 Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Existing + Project AM 2: Brentwood Blvd. & Sand Creek Rd. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 159 93 148 260 53 160 441 89 115 652 195 Future Volume (veh/h) 169 159 93 148 260 53 160 441 89 115 652 195 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 192 181 106 176 310 63 193 531 107 135 767 229 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.83 0.83 0.83 0.85 0.85 0.85 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 4 4 4
Cap, veh/h 222 968 432 206 945 421 223 1031 207 163 849 253 Arrive On Green 0.13 0.27 0.27 0.11 0.26 0.26 0.13 0.35 0.35 0.09 0.32 0.32 Sat Flow, veh/h 1767 3526 1572 1795 3582 1594 1767 2922 586 1753 2654 792 Grp Volume(v), veh/h 192 181 106 176 310 63 193 319 319 135 505 491 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1795 1791 1594 1767 1763 1745 1753 1749 1697 Q Serve(g_s), s 12.4 4.6 6.1 11.2 8.1 3.5 12.5 16.7 16.9 8.8 32.3 32.3 Cycle Q Clear(g_c), s 12.4 4.6 6.1 11.2 8.1 3.5 12.5 16.7 16.9 8.8 32.3 32.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.47
Lane Grp Cap(c), veh/h 222 968 432 206 945 421 223 622 616 163 559 543 V/C Ratio(X) 0.87 0.19 0.25 0.85 0.33 0.15 0.87 0.51 0.52 0.83 0.90 0.90 Avail Cap(c_a), veh/h 303 968 432 292 945 421 303 634 628 270 599 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.1 32.4 32.9 50.7 34.6 32.9 50.0 29.8 29.9 52.0 38.0 38.0 Incr Delay (d2), s/veh 17.3 0.4 1.4 15.5 0.9 0.8 17.5 0.7 0.7 10.1 16.5 16.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 2.0 2.5 5.9 3.7 1.5 6.6 7.2 7.2 4.3 16.2 15.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.4 32.8 34.3 66.2 35.5 33.7 67.5 30.5 30.6 62.1 54.4 54.8 LnGrp LOS E C C E D C E C C E D D
Approach Vol, veh/h 479 549 831 1131
Approach Delay, s/veh 47.0 45.2 39.1 55.5
Approach LOS D D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.4 38.3 14.9 46.2 18.7 37.0 18.7 42.3 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 19.0 31.8 18.0 42.0 20.0 30.8 20.0 40.0 Max Q Clear Time (g_c+I1), s 13.2 8.1 10.8 18.9 14.4 10.1 14.5 34.3 Green Ext Time (p_c), s 0.2 3.2 0.2 4.1 0.2 4.4 0.2 3.1 Intersection Summary
HCM 7th Control Delay, s/veh 47.7
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Existing + Project PM 2: Brentwood Blvd. & Sand Creek Rd. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 247 123 106 174 58 230 605 96 150 475 164 Future Volume (veh/h) 203 247 123 106 174 58 230 605 96 150 475 164 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 221 268 134 120 198 66 242 637 101 188 594 205 Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.95 0.95 0.95 0.80 0.80 0.80 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1
Cap, veh/h 254 1204 535 148 994 441 275 904 143 221 683 235 Arrive On Green 0.14 0.33 0.33 0.08 0.28 0.28 0.15 0.29 0.29 0.12 0.26 0.26 Sat Flow, veh/h 1810 3610 1604 1810 3610 1603 1795 3095 490 1795 2608 898 Grp Volume(v), veh/h 221 268 134 120 198 66 242 368 370 188 408 391 Grp Sat Flow(s),veh/h/ln 1810 1805 1604 1810 1805 1603 1795 1791 1795 1795 1791 1715 Q Serve(g_s), s 13.6 6.1 6.9 7.4 4.8 3.5 15.0 20.8 20.8 11.6 24.6 24.7 Cycle Q Clear(g_c), s 13.6 6.1 6.9 7.4 4.8 3.5 15.0 20.8 20.8 11.6 24.6 24.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.52
Lane Grp Cap(c), veh/h 254 1204 535 148 994 441 275 523 524 221 469 449 V/C Ratio(X) 0.87 0.22 0.25 0.81 0.20 0.15 0.88 0.70 0.71 0.85 0.87 0.87 Avail Cap(c_a), veh/h 367 1204 535 240 994 441 380 553 554 364 537 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 27.2 27.5 51.1 31.5 31.0 47.0 35.7 35.8 48.7 40.0 40.0 Incr Delay (d2), s/veh 14.4 0.4 1.1 10.0 0.5 0.7 16.0 3.8 3.8 9.9 12.9 13.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 2.7 2.8 3.8 2.1 1.5 7.9 9.5 9.6 5.8 12.4 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.1 27.6 28.6 61.1 31.9 31.8 63.0 39.5 39.6 58.6 52.9 53.7 LnGrp LOS E C C E C C E D D E D D
Approach Vol, veh/h 623 384 980 987
Approach Delay, s/veh 40.0 41.0 45.3 54.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.3 44.0 17.9 38.1 19.9 37.4 21.3 34.7 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 15.0 37.8 23.0 35.0 23.0 29.8 24.0 34.0 Max Q Clear Time (g_c+I1), s 9.4 8.9 13.6 22.8 15.6 6.8 17.0 26.7 Green Ext Time (p_c), s 0.1 5.1 0.3 3.7 0.4 3.0 0.4 3.0 Intersection Summary
HCM 7th Control Delay, s/veh 46.6
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Existing + Project AM 3: Business Center Dr. & Sand Creek Rd. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing + Project AM 3: Business Center Dr. & Sand Creek Rd. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 512 152 52 543 10 93 3 25 1 2 9 Future Volume (vph) 35 512 152 52 543 10 93 3 25 1 2 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 1.00 0.87 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3418 1770 3528 1787 1630 1680
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.97
Satd. Flow (perm) 1770 3418 1770 3528 1787 1630 1629
Peak-hour factor, PHF 0.85 0.85 0.85 0.89 0.89 0.89 0.79 0.79 0.79 0.50 0.50 0.50 Adj. Flow (vph) 41 602 179 58 610 11 118 4 32 2 4 18
RTOR Reduction (vph) 0 10 0 0 0 0 0 29 0 0 17 0
Lane Group Flow (vph) 41 771 0 58 621 0 118 7 0070
Confl. Peds. (#/hr) 2 3
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.3 84.1 8.4 85.2 13.9 13.9 4.5
Effective Green, g (s) 7.3 84.1 8.4 85.2 13.9 13.9 4.5
Actuated g/C Ratio 0.06 0.65 0.06 0.66 0.11 0.11 0.03
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 99 2211 114 2312 191 174 56
v/s Ratio Prot 0.02 c0.23 c0.03 0.18 c0.07 0.00
v/s Ratio Perm c0.00
v/c Ratio 0.41 0.35 0.51 0.27 0.62 0.04 0.12
Uniform Delay, d1 59.3 10.5 58.8 9.4 55.5 52.1 60.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.8 0.4 3.5 0.3 5.8 0.1 0.9
Delay (s) 62.1 10.9 62.3 9.7 61.3 52.2 61.8
Level of Service E B E A E D E
Approach Delay (s/veh) 13.5 14.2 59.2 61.8
Approach LOS BBEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 47.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th Signalized Intersection Summary Existing + Project PM 3: Business Center Dr. & Sand Creek Rd. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Existing + Project PM 3: Business Center Dr. & Sand Creek Rd. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 38 584 122 31 576 19 130 4 39 11 4 74 Future Volume (vph) 38 584 122 31 576 19 130 4 39 11 4 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 1.00 0.87 0.89
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1787 3481 1787 3555 1805 1644 1648
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1787 3481 1787 3555 1805 1644 1573
Peak-hour factor, PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.86 0.86 0.86 0.57 0.57 0.57 Adj. Flow (vph) 41 635 133 36 662 22 151 5 45 19 7 130
RTOR Reduction (vph) 0 7 0 0 1 0 0 39 0 0 121 0
Lane Group Flow (vph) 41 761 0 36 683 0 151 11 0 0 36 0 Confl. Peds. (#/hr) 4
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.3 79.6 5.6 77.9 16.2 16.2 9.5
Effective Green, g (s) 7.3 79.6 5.6 77.9 16.2 16.2 9.5
Actuated g/C Ratio 0.06 0.61 0.04 0.60 0.12 0.12 0.07
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 100 2131 76 2130 224 204 114
v/s Ratio Prot c0.02 c0.22 0.02 0.19 c0.08 0.01
v/s Ratio Perm c0.02
v/c Ratio 0.41 0.36 0.47 0.32 0.67 0.05 0.31
Uniform Delay, d1 59.3 12.5 60.8 12.9 54.4 50.1 57.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.7 0.5 4.6 0.4 7.8 0.1 1.6
Delay (s) 62.0 13.0 65.4 13.3 62.1 50.2 58.7
Level of Service E B E B E D E
Approach Delay (s/veh) 15.5 15.9 59.2 58.7
Approach LOS BBEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 23.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th TWSC Existing + Project AM
4: Business Center Dr. & Taft Wy./Technology Wy. 03/05/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 7 0 66 0 62 0 51 37 87 111 0
Future Vol, veh/h 5 7 0 66 0 62 0 51 37 87 111 0
Conflicting Peds, #/hr 5 0 0 0 0 4 0 0 2 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 64 64 64 71 71 71 84 84 84
Heavy Vehicles, % 0 0 0 2 2 2 0 0 0 2 2 2
Mvmt Flow 5 8 0 103 0 97 0 72 52 104 132 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 416 465 132 443 439 105 - 0 0 126 0 0 Stage 1 339 339 - 100 100 -------
Stage 2 77 126 - 343 339 -------
Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 - - - 4.12 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 - - - 2.218 - - Pot Cap-1 Maneuver 550 498 923 525 512 950 0 - - 1460 - 0 Stage 1 680 643 - 906 812 - 0 - - - -0
Stage 2 937 796 - 672 640 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 459 923 476 471 943 - - - 1458 - - Mov Cap-2 Maneuver 454 459 - 476 471 -------
Stage 1 627 594 - 905 811 -------
Stage 2 837 794 - 613 591 -------
Approach EB WB NB SB
HCM Control Delay, s/v13.12 13.42 0 3.37

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 457 627 791 -
HCM Lane V/C Ratio - - 0.029 0.319 0.071 -
HCM Control Delay (s/veh) - - 13.1 13.4 7.7 0
HCM Lane LOS - - BBAA
HCM 95th %tile Q(veh) - - 0.1 1.4 0.2 -

HCM 7th TWSC Existing + Project PM
4: Business Center Dr. & Taft Wy./Technology Wy. 03/05/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 6 0 37 0 76 0 82 44 74 69 0
Future Vol, veh/h 4 6 0 37 0 76 0 82 44 74 69 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 50 50 50 89 89 89 80 80 80 86 86 86
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 8 12 0 42 0 85 0 103 55 86 80 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 355 410 80 388 382 130 - 0 0 158 0 0 Stage 1 252 252 - 130 130 -------
Stage 2 103 158 - 258 252 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 - - - 4.1 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 - - - 2.2 - -
Pot Cap-1 Maneuver 604 535 985 574 554 925 0 - - 1435 - 0 Stage 1 756 702 - 878 792 - 0 - - - -0
Stage 2 908 771 - 751 702 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 514 501 985 526 519 925 - - - 1435 - - Mov Cap-2 Maneuver 514 501 - 526 519 -------
Stage 1 709 658 - 878 792 -------
Stage 2 825 771 - 691 658 -------
Approach EB WB NB SB
HCM Control Delay, s/v12.41 10.86 0 3.97

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 506 741 931 -
HCM Lane V/C Ratio - - 0.04 0.171 0.06 -
HCM Control Delay (s/veh) - - 12.4 10.9 7.7 0
HCM Lane LOS - - BBAA
HCM 95th %tile Q(veh) - - 0.1 0.6 0.2 -

HCM 7th TWSC Existing + Project AM
5: Brentwood Blvd. & Project Access #1 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 27 0 841 838 60
Future Vol, veh/h 0 27 0 841 838 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 29 0 914 911 65
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 488 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 526 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 526 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s/v12.25 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 526 - -
HCM Lane V/C Ratio - 0.056 - -
HCM Control Delay (s/veh) - 12.3 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.2 - -

HCM 7th TWSC Existing + Project PM
5: Brentwood Blvd. & Project Access #1 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 46 0 923 736 26
Future Vol, veh/h 0 46 0 923 736 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 50 0 1003 800 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 414 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 587 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 587 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s/v 11.7 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 587 - -
HCM Lane V/C Ratio - 0.085 - -
HCM Control Delay (s/veh) - 11.7 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.3 - -

