Cypress City Council
November 12, 2024

located north of the project site within 960 feet. Other sensitive receptors include the residential homes located north of the project site at approximately 1,398 feet from the project site boundary line. Therefore, the LST for a 3.5-acre site at 9601,398 feet (426293 meters) were derived by interpolation.16 The LST analysis followed the guidance of the South Coast AQMD for evaluating sensitive receptors, discussed in further detail in this analysis. Table 4.1.6 lists the LST thresholds that apply during project construction and operation. To be conservative, this LST analysis assumes all area, stationary, and energy source emissions would occur on site, and 5 percent of the projectrelated new mobile sources, which is an estimate of the amount of project-related on-site vehicle and truck travel, would occur on site. These emissions would be compared against the operational threshold.

Table 4.1.6: South Coast AQMD LST Thresholds (lbs/day)
Emissions Source Category NOX CO PM10 PM2.5
Construction (3.5-acre, 426-meter distance) 191.0 213.0 4,921.0 7,166.0 109.0 153.0 51.0 83.0 Operations (3.5-acre, 426-meter distance) 191.0 213.0 4,921.0 7,166.0 27.0 37.0 12.0 20.0 Source: Final Localized Significance Threshold Methodology (South Coast AQMD 2008).

Note: SRA 17— Central Orange County, 3.5 acres, receptors at 9601,398 feet (293426 meters).

CO = carbon monoxide
lbs/day = pounds per day
LST = localized significance threshold
NOx = nitrogen oxides
PM2.5 = particulate matter less than 2.5 microns in size PM10 = particulate matter less than 10 microns in size
South Coast AQMD = South Coast Air Quality Management District SRA = source receptor area
16 South Coast AQMD. n.d. Fact Sheet for Applying CalEEMod to Localized Significance Thresholds. Website:
http://www.aqmd.gov/docs/default-source/ceqa/handbook/localized-significance-thresholds/caleemodguidance.pdf (accessed May 13, 2024). 5665 P LAZA DRIVE P ROJECT

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structures that house persons (e.g., children, the elderly, persons with pre-existing respiratory or cardiovascular illness, and athletes and others who engage in frequent exercise) or places where they gather (i.e., residences, schools, playgrounds, child-care centers, convalescent centers, retirement homes, and athletic fields) as sensitive receptors. Sensitive receptors are defined as people who have an increased sensitivity to air pollution or environmental contaminants. The nearest sensitive receptors for air quality emissions include a medical office located north of the project site within 960 feet. Other sensitive receptors include the residential uses approximately 1,398 feet north of the project site boundary line.

As discussed above, LSTs are based on the ambient concentrations of that pollutant within the project SRA and the distance to the nearest sensitive receptor. South Coast AQMD provides LST screening tables for 25-, 50-, 100-, 200-, and 500-meter source-receptor distances. For the proposed project, the appropriate SRA for the LST is the Central Orange County area (SRA 17). While the project site is approximately 8.53 acres, based on the anticipated construction equipment and grading and ground-disturbing activities, it is assumed that the maximum daily disturbed area for the proposed project would be 3.5 acres. Therefore, the LSTs for a 3.5-acre site at 9601,398 feet (293426 meters) were derived by interpolation.

By design, the localized impacts analysis only includes on-site sources; however, the CalEEMod outputs do not separate on-site and off-site emissions for mobile sources. For a worst-case scenario assessment, the emissions detailed in Table 4.1.9 assume all area, stationary, and energy source emissions would occur on site, and 5 percent of the project-related new mobile sources, which is an estimate of the amount of project-related on-site vehicle and truck travel, would occur on site.

Considering the total trip length included in CalEEMod, the 5 percent assumption is conservative.

The results of the LST analysis for both construction and operation of the proposed project are summarized in Tables 4.1.9 and 4.1.10 below. As shown in Tables 4.1.9 and 4.1.10, the proposed project would not result in an exceedance of a South Coast AQMD LST during project construction or operation. Therefore, the project would not expose sensitive receptors to substantial pollutant concentrations, and impacts would be less than significant. Mitigation is not required.

Table 4.1.9: Construction Localized Emissions
Emissions Sources
Pollutant Emissions (lbs/day)
NOX CO PM10 PM2.5
Construction Emissions 39.9 28.3 8.8 5.0
South Coast AQMD LST 191.0 213.0 4,921.0 7,166.0 109.0 153.0 51.0 83.0 Significant Emissions? No No No No
Source: Compiled by LSA (October 2024).

Note: SRA 17— Central Orange County, 3.5 acres, receptors at 9601,398 feet (293426 meters).

CO = carbon monoxide
lbs/day = pounds per day
LST = localized significance threshold
NOX = nitrogen oxides
PM2.5 = particulate matter less than 2.5 microns in size PM10 = particulate matter less than 10 microns in size
South Coast AQMD = South Coast Air Quality Management District SRA = Source Receptor Area

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Table 4.1.10: Operational Localized Emissions
Emissions Sources
Pollutant Emissions (lbs/day)
NOX CO PM10 PM2.5
On-Site Emissions 1.4 10.0 <1.0 <1.0
South Coast AQMD LST 191.0 213.0 4,921.0 7,166.0 27.0 37.0 12.0 20.0 Significant Emissions? No No No No
Source: Compiled by LSA (October 2024).

Note: SRA 17— Central Orange County, 3.5 acre, receptors at 9601,398 feet (293426 meters), on-site traffic 5 percent of total.

CO = carbon monoxide
lbs/day = pounds per day
LST = localized significance threshold
NOX = nitrogen oxides
PM2.5 = particulate matter less than 2.5 microns in size PM10 = particulate matter less than 10 microns in size
South Coast AQMD = South Coast Air Quality Management District SRA = Source Receptor Area
2) The Draft EIR was revised on page 4.6-7, Section 4.6.3.3 Existing Noise Levels, from “four” to “three” locations near the edge of the project site.

In order to assess the existing noise conditions in the area, long-term (24-hour) noise-level measurements were conducted on October 10 and 11, 2023, using three (3) Larson Davis Spark 706RC Dosimeters at fourthree locations near the edge of the project site. Figure 4.6.1, Noise Monitoring Locations, shows the long-term noise monitoring locations. Table 4.6.5 provides a summary of the measured hourly noise levels and calculated CNEL level from the long-term noise level measurements as well as a brief description of the locations where the measurements were collected. As shown in Table 4.6.5, the calculated CNEL levels range from 54.3 A-weighted decibels dBA CNEL to 62.3 dBA CNEL. Hourly noise levels at surrounding noise-sensitive uses are as low as

41.8 dBA equivalent continuous sound level (Leq) during nighttime hours and 48.8 dBA Leq during daytime hours.
3) The Draft EIR has been revised on page 4.7-4, in Section 4.7.3.1 of the Draft EIR. Revisions to the Draft EIR include revisions to the first bullet point, Plaza Drive, from “Sidewalks are not provided along Plaza Drive” to “There are no sidewalks along Plaza Drive east of the project site” and now includes “Sidewalks are proposed along 5775 and 5885 Plaza Drive on the north side of Plaza Drive.” The second bullet point, Douglas Drive, has been revised to remove the sentence, “However, sidewalks are proposed along 5775 and 5885 on the north side of Douglas Drive.” The fifth bullet, Walker Street, has also been revised from “undivided” to “divided.” Plaza Drive is an east-west two- lane divided roadway located directly south of the project site and is not a classified General Plan roadway. Sidewalks are not provided along Plaza Drive There are no sidewalks along Plaza Drive east of the project site. However, sidewalks are proposed along 5775 and 5885 Plaza Drive on the north side of Plaza Drive. No on-street parking is permitted.