HCM 7th TWSC Existing + Project AM
6: Project Access #2 & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 101 20 121 146 7 34
Future Vol, veh/h 101 20 121 146 7 34
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 110 22 132 159 8 37
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 132 0 542 121
Stage 1 - - - - 121 -
Stage 2 - - - - 422 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1454 - 501 931
Stage 1 - - - - 905 -
Stage 2 - - - - 662 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1454 - 451 931
Mov Cap-2 Maneuver - - - - 451 -
Stage 1 - - - - 905 -
Stage 2 - - - - 596 -
Approach EB WB NB
HCM Control Delay, s/v 0 3.5 9.84

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 788 - - 816 -
HCM Lane V/C Ratio 0.057 - - 0.09 -
HCM Control Delay (s/veh) 9.8 - - 7.7 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0.3 -

HCM 7th TWSC Existing + Project PM
6: Project Access #2 & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 137 9 52 116 11 57
Future Vol, veh/h 137 9 52 116 11 57
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 149 10 57 126 12 62
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 159 0 393 154
Stage 1 - - - - 154 -
Stage 2 - - - - 239 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1421 - 612 892
Stage 1 - - - - 874 -
Stage 2 - - - - 801 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1421 - 585 892
Mov Cap-2 Maneuver - - - - 585 -
Stage 1 - - - - 874 -
Stage 2 - - - - 766 -
Approach EB WB NB
HCM Control Delay, s/v 0 2.36 9.81

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 822 - - 557 -
HCM Lane V/C Ratio 0.09 - - 0.04 -
HCM Control Delay (s/veh) 9.8 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.1 -

HCM 7th TWSC Existing + Project AM
7: Project Access #3 & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 110 20 20 121 7 7
Future Vol, veh/h 110 20 20 121 7 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 120 22 22 132 8 8
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 141 0 305 130
Stage 1 - - - - 130 -
Stage 2 - - - - 175 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1442 - 687 919
Stage 1 - - - - 896 -
Stage 2 - - - - 855 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1442 - 675 919
Mov Cap-2 Maneuver - - - - 675 -
Stage 1 - - - - 896 -
Stage 2 - - - - 842 -
Approach EB WB NB
HCM Control Delay, s/v 0 1.07 9.72

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 779 - - 255 -
HCM Lane V/C Ratio 0.02 - - 0.015 -
HCM Control Delay (s/veh) 9.7 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

HCM 7th TWSC Existing + Project PM
7: Project Access #3 & Technology Wy. 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 115 9 9 101 11 11
Future Vol, veh/h 115 9 9 101 11 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 125 10 10 110 12 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 135 0 259 130
Stage 1 - - - - 130 -
Stage 2 - - - - 129 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1450 - 730 920
Stage 1 - - - - 896 -
Stage 2 - - - - 897 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1450 - 724 920
Mov Cap-2 Maneuver - - - - 724 -
Stage 1 - - - - 896 -
Stage 2 - - - - 890 -
Approach EB WB NB
HCM Control Delay, s/v 0 0.61 9.58

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 810 - - 147 -
HCM Lane V/C Ratio 0.03 - - 0.007 -
HCM Control Delay (s/veh) 9.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

HCM 7th TWSC Existing + Project AM
8: Business Center Dr. & Project Access #4 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 6.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 54 16 0 161 34
Future Vol, veh/h 0 54 16 0 161 34
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 59 17 0 175 37
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 404 17 0 0 17 0
Stage 1 17 -----
Stage 2 387 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 602 1061 - - 1600 -
Stage 1 1005 -----
Stage 2 686 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 535 1061 - - 1600 -
Mov Cap-2 Maneuver 535 -----
Stage 1 1005 -----
Stage 2 610 -----
Approach WB NB SB
HCM Control Delay, s/v 8.59 0 6.21

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1061 1486 -
HCM Lane V/C Ratio - - 0.055 0.109 -
HCM Control Delay (s/veh) - - 8.6 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.4 -

HCM 7th TWSC Existing + Project PM
8: Business Center Dr. & Project Access #4 03/05/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 5.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 92 37 0 69 35
Future Vol, veh/h 0 92 37 0 69 35
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 100 40 0 75 38
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 228 40 0 0 40 0
Stage 1 40 -----
Stage 2 188 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 760 1031 - - 1569 -
Stage 1 982 -----
Stage 2 844 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 723 1031 - - 1569 -
Mov Cap-2 Maneuver 723 -----
Stage 1 982 -----
Stage 2 803 -----
Approach WB NB SB
HCM Control Delay, s/v 8.87 0 4.92

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1031 1194 -
HCM Lane V/C Ratio - - 0.097 0.048 -
HCM Control Delay (s/veh) - - 8.9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0.2 -

East County Service Center TIS
Appendix G: Existing and Existing Plus Project Conditions 95th Percentile Queueing Analysis Worksheets

SimTraffic Simulation Summary Existing AM
Baseline 02/28/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 6:45 6:45 6:45 6:45 6:45 6:45
End Time 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 3370 3424 3350 3374 3489 3404
Vehs Exited 3375 3409 3323 3372 3473 3390
Starting Vehs 82 86 63 84 84 79
Ending Vehs 77 101 90 86 100 90
Travel Distance (mi) 1391 1408 1364 1404 1425 1398
Travel Time (hr) 91.5 93.1 93.4 89.9 93.2 92.2
Total Delay (hr) 42.2 43.2 45.1 40.2 42.8 42.7
Total Stops 3477 3630 3722 3474 3662 3591
Fuel Used (gal) 59.1 60.1 59.2 58.9 60.0 59.5
Interval #0 Information Seeding
Start Time 6:45
End Time 7:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:00
End Time 8:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3370 3424 3350 3374 3489 3404
Vehs Exited 3375 3409 3323 3372 3473 3390
Starting Vehs 82 86 63 84 84 79
Ending Vehs 77 101 90 86 100 90
Travel Distance (mi) 1391 1408 1364 1404 1425 1398
Travel Time (hr) 91.5 93.1 93.4 89.9 93.2 92.2
Total Delay (hr) 42.2 43.2 45.1 40.2 42.8 42.7
Total Stops 3477 3630 3722 3474 3662 3591
Fuel Used (gal) 59.1 60.1 59.2 58.9 60.0 59.5

Queuing and Blocking Report Existing AM
Baseline 02/28/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 107 93 91 200 163 73 245 275
Average Queue (ft) 45 36 32 86 50 11 110 126
95th Queue (ft) 78 74 68 163 116 45 214 240
Link Distance (ft) 96 464 464 569 569
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 0 3 6
Queuing Penalty (veh) 0 2 1
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 124 293 134 117 212 201 155 66 224 366 334 150 Average Queue (ft) 110 107 62 36 114 98 64 29 141 165 161 126 95th Queue (ft) 141 249 116 82 186 167 130 56 231 283 259 183 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 3213000 6 2 13
Queuing Penalty (veh) 27 1 3 0 0 0 14 3 44
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 464 433
Average Queue (ft) 296 277
95th Queue (ft) 441 413
Link Distance (ft) 550 550
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%) 38
Queuing Penalty (veh) 51

Queuing and Blocking Report Existing AM
Baseline 02/28/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 107 192 165 50 168 181 100 59 52
Average Queue (ft) 38 66 43 13 51 67 55 13 20
95th Queue (ft) 85 147 112 40 123 138 97 44 48
Link Distance (ft) 1481 1481 1112 1112 500 192
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 2 4 1 6
Queuing Penalty (veh) 5 2 0 1
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB SB
Directions Served LTR LR LT
Maximum Queue (ft) 35 66 23
Average Queue (ft) 12 33 2
95th Queue (ft) 36 54 11
Link Distance (ft) 84 500
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 154

SimTraffic Simulation Summary Existing PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 4:45 4:45 4:45 4:45 4:45 4:45
End Time 6:00 6:00 6:00 6:00 6:00 6:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 3551 3544 3493 3613 3527 3548
Vehs Exited 3582 3572 3487 3651 3517 3563
Starting Vehs 113 118 101 135 96 111
Ending Vehs 82 90 107 97 106 93
Travel Distance (mi) 1506 1510 1460 1518 1491 1497
Travel Time (hr) 99.6 104.2 98.3 103.4 101.6 101.4
Total Delay (hr) 46.0 50.6 46.3 49.2 48.4 48.1
Total Stops 4021 4101 3925 4158 4085 4058
Fuel Used (gal) 64.7 65.8 63.3 65.7 64.4 64.8
Interval #0 Information Seeding
Start Time 4:45
End Time 5:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 5:00
End Time 6:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3551 3544 3493 3613 3527 3548
Vehs Exited 3582 3572 3487 3651 3517 3563
Starting Vehs 113 118 101 135 96 111
Ending Vehs 82 90 107 97 106 93
Travel Distance (mi) 1506 1510 1460 1518 1491 1497
Travel Time (hr) 99.6 104.2 98.3 103.4 101.6 101.4
Total Delay (hr) 46.0 50.6 46.3 49.2 48.4 48.1
Total Stops 4021 4101 3925 4158 4085 4058
Fuel Used (gal) 64.7 65.8 63.3 65.7 64.4 64.8

Queuing and Blocking Report Existing PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 126 108 107 242 178 114 259 278
Average Queue (ft) 55 49 43 116 71 22 110 124
95th Queue (ft) 96 87 88 207 145 69 218 233
Link Distance (ft) 96 464 464 569 569
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 0 7 0 7
Queuing Penalty (veh) 0 4 0 2
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 125 307 267 125 172 156 112 52 225 382 344 150 Average Queue (ft) 114 141 101 59 86 81 34 25 166 199 185 135 95th Queue (ft) 141 278 196 128 146 141 84 52 253 323 293 179 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 33 2 10 0 8 5 18
Queuing Penalty (veh) 42 5 12 1 23 11 49
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 395 376
Average Queue (ft) 237 223
95th Queue (ft) 357 337
Link Distance (ft) 550 550
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 29
Queuing Penalty (veh) 54

Queuing and Blocking Report Existing PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 114 235 223 68 178 178 101 85 202
Average Queue (ft) 41 96 78 14 79 88 61 20 86
95th Queue (ft) 89 193 180 45 157 165 102 67 170
Link Distance (ft) 1481 1481 1112 1112 500 192
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 1 10 4 9
Queuing Penalty (veh) 5 4 1 2
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB SB
Directions Served LTR LR LT
Maximum Queue (ft) 36 50 19
Average Queue (ft) 15 29 2
95th Queue (ft) 41 46 11
Link Distance (ft) 84 500
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 214

SimTraffic Simulation Summary Existing + Project AM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 6:45 6:45 6:45 6:45 6:45 6:45
End Time 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 4289 4117 4210 4057 4139 4162
Vehs Exited 4265 4143 4195 4071 4160 4169
Starting Vehs 128 140 125 138 145 131
Ending Vehs 152 114 140 124 124 129
Travel Distance (mi) 1642 1612 1602 1569 1598 1605
Travel Time (hr) 181.2 228.6 185.3 252.6 198.3 209.2
Total Delay (hr) 121.8 170.1 127.1 195.7 140.3 151.0
Total Stops 5626 5499 5722 5556 5365 5555
Fuel Used (gal) 89.6 98.7 89.6 103.6 91.9 94.7
Interval #0 Information Seeding
Start Time 6:45
End Time 7:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:00
End Time 8:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 4289 4117 4210 4057 4139 4162
Vehs Exited 4265 4143 4195 4071 4160 4169
Starting Vehs 128 140 125 138 145 131
Ending Vehs 152 114 140 124 124 129
Travel Distance (mi) 1642 1612 1602 1569 1598 1605
Travel Time (hr) 181.2 228.6 185.3 252.6 198.3 209.2
Total Delay (hr) 121.8 170.1 127.1 195.7 140.3 151.0
Total Stops 5626 5499 5722 5556 5365 5555
Fuel Used (gal) 89.6 98.7 89.6 103.6 91.9 94.7

Queuing and Blocking Report Existing + Project AM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 146 84 130 299 278 76 374 400
Average Queue (ft) 75 36 129 282 216 11 199 219
95th Queue (ft) 126 70 130 297 342 49 347 368
Link Distance (ft) 266 96 270 270 569 569
Upstream Blk Time (%) 0 53 1
Queuing Penalty (veh) 0 242 5
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 94 1 19
Queuing Penalty (veh) 380 2 2
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 124 284 177 122 238 203 166 65 224 356 379 150 Average Queue (ft) 109 106 67 50 132 124 79 27 131 156 180 119 95th Queue (ft) 143 250 130 102 214 194 153 57 230 297 310 183 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 3214000 5 1 14
Queuing Penalty (veh) 29 1 5 0 0 0 13 3 54
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 581 582
Average Queue (ft) 422 428
95th Queue (ft) 629 628
Link Distance (ft) 550 550
Upstream Blk Time (%) 14 12
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 46
Queuing Penalty (veh) 62

Queuing and Blocking Report Existing + Project AM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 105 240 256 140 186 194 104 198 70
Average Queue (ft) 39 97 98 54 64 79 76 44 20
95th Queue (ft) 88 181 206 110 147 163 118 134 50
Link Distance (ft) 1481 1481 1112 1112 501 192
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 3 8 1 3 19 0
Queuing Penalty (veh) 8 3 2 2 7 0
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB NB SB
Directions Served LTR LR TR LT
Maximum Queue (ft) 34 95 39 51
Average Queue (ft) 12 49 3 7
95th Queue (ft) 37 80 20 29
Link Distance (ft) 84 437 97 501
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Brentwood Blvd. & Project Access #1
Movement EB NB NB
Directions Served R T T
Maximum Queue (ft) 53 193 178
Average Queue (ft) 19 164 95
95th Queue (ft) 48 199 215
Link Distance (ft) 183 151 151
Upstream Blk Time (%) 61 5
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Existing + Project AM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 6: Project Access #2 & Technology Wy.

Movement EB WB NB
Directions Served TR LT LR
Maximum Queue (ft) 44 58 45
Average Queue (ft) 5 9 22
95th Queue (ft) 26 36 47
Link Distance (ft) 266 129
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Project Access #3 & Technology Wy.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 24 34
Average Queue (ft) 5 12
95th Queue (ft) 20 35
Link Distance (ft) 120
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Business Center Dr. & Project Access #4 Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 60 6
Average Queue (ft) 30 0
95th Queue (ft) 51 6
Link Distance (ft) 119 97
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Existing + Project AM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 819

SimTraffic Simulation Summary Existing + Project PM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 4:45 4:45 4:45 4:45 4:45 4:45
End Time 6:00 6:00 6:00 6:00 6:00 6:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 4240 4191 4151 4112 4217 4180
Vehs Exited 4235 4173 4147 4114 4206 4176
Starting Vehs 133 133 128 121 117 124
Ending Vehs 138 151 132 119 128 130
Travel Distance (mi) 1709 1677 1670 1639 1677 1675
Travel Time (hr) 125.1 123.5 123.7 120.5 124.7 123.5
Total Delay (hr) 63.1 62.8 63.2 60.9 63.7 62.7
Total Stops 5318 5352 5353 5275 5421 5342
Fuel Used (gal) 77.6 77.0 76.3 74.7 76.6 76.4
Interval #0 Information Seeding
Start Time 4:45
End Time 5:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 5:00
End Time 6:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 4240 4191 4151 4112 4217 4180
Vehs Exited 4235 4173 4147 4114 4206 4176
Starting Vehs 133 133 128 121 117 124
Ending Vehs 138 151 132 119 128 130
Travel Distance (mi) 1709 1677 1670 1639 1677 1675
Travel Time (hr) 125.1 123.5 123.7 120.5 124.7 123.5
Total Delay (hr) 63.1 62.8 63.2 60.9 63.7 62.7
Total Stops 5318 5352 5353 5275 5421 5342
Fuel Used (gal) 77.6 77.0 76.3 74.7 76.6 76.4

Queuing and Blocking Report Existing + Project PM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 185 104 129 272 252 111 306 346
Average Queue (ft) 97 52 92 175 121 27 158 176
95th Queue (ft) 163 92 150 279 217 86 288 308
Link Distance (ft) 258 96 264 264 569 569
Upstream Blk Time (%) 2 1 0
Queuing Penalty (veh) 0 7 0
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 9 15 0 14
Queuing Penalty (veh) 40 18 0 3
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 125 326 237 125 168 177 138 65 225 442 376 150 Average Queue (ft) 116 162 101 64 88 83 41 27 175 228 221 139 95th Queue (ft) 142 312 190 131 148 142 97 56 262 379 340 176 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 42 3 13 1 8 9 26
Queuing Penalty (veh) 56 6 17 1 26 21 77
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 524 455
Average Queue (ft) 301 285
95th Queue (ft) 465 425
Link Distance (ft) 550 550
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%) 28
Queuing Penalty (veh) 53

Queuing and Blocking Report Existing + Project PM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 115 272 275 114 213 226 104 254 182
Average Queue (ft) 44 123 111 34 94 106 81 63 78
95th Queue (ft) 95 229 218 84 175 190 121 182 155
Link Distance (ft) 1481 1481 1112 1112 501 192
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 1 14 0 5 21 0
Queuing Penalty (veh) 2 6 1 2 11 0
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB NB SB
Directions Served LTR LR TR LT
Maximum Queue (ft) 35 70 26 42
Average Queue (ft) 16 36 1 8
95th Queue (ft) 41 55 10 30
Link Distance (ft) 84 425 95 501
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Brentwood Blvd. & Project Access #1
Movement EB NB NB SB
Directions Served R T T T
Maximum Queue (ft) 64 88 44 11
Average Queue (ft) 29910
95th Queue (ft) 54 60 29 8
Link Distance (ft) 155 187 187 264
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Existing + Project PM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 6: Project Access #2 & Technology Wy.

Movement EB WB NB
Directions Served TR LT LR
Maximum Queue (ft) 30 36 71
Average Queue (ft) 2 4 31
95th Queue (ft) 13 20 55
Link Distance (ft) 258 141
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Project Access #3 & Technology Wy.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 23 34
Average Queue (ft) 2 16
95th Queue (ft) 16 39
Link Distance (ft) 145
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Business Center Dr. & Project Access #4 Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 63 16 31
Average Queue (ft) 36 1 2
95th Queue (ft) 54 7 15
Link Distance (ft) 140 62 95
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Existing + Project PM
Baseline 03/05/2025
Scenario 1 SimTraffic Report

Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 347

East County Service Center TIS
Appendix H: Calculations for Traffic Volume Projections of Background Conditions

Roadway Segment Year 2018 Volumes Year 2040 Volumes % Growth Rate % Growth Rate / Year Sand Creek Road W/O O'Hara Avenue 5488 5537 0.9% 0.0%Sand Creek Road O'Hara Avenue - Business Center Drive 2,671 2,949 10.4% 0.5%Sand Creek Road Business Center Drive - Brentwood Boulevard 2,452 2,779 13.3% 0.6%Sand Creek Road Brentwood Boulevard - Garin Parkway 647 632 -2.3% -0.1% Sand Creek Road E/O Garin Parkway 160 163 1.9% 0.1%
Brentwood Boulevard N/O Sand Creek Road 26,386 34,118 29.3% 1.3% Brentwood Boulevard Sand Creek Road - Nancy Street 24,898 32,131 29.1% 1.3%Brentwood Boulevard Nancy Street - Sycamore Avenue 24,385 31,745 30.2% 1.4%Brentwood Boulevard S/O Sycamore Avenue 20,198 25,881 28.1% 1.3%O'Hara Avenue N/O Sand Creek Road 6,805 4,221 -38.0% -1.7%O'Hara Avenue S/O Sand Creek Road 7,921 5,047 -36.3% -1.6%O'Hara Avenue 2nd Street - Central Boulevard 8,351 5,515 -34.0% -1.5%Sycamore Avenue E/O Brentwood Boulevard 1,542 2,427 57.4% 2.6%Central Boulevard W/O O'Hara Avenue 4,366 5,690 30.3% 1.4%2nd Street S/O Central Boulevard 4,379 2,200 -49.8% -2.3% Growth Rate Calculation Comparison Between Year 2018 and Year 2040 CCTA Model Plots Average % Growth Rate
/ Year 0.2%

East County Service Center TIS
Appendix I: Background Conditions Intersection LOS Capacity Analysis Worksheets