Douglas Drive is a north-south two-lane divided roadway located south of the project site and connects into Katella Avenue via a signalized intersection and is not a classified General Plan roadway. Sidewalks are provided on the west side along the roadway. However, sidewalks are proposed along 5775 and 5885 on the north side of Douglas Drive No on-street parking is permitted. 5665 P LAZA DRIVE P ROJECT

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Walker Street is a north-south, four-to-five-lane, undivided roadway. According to the City of Cypress General Plan Circulation Element (2001), Walker Street is classified as a Secondary Arterial.

The average posted speed limit is 40 mph. Sidewalks are provided on both sides of the street. Onstreet parking is not permitted. 4) The Draft EIR has been revised on page 4.7-7, Section 4.7.3.4, to include the correct VMT/Employee metric of 24.1 in Table 4.7.2 Existing VMT Table Baseline 2020 Orange County VMT per Employee, as shown below.

Table 4.7.2: Baseline 2020 Orange
County VMT per Employee
Description Orange County1
Employment 1,710,147
VMT 4 1,174,971
VMT/Employee 24.81
Source: VMT Assessment (LSA December 2023). 1 Obtained from Final Draft Guidelines For Evaluating Vehicle Miles Traveled Under CEQA for the County of
Orange, September 17,2020.

OCTAM = Orange County Transportation Analysis Model
VMT = vehicle miles traveled
5) The Safety Analysis has been added to the Draft EIR as Appendix E-1, as shown below.

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APPENDIX E-1

SAFETY ASSESSMENT
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DATE: March 14, 2024
TO: Blair Dahl, GLC Cypress LLC
FROM: Jose Alire/Robert Vu, Urban Crossroads
JOB NO: 15593-02 Safety Eval

GOODMAN COMMERCE CENTER SAFETY EVALUATION
The firm of Urban Crossroads, Inc. is pleased to submit the following Safety Evaluation for the Goodman Commerce Center development (Project), which is located at 5665 Plaza Drive in the City of Cypress. The purpose of this work effort is to provide a report summarizing the findings of the proposed Project’s safety elements.

PROPOSED PROJECT
The Project consists of the development of a 191,394 square foot warehouse building. The proposed project will replace an existing 150,626 square foot office building. A preliminary site plan for the proposed Project is shown on Exhibit 1.

The proposed Project is anticipated to have an Opening Year of 2025. Access to the Project site will be accommodated via two driveways at Plaza Drive and Douglas Drive.

SAFETY EVALUATION METHODOLOGY
The safety evaluation completed for this project included the following elements:
• Review of available collision data
• Review of potential increase presence of pedestrians and bicyclist • Review of any proposed changes to the walking and bicycling environment and experience.
• New pedestrian and bicyclist connection desires
• Multimodal conflict points, especially at intersections and project access locations. • Change in traffic mix such as an increase in bicyclists or pedestrians where features such as shoulders or sidewalks may not exist or are inconsistent with facility design (sidewalks, bike and multi-user paths, multimodal roadways, etc.) • Increased traffic volumes
• Site access management (i.e., driveway sight distance, driveway or intersection spacing, project access queuing, multimodal conflict points, incomplete pedestrian, and bicycle connections)
Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval
EXHIBIT 1: PRELIMINARY SITE PLAN
Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval

COLLISION DATA
The collision analysis is based on the collision data received from California Highway Patrols’ (CHP) Statewide Integrated Traffic Records System (SWITRS). The collision data includes 6 years of collision data gathered by CHP staff and members of its Allied Agencies throughout California (including the City of Cypress). However, due to the COVID-19 shutdown starting in March 2020, the 6-year data is effectively a 5-year period due to the lower sample size. This safety evaluation includes all of the 2020 crashes in order to provide a conservative estimate. The SWITRS data is provided in Attachment A. Table 1 provides a summary of the types of collisions by intersection.

It should be noted that there may be unreported collisions that were not collected into SWITRS.

However, the reported collisions provide reasonable data to evaluate safety performance at these locations.

TABLE 1: COLLISION SUMMARY (JANUARY 2018 TO JANUARY 2024) HeadOn
Sideswipe RearEnd
Broadside HitObject
Overturn AutoPedOther Not
Stated
Douglas Dr./Warland Dr. & Katella Ave. (Total: 4 Collisions) 0 (0.0%)
1 (25.0%)
1 (25.0%)
2 (50.0%)
0 (0.0%)
0 (0.0%)
0 (0.0%)
0 (0.0%)
0 (0.0%)
Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. (Total: 0 Collisions) 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%)
Existing Driveway/McDonnell Dr. & Plaza Dr. (Total: 0 Collisions) 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%)
Valley View & Plaza Dr./Chip Ave. (Total: 4 Collisions) 1 (25.0%)
0 (0.0%)
0 (0.0%)
3 (75.0%)
0 (0.0%)
0 (0.0%)
0 (0.0%)
0 (0.0%)
0 (0.0%)
The CHP SWITRS collision data includes the following collision types:
• Head-On
• Sideswipe
• Rear-End
• Broadside
The Caltrans 2021 Crash Data on California State Highways report (latest edition) (2021 Crash Report) provides data on crash reports collected by law enforcement agencies. Calculation rates by intersection are computed for various types of facilities and settings, and then are averaged statewide. The intersection crash rate is calculated by the following formula:

Crash Rate = Crashes / Million Vehicle (MV) Entering the Intersection Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval
For the purposes of this analysis, average daily traffic (ADT) will be utilized to determine the crash rate. Existing weekday ADT volumes are provided in Attachment B. Where actual 24-hour tube count data was not available, Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg:

Weekday PM Peak Hour (Approach Volume + Exit Volume) x 11.3 = Leg Volume A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak-to-daily relationship is approximately 8.9 percent. As such, the above equation utilizing a factor of 11.3 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 8.9 percent (i.e., 1/0.089 = 11.3) and was assumed to sufficiently estimate ADT volumes for planning-level analyses. The state average crash rates for similar facilities, as determined by the 2021 crash report, to those that are a part of this Project are summarized in Table 2. It is not anticipated that the addition of the proposed Project will result in a significant change in collisions due to the number of trips generated or vehicle mix. A summary of the crash rate comparison, by intersection, is shown in Table 2.

TABLE 2: CRASH RATE COMPARISON
Intersection
Intersection Control
and Setting1
Average
Rate2
Crash
Rate
Douglas Dr./Warland Dr. & Katella Ave. Suburban, TS, 4-leg 0.55 0.11 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. Suburban, AWS, 3-leg 0.18 0.0 Existing Driveway/McDonnell Dr. & Plaza Dr. Suburban, CSS, 3-leg 0.22 0.0 Valley View & Plaza Dr./Chip Ave. Suburban, TS, 4-leg 0.55 0.11 1 AWS = All-way Stop; CSS = Cross-street Stop; TS = Traffic Signal 2 Source: Intersection crash rates from the Caltrans 2021 Crash Data on California State Highways report Douglas Dr./Warland Dr. & Katella Ave. had a total of 4 reported collisions in a 5-year period.

The common collisions include broadside collisions. Broadside collisions are commonly caused by failure to yield, failure to stop, or impaired/distracted driving. The 5-year average rate for this intersection is calculated as followed:
(4 collisions / 5 years) / (365 days/year x (41,450 ADT / 2) / 1,000,000 MV) = 0.11 total crashes per MV
The intersection of Douglas Dr./Warland Dr. & Katella Ave. has a lower crash rate than the state average for similar facilities.