HCM 7th Signalized Intersection Summary Background AM
1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background AM 1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 2 55 45 3 1 39 674 22 7 759 26
Future Volume (vph) 21 2 55 45 3 1 39 674 22 7 759 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.91 1.00 1.00 1.00 1.00 1.00
Flt Protected 0.99 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1680 1811 1752 3485 1736 3451
Flt Permitted 0.99 0.63 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1680 1196 1752 3485 1736 3451
Peak-hour factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 0.79 0.79 0.79 0.81 0.81 0.81 Adj. Flow (vph) 27 3 71 50 3 1 49 853 28 9 937 32
RTOR Reduction (vph) 0 650010010010
Lane Group Flow (vph) 0 36 0 0 53 0 49 880 0 9 968 0
Confl. Peds. (#/hr) 1 12 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 3% 3% 3% 4% 4% 4%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 5.8 6.1 2.9 35.1 0.9 33.1
Effective Green, g (s) 5.8 6.1 2.9 35.1 0.9 33.1
Actuated g/C Ratio 0.09 0.09 0.04 0.54 0.01 0.51
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 150 112 78 1884 24 1760
v/s Ratio Prot c0.02 c0.03 0.25 0.01 c0.28
v/s Ratio Perm c0.04
v/c Ratio 0.24 0.47 0.63 0.47 0.38 0.55
Uniform Delay, d1 27.5 27.9 30.5 9.2 31.7 10.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 3.1 14.8 0.8 9.6 1.2
Delay (s) 28.3 31.0 45.2 10.0 41.3 12.1
Level of Service C C D A D B
Approach Delay (s/veh) 28.3 31.0 11.8 12.3
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 64.9 Sum of lost time (s) 17.0 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Background PM
1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background PM 1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 5 43 56 7 12 53 811 43 20 638 26 Future Volume (vph) 47 5 43 56 7 12 53 811 43 20 638 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.94 0.98 1.00 0.99 1.00 0.99
Flt Protected 0.98 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1742 1786 1787 3542 1787 3550
Flt Permitted 0.98 0.60 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1742 1105 1787 3542 1787 3550
Peak-hour factor, PHF 0.87 0.87 0.87 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 Adj. Flow (vph) 54 6 49 69 9 15 59 901 48 23 725 30
RTOR Reduction (vph) 0 340080020020
Lane Group Flow (vph) 0 75 0 0 85 0 59 947 0 23 753 0
Confl. Peds. (#/hr) 4 9 1
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 6.8 8.6 4.2 35.2 2.0 33.0
Effective Green, g (s) 6.8 8.6 4.2 35.2 2.0 33.0
Actuated g/C Ratio 0.10 0.12 0.06 0.51 0.03 0.47
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 170 136 107 1791 51 1683
v/s Ratio Prot c0.04 c0.03 c0.27 0.01 0.21
v/s Ratio Perm c0.08
v/c Ratio 0.44 0.63 0.55 0.53 0.45 0.45
Uniform Delay, d1 29.6 29.0 31.8 11.6 33.3 12.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.8 8.7 6.0 1.1 6.2 0.9
Delay (s) 31.4 37.6 37.8 12.7 39.5 13.1
Level of Service C D D B D B
Approach Delay (s/veh) 31.4 37.6 14.2 13.9
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 17.0 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Background AM
2: Brentwood Blvd. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 160 77 135 252 56 160 435 86 121 600 184 Future Volume (veh/h) 169 160 77 135 252 56 160 435 86 121 600 184 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 192 182 88 161 300 67 193 524 104 142 706 216 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.83 0.83 0.83 0.85 0.85 0.85 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 4 4 4
Cap, veh/h 223 1024 457 192 972 433 224 984 194 171 809 247 Arrive On Green 0.13 0.29 0.29 0.11 0.27 0.27 0.13 0.34 0.34 0.10 0.31 0.31 Sat Flow, veh/h 1767 3526 1572 1795 3582 1594 1767 2930 579 1753 2637 807 Grp Volume(v), veh/h 192 182 88 161 300 67 193 314 314 142 468 454 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1795 1791 1594 1767 1763 1746 1753 1749 1695 Q Serve(g_s), s 12.1 4.4 4.8 10.0 7.6 3.6 12.2 16.4 16.5 9.0 28.8 28.8 Cycle Q Clear(g_c), s 12.1 4.4 4.8 10.0 7.6 3.6 12.2 16.4 16.5 9.0 28.8 28.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.48
Lane Grp Cap(c), veh/h 223 1024 457 192 972 433 224 592 586 171 537 520 V/C Ratio(X) 0.86 0.18 0.19 0.84 0.31 0.15 0.86 0.53 0.53 0.83 0.87 0.87 Avail Cap(c_a), veh/h 311 1024 457 300 972 433 311 652 646 278 616 597 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.6 30.1 30.3 49.7 32.9 31.5 48.6 30.5 30.5 50.3 37.2 37.2 Incr Delay (d2), s/veh 16.0 0.4 0.9 11.5 0.8 0.8 16.2 0.7 0.8 10.5 11.9 12.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 1.9 1.9 5.1 3.4 1.5 6.3 7.0 7.0 4.5 13.9 13.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.6 30.5 31.2 61.2 33.7 32.2 64.8 31.2 31.3 60.8 49.1 49.5 LnGrp LOS E C C E C C E C C E D D
Approach Vol, veh/h 462 528 821 1064
Approach Delay, s/veh 44.8 41.9 39.1 50.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.1 39.2 15.1 43.1 18.3 37.0 18.4 39.8 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 19.0 31.8 18.0 42.0 20.0 30.8 20.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 6.8 11.0 18.5 14.1 9.6 14.2 30.8 Green Ext Time (p_c), s 0.2 3.1 0.2 4.1 0.3 4.3 0.3 4.1 Intersection Summary
HCM 7th Control Delay, s/veh 44.9
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Background PM
2: Brentwood Blvd. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 201 248 120 102 173 61 230 587 89 158 463 163 Future Volume (veh/h) 201 248 120 102 173 61 230 587 89 158 463 163 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 218 270 130 116 197 69 242 618 94 198 579 204 Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.95 0.95 0.95 0.80 0.80 0.80 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1
Cap, veh/h 251 1216 540 144 1002 445 275 884 134 231 672 236 Arrive On Green 0.14 0.34 0.34 0.08 0.28 0.28 0.15 0.28 0.28 0.13 0.26 0.26 Sat Flow, veh/h 1810 3610 1604 1810 3610 1603 1795 3116 473 1795 2592 911 Grp Volume(v), veh/h 218 270 130 116 197 69 242 355 357 198 400 383 Grp Sat Flow(s),veh/h/ln 1810 1805 1604 1810 1805 1603 1795 1791 1798 1795 1791 1712 Q Serve(g_s), s 13.2 6.0 6.6 7.1 4.7 3.6 14.8 19.9 19.9 12.1 23.9 24.0 Cycle Q Clear(g_c), s 13.2 6.0 6.6 7.1 4.7 3.6 14.8 19.9 19.9 12.1 23.9 24.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.53
Lane Grp Cap(c), veh/h 251 1216 540 144 1002 445 275 508 510 231 464 444 V/C Ratio(X) 0.87 0.22 0.24 0.80 0.20 0.16 0.88 0.70 0.70 0.86 0.86 0.86 Avail Cap(c_a), veh/h 371 1216 540 242 1002 445 384 558 561 368 543 519 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 26.7 26.9 50.8 31.0 30.6 46.5 35.9 35.9 47.9 39.6 39.7 Incr Delay (d2), s/veh 13.5 0.4 1.1 9.9 0.4 0.7 15.6 3.4 3.5 11.0 11.8 12.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 2.7 2.7 3.6 2.1 1.5 7.8 9.1 9.2 6.1 11.9 11.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 27.1 27.9 60.7 31.4 31.3 62.1 39.3 39.4 58.9 51.5 52.3 LnGrp LOS E C C E C C E D D E D D
Approach Vol, veh/h 618 382 954 981
Approach Delay, s/veh 39.2 40.3 45.1 53.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.9 44.0 18.4 36.8 19.6 37.4 21.2 34.1 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 15.0 37.8 23.0 35.0 23.0 29.8 24.0 34.0 Max Q Clear Time (g_c+I1), s 9.1 8.6 14.1 21.9 15.2 6.7 16.8 26.0 Green Ext Time (p_c), s 0.1 5.1 0.3 3.7 0.4 3.0 0.4 3.1 Intersection Summary
HCM 7th Control Delay, s/veh 46.0
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Background AM
3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background AM 3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 517 54 13 563 11 62 3 12 1 2 9
Future Volume (vph) 37 517 54 13 563 11 62 3 12 1 2 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 1.00 0.88 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3489 1770 3528 1787 1658 1680
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.97
Satd. Flow (perm) 1770 3489 1770 3528 1787 1658 1632
Peak-hour factor, PHF 0.85 0.85 0.85 0.89 0.89 0.89 0.79 0.79 0.79 0.50 0.50 0.50 Adj. Flow (vph) 44 608 64 15 633 12 78 4 15 2 4 18
RTOR Reduction (vph) 0 2 0 0 0 0 0 14 0 0 17 0
Lane Group Flow (vph) 44 670 0 15 645 0 78 5 0070
Confl. Peds. (#/hr) 2 3
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.5 93.6 3.1 89.2 9.7 9.7 4.5
Effective Green, g (s) 7.5 93.6 3.1 89.2 9.7 9.7 4.5
Actuated g/C Ratio 0.06 0.72 0.02 0.69 0.07 0.07 0.03
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 102 2512 42 2420 133 123 56
v/s Ratio Prot c0.02 c0.19 0.01 0.18 c0.04 0.00
v/s Ratio Perm c0.00
v/c Ratio 0.43 0.27 0.36 0.27 0.59 0.04 0.12
Uniform Delay, d1 59.2 6.3 62.5 7.8 58.2 55.8 60.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.9 0.3 5.1 0.3 6.5 0.1 0.9
Delay (s) 62.1 6.6 67.6 8.1 64.7 56.0 61.8
Level of Service E A E A E E E
Approach Delay (s/veh) 10.0 9.5 63.0 61.8
Approach LOS AAEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th Signalized Intersection Summary Background PM
3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background PM 3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 604 83 15 593 20 77 4 17 12 4 78 Future Volume (vph) 39 604 83 15 593 20 77 4 17 12 4 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.88 0.89
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1787 3510 1787 3554 1805 1672 1648
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1787 3510 1787 3554 1805 1672 1577
Peak-hour factor, PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.86 0.86 0.86 0.57 0.57 0.57 Adj. Flow (vph) 42 657 90 17 682 23 90 5 20 21 7 137
RTOR Reduction (vph) 0 4 0 0 1 0 0 18 0 0 127 0
Lane Group Flow (vph) 42 743 0 17 704 0 90 7 0 0 38 0
Confl. Peds. (#/hr) 4
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.4 86.2 3.2 82.0 11.8 11.8 9.7
Effective Green, g (s) 7.4 86.2 3.2 82.0 11.8 11.8 9.7
Actuated g/C Ratio 0.06 0.66 0.02 0.63 0.09 0.09 0.07
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 101 2327 43 2241 163 151 117
v/s Ratio Prot c0.02 c0.21 0.01 0.20 c0.05 0.00
v/s Ratio Perm c0.02
v/c Ratio 0.42 0.32 0.40 0.31 0.55 0.05 0.33
Uniform Delay, d1 59.2 9.4 62.4 11.1 56.6 54.0 57.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.8 0.4 5.9 0.4 4.0 0.1 1.6
Delay (s) 62.0 9.7 68.3 11.4 60.6 54.1 58.7
Level of Service E A E B E D E
Approach Delay (s/veh) 12.5 12.8 59.2 58.7
Approach LOS BBEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 19.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.36
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th TWSC Background AM
4: Business Center Dr. & Taft Wy./Technology Wy. 03/28/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 7.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 7 0 50 0 48 0 18 18 49 11 0
Future Vol, veh/h 5 7 0 50 0 48 0 18 18 49 11 0
Conflicting Peds, #/hr 5 0 0 0 0 4 0 0 2 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 64 64 64 71 71 71 84 84 84
Heavy Vehicles, % 0 0 0 2 2 2 0 0 0 2 2 2
Mvmt Flow 5 8 0 78 0 75 0 25 25 58 13 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 160 182 13 174 170 45 - 0 0 53 0 0 Stage 1 130 130 - 40 40 -------
Stage 2 30 53 - 134 130 -------
Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 - - - 4.12 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 - - - 2.218 - - Pot Cap-1 Maneuver 810 715 1073 789 723 1025 0 - - 1553 - 0 Stage 1 879 793 - 975 862 - 0 - - - -0
Stage 2 991 855 - 870 789 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 718 687 1073 750 694 1018 - - - 1550 - - Mov Cap-2 Maneuver 718 687 - 750 694 -------
Stage 1 845 763 - 973 860 -------
Stage 2 914 853 - 828 759 -------
Approach EB WB NB SB
HCM Control Delay, s/v10.24 10.08 0 6.05

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 700 861 1470 -
HCM Lane V/C Ratio - - 0.019 0.178 0.038 -
HCM Control Delay (s/veh) - - 10.2 10.1 7.4 0
HCM Lane LOS - - BBAA
HCM 95th %tile Q(veh) - - 0.1 0.6 0.1 -

HCM 7th TWSC Background PM
4: Business Center Dr. & Taft Wy./Technology Wy. 03/28/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 5.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 6 0 12 0 56 0 26 11 60 27 0
Future Vol, veh/h 4 6 0 12 0 56 0 26 11 60 27 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 50 50 50 89 89 89 80 80 80 86 86 86
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 8 12 0 13 0 63 0 33 14 70 31 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 203 217 31 216 210 39 - 0 0 46 0 0 Stage 1 171 171 - 39 39 -------
Stage 2 33 46 - 177 171 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 - - - 4.1 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 - - - 2.2 - -
Pot Cap-1 Maneuver 759 684 1048 744 690 1038 0 - - 1574 - 0 Stage 1 836 761 - 981 866 - 0 - - - -0
Stage 2 989 860 - 830 761 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 681 654 1048 698 659 1038 - - - 1574 - - Mov Cap-2 Maneuver 681 654 - 698 659 -------
Stage 1 798 727 - 981 866 -------
Stage 2 929 860 - 779 727 -------
Approach EB WB NB SB
HCM Control Delay, s/v10.59 9.09 0 5.1

HCM LOS B A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 664 956 1241 -
HCM Lane V/C Ratio - - 0.03 0.08 0.044 -
HCM Control Delay (s/veh) - - 10.6 9.1 7.4 0
HCM Lane LOS - - BAAA
HCM 95th %tile Q(veh) - - 0.1 0.3 0.1 -

East County Service Center TIS
Appendix J: Background plus Project Conditions Intersection LOS Capacity Analysis Worksheets

HCM 7th Signalized Intersection Summary Background + Project AM 1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background + Project AM 1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 62 2 75 45 3 1 180 674 22 7 819 86 Future Volume (vph) 62 2 75 45 3 1 180 674 22 7 819 86
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.98 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1707 1811 1752 3485 1736 3414
Flt Permitted 0.98 0.68 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1707 1280 1752 3485 1736 3414
Peak-hour factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 0.79 0.79 0.79 0.81 0.81 0.81 Adj. Flow (vph) 81 3 97 50 3 1 228 853 28 9 1011 106
RTOR Reduction (vph) 0 460010010060
Lane Group Flow (vph) 0 135 0 0 53 0 228 880 0 9 1111 0 Confl. Peds. (#/hr) 1 12 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 3% 3% 3% 4% 4% 4%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 10.4 5.7 5.8 35.5 0.9 30.6
Effective Green, g (s) 10.4 5.7 5.8 35.5 0.9 30.6
Actuated g/C Ratio 0.15 0.08 0.08 0.51 0.01 0.44
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 255 104 146 1780 22 1503
v/s Ratio Prot c0.08 c0.13 0.25 0.01 c0.33
v/s Ratio Perm c0.04
v/c Ratio 0.53 0.51 1.56 0.49 0.41 0.74
Uniform Delay, d1 27.3 30.6 31.9 11.1 34.0 16.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.0 4.2 283.3 1.0 11.9 3.3
Delay (s) 29.3 34.7 315.2 12.1 46.0 19.4
Level of Service C C F B D B
Approach Delay (s/veh) 29.3 34.7 74.4 19.7
Approach LOS C C E B
Intersection Summary
HCM 2000 Control Delay (s/veh) 45.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 69.5 Sum of lost time (s) 17.0 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Background + Project PM 1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background + Project PM 1: Brentwood Blvd. & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 116 5 77 56 7 12 113 811 43 20 664 52 Future Volume (vph) 116 5 77 56 7 12 113 811 43 20 664 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.95 0.98 1.00 0.99 1.00 0.99
Flt Protected 0.97 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1749 1786 1787 3542 1787 3530
Flt Permitted 0.97 0.67 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1749 1234 1787 3542 1787 3530
Peak-hour factor, PHF 0.87 0.87 0.87 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 Adj. Flow (vph) 133 6 89 69 9 15 126 901 48 23 755 59
RTOR Reduction (vph) 0 250080030040
Lane Group Flow (vph) 0 203 0 0 85 0 126 946 0 23 810 0 Confl. Peds. (#/hr) 4 9 1
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Perm NA Prot NA Prot NA
Protected Phases 4 4 3 5 2 1 6
Permitted Phases 3
Actuated Green, G (s) 13.6 8.6 5.7 33.6 2.0 29.9
Effective Green, g (s) 13.6 8.6 5.7 33.6 2.0 29.9
Actuated g/C Ratio 0.18 0.11 0.08 0.45 0.03 0.40
Clearance Time (s) 4.0 4.0 4.0 5.0 4.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 318 141 136 1591 47 1411
v/s Ratio Prot c0.12 c0.07 c0.27 0.01 0.23
v/s Ratio Perm c0.07
v/c Ratio 0.64 0.60 0.93 0.59 0.49 0.57
Uniform Delay, d1 28.3 31.5 34.3 15.5 35.9 17.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.2 7.1 54.8 1.6 7.8 1.7
Delay (s) 32.5 38.6 89.1 17.1 43.7 19.2
Level of Service C D F B D B
Approach Delay (s/veh) 32.5 38.6 25.6 19.9
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 74.8 Sum of lost time (s) 17.0 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+

HCM 7th Signalized Intersection Summary Background + Project AM 2: Brentwood Blvd. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 177 167 97 155 272 56 167 462 93 121 681 204 Future Volume (veh/h) 177 167 97 155 272 56 167 462 93 121 681 204 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1856 1856 1856 1841 1841 1841 Adj Flow Rate, veh/h 201 190 110 185 324 67 201 557 112 142 801 240 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.83 0.83 0.83 0.85 0.85 0.85 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 4 4 4
Cap, veh/h 230 941 420 214 918 409 230 1044 209 170 859 257 Arrive On Green 0.13 0.27 0.27 0.12 0.26 0.26 0.13 0.36 0.36 0.10 0.32 0.32 Sat Flow, veh/h 1767 3526 1572 1795 3582 1594 1767 2923 586 1753 2651 794 Grp Volume(v), veh/h 201 190 110 185 324 67 201 335 334 142 528 513 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1795 1791 1594 1767 1763 1745 1753 1749 1697 Q Serve(g_s), s 13.4 5.0 6.6 12.2 8.9 3.9 13.4 18.1 18.3 9.6 35.2 35.2 Cycle Q Clear(g_c), s 13.4 5.0 6.6 12.2 8.9 3.9 13.4 18.1 18.3 9.6 35.2 35.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.47
Lane Grp Cap(c), veh/h 230 941 420 214 918 409 230 629 623 170 566 550 V/C Ratio(X) 0.87 0.20 0.26 0.86 0.35 0.16 0.87 0.53 0.54 0.84 0.93 0.93 Avail Cap(c_a), veh/h 294 941 420 284 918 409 294 629 623 263 582 565 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 34.1 34.7 52.0 36.5 34.7 51.3 30.7 30.7 53.3 39.4 39.4 Incr Delay (d2), s/veh 20.3 0.5 1.5 18.6 1.1 0.9 20.3 0.9 0.9 12.9 21.8 22.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 2.2 2.7 6.6 4.0 1.6 7.2 7.8 7.8 4.8 18.3 17.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.6 34.6 36.2 70.5 37.6 35.5 71.6 31.5 31.6 66.2 61.2 61.7 LnGrp LOS E C D E D D E C C E E E
Approach Vol, veh/h 501 576 870 1183
Approach Delay, s/veh 49.8 47.9 40.8 62.0
Approach LOS D D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.3 38.3 15.6 47.9 19.6 37.0 19.6 43.9 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 19.0 31.8 18.0 42.0 20.0 30.8 20.0 40.0 Max Q Clear Time (g_c+I1), s 14.2 8.6 11.6 20.3 15.4 10.9 15.4 37.2 Green Ext Time (p_c), s 0.2 3.4 0.2 4.3 0.2 4.5 0.2 1.7 Intersection Summary
HCM 7th Control Delay, s/veh 51.6
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Background + Project PM 2: Brentwood Blvd. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 212 259 129 111 182 61 241 633 100 158 497 172 Future Volume (veh/h) 212 259 129 111 182 61 241 633 100 158 497 172 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 230 282 140 126 207 69 254 666 105 198 621 215 Peak Hour Factor 0.92 0.92 0.92 0.88 0.88 0.88 0.95 0.95 0.95 0.80 0.80 0.80 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 1 1 1
Cap, veh/h 262 1169 520 154 955 424 285 924 146 230 697 241 Arrive On Green 0.14 0.32 0.32 0.09 0.26 0.26 0.16 0.30 0.30 0.13 0.27 0.27 Sat Flow, veh/h 1810 3610 1604 1810 3610 1603 1795 3098 488 1795 2605 901 Grp Volume(v), veh/h 230 282 140 126 207 69 254 385 386 198 427 409 Grp Sat Flow(s),veh/h/ln 1810 1805 1604 1810 1805 1603 1795 1791 1795 1795 1791 1715 Q Serve(g_s), s 14.5 6.7 7.5 8.0 5.2 3.9 16.2 22.4 22.5 12.6 26.7 26.8 Cycle Q Clear(g_c), s 14.5 6.7 7.5 8.0 5.2 3.9 16.2 22.4 22.5 12.6 26.7 26.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.53
Lane Grp Cap(c), veh/h 262 1169 520 154 955 424 285 534 536 230 479 459 V/C Ratio(X) 0.88 0.24 0.27 0.82 0.22 0.16 0.89 0.72 0.72 0.86 0.89 0.89 Avail Cap(c_a), veh/h 357 1169 520 233 955 424 369 537 538 354 522 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 28.9 29.2 52.5 33.5 33.0 48.1 36.6 36.6 49.9 41.1 41.1 Incr Delay (d2), s/veh 16.9 0.5 1.3 12.7 0.5 0.8 18.9 4.6 4.7 12.6 16.4 17.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 3.0 3.1 4.2 2.4 1.6 8.7 10.4 10.5 6.5 13.9 13.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.8 29.4 30.5 65.2 34.0 33.8 67.0 41.2 41.3 62.5 57.5 58.3 LnGrp LOS E C C E C C E D D E E E
Approach Vol, veh/h 652 402 1025 1034
Approach Delay, s/veh 42.5 43.7 47.6 58.8
Approach LOS D D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.9 44.0 18.9 39.8 20.9 37.1 22.5 36.2 Change Period (Y+Rc), s 4.0 6.2 4.0 5.0 4.0 6.2 4.0 5.0 Max Green Setting (Gmax), s 15.0 37.8 23.0 35.0 23.0 29.8 24.0 34.0 Max Q Clear Time (g_c+I1), s 10.0 9.5 14.6 24.5 16.5 7.2 18.2 28.8 Green Ext Time (p_c), s 0.1 5.3 0.3 3.6 0.3 3.2 0.4 2.4 Intersection Summary
HCM 7th Control Delay, s/veh 49.8
HCM 7th LOS D

HCM 7th Signalized Intersection Summary Background + Project AM 3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background + Project AM 3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 537 155 53 570 11 96 3 26 1 2 9 Future Volume (vph) 37 537 155 53 570 11 96 3 26 1 2 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 1.00 0.87 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3421 1770 3528 1787 1630 1680
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.97
Satd. Flow (perm) 1770 3421 1770 3528 1787 1630 1629
Peak-hour factor, PHF 0.85 0.85 0.85 0.89 0.89 0.89 0.79 0.79 0.79 0.50 0.50 0.50 Adj. Flow (vph) 44 632 182 60 640 12 122 4 33 2 4 18
RTOR Reduction (vph) 0 10 0 0 0 0 0 29 0 0 17 0
Lane Group Flow (vph) 44 804 0 60 652 0 122 8 0070
Confl. Peds. (#/hr) 2 3
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.5 83.6 8.6 84.7 14.2 14.2 4.5
Effective Green, g (s) 7.5 83.6 8.6 84.7 14.2 14.2 4.5
Actuated g/C Ratio 0.06 0.64 0.07 0.65 0.11 0.11 0.03
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 102 2199 117 2298 195 178 56
v/s Ratio Prot 0.02 c0.24 c0.03 0.18 c0.07 0.00
v/s Ratio Perm c0.00
v/c Ratio 0.43 0.37 0.51 0.28 0.63 0.04 0.12
Uniform Delay, d1 59.2 10.8 58.7 9.7 55.4 51.8 60.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.9 0.5 3.8 0.3 6.1 0.1 0.9
Delay (s) 62.1 11.3 62.4 10.0 61.5 51.9 61.8
Level of Service E B E A E D E
Approach Delay (s/veh) 13.9 14.4 59.3 61.8
Approach LOS BBEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th Signalized Intersection Summary Background + Project PM 3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

HCM 7th Edition methodology expects strict NEMA phasing.

HCM Signalized Intersection Capacity Analysis Background + Project PM 3: Business Center Dr. & Sand Creek Rd. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 613 126 32 604 20 134 4 40 12 4 78 Future Volume (vph) 39 613 126 32 604 20 134 4 40 12 4 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 1.00 0.86 0.89
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1787 3483 1787 3555 1805 1642 1648
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1787 3483 1787 3555 1805 1642 1569
Peak-hour factor, PHF 0.92 0.92 0.92 0.87 0.87 0.87 0.86 0.86 0.86 0.57 0.57 0.57 Adj. Flow (vph) 42 666 137 37 694 23 156 5 47 21 7 137
RTOR Reduction (vph) 0 7 0 0 1 0 0 41 0 0 127 0
Lane Group Flow (vph) 42 796 0 37 716 0 156 11 0 0 38 0 Confl. Peds. (#/hr) 4
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Prot NA Split NA Perm NA
Protected Phases 5 2 1 6 3 3 4
Permitted Phases 4
Actuated Green, G (s) 7.4 78.9 5.7 77.2 16.6 16.6 9.7
Effective Green, g (s) 7.4 78.9 5.7 77.2 16.6 16.6 9.7
Actuated g/C Ratio 0.06 0.61 0.04 0.59 0.13 0.13 0.07
Clearance Time (s) 4.0 5.5 4.0 5.5 5.0 5.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 101 2113 78 2111 230 209 117
v/s Ratio Prot c0.02 c0.23 0.02 0.20 c0.09 0.01
v/s Ratio Perm c0.02
v/c Ratio 0.42 0.38 0.47 0.34 0.68 0.05 0.33
Uniform Delay, d1 59.2 13.0 60.7 13.4 54.1 49.8 57.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.8 0.5 4.5 0.4 7.7 0.1 1.6
Delay (s) 62.0 13.5 65.2 13.9 61.9 49.9 58.7
Level of Service E B E B E D E
Approach Delay (s/veh) 15.9 16.4 58.9 58.7
Approach LOS BBEE
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.1 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
"'i tf+ "'i

HCM 7th TWSC Background + Project AM
4: Business Center Dr. & Taft Wy./Technology Wy. 03/28/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 7 0 66 0 64 0 52 38 89 112 0
Future Vol, veh/h 5 7 0 66 0 64 0 52 38 89 112 0
Conflicting Peds, #/hr 5 0 0 0 0 4 0 0 2 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 64 64 64 71 71 71 84 84 84
Heavy Vehicles, % 0 0 0 2 2 2 0 0 0 2 2 2
Mvmt Flow 5 8 0 103 0 100 0 73 54 106 133 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 423 474 133 451 447 107 - 0 0 129 0 0 Stage 1 345 345 - 102 102 -------
Stage 2 78 129 - 349 345 -------
Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 - - - 4.12 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 - - - 2.218 - - Pot Cap-1 Maneuver 544 492 921 519 506 947 0 - - 1457 - 0 Stage 1 675 639 - 904 811 - 0 - - - -0
Stage 2 936 793 - 667 636 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 446 452 921 469 466 941 - - - 1454 - - Mov Cap-2 Maneuver 446 452 - 469 466 -------
Stage 1 621 589 - 902 809 -------
Stage 2 832 792 - 607 586 -------
Approach EB WB NB SB
HCM Control Delay, s/v13.24 13.55 0 3.4

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 450 623 797 -
HCM Lane V/C Ratio - - 0.029 0.326 0.073 -
HCM Control Delay (s/veh) - - 13.2 13.5 7.7 0
HCM Lane LOS - - BBAA
HCM 95th %tile Q(veh) - - 0.1 1.4 0.2 -

HCM 7th TWSC Background + Project PM
4: Business Center Dr. & Taft Wy./Technology Wy. 03/28/2025 Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 6 0 38 0 79 0 83 45 77 70 0
Future Vol, veh/h 4 6 0 38 0 79 0 83 45 77 70 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 50 50 50 89 89 89 80 80 80 86 86 86
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 8 12 0 43 0 89 0 104 56 90 81 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 364 420 81 398 392 132 - 0 0 160 0 0 Stage 1 260 260 - 132 132 -------
Stage 2 104 160 - 266 260 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 - - - 4.1 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - -
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - -
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 - - - 2.2 - -
Pot Cap-1 Maneuver 596 527 984 565 547 923 0 - - 1432 - 0 Stage 1 749 696 - 876 791 - 0 - - - -0
Stage 2 907 769 - 743 696 - 0 - - - -0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 503 493 984 516 511 923 - - - 1432 - - Mov Cap-2 Maneuver 503 493 - 516 511 -------
Stage 1 700 651 - 876 791 -------
Stage 2 820 769 - 682 651 -------
Approach EB WB NB SB
HCM Control Delay, s/v12.55 10.96 0 4.02