Valley View & Plaza Dr./Chip Ave. had a total of 4 reported collisions in a 5-year period. The common collisions include broadside collisions. The 5-year average rate for this intersection is calculated as followed:
(4 collisions / 5 years) / (365 days/year x (41,600 ADT / 2) / 1,000,000 MV) = 0.11 total crashes per MV
Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval
The intersection of Valley View & Plaza Dr./Chip Ave. has a lower crash rate than the state average for similar facilities.

BICYCLE & PEDESTRIAN FACILITIES
The City’s bike network is shown on Exhibit 2, which demonstrates both Katella Avenue and Valley View Street currently accommodate off-street bike paths (there are no on-street bike lanes). Exhibit 3 illustrates the existing crosswalks and sidewalks throughout the study area. As shown, there are pedestrian facilities in place in the vicinity of the Project site along Douglas Drive, Katella Avenue, and Valley View Street. There is a 10-foot sidewalk along the west side of Douglas Drive between the proposed Project down to Katella Avenue to the south. Once the adjacent development to the east completes their project, there will be a 5-foot sidewalk along the north side of Plaza Drive providing pedestrian connectivity between the proposed Project and approximately 450-feet west of Valley View Street. The signalized intersection of Douglas Drive at Katella Avenue has striped crosswalks on all approaches with push buttons. All four corners of the intersection of Douglas Drive at Katella Avenue have tactile warning strips and curb access ramps. The intersection of Valley View Street at Plaza Drive/Chip Avenue does not have a marked crosswalk across the north leg of the intersection. All other approach legs at the intersection include striped crosswalks with the appropriate pedestrian push buttons, tactile warning strip, and curb access ramps. Since the proposed Project has an industrial component, it is not anticipated that the Project will generate a significant increase in pedestrian/bicyclists. Field observations in the study area indicate nominal pedestrian and bicyclist activity and it is expected that the addition of the Project would not change that observation.

INTERSECTION SIGHT DISTANCE
Attachment C identifies limited use areas per Orange County Standard Plan 1117 – Intersection Sight Distance. The limited use areas determine the necessary sight distance to allow 7 ½ seconds for the driver on the crossroad (or left turn pocket) to safely cross the main roadway or turn left while the approach vehicle travels at the assumed design speed of the main roadway. Table 3 summarizes areas of limited use that currently obstruct sight distance and Attachment C shows areas of limited use that obstruct sight distance per Orange County Standard Plan 1117. The intersection sight distance is currently below design standards for the existing development. The lower intersection sight distance may be a factor in existing and potential collisions. It is recommended that all obstructions within the limited use areas are to be removed at this location. Trees and landscaping should be maintained to prevent overgrowth and visual obstructions.

Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval
TABLE 3: SIGHT DISTANCE SUMMARY
Intersection Potential Visual Obstructions on:1
Douglas Dr./Warland Dr. & Katella Ave. N/A
Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. - Center median on Douglas Dr. - SEC of Douglas Dr./Plaza Dr.

Existing Driveway/McDonnell Dr. & Plaza Dr. Bend along Plaza Dr.

Valley View & Plaza Dr./Chip Ave. N/A
1 N = North. S = South, E = East, W = West, C = Corner, N/A = Not Applicable

TRUCK ACCESS
Attachment D identifies the ingress and egress circulation for the study area (including Project driveways). Due to the typical wide turning radius of large trucks, a truck turning template has been overlaid on the site plan at Driveway 1 and Driveway 2 (at the intersection of Douglas Drive and Plaza Drive) which is anticipated to be utilized by heavy trucks in order to determine appropriate curb radii and to verify that trucks will have sufficient space to execute turning maneuvers. A WB-67 truck (53-foot trailer) has been utilized for the purposes of this analysis. As it is currently designed, Driveway 1, located on Douglas Drive, is anticipated to accommodate the ingress and egress of heavy trucks to and from the east on Plaza Drive and south on Douglas Drive. However, the northwest curb of Driveway 2 should be modified to accommodate a 25-foot curb radius to accommodate the egress of these heavy trucks. Ingress and egress of heavy trucks will also be permitted at Driveway 2 on Plaza Drive. As shown in Attachment D, the truck turning templates show acceptable turning movements for the various movements that trucks are anticipated to use for site access, with exception of the following:
• The northwest curb of Driveway 2 should be modified to accommodate a 25-foot curb radius to accommodate the egress of heavy trucks.

SITE ACCESS
Recommendations made in the following section are based on the minimum improvements needed to accommodate site access and maintain acceptable peak hour operations for the proposed Project. The driveway intersection recommendations and roadway improvements are summarized below.

Driveway 2/Douglas Drive & Driveway 1/Plaza Drive (#2) – Project to install a stop control on the southbound approach and eastbound approach (egress Project traffic) to implement an allway stop-controlled intersection. Driveway 1/Driveway 2 will accommodate site access for passenger cars and trucks and will accommodate full access (no turn restrictions). The northwest curb of Driveway 2 should be modified to accommodate a 25-foot curb radius to accommodate the egress of heavy trucks.

Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval
On-site traffic signing and striping should be implemented agreeable with the provisions of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and in conjunction with detailed in the master signing program and construction plans for the Project site.

Sight distance at each project access point should be reviewed with respect to standard Caltrans and City of Cypress sight distance standards at the time of preparation of final grading, landscape, and street improvement plans.

LIGHTING
Orange County Standard Plan 1411 – Street Light provides standards for safety lighting along roadways. Street lighting on local streets is justified at the intersection of two local streets or with a spacing of 300 feet. Exhibit 2 shows the street lighting in effect at the intersection of Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. Nighttime field observations indicate that the existing street light configuration meets the Orange County Standard Plan 1411 requirements. Relocation of the street light is anticipated in order to accommodate the Project’s Driveway 1. The relocation of the street light should be reviewed with respect to standard Orange County and City of Cypress lighting standards at the time of preparation of final grading, landscape, and street improvement plans.

EXHIBIT 2: EXISTING STREET LIGHTING
Blair Dahl, GLC Cypress LLC
March 14, 2024

15593-02 Safety Eval

RECOMMENDATIONS
This review of available collision data indicates that the study area intersections have lower crash rates than the statewide average of intersections with similar configuration and settings. The addition of Project traffic is not anticipated to increase the crash rates by a significant margin.

Frontage improvements proposed by the Project will include sidewalk improvements, driveway modifications to accommodate site access, and landscaping improvements as required by City standards.

It is recommended that all obstructions within the limited use areas are to be removed. Trees and landscaping should be maintained to prevent overgrowth and visual obstructions.

The northwest curb of Driveway 2 should be modified to accommodate a 25-foot curb radius to accommodate the egress of heavy trucks.

Relocation of the street light is anticipated in order to accommodate the Project Driveway 1. The relocation of the street light should be reviewed with respect to standard Orange County and City of Cypress lighting standards at the time of preparation of final grading, landscape, and street improvement plans.

CONCLUSION
The addition of Project-related traffic is not anticipated to cause additional or new safety deficiencies. It is recommended that a review of intersection sight distance, pedestrian/bike facilities, and street facilities be conducted to satisfy CA MUTCD, Orange County, and City of Cypress standards. It is recommended that the Project Applicant coordinate with City staff to meet applicable CA MUTCD, Orange County, City of Cypress, and ADA standards. On-site traffic signing and striping, and sight distance evaluation should be implemented in conjunction with detailed construction plans for the Project site.

If you have any questions or comments, we can be reached at [email protected] or at [email protected].