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 497 735 943 -
HCM Lane V/C Ratio - - 0.04 0.179 0.063 -
HCM Control Delay (s/veh) - - 12.6 11 7.7 0
HCM Lane LOS - - BBAA
HCM 95th %tile Q(veh) - - 0.1 0.6 0.2 -

HCM 7th TWSC Background + Project AM
5: Brentwood Blvd. & Project Access #1 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 27 0 876 879 60
Future Vol, veh/h 0 27 0 876 879 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 29 0 952 955 65
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 510 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 508 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 508 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s/v12.52 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 508 - -
HCM Lane V/C Ratio - 0.058 - -
HCM Control Delay (s/veh) - 12.5 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.2 - -

HCM 7th TWSC Background + Project PM
5: Brentwood Blvd. & Project Access #1 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 46 0 966 771 26
Future Vol, veh/h 0 46 0 966 771 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 50 0 1050 838 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 433 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 571 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 571 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s/v11.91 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 571 - -
HCM Lane V/C Ratio - 0.088 - -
HCM Control Delay (s/veh) - 11.9 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.3 - -

HCM 7th TWSC Background + Project AM
6: Project Access #2 & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 105 20 121 149 7 34
Future Vol, veh/h 105 20 121 149 7 34
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 114 22 132 162 8 37
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 136 0 550 125
Stage 1 - - - - 125 -
Stage 2 - - - - 425 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1448 - 496 926
Stage 1 - - - - 901 -
Stage 2 - - - - 659 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1448 - 447 926
Mov Cap-2 Maneuver - - - - 447 -
Stage 1 - - - - 901 -
Stage 2 - - - - 594 -
Approach EB WB NB
HCM Control Delay, s/v 0 3.47 9.88

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 782 - - 807 -
HCM Lane V/C Ratio 0.057 - - 0.091 -
HCM Control Delay (s/veh) 9.9 - - 7.7 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0.3 -

HCM 7th TWSC Background + Project PM
6: Project Access #2 & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 142 9 52 120 11 57
Future Vol, veh/h 142 9 52 120 11 57
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 154 10 57 130 12 62
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 164 0 403 159
Stage 1 - - - - 159 -
Stage 2 - - - - 243 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1414 - 604 886
Stage 1 - - - - 869 -
Stage 2 - - - - 797 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1414 - 578 886
Mov Cap-2 Maneuver - - - - 578 -
Stage 1 - - - - 869 -
Stage 2 - - - - 763 -
Approach EB WB NB
HCM Control Delay, s/v 0 2.31 9.85

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 816 - - 544 -
HCM Lane V/C Ratio 0.091 - - 0.04 -
HCM Control Delay (s/veh) 9.9 - - 7.7 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.1 -

HCM 7th TWSC Background + Project AM
7: Project Access #3 & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 114 20 20 124 7 7
Future Vol, veh/h 114 20 20 124 7 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 124 22 22 135 8 8
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 146 0 313 135
Stage 1 - - - - 135 -
Stage 2 - - - - 178 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1436 - 680 914
Stage 1 - - - - 892 -
Stage 2 - - - - 853 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1436 - 669 914
Mov Cap-2 Maneuver - - - - 669 -
Stage 1 - - - - 892 -
Stage 2 - - - - 839 -
Approach EB WB NB
HCM Control Delay, s/v 0 1.05 9.76

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 772 - - 250 -
HCM Lane V/C Ratio 0.02 - - 0.015 -
HCM Control Delay (s/veh) 9.8 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

HCM 7th TWSC Background + Project PM
7: Project Access #3 & Technology Wy. 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 119 9 9 104 11 11
Future Vol, veh/h 119 9 9 104 11 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 129 10 10 113 12 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 139 0 267 134
Stage 1 - - - - 134 -
Stage 2 - - - - 133 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1444 - 722 915
Stage 1 - - - - 892 -
Stage 2 - - - - 894 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1444 - 717 915
Mov Cap-2 Maneuver - - - - 717 -
Stage 1 - - - - 892 -
Stage 2 - - - - 887 -
Approach EB WB NB
HCM Control Delay, s/v 0 0.6 9.62

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 804 - - 143 -
HCM Lane V/C Ratio 0.03 - - 0.007 -
HCM Control Delay (s/veh) 9.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

HCM 7th TWSC Background + Project AM
8: Business Center Dr. & Project Access #4 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 6.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 54 17 0 161 36
Future Vol, veh/h 0 54 17 0 161 36
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 59 18 0 175 39
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 408 18 0 0 18 0
Stage 1 18 -----
Stage 2 389 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 600 1060 - - 1598 -
Stage 1 1004 -----
Stage 2 685 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 533 1060 - - 1598 -
Mov Cap-2 Maneuver 533 -----
Stage 1 1004 -----
Stage 2 608 -----
Approach WB NB SB
HCM Control Delay, s/v 8.6 0 6.15

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1060 1471 -
HCM Lane V/C Ratio - - 0.055 0.109 -
HCM Control Delay (s/veh) - - 8.6 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.4 -

HCM 7th TWSC Background + Project PM
8: Business Center Dr. & Project Access #4 03/28/2025
Scenario 1 10:25 am 02/24/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 5.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 92 39 0 69 37
Future Vol, veh/h 0 92 39 0 69 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 100 42 0 75 40
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 233 42 0 0 42 0
Stage 1 42 -----
Stage 2 190 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 756 1028 - - 1567 -
Stage 1 980 -----
Stage 2 842 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 719 1028 - - 1567 -
Mov Cap-2 Maneuver 719 -----
Stage 1 980 -----
Stage 2 801 -----
Approach WB NB SB
HCM Control Delay, s/v 8.88 0 4.83

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1028 1172 -
HCM Lane V/C Ratio - - 0.097 0.048 -
HCM Control Delay (s/veh) - - 8.9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0.2 -

East County Service Center TIS
Appendix K: Background and Background Plus Project Conditions 95th Percentile Queueing Analysis Worksheets

SimTraffic Simulation Summary Background AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 6:45 6:45 6:45 6:45 6:45 6:45
End Time 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 3706 3674 3674 3640 3618 3657
Vehs Exited 3709 3647 3647 3683 3612 3661
Starting Vehs 100 79 92 135 85 97
Ending Vehs 97 106 119 92 91 100
Travel Distance (mi) 1515 1491 1483 1495 1460 1489
Travel Time (hr) 113.5 103.5 101.8 108.5 95.0 104.5
Total Delay (hr) 59.7 50.7 49.1 55.6 43.0 51.6
Total Stops 4265 3988 4047 4128 3670 4020
Fuel Used (gal) 68.1 64.8 64.3 66.2 61.7 65.0
Interval #0 Information Seeding
Start Time 6:45
End Time 7:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:00
End Time 8:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3706 3674 3674 3640 3618 3657
Vehs Exited 3709 3647 3647 3683 3612 3661
Starting Vehs 100 79 92 135 85 97
Ending Vehs 97 106 119 92 91 100
Travel Distance (mi) 1515 1491 1483 1495 1460 1489
Travel Time (hr) 113.5 103.5 101.8 108.5 95.0 104.5
Total Delay (hr) 59.7 50.7 49.1 55.6 43.0 51.6
Total Stops 4265 3988 4047 4128 3670 4020
Fuel Used (gal) 68.1 64.8 64.3 66.2 61.7 65.0

Queuing and Blocking Report Background AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 101 85 95 175 161 76 310 326
Average Queue (ft) 44 36 33 86 47 10 135 152
95th Queue (ft) 79 70 68 151 101 49 254 271
Link Distance (ft) 96 464 464 569 569
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 3 8
Queuing Penalty (veh) 1 1
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 124 280 143 122 228 214 173 62 224 351 311 150 Average Queue (ft) 112 125 69 43 120 117 76 29 151 167 157 125 95th Queue (ft) 140 276 126 97 192 186 154 56 231 285 256 182 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 3414000 6 2 20
Queuing Penalty (veh) 31 1 4 0 0 0 17 3 71
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 560 531
Average Queue (ft) 387 361
95th Queue (ft) 572 554
Link Distance (ft) 550 550
Upstream Blk Time (%) 6 4
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 45
Queuing Penalty (veh) 64

Queuing and Blocking Report Background AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 109 201 156 69 152 166 100 103 62
Average Queue (ft) 40 69 46 14 50 68 55 18 22
95th Queue (ft) 84 153 115 44 124 140 98 67 54
Link Distance (ft) 1481 1481 1112 1112 500 192
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 2 5 1 6
Queuing Penalty (veh) 6 2 0 1
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB NB SB
Directions Served LTR LR TR LT
Maximum Queue (ft) 36 78 21 23
Average Queue (ft) 11 41 1 2
95th Queue (ft) 35 66 8 13
Link Distance (ft) 84 190 500
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 202

SimTraffic Simulation Summary Background PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 4:45 4:45 4:45 4:45 4:45 4:45
End Time 6:00 6:00 6:00 6:00 6:00 6:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 3695 3734 3745 3794 3809 3756
Vehs Exited 3688 3756 3718 3794 3779 3746
Starting Vehs 125 116 112 108 96 108
Ending Vehs 132 94 139 108 126 119
Travel Distance (mi) 1549 1572 1552 1588 1592 1571
Travel Time (hr) 110.4 110.6 108.6 112.6 111.4 110.7
Total Delay (hr) 55.0 54.7 53.3 56.1 54.6 54.7
Total Stops 4468 4369 4502 4549 4403 4458
Fuel Used (gal) 68.2 69.3 68.1 70.2 69.9 69.1
Interval #0 Information Seeding
Start Time 4:45
End Time 5:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 5:00
End Time 6:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 3695 3734 3745 3794 3809 3756
Vehs Exited 3688 3756 3718 3794 3779 3746
Starting Vehs 125 116 112 108 96 108
Ending Vehs 132 94 139 108 126 119
Travel Distance (mi) 1549 1572 1552 1588 1592 1571
Travel Time (hr) 110.4 110.6 108.6 112.6 111.4 110.7
Total Delay (hr) 55.0 54.7 53.3 56.1 54.6 54.7
Total Stops 4468 4369 4502 4549 4403 4458
Fuel Used (gal) 68.2 69.3 68.1 70.2 69.9 69.1

Queuing and Blocking Report Background PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 126 111 129 281 212 124 236 253
Average Queue (ft) 59 55 46 128 78 24 110 128
95th Queue (ft) 103 96 99 233 167 73 209 221
Link Distance (ft) 96 464 464 569 569
Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 0 9 8
Queuing Penalty (veh) 1 5 2
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 125 333 239 125 196 140 126 73 225 449 404 150 Average Queue (ft) 116 166 102 65 100 83 41 27 177 221 204 144 95th Queue (ft) 140 313 191 133 172 137 97 59 263 389 340 173 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 40 2 12 1 0 12 6 33
Queuing Penalty (veh) 54 5 16 1 0 38 14 94
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 508 428
Average Queue (ft) 302 277
95th Queue (ft) 455 404
Link Distance (ft) 550 550
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%) 27
Queuing Penalty (veh) 54

Queuing and Blocking Report Background PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 114 300 268 82 184 195 98 72 198
Average Queue (ft) 44 101 91 19 90 101 64 18 90
95th Queue (ft) 96 212 200 59 172 187 104 51 170
Link Distance (ft) 1481 1481 1112 1112 500 192
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 3 10 4 9 0
Queuing Penalty (veh) 9 4 1 2 0
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB SB
Directions Served LTR LR LT
Maximum Queue (ft) 45 54 16
Average Queue (ft) 15 29 1
95th Queue (ft) 41 46 11
Link Distance (ft) 84 500
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 300

SimTraffic Simulation Summary Background + Project AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 6:45 6:45 6:45 6:45 6:45 6:45
End Time 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 4247 4261 4142 4319 4287 4253
Vehs Exited 4254 4241 4120 4271 4293 4237
Starting Vehs 155 131 134 124 144 133
Ending Vehs 148 151 156 172 138 150
Travel Distance (mi) 1635 1636 1607 1676 1658 1642
Travel Time (hr) 170.3 238.5 388.9 246.8 178.8 244.6
Total Delay (hr) 110.9 179.0 330.7 185.9 118.5 185.0
Total Stops 5426 5710 5661 5984 5815 5719
Fuel Used (gal) 86.8 102.5 135.3 105.3 89.7 103.9
Interval #0 Information Seeding
Start Time 6:45
End Time 7:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 7:00
End Time 8:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 4247 4261 4142 4319 4287 4253
Vehs Exited 4254 4241 4120 4271 4293 4237
Starting Vehs 155 131 134 124 144 133
Ending Vehs 148 151 156 172 138 150
Travel Distance (mi) 1635 1636 1607 1676 1658 1642
Travel Time (hr) 170.3 238.5 388.9 246.8 178.8 244.6
Total Delay (hr) 110.9 179.0 330.7 185.9 118.5 185.0
Total Stops 5426 5710 5661 5984 5815 5719
Fuel Used (gal) 86.8 102.5 135.3 105.3 89.7 103.9

Queuing and Blocking Report Background + Project AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 154 83 130 295 272 38 375 400
Average Queue (ft) 79 36 128 271 198 9 195 221
95th Queue (ft) 129 71 137 338 338 31 333 363
Link Distance (ft) 266 96 270 270 569 569
Upstream Blk Time (%) 0 46 1
Queuing Penalty (veh) 0 219 3
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 86 3 20
Queuing Penalty (veh) 368 6 2
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 124 294 221 124 244 218 192 74 224 347 334 150 Average Queue (ft) 115 152 81 54 137 134 97 29 145 157 182 122 95th Queue (ft) 140 301 171 115 211 202 176 60 236 289 292 180 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 381410 6 2 15
Queuing Penalty (veh) 36 2 5 1 0 16 3 60
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 594 597
Average Queue (ft) 517 516
95th Queue (ft) 666 669
Link Distance (ft) 550 550
Upstream Blk Time (%) 44 42
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 53
Queuing Penalty (veh) 75

Queuing and Blocking Report Background + Project AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 108 256 276 130 207 222 103 194 49
Average Queue (ft) 40 101 99 47 64 82 74 46 15
95th Queue (ft) 84 208 214 97 152 172 116 139 41
Link Distance (ft) 1481 1481 1112 1112 501 192
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 2 9 1 2 17 0
Queuing Penalty (veh) 5 4 3 1 6 0
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB NB SB
Directions Served LTR LR TR LT
Maximum Queue (ft) 30 108 30 47
Average Queue (ft) 10 53 4 6
95th Queue (ft) 34 87 20 27
Link Distance (ft) 84 437 97 501
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Brentwood Blvd. & Project Access #1
Movement EB NB NB
Directions Served R T T
Maximum Queue (ft) 50 192 170
Average Queue (ft) 21 146 71
95th Queue (ft) 47 233 194
Link Distance (ft) 183 151 151
Upstream Blk Time (%) 50 4
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Background + Project AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 6: Project Access #2 & Technology Wy.

Movement EB WB NB
Directions Served TR LT LR
Maximum Queue (ft) 35 49 56
Average Queue (ft) 4 7 25
95th Queue (ft) 22 31 49
Link Distance (ft) 266 129
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Project Access #3 & Technology Wy.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 24 43
Average Queue (ft) 5 13
95th Queue (ft) 20 38
Link Distance (ft) 120
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Business Center Dr. & Project Access #4 Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 54 30
Average Queue (ft) 27 2
95th Queue (ft) 52 18
Link Distance (ft) 119 97
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Background + Project AM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 816

SimTraffic Simulation Summary Background + Project PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Summary of All Intervals
Run Number 1 2 3 4 5 Avg
Start Time 4:45 4:45 4:45 4:45 4:45 4:45
End Time 6:00 6:00 6:00 6:00 6:00 6:00
Total Time (min) 75 75 75 75 75 75
Time Recorded (min) 60 60 60 60 60 60
# of Intervals 222222
# of Recorded Intervals 111111
Vehs Entered 4270 4303 4374 4387 4422 4353
Vehs Exited 4318 4268 4340 4368 4401 4338
Starting Vehs 144 109 132 132 138 126
Ending Vehs 96 144 166 151 159 140
Travel Distance (mi) 1735 1727 1785 1764 1792 1761
Travel Time (hr) 129.0 131.7 143.6 197.1 167.3 153.8
Total Delay (hr) 66.3 69.2 79.3 133.3 102.5 90.1
Total Stops 5553 5645 6265 5977 6274 5938
Fuel Used (gal) 79.6 79.3 84.3 96.4 90.1 85.9
Interval #0 Information Seeding
Start Time 4:45
End Time 5:00
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

No data recorded this interval.

Interval #1 Information Recording
Start Time 5:00
End Time 6:00
Total Time (min) 60
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 Avg
Vehs Entered 4270 4303 4374 4387 4422 4353
Vehs Exited 4318 4268 4340 4368 4401 4338
Starting Vehs 144 109 132 132 138 126
Ending Vehs 96 144 166 151 159 140
Travel Distance (mi) 1735 1727 1785 1764 1792 1761
Travel Time (hr) 129.0 131.7 143.6 197.1 167.3 153.8
Total Delay (hr) 66.3 69.2 79.3 133.3 102.5 90.1
Total Stops 5553 5645 6265 5977 6274 5938
Fuel Used (gal) 79.6 79.3 84.3 96.4 90.1 85.9

Queuing and Blocking Report Background + Project PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 1: Brentwood Blvd. & Technology Wy.

Movement EB WB NB NB NB SB SB SB
Directions Served LTR LTR L T TR L T TR
Maximum Queue (ft) 202 105 129 270 244 124 344 363
Average Queue (ft) 102 54 89 182 121 26 175 191
95th Queue (ft) 162 95 147 274 215 77 312 325
Link Distance (ft) 258 96 264 264 569 569
Upstream Blk Time (%) 0 2 1 0
Queuing Penalty (veh) 0 0 8 0
Storage Bay Dist (ft) 105 100
Storage Blk Time (%) 8 19 0 15
Queuing Penalty (veh) 34 24 0 3
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T TR L
Maximum Queue (ft) 125 360 269 125 185 152 131 62 225 479 433 150 Average Queue (ft) 118 176 104 71 105 89 44 28 192 274 254 140 95th Queue (ft) 140 337 203 138 168 143 94 55 266 455 420 179 Link Distance (ft) 1112 1112 633 633 569 569
Upstream Blk Time (%) 00
Queuing Penalty (veh) 00
Storage Bay Dist (ft) 100 100 255 255 200 125
Storage Blk Time (%) 43 3 13 1 15 11 29
Queuing Penalty (veh) 61 7 19 1 51 27 90
Intersection: 2: Brentwood Blvd. & Sand Creek Rd.

Movement SB SB
Directions Served T TR
Maximum Queue (ft) 559 554
Average Queue (ft) 430 419
95th Queue (ft) 641 639
Link Distance (ft) 550 550
Upstream Blk Time (%) 25 19
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 42
Queuing Penalty (veh) 84

Queuing and Blocking Report Background + Project PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 3: Business Center Dr. & Sand Creek Rd.

Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR LTR
Maximum Queue (ft) 108 290 285 139 265 267 104 255 190
Average Queue (ft) 39 138 125 39 111 122 84 77 82
95th Queue (ft) 88 251 246 96 219 230 119 193 160
Link Distance (ft) 1481 1481 1112 1112 501 192
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 90 115 80
Storage Blk Time (%) 3 16 0 9 24 0
Queuing Penalty (veh) 10 7 0 3 12 0
Intersection: 4: Business Center Dr. & Taft Wy./Technology Wy.

Movement EB WB NB SB
Directions Served LTR LR TR LT
Maximum Queue (ft) 40 80 30 28
Average Queue (ft) 17 39 2 8
95th Queue (ft) 42 62 13 24
Link Distance (ft) 84 425 95 501
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Brentwood Blvd. & Project Access #1
Movement EB NB
Directions Served R T
Maximum Queue (ft) 56 157
Average Queue (ft) 29 17
95th Queue (ft) 53 89
Link Distance (ft) 155 187
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Background + Project PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 6: Project Access #2 & Technology Wy.

Movement EB WB NB
Directions Served TR LT LR
Maximum Queue (ft) 18 49 55
Average Queue (ft) 1 6 31
95th Queue (ft) 10 29 51
Link Distance (ft) 258 141
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Project Access #3 & Technology Wy.

Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 28 43
Average Queue (ft) 2 17
95th Queue (ft) 15 42
Link Distance (ft) 145
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Business Center Dr. & Project Access #4 Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 65 6 34
Average Queue (ft) 37 0 2
95th Queue (ft) 60 4 16
Link Distance (ft) 140 62 95
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

Queuing and Blocking Report Background + Project PM
Baseline 03/28/2025
Scenario 1 SimTraffic Report

Intersection: 12: Technology Wy. & Technology Ct.

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 443

Attachment F
Mitigation Monitoring and Reporting Program for the
Draft IS/MND
The following Mitigation Monitoring and Reporting Plan (MMRP) will be implemented as part of the East County Service Center. Contra Costa County Public Works Department (CCCPWD) is responsible for ensuring these measures are implemented by CCCPWD staff and by Contractors working on behalf of CCCPWD.

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-1
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
Impact AES-d:

Light and glare
Mitigation Measure AES-1: Shielded Lighting
Fixtures
The final lighting plan shall include lighting with
decorative lighting fixtures that are shielded to face
down and screened away from adjacent properties.

Prior to and
during
construction
Contractor or
CCCPWD
Resident
engineer and
CCCPWD
Impact AES-d:

Light and glare
Mitigation Measure AES-2: Glazing Window
Treatments
The final design plan shall include glazing window
treatments to minimize the intensity of daylight glare.

Prior to and
during
construction
Contractor or
CCCPWD
Resident
engineer and
CCCPWD
Impact AQ-b:

Fugitive dust
emissions
Mitigation Measure AQ-1: Require Implementation
of Modified Bay Area Air District Basic Best
Management Practices for Construction-Related
Fugitive Dust Emissions
The County shall require its contractor(s), as a
condition of contracts (e.g., standard specifications), to reduce construction-related fugitive dust emissions by
implementing the following modified Air District basic
BMPs:
• All exposed surfaces (e.g., parking areas, staging
areas, soil piles, graded areas, unpaved access
roads) shall be watered three times per day.
• All haul trucks transporting soil, sand, or other
loose material off-site shall be covered.
• All visible mud or dirt track-out onto adjacent
public roads shall be removed using wet power
vacuum street sweepers at least once per day. The
use of dry power sweeping is prohibited.
• All vehicle speeds on unpaved roads shall be
limited to 15 mph.
• All roadways, driveways, and sidewalks are to be
paved as soon as possible. Building pads shall be
laid as soon as possible after grading, unless
seeding or soil binders are used.

During
construction
Contractor or
CCCPWD
Resident
engineer and
CCCPWD

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-2
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
• All excavation, grading, and/or demolition
activities shall be suspended when average wind
speeds exceed 20 mph.
• All trucks and equipment, including their tires,
shall be washed prior to leaving the site.
• Unpaved roads providing access to sites located
100 feet or more from a paved road shall be
treated with a 6- to 12-inch layer of compacted
wood chips, mulch, or gravel.
• Publicly visible signs shall be posted with the
telephone number and name of the person to
contact at the lead agency regarding dust
complaints. This person shall respond and take
corrective action within 48 hours. The Air
District’s general air pollution complaints number
shall also be visible to ensure compliance with
applicable regulations.

The County or its contractor(s) shall submit evidence of compliance to the County, including relevant
documentation (e.g., engineering plans, training
records, inspection and testing protocols),
demonstrating implementation of the modified BMPs
prior to grading permit issuance.

Impact AQ-c:

Exposure of
sensitive
receptors to
substantial
pollutant
concentrations
Mitigation Measure AQ-2: Use Clean DieselPowered or Electric Equipment during Construction to Control Construction-Related
Emissions
The County shall require its contractor(s), as a
condition of contracts (e.g., standard specifications), to ensure that all off-road diesel-powered equipment
greater than 50 horsepower used during construction
is equipped with EPA-approved Tier 4 Final engines or
cleaner to reduce exhaust PM2.5 emissions. The
construction contractor shall submit evidence of the
During
construction
Contractor or
CCCPWD
Resident
engineer and
CCCPWD

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-3
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
use of EPA-approved Tier 4 Final engines or cleaner1 to the Contra Costa County Public Works Department
prior to the commencement of project construction
activities. Exceptions can be made in limited
circumstances when Tier 4 Final engines are not
available or otherwise cannot be feasibly obtained. The County or its contractor(s) must identify the pieces of equipment that would not have Tier 4 Final engines,
submit evidence documenting the unavailability or
infeasibility, and ensure that the equipment has an
engine that meets the cleanest feasible emission
standard. The County shall present evidence in a
publicly accessible location, documenting that the
equipment substitution(s) would not cause an
exceedance of the Air District cancer risk threshold at any receptor.

Impact BIO-a:

Disturbance to
Western
burrowing owl
Mitigation Measure BIO-1: Preconstruction Survey
for Burrowing Owls
Prior to any ground disturbance related to covered
activities, a qualified biologist with experience
identifying burrowing owl and its habitat will conduct a preconstruction survey in areas identified in the
planning surveys as having potential burrowing owl
habitat. The surveys will establish the presence or
absence of western burrowing owl and/or habitat
features and evaluate use by owls in accordance with
CDFW survey guidelines (California Department of Fish
and Game 2012).