Respectfully submitted,
URBAN CROSSROADS, INC.

Jose Alire, P.E. Robert Vu, P.E.

Senior Traffic Engineer Transportation Engineer
15593-02 Safety Eval

ATTACHMENT A

SWITRS DATA
COLLISION_DATE COLLISION_TIME DAY_OF_WEEK PRIMARY_RD SECONDARY_RD DISTANCE DIRECTION INTERSECTION COLLISION_SEVERITY NUMBER_KILLED NUMBER_INJURED PARTY_COUNT TYPE_OF_COLLISION PEDESTRIAN_ACCIDENT BICYCLE_ACCIDENT MOTORCYCLE_ACCIDENT TRUCK_ACCIDENT ALCOHOL_INVOLVED 20190317 1559 7 VALLEY VIEW ST PLAZA DR 0 Y 3 0 2 2 D
20190814 1800 3 KATELLA AV WARLAND DR 0 Y 0 0 0 2 D
20191009 1552 3 VALLEY VIEW ST PLAZA DR 0 Y 3 0 2 2 D
20191219 842 4 VALLEY VIEW ST CHIP AV 0 Y 4 0 3 2 D20200714 853 2 KATELLA AV DOUGLAS DR 0 Y 4 0 1 2 C 20201104 2028 3 KATELLA WARLAND DR 0 Y 3 0 2 2 D Y
20210216 1403 2 KATELLA AV DOUGLAS DR 0 Y 0 0 0 2 B
20230302 736 4 VALLEY VIEW ST CHIP AV 0 Y 0 0 0 2 A Y
15593-02 Safety Eval

ATTACHMENT B

EXISTING COUNT DATA
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
35 EXHIBIT 3-8: EXISTING (2023) TRAFFIC VOLUMES (PCE)
15593-02 Safety Eval

ATTACHMENT C

INTERSECTION SIGHT DISTANCE
KATELLA AVE.
0 20 40 80 120 160
SCALE: 1" = 40' (ON 24" x 36" SHEET) EXHIBIT 1: INTERSECTION SIGHT DISTANCE

KATELLA AVENUE & DOUGLAS DRIVE
URBAN
CROSSROADS TELEPHONE # 949-660-1994
WWW.URBANXROADS.COM

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.

DOUGLAS DR.

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.
580' 580'
10'
13' 37'
S.V.

P.F.H.
0 15 30 60 90 120
SCALE: 1" = 30' (ON 24" x 36" SHEET)
DOUGLAS DR.

PLAZA DR.

EXHIBIT 2: INTERSECTION SIGHT DISTANCE DOUGLAS DRIVE & PROJECT DRIVEWAY 1 URBAN
CROSSROADS TELEPHONE # 949-660-1994
WWW.URBANXROADS.COM

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.
390'
390'
DWY. 1
DWY. 2
10'
S.V.

P.F.H.

P.F.H.

DOUGLAS DR.

PLAZA DR.
0 15 30 60 90 120
SCALE: 1" = 30' (ON 24" x 36" SHEET) EXHIBIT 3: INTERSECTION SIGHT DISTANCE PLAZA DRIVE & PROJECT DRIVEWAY 2
URBAN
CROSSROADS TELEPHONE # 949-660-1994
WWW.URBANXROADS.COM

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.

DWY. 1
DWY. 2
390'
390'
10'
PLAZA DR.

EXHIBIT 5: INTERSECTION SIGHT DISTANCE PLAZA DRIVE & VALLEY VIEW STREET URBAN
CROSSROADS TELEPHONE # 949-660-1994
WWW.URBANXROADS.COM

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.
580'
0 20 40 80 120 160
SCALE: 1" = 40' (ON 24" x 36" SHEET)
580'
VALLEY VIEW ST.
10'
13' 37'
T 6E1
T
P.F.H.

P.F.H.

PLAZA DR.
0 15 30 60 90 120
SCALE: 1" = 30' (ON 24" x 36" SHEET) EXHIBIT 4: INTERSECTION SIGHT DISTANCE PLAZA DRIVE & McDONNELL DRIVE
URBAN
CROSSROADS TELEPHONE # 949-660-1994
WWW.URBANXROADS.COM

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117. 10'
McDONNELL DR.

LIMITED USE AREA PER ORANGE
COUNTY STANDARD PLAN 1117.
390'
390'
15593-02 Safety Eval

ATTACHMENT D

VEHICLE TURNING TEMPLATES
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
9 EXHIBIT 1-4: INBOUND TRUCK ACCESS AT DRIVEWAY 1
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
10 EXHIBIT 1-5: OUTBOUND TRUCK ACCESS AT DRIVEWAY 1
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
11 EXHIBIT 1-6: INBOUND TRUCK ACCESS AT DRIVEWAY 2
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
12 EXHIBIT 1-7: OUTBOUND TRUCK ACCESS AT DRIVEWAY 2
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
13 EXHIBIT 1-8: INBOUND ON-SITE TRUCK CIRCULATION VIA DRIVEWAY 2 Goodman Commerce Center Traffic Analysis
15593-05 TA Report
14 EXHIBIT 1-9: OUTBOUND ON-SITE TRUCK CIRCULATION VIA DRIVEWAY 2 Goodman Commerce Center Traffic Analysis
15593-05 TA Report
15 EXHIBIT 1-10: LOADING DOCK TRUCK CIRCULATION
Goodman Commerce Center Traffic Analysis
15593-05 TA Report
16 EXHIBIT 1-11: TRUCK ACCESS AT DOUGLAS DR./WARLAND DR. & KATELLA AV. 5665 P LAZA DRIVE P ROJECT

CYPRESS , C ALIFORNIA

F INAL ENVIRONMENTAL I MPACT REPORT
OCTOBER 202 4
P:\A-E\CCP2201.04 Cypress 5665 Plaza Drive\02 - Working Files\05 - Final EIR\Response to comments\5665_Plaza_Drive_DEIR_RTC_241030.docx (10/31/24)
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PROPERTY OWNER

GLC CYPRESS LLC
3333 MICHELSON DRIVE, SUITE 1050
IRVINE, CA 92612.
949-407-0100
BLAIR.DAHLIIIGOODMAN.COM

ADDRESS OF THE PROPERTY
5665 PLAZA DRIVE, CYPRESS, CA

ASSESSOR'S PARCEL NUMBER
241-101-25

LEGAL DESCRIPTION

PROJECT DATA
5665 PLAZA

SITE AREA
h s.f. 371,729 s.f.
h acres 8.53 ac

BULDING AREA
Office 1st Floor 5,184 s.f.

Office 2nd Floor 5,149 sf
Warehouse 181,061 s.f.

TOTAL 191,394 s.f
COVERAGE 51.5%

AUTO PARKING REQUIRED
Office: 1/250 s.f. 42 stalls
PARCEL 2, IN THE CIT"Y OF CYPRESS, COUNT"Y OF ORANGE, STATE OF CALIFORNIA, AS SHOWN ON LOT UNE ADJUSTMENT NO. LL 2000-03 RECORDED AUGUST 30, 2000 AS INSTRUMENT NO. 200000453704, OFFICIAL RECORDS.