On the site where the activity is proposed, the biologist will survey all suitable burrowing owl habitat within
the proposed disturbance footprint and a 500-foot
radius from the perimeter of the proposed footprint to
identify burrows and owls. Adjacent parcels under
Prior to and
during
construction
Qualified
biologist,
Contractor, and
CCCPWD
Resident
engineer and
CCCPWD
1 Cleaner engine technology includes electric equipment and engines built to CARB Tier 5 engine standards, which are expected to begin in 2028.

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-4
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
different land ownership or without suitable habitat
(e.g., sites that are paved) will not be surveyed. Surveys should take place near sunrise or sunset in accordance
with CDFW guidelines. All burrows or burrowing owls
will be identified and mapped. Surveys will take place
no more than 30 days prior to construction. During the
breeding season (February 1–August 31), surveys will
document whether burrowing owls are nesting in or
directly adjacent to disturbance areas. During the
nonbreeding season (September 1–January 31),
surveys will document whether burrowing owls are
using habitat in or directly adjacent to any disturbance area. Survey results will be valid only for the season
(breeding or nonbreeding) during which the survey is
conducted.

This measure incorporates avoidance and minimization
guidelines from CDFW’s Staff Report on Burrowing Owl
Mitigation (California Department of Fish and Game
2012).

If burrowing owls are found during the breeding
season (February 1–August 31), project construction
activities will avoid all nest sites that could be
disturbed by project construction during the remainder
of the breeding season or while the nest is occupied by adults or young. Avoidance will include establishment
of a non-disturbance buffer zone (described below).

Construction may occur during the breeding season if a
qualified biologist monitors the nest and determines
that the birds have not begun egg-laying and incubation or that juveniles from the occupied burrows have
fledged. During the nonbreeding season (September 1–
January 31), construction activities will avoid the owls and the burrows they are using, to the extent possible.

Avoidance will include the establishment of a buffer
zone (described below).

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-5
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
During the breeding season, buffer zones of at least 250 feet, in which no construction activities can occur, will be established around each occupied burrow (nest
site). Buffer zones of 160 feet will be established
around each burrow being used during the
nonbreeding season. The buffers will be delineated by
highly visible temporary construction fencing.

If occupied burrows for burrowing owls cannot be
avoided, passive relocation will be implemented during
the nonbreeding season (September 1–January 31)
prior to construction activities.

If passive relocation is proposed, at least 30 days prior to any ground-disturbing activities, the County will
prepare and submit a burrowing owl relocation plan to
be approved by CDFW within 14 days. The burrowing
owl relocation plan will describe site-specific passive relocation procedures, which will follow the most
current agency-accepted methodology. Included will be
procedures and materials for passive relocation with
and without exclusion, the criteria and timing for the
use of exclusion devices, the names and qualifications
of biologists, procedures for monitoring burrows
identified for passive relocation, information regarding the timing for burrow excavation and construction
initiation, and reporting requirements.

Impact BIO-a:

Disturbance to
Swainson’s
Hawks
Mitigation Measure BIO-2: Preconstruction Survey
and Avoidance, Minimization, and Mitigation
Measures for Swainson’s Hawks
Preconstruction Survey
Prior to any ground disturbance related to construction activities during the nesting season (March 15–
September 15), a qualified biologist will conduct a
preconstruction survey no more than 1 month prior to
construction to establish whether any Swainson’s hawk
nests within 1,000 feet of the project site are occupied.

Prior to and
during
construction
Qualified
biologist,
Contractor, and
CCCPWD
Resident
engineer and
CCCPWD

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-6
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
If potentially occupied nests are within 1,000 feet but off the project site, then their occupancy will be
determined by observations from public roads or by
observations of Swainson’s hawk activity (e.g.,
foraging) near the project site. If nests are occupied, minimization measures and construction monitoring
will be required (see below).

Avoidance and Minimization and Construction
Monitoring
During the nesting season (March 15–September 15),
project construction activities within 1,000 feet of
occupied nests or nests that are under construction will be prohibited to prevent nest abandonment. If sitespecific conditions or the nature of the activities (e.g., dense vegetation, limited activities) indicate that a
smaller buffer could be used, the qualified biologist will coordinate with CDFW to determine the appropriate
buffer size.

If young fledge prior to September 15, covered
activities can proceed normally. If the active nest is
shielded from view as well as noise from the project
site by other development, topography, or other
features, the County can coordinate with CDFW to gain
approval for waiver of this measure. While the nest is
occupied, activities outside the buffer can take place.

All active nest trees will be preserved on site, if feasible.

Nest trees, including non-native trees, lost to covered activities will be mitigated by the project proponent
according to the requirements below.

Mitigation for Loss of Nest Trees
The loss of non-riparian Swainson’s hawk nest trees
will be mitigated by the project proponent by:

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-7
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
• If feasible on-site, planting 15 saplings for every
tree lost with the objective of having at least 5
mature trees established for every tree lost
according to the requirements listed below.

AND either
• Pay the Implementing Entity an additional fee to
purchase, plant, maintain, and monitor 15 saplings
on the HCP/NCCP Preserve System for every tree
lost according to the requirements listed below, OR
• The project proponent will plant, maintain, and
monitor 15 saplings for every tree lost at a site to
be approved by the Implementing Entity (e.g.,
within an HCP/NCCP Preserve or existing open
space linked to HCP/NCCP preserves), according to
the requirements listed below.

The following requirements will be met for all planting options:
• Tree survival shall be monitored at least annually
for 5 years, then every other year until year 12. All
trees lost during the first 5 years will be replaced.

Success will be reached at the end of 12 years if at
least 5 trees per tree lost survive without
supplemental irrigation or protection from
herbivory. Trees must also survive for at least three
years without irrigation.
• Irrigation and fencing to protect from deer and
other herbivores may be needed for the first
several years to ensure maximum tree survival.
• Native trees suitable for this site should be planted.

When site conditions permit, a variety of native
trees will be planted for each tree lost to provide
trees with different growth rates, maturation, and
life span, and to provide a variety of tree canopy
structures for Swainson’s hawk. This variety will
help to ensure that nest trees will be available in

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-8
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
the short term (5-10 years for cottonwoods and
willows) and in the long term (e.g., Valley oak,
sycamore). This will also minimize the temporal
loss of nest trees.
• Riparian woodland restoration conducted as a
result of covered activities (i.e., loss of riparian
woodland) can be used to offset the nest tree
planting requirement above, if the nest trees are
riparian species.
• Whenever feasible and when site conditions
permit, trees should be planted in clumps together
or with existing trees to provide larger areas of
suitable nesting habitat and to create a natural
buffer between nest trees and adjacent
development (if plantings occur on the
development site).
• Whenever feasible, plantings on the site should
occur closest to suitable foraging habitat outside
the UDA.

Trees planted in the HCP/NCCP preserves or other
approved offsite location will occur within the known
range of Swainson’s hawk in the inventory area and as
close as possible to high-quality foraging habitat.

Impact BIO-a:

Disturbance to
nesting birds
Mitigation Measure BIO-3: Preconstruction Survey
for Nesting Birds
To avoid direct impacts on nesting birds, the following measures would be implemented:
⚫ Vegetation removal and initial ground disturbance
at the project site will be conducted outside of the
nesting season (February–September) to the extent
feasible. If not feasible, the measures detailed
below will be implemented to avoid or minimize
impacts on nesting birds.
⚫ A qualified biologist shall conduct a
preconstruction survey for nesting birds no more
Prior to and
during
construction
Qualified
biologist,
Contractor, and
CCCPWD
Resident
engineer and
CCCPWD

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-9
February 2026
Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
than 7 days prior to vegetation or structure
removal or any ground-disturbing activities
conducted during the nesting season (February–
September). The survey shall cover the limits of
construction as well as suitable nesting habitat
within 1,000 feet for raptors and 100 feet for other
nesting birds, as feasible and accessible.
⚫ If any active nests are observed during surveys, a
qualified biologist shall establish a suitable
avoidance buffer around the active nest. The buffer
distance shall typically range from 50 to 500 feet
and be based on factors such as the species of bird,
topographic features, the intensity and extent of
the disturbance, the timing relative to the nesting
cycle, and the anticipated construction schedule. To
avoid active nests, the limits of construction shall
be established in the field with flagging, fencing, or
other appropriate barriers and shall be maintained
until the chicks have fledged and the nests are no
longer active, as determined by the qualified
biologist.
⚫ If vegetation removal activities are delayed,
additional nest surveys shall be conducted so that
no more than 7 days elapse between the survey
and vegetation removal activities.
⚫ If an active nest is identified in or adjacent to the construction zone after construction has started,
work in the vicinity of the nest shall be halted until
the qualified biologist can provide appropriate
avoidance and minimization measures, ensuring
that the nest will not be disturbed by construction.

Appropriate measures may include establishing a
no-disturbance buffer until the birds have fledged
and/or implementing full-time monitoring by a
qualified biologist during construction activities
conducted near the nest.

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-10 February 2026 Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
Impact CUL-a
& CUL-b:

Substantial
adverse change
in the
significance of a
historical or
archaeological
resource
Mitigation Measure CUL-1: Environmentally
Sensitive Area and Tribal Monitoring
The County in consultation with the consulting Tribes,
shall establish an Environmentally Sensitive Area (ESA) areas where ground disturbance would occur with
potential to impact Tribal Cultural Resources. Ground
disturbing activities within the ESA will be monitored
by representatives of the Wilton Rancheria (Tribal
Monitor). Tribal Monitors who have specific knowledge
of the Tribal cultural resources in the project area shall direct construction and archaeological workers when
midden soils, or other types of soils that may contain
human remains, cultural materials, and sacred items
are uncovered. Tribal monitors will be allowed to
inspect spoils piles periodically if monitoring is
reduced to spot checking. Sensitive soils that require
additional attention from the Tribal Monitors will be
preserved in place to the maximum extent feasible. If
sensitive soils cannot be preserved in place, Wilton
Rancheria will be notified, and tribal monitors will be allowed to thoroughly inspect the soils. If there are any findings of significance within the soils, the County and Wilton Rancheria will coordinate next steps. A lock box shall be kept on site before the start of work in case
storage of isolated finds is necessary.

During
construction
CCCPWD Resident
engineer and
CCCPWD
Impact CUL-a
& CUL-b:

Substantial
adverse change
in the
significance of a
historical or
archaeological
resource
Mitigation Measure CUL-2: Cultural Awareness
Training
Contractor shall be notified of the possibility of
encountering historic or archaeological materials
during ground-disturbing activities. A standard
inadvertent discovery clause will be included in every
construction contract to inform Contractors of
requirements during construction.

Prior to the initiation of any grading or construction
activities, a Cultural Awareness Training (CAP) training During
construction
Contractor and
CCCPWD
Resident
engineer and
CCCPWD

Contra Costa County Public Works Department
Attachment F
Mitigation Monitoring and Reporting Program for the Draft IS/MND East County Service Center (County Project No. WH429A)
Mitigation Monitoring and Reporting Program F-11 February 2026 Impact Mitigation Measure
Implementation
Timing
Implementation
Responsibility
Verification
Responsibility
Compliance
Verification
Date
shall be provided to all construction personnel with an overview of applicable laws, Project mitigation
measures, and procedures to be followed with regards
to historical, archaeological, and Tribal cultural
resources that may be encountered over the course of
the project. The CAP will be given to any new personnel that is brought onto the project. The CAP will be
provided by a representative(s) from the consulting
Tribes or a representative(s) approved by the
consulting Tribes who have completed CAP training.

The program will underscore the requirement for
confidentiality and culturally appropriate treatment of any finds of significance to the Tribes.

Impact CUL-a
& CUL-b:

Substantial
adverse change
in the
significance of a
historical or
archaeological
resource
Mitigation Measure CUL-3: Procedures for
Inadvertent Discovery of Unanticipated Historic
Resources or Tribal Cultural Resources
Procedures for discovery include:
⚫ If potential archaeological or Tribal cultural
resources materials are uncovered during
construction, the Contractor shall cease all ground
disturbing activities immediately within a 100-foot
radius of the find and the find must be evaluated
for eligibility for listing in the CRHR and NRHP. The
Contractor shall immediately notify the County
Resident Engineer or their designated
representative to request an archaeologist who
meets the Secretary of the Interior’s Standards for
Archaeology and the Native American Tribe(s) that
have requested consultation and/or demonstrated
interest in the project site, Wilton Rancheria and
Confederated Villages of Lisjan Nation, to assess
the nature and significance of the find under CEQA
and/or the Tribe. The archaeologist shall stake the
area of discovery, placing stakes no more than 10
During
construction
Qualified
archaeologist,
Contractor and
CCCPWD
Resident
engineer and
CCCPWD