Warehousing
1st 20.000 sf (211,000)
2nd 20,000 s.f. (112,000)
Remaining 141,061 s.f. (114,000)
40 stalls
10 stalls
36 stalls
APN: 241-101-25

ZONING ORDINANCE FOR CITY

MCDONNELL CENTER AMENDED SPECIFIC PLAIN

APPLICANT

GLC CYPRESS LLC
3333 MICHELSON DRIVE, SUITE 1050
IRVINE, CA 92612.
949-407-0100
[email protected]

APPLICANT'S REPRESENTATIVE
HPA INC.
18831 BARDEEN AVE, STE#100
IRVINE, CA 92612
TEL. NO.: (949) 862-2161
CONTACT: ANDY WIYANTO

SITE PLAN KEYNOTES

HEAVY BROOM FINISH CONCRETE PAVEMENT
FUTURE POLE SIGN TBD.

CONCRETE WALKWAY, MEDIUM BROOM FINISH
14'-6" HIGH CONCRETE TILT UP SCREEN WALL
WrrH 16'-o" HIGH PILASTER.
5'-6"X5'-6"X4" THICK CONCRETE EXTERIOR
LAINDING PAD lYP. AT ALL EXTERIOR MAN DOORS
TO LANDSCAPED AREAS. FINISH TO BE MEDIUM BROOM
FINISH. PROVIDE WALK TO PUBLIC WAY OR DRIVE WAY
AS REQ. BY CllY INSPECTOR.

PROPOSE TRANSORMER LOCATION.
8'-o" HIGH METAL GATES W/ KNOX-BOX PER FIRE
DEPARTMENT STANDARDS PE� DRWEWAY. CONTRACTOR
TO DESIGN & DETAIL GATES. DRAWINGS AND CALCULATIONS
PRIOR TO FABRICATION. PROVIDE CONDUIT FOR FUTURE.

CONCRETE RAMP.

BIKE RACK lYPICAL.

FIRE HYDRANT W/ CONC. FILLED STEEL GUARD POST
EXTERIOR CONCRETE STAIR.
12'W X 14H' OVERHEAD DOOR @ DRIVE THRU.

ALL LANDSCAPE AREAS INDICATED BY SHADING
CONG. FILLED GUARD POST "6 Dv\. U.N.O. 4:t' H,

SITE PLAN GENERAL NOTES

1. ALL UGHTING SHALL CONFORM WITH MUNICIPAL STANDARDS.

2. SEE CIVIL AND STRUCTURAL FOR SITE CONCRETE.

TOTAL 128 stalls
Al.ITC PARKING PROVIDED
Standard 19' x 18'1 156 stalls
Standard Accessible Parking (9' x 18') 4 stalls
Van Accessible Parking (12' x 18') 4 stalls
EVCS (9'x 18') 31 stalls
Ev'SE(9'x18') 8 stalls
E\ISE Standard Accessible (9'x 18'J 1 stalls
EVSEVan Accessible I12'x18'I 1 stalls
EVSEAmbulatory (1D'x18') 1 stalls
206 stalls

ZONING ORDINANCE FOR CITY
M::Donnell Genter Arrended SP (PA-1)

MAXIMUM BUILDING HEIGHT ALLOWID
I-eight- 99'
MAXIMUM FLOOR.AREA RATIO
FAR- 70�-;

SETBACKS
Buik:Jing
Front- 30'
Rear - 5'

ENHANCED HARDSCAPE - PAVING FINISH A (VEHICULAR)

1. SEE CIVIL PLAINS WHERE CONCRETE CURBS OCCUR.

BANDS TO BE SEPARATED FROM CURB WITH EXPANSION JOINT.

2. PERIMETER BAND WITH TOLLED JOINTS"

3. INTERIOR ACCENT PAVING

3.1. PROVIDE TOOLED CONTROL JOINTS AT 48" O.C, AT 45 DEGREES EACH DIRECTION.

3.2. CENTER OVERALL PAillRN WITHIN PERIMETER BAND
SUCH THAT THERE ARE NOT SMALL TRv\NGLE PIECES WITH SIDES LESS THAN :5' LONG.

TRASH COMPACTOR PROVIDED BY OWNER
PRE-CAST CONG. WHEEL STOP.

TRUNCATED DOME.

GRADE LEVEL EXIT DOOR CONNECTED TO PATH OF TRAVEL
8'-0" HIGH BLACK PAINTED METAL TUBULAR FENCE
ACCESSIBLE ENTRY SIGN.

ACCESSIBLE PARKING STALL SIGN

TRASH ENCLOSURE

ENHANCED CONCRETE PAVING

PAINTING STRIPS

EMPLOYEE PATIO BREAK AREA
1 O' -o" HIGH CONCRETE TILT UP SCREEN WALL

11. ALL SIGNAGE SHALL CONFORM WITH THE MUNICIPAL STANDARD.

3. ALL DIMENSIONS ARE TO THE FACE OF CONCRETE WALL, FACE OF CONCRETE CURB OR GRID LINE U.N.O.

12. PAINT CURBS AND PROVIDE SIGNS TO INFORM OF FIRE LANES AS REQUIRED BY FIRE DEPARTMENT .

13. CONSTRUCTION DOCUMENTS PERTAINING TO THE LANDSCAPE AND

IRRIGATION OF THE ENTIRE PROJECT SITE SHALL BE SUBMITTED TO THE

BUILDING DEPARTMENT AND APPROVED BY PUBLIC FACILITIES
DEVELOPMENT PRIOR TO ISSUANCE OF BUILDING PERMITS.

4. REFER TO CIVIL PLANS FOR ALL CONCRETE CURBS, GUTTERS AND SWALES.

DETAILS ON SHEET AD.1 ARE MINIMUM STANDARDS.

5. THE ENTIRE PROJECT SHALL BE PERMANENTLY MAINTAINED
WITH AN AUTOMATIC IRRIGATION SYSTEM.

6. REFER TO CIVIL DWGS FOR POINT OF CONNECTIONS TO OFF-SITE UTIUTIES.

CONTRACTOR SHALL VERIFY ACTUAL UTILllY LOCATIONS.

7. PROVIDE POSITIVE DRAINAGE AWAY FROM BLDG. REFER TO CIVIL DRAWINGS.

8. CONTRACTOR TO REFER TO CIVIL DRAWINGS FOR ALL HORIZONTAL CONTROL DIMENSIONS. SITE PLANS ARE FOR GUIDANCE AND STARTING LAYOUT POINTS.

9. REFER TO CIVIL DRAWINGS FOR FINISH GRADE ELEVATIONS.

10. CONCRETE SIDEWALKS TO BE A MINIMUM OF 4" THICK W/ TOOLED JOINTS AT 6' O.C. EXPANSION/CONSTRUCTION JOINTS SHALL BE A MAXIMUM 12' EA. WAY. EXPANSION JOINTS TO HAVE COMPRESSIVE EXPANSION FILLER MATERIAL OF 1/4". FINISH TO BE A MEDIUM BROOM
FINISH U.N.O.

SITE PLAN GENERAL NOTES
CONCRETE PAVING - RE: CIVIL

DRAWINGS THICKNESS
0--0 LIGHT STANDARD

14. PRIOR TO FINAL CIT"Y INSPECTION, THE LANDSCAPE ARCHITECT SHALL SUBMIT A CERTIFICATE OF COMPLETION TO PUBLIC FACILmES
DEVELOPMENT.

15. SITE PLAN SHALL MEET ALL ENGINEERING AND NPDES REQUIREMENT.

16. ALL LANDSCAPE AND IRRIGATION DESIGNS SHALL MEET CURRENT CIT"Y

STANDARDS AS LISTED IN GUIDEUNES OR AS OBTAINED FROM PUBLIC FACILITIES DEVELOPMENT.

17. NOT USED.

18. ALL VERTICAL MOUNTING POLES OF CHAIN LINK FENCING SHALL BE CAPPED.

19. LANDSCAPED AREAS SHALL BE DELINEATED WITH A MINIMUM SIX INCHES (6") HIGH CURB
D
b
STANDARD PARKING STALL 26' WIDE FIRE LANE.
�
�
E::=�!•
D
E:::f!•
9' X 18'

ACCESSIBLE PARKING STALL,
9'X18+5'W ACCESSIBLE AISLE

VAN ACCESSIBLE
12'X18'+5'W ACCESSIBLE AISLE

EV PARKING

CLEAN AIR/VANPOOL/EV
(PROVIDE CONDUIT FOR FUTURE
EV CHARGING) STALL (9' X 18')

EV AMBULATORY PARKING
STALL (10' X 18')

VICINITY MAP

PROVIDE RED CURBS AND SIGNAGE

PER FIRE DEPT REQUIREMENT
FIRE HYDRANTAPPROXIMATE LOCATION
■
HPA
architecture
l i , 11 ·,
hpa, inc .
18831 bardeen avenue, - ste. #100
irvine, ca
92612
tel: 949 •863•1770
fax: 949•863•0851
email: [email protected]

RENEWAL
DATE
Owner:

Project:
5665 PLAZA DRIVE
CYPRESS, CA 90630
Consultants:

PBLA Engineering, Inc.

HSA & Associates
Air Control System
ACI Plumbing
Gregg electric
RLA
JM Carden Sprinkler, Inc
G3 SOIL WORKS
Title: OVERALL SITE PLAN
Project Number:

Drawn by:

Date:

Revision:

Sheet:
21196
AW/EM
01/08/24
)-DAB-Al.l
7 T 4 E16 ONSITE PLANT SCHEDULE TREESSYMBOL BOTANICAL NAME COMMON NAME SIZE / FORM HT. X SPRD. X CAL. (MIN.) WATER USE DESCRIPTION LAGERSTROEMIA FAUERI 'TUSCARORA' TUSCARORA CRAPE MYRTLE 24" BOX STD. 8'H X 5'W X 4"C M FLOWERING TREE LOPHOSTEMON CONFERTUS BRISBANE BOX 24" BOX STD. 8'H X 5'W M EVERGREEN CANOPY `TIPUANA TIPU TIPU TREE 36" BOX STD. 14' H X 6'W L SEMIDECIDUOUS BROAD CANOPY SHRUBS, GRASSES, & GROUNDCOVERS SYMBOL KEY BOTANICAL NAME COMMON NAME SIZE SPACING WATER USE DESCRIPTION AGAVE VILMORINIANA OCTOPUS AGAVE 15 GAL. 60" O.C. L ACCENT SUCCULENT ALOE 'BLUE ELF' BLUE ELF ALOE 1 GAL. 24" O.C. L ACCENT SUCCULENT CALLISTEMON 'LITTLE JOHN' LITTLE JOHN BOTTLE BRUSH 5 GAL. 36" O.C. L MIDGROUND FLOWERING SHRUB CARISSA M. 'GREEN CARPET' DWARF NATAL PLUM 1 GAL. 30" O.C. L EVERGREEN LOW SHRUB CAREX DIVULSA BERKELEY SEDGE 1 GAL. 24" O.C. L ORNAMENTAL GRASS DIANELLA 'LITTLE REV' LITTLE REV FLAX LILY 1 GAL. 24" O.C. L UPRIGHT ACCENT DIANELLA T. 'VARIEGATA' VARIEGATED FLAX LILY 5 GAL. 36" O.C. M UPRIGHT ACCENT FESTUCA MAIREI ATLAS FESCUE 1 GAL. 24" O.C. L ORNAMENTAL GRASS JUNCUS PATENS CALIFORNIA GRAY RUSH 1 GAL. 24" O.C. L MODULAR WETLAND PLANT LANTANA 'NEW GOLD' NEW GOLD LANTANA 5 GAL. 36" O.C. VL FLOWERING LOW SHRUB MUHLENBERGIA 'EL TORO' BULL RUSH 1 GAL. 36" O.C. L ORNAMENTAL GRASS OLEA 'MONTRA' LITTLE OLLIE 5 GAL. 48" O.C. L LARGE SHRUB WESTRINGIA 'WYNYABBIE GEM' COAST ROSEMARY 5 GAL. 36" O.C. L EVERGREEN HEDGE CALLIANDRA HAEMATOCEPHALA RED POWDER PUFF 15 GAL. 15' O.C. M FLOWERING VINE WATER USE KEY: VL = VERY LOW WATER USE, L = LOW WATER USE, M = MODERATE WATER USE, H = HIGH WATER USE. WATER USE STATED IS PER 'WATER USE CLASSIFICATION OF LANDSCAPE SPECIES' (ALSO REFERRED TO AS WUCOLS IV) FOR THE CITY OF CYPRESS, CA. EXISTING PLANT SCHEDULE TREESSYMBOL BOTANICAL NAME COMMON NAME PLATANUS ACERFOLIA LONDON PLANE ERYTHRINA CAFFRA CORAL LOPHOSTEMON CONFERTUS BRISBANE BOX NOTE: THE LETTER (E) NEXT TO A TREE SYMBOL INDICATES AN EXISTING TREE TO BE PROTECTED IN PLACE. THE LETTER (R) INDICATES AN EXISTING TREE TO BE REMOVED FROM SITE. (949) 863-1770 Irvine, CA 92612 18831 Bardeen Ave. - Ste. #100 www.hparchs.com 1LEGEND ENHANCED PAVING AT BUILDING ENTRY CONCRETE WALKWAYS PROPOSED ACCENT TREES PROPOSED PARKING TREES PROPOSED SCREEN TREES DROUGHT TOLERANT LANDSCAPE 23456 11 2 233 5 4 5 5 6 6 6 64 5 EXISTING TREE DISPOSITION EXISTING TREES REMOVED 157 NEW TREES PROPOSED 173 (949) 863-1770 Irvine, CA 92612 18831 Bardeen Ave. - Ste. #100 www.hparchs.com

CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUIS OBISPO

MEMORANDUM
DATE: December 15, 2023
TO: Alicia Velasco, City of Cypress
FROM: Ambarish Mukherjee, P.E., AICP
SUBJECT: 5665 Plaza Drive Project – Vehicle Miles Traveled (VMT) Analysis LSA has prepared this memorandum documenting the methodology and findings of a vehicle miles traveled (VMT) analysis for the 5665 Plaza Drive Project (project) in the City of Cypress (City), California.

BACKGROUND
On December 28, 2018, the California Office of Administrative Law cleared the revised California Environmental Quality Act (CEQA) guidelines for use. Among the changes to the guidelines was the removal of vehicle delay and level of service (LOS) from consideration under CEQA. With the adopted guidelines, transportation impacts are to be evaluated based on a project’s effect on VMT.

PROJECT DESCRIPTION
It is LSA’s understanding that GLC Cypress LLC (Applicant) is proposing to demolish an approximately 150,626‐square‐foot (sf) office building (Assessor’s Parcel Number 241‐101‐26) located at 5665 Plaza Drive and construct a 191,394 square foot warehouse building. The existing warehouse/office building is currently vacant and generating only nominal vehicle trips.

ANALYSIS METRICS
The City is yet to adopt the Senate Bill 743 (SB 743) guidelines; therefore, the VMT analysis has been based upon the methodology and significant threshold criteria identified in the Governor’s Office of Planning and Research (OPR) Technical Advisory (TA), dated December 2018.

The project includes industrial land uses only. The OPR TA does not specifically recommend any VMT metric or threshold for industrial uses. However, since the land use is non‐residential and could not be classified as retail land use, VMT‐per‐employee metric was used for purposes of evaluating the project.

Based on the OPR TA recommendations, the threshold for determining VMT impacts has been considered as 15 percent below the region’s baseline VMT per capita for residential projects, and 15 percent below the region’s baseline VMT per employee for non‐residential/non‐retail projects. 1500 Iowa Avenue, Suite 200, Riverside, California  92507     951.781.9310     www.lsa.net 12/15/23 (P:\CCP2201.04 Cypress 5665 Plaza Drive\Products\Traffic\5665 Plaza Drive VMT_Memorandum.docx)   2 As per the OPR TA, a region should be defined based on where the majority of the project trips are contained. As such, the majority of project trips are estimated to start or end within the region defined for VMT analysis purposes. Typically, it is the county boundary within which a majority of those trips are contained. While the city boundary can also be considered as the region for residential uses, given that the project land use is non‐residential and based on the understanding of the local trip patterns, it was determined that the entire Orange County would be the most appropriate region for the project for purposes of VMT analysis. As such, as recommended in the OPR Guidelines, if the project VMT per employee is greater than 85 percent of the existing countywide VMT per employee, the project constitutes a significant VMT impact.

METHODOLOGY
The OPR TA provides multiple screening criteria for land use projects. One of the screening criteria is a daily trip threshold. If the land use project generates less than 110 daily trips, the project can be screened from a detailed VMT analysis. The project includes demolition of existing office land uses and replaces them with industrial land uses. A trip generation analysis conducted by the traffic consultant looked at the difference in daily trips between the existing land uses and proposed land uses. It was observed that the proposed land uses produce 196 more daily trips than the existing office land uses.  Since the difference in daily trips between the proposed and existing uses is greater than 110, it was concluded that a detailed VMT analysis using the regional travel demand model would be required to evaluate the project VMT impact. The Orange County Transportation Analysis Model (OCTAM) was used to determine the VMT impact of the project.

Project Traffic Analysis Zone Update
The first step in the preparation of this analysis was to update the Traffic Analysis Zones (TAZs) in the model that include the project area. The project needs to be isolated in a separate TAZ to estimate/determine the project VMT. OCTAM doesn’t include the capability to split/add new TAZs, so a TAZ was borrowed for the project. That TAZ was used to estimate the project VMT and efficiency metric (i.e., VMT per employee).

OCTAM is a socioeconomic data‐based model, hence project land uses were converted into model employment using land use‐to‐employment conversion factors. The project socioeconomic data were added to the project TAZ for the model run.

VMT Analysis
A baseline model run was conducted using socioeconomic data for the project and project location TAZs (as indicated above). No circulation/network modifications were identified for inclusion in the model network. The outputs from this updated model run were used to calculate the VMT per employee for the project.

As indicated before, VMT per employee metric is used to evaluate the project land use. The proposed project would constitute a significant impact if the project VMT metric is greater than 85 percent of the regional existing VMT metric. Hence the proposed project would constitute a significant impact if project VMT per employee is greater than 85 percent of the Orange County VMT 12/15/23 (P:\CCP2201.04 Cypress 5665 Plaza Drive\Products\Traffic\5665 Plaza Drive VMT_Memorandum.docx)   3 per employee (threshold). As can be seen from Table A, existing project VMT per employee is lower than the significant threshold; therefore, the project doesn’t constitute any significant VMT impact.

Table A: Baseline Project and Regional VMT Per Employee Comparison 2016
5665 Plaza Drive
(project)
Entire Orange
County 1 Threshold 2
%
Difference
Significant
Impact
VMT per
employee 20.3 24.1 20.5 ‐1% No
Source: Compiled by LSA (2023). 1 Obtained from Final Draft Guidelines For Evaluating Vehicle Miles Traveled Under CEQA for the County of Orange, September 17, 2020. 2 85% of the regional average (24.1*0.85=20.5) Baseline. Base year of the OCTAM model is 2016.

OCTAM = Orange County Transportation Analysis Model
VMT = vehicle miles traveled

CONCLUSIONS
Based on the recommendations from the OPR TA, the proposed 5665 Plaza Drive warehouse project was evaluated using VMT per employee metric. The project is not eligible to be screened out of a VMT analysis and therefore, a detailed VMT analysis was conducted for the project using the OCTAM model and using Orange County as the region. Based on the significance threshold criteria determined within the OPR TA, the project VMT per employee does not exceed the threshold.

Therefore, the project will have a less than significant transportation impact.

Attachment: Vehicle Miles Traveled (VMT) Analysis Worksheet 2016
5665 Plaza Drive
(project)
Entire Orange
County * Threshold **
Total Employment 93 1,710,147
Homebased Work (HBW) VMT 1,886                 41,174,971 HBW VMT per employee 20.3 24.1 20.5
*: Obtained from Final Draft Guidelines For Evaluating Vehicle Miles Traveled Under CEQA for the County of Orange, September 17, 2020 **: 85% of the regional average (24.1*0.85=20.5)
Appendix A ‐ VMT Calculation Worksheet
5665 Plaza Drive, City of Cypress ‐ VMT Analysis
DATE: February 20, 2024
TO: Alicia Velasco, City of Cypress
FROM: Charlene So, Urban Crossroads, Inc.

JOB NO: 15593-06 TG Memo

GOODMAN COMMERCE CENTER TRIP GENERATION ASSESSMENT
Urban Crossroads, Inc. is pleased to provide the following Trip Generation Assessment that has been prepared for the Goodman Commerce Center development (referred to as Project), which is located at 5665 Plaza Drive in the City of Cypress. Specifically, the following trip generation assessment compares the Project to the existing 150,626 square foot office building assuming 100% occupancy.

BACKGROUND
For the purposes of the Goodman Commerce Center Traffic Analysis (dated January 11, 2024. Referred to as the 2024 Traffic Study), the existing office building was approximately 41% occupied, but to not overstate existing credit for the office use and conduct a conservative analysis for the 2024 Traffic Study, it was assumed that only 25% of the building space was occupied to account for the existing tenants that could be underutilizing their space. However, current entitlements for the office building would allow for 100% occupancy of the existing building without any further discretionary action by the City. As such, the following trip generation assessment compares the proposed Project (as evaluated in the 2024 Traffic Study) to 100% occupancy of the existing 150,626 square foot office building.

Alicia Velasco, City of Cypress
February 20, 2024

15593-06 TG Memo

PROJECT TRIP GENERATION
Table 1 summarizes the Project trip generation as evaluated in the 2024 Traffic Study. The proposed Project is anticipated to generate 406 two-way trips per day with 21 AM peak hour trips and 24 PM peak hour trips (actual vehicles). Intersection operations analysis for an industrial project must be evaluated using the passenger car equivalent (PCE) trip generation consistent with the City’s Guidelines. As such, the Project’s trip generation in PCE is also summarized in Table

1. The Project is anticipated to generate 604 two-way PCE trips per day with 29 PCE AM peak hour trips and 32 PCE PM peak hour trips.

TABLE 1: PROJECT TRIP GENERATION

EXISTING TRIP GENERATION
In an effort to understand the existing traffic associated with 100% occupancy of the existing office use, the trip generation rates used for this assessment are based upon information collected by the Institute of Transportation Engineers (ITE) as provided in their Trip Generation Manual (11th Edition, 2021). General Office (ITE Land Use Code 710) land use category has been used to calculate the trip generation for the existing 150,626 square feet of available office space.

The trip generation summary illustrating daily, and peak hour trip generation estimates for the existing uses are shown in Table 2 along with the applicable trip generation rates. As shown in Table 2, 150,626 square feet of general office use generates a total of 1,634 two-way trips per day with 228 AM peak hour trips and 217 PM peak hour trips.

Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles:

High-Cube Cold Storage Warehouse 191.394 TSF
Passenger Cars: 15 1 16 4 14 18 262
2-axle Trucks: 1 1 2 1 1 2 50
3-axle Trucks: 0 0 0 0 0 0 16
4+-axle Trucks: 1 2 3 2 2 4 78
Total Truck Trips (Actual Vehicles): 2 3 5 3 3 6 144
Total Trips (Actual Vehicles)2 17 4 21 7 17 24 406
Passenger Car Equivalent (PCE):

High-Cube Cold Storage Warehouse 191.394 TSF
Passenger Cars: 15 1 16 4 14 18 262
2-axle Trucks: 1 2 3 1 2 3 76
3-axle Trucks: 0 1 1 1 0 1 32
4+-axle Trucks: 3 6 9 5 5 10 234
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE)2 19 10 29 11 21 32 604
Note: Due to rounding, some of the numbers reflected in the table to not reflect actual calculated amounts. 1 TSF = Thousand Square Feet
2 Total = Passenger Cars + Trucks
AM Peak Hour PM Peak Hour
Alicia Velasco, City of Cypress
February 20, 2024

15593-06 TG Memo
TABLE 2: EXISTING TRIP GENERATION

TRIP GENERATION COMPARISON
Table 3 shows the trip generation comparison between the proposed Project uses and the existing office use (assuming 100% occupancy). The resulting net change in trips is identified in Table 3. As shown, the proposed Project is anticipated to generate 1,030 fewer two-way PCE trips per day with 199 fewer PCE AM peak hour trips and 185 fewer PCE PM peak hour trips as compared to the existing office use (resulting in a net reduction).

TABLE 3: TRIP GENERATION COMPARISON
If you have any questions or comments, I can be reached at [email protected].

ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
General Office (based on average rates) TSF 710 1.34 0.18 1.52 0.24 1.20 1.44 10.84 Land Use Quantity Units2 In Out Total In Out Total Daily General Office3 150.626 TSF 201 27 228 37 180 217 1,634 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = Thousand Square Feet
3 100% occupancy of the 150,626 square foot office building.

Daily
AM Peak Hour PM Peak Hour
Land Use In Out Total In Out Total Daily
Proposed Project
Passenger Cars: 15 1 16 4 14 18 262
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE) 19 10 29 11 21 32 604
Existing Use: General Office
Passenger Cars: 201 27 228 37 180 217 1,634
Total Truck Trips (PCE): 0 0 0 0 0 0 0
Total Trips (PCE) 201 27 228 37 180 217 1,634
Variance
Passenger Cars: -186 -26 -212 -33 -166 -199 -1,372
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE) -182 -17 -199 -26 -159 -185 -1,030
AM Peak Hour PM Peak Hour

GOODMAN COMMERCE
CENTER

TRAFFIC ANALYSIS
Reference Number Agency Date
15593-03 TA Report City of Cypress November 21, 2023
PREPARED BY: Charlene So | [email protected]
Aric Evatt | [email protected]
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TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... ii Appendices......................................................................................................................................................... iv List of Exhibits..................................................................................................................................................... v List of Tables ...................................................................................................................................................... vi List of Abbreviated Terms ............................................................................................................................... vii 1 Introduction............................................................................................................................................... 1

1.1 Summary of Findings ...............................................................................................................................................1

1.2 Project Overview.......................................................................................................................................................1

1.3 Analysis Scenarios .....................................................................................................................................................4

1.4 Study Area ....................................................................................................................................................................4

1.5 Deficiencies ..................................................................................................................................................................5

1.6 Recommendations ....................................................................................................................................................7

1.7 Truck Access ................................................................................................................................................................8

1.8 Queuing Analysis .................................................................................................................................................... 16 2 Methodologies ........................................................................................................................................17

2.1 Level of Service........................................................................................................................................................ 17

2.2 Intersection Capacity Analysis........................................................................................................................... 17

2.3 Traffic Signal Warrant Analysis Methodology ............................................................................................ 20

2.4 Minimum Acceptable Levels of Service (LOS)............................................................................................ 21

2.5 Deficiency Criteria.................................................................................................................................................. 21 3 Area Conditions ......................................................................................................................................23

3.1 Existing Circulation Network ............................................................................................................................. 23

3.2 City of Cypress General Plan Circulation Element................................................................................... 23

3.3 Bicycle & Pedestrian Facilities............................................................................................................................ 27

3.4 Transit Service.......................................................................................................................................................... 27

3.5 Truck Routes............................................................................................................................................................. 27

3.6 Existing (2023) Traffic Counts........................................................................................................................... 32

3.7 Intersection Operations Analysis..................................................................................................................... 34

3.8 Traffic Signal Warrants Analysis ....................................................................................................................... 34 4 Projected Future Traffic .........................................................................................................................35

4.1 Project Trip Generation ....................................................................................................................................... 35

4.2 Project Trip Distribution...................................................................................................................................... 38

4.3 Modal Split................................................................................................................................................................. 41

4.4 Project Trip Assignment....................................................................................................................................... 41

4.5 Background Traffic................................................................................................................................................. 41

4.6 Cumulative Development Traffic..................................................................................................................... 41

4.7 Near-Term Traffic Conditions........................................................................................................................... 45 5 E+P Traffic Conditions............................................................................................................................47

5.1 Roadway Improvements ..................................................................................................................................... 47 Goodman Commerce Center Traffic Analysis
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5.2 E+P Traffic Volume Forecasts ........................................................................................................................... 47

5.3 Intersection Operations Analysis..................................................................................................................... 47

5.4 Traffic Signal Warrants Analysis ....................................................................................................................... 47

5.5 Near-Term Deficiencies and Improvements............................................................................................... 47 6 Future Year (2025) Traffic Conditions ..................................................................................................51

6.1 Roadway Improvements ..................................................................................................................................... 51

6.2 Without Project Traffic Volume Forecasts .................................................................................................. 51

6.3 With Project Traffic Volume Forecasts ......................................................................................................... 51

6.4 Intersection Operations Analysis..................................................................................................................... 51

6.5 Traffic Signal Warrants Analysis ....................................................................................................................... 55

6.6 Project Deficiencies and Recommended Improvements...................................................................... 55 7 Local and Regional Funding Mechanisms...........................................................................................57

7.1 Development Impact Fee Program................................................................................................................. 57 8 References...............................................................................................................................................59 Goodman Commerce Center Traffic Analysis
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APPENDICES
Appendix 1.1: Approved Traffic Study Scoping Agreement
Appendix 1.2: Site Adjacent Queues
Appendix 3.1: Traffic Counts
Appendix 3.2: Existing (2023) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Existing (2023) Conditions Traffic Signal Warrant Analysis Worksheets Appendix 5.1: Exising plus Project Conditions Intersection Operations Analysis Worksheets Appendix 5.2: Existing Plus Project Conditions Traffic Signal Warrant Analysis Worksheets Appendix 6.1: Future Year (2025) Without Project Conditions Intersection Operations Analysis Worksheets
Appendix 6.2: Future Year (2025) With Project Conditions Intersection Operations Analysis Worksheets
Appendix 6.3: Future Year (2025) Without Project Conditions Traffic Signal Warrant Analysis Worksheets
Appendix 6.4: Future Year (2025) With Project Conditions Traffic Signal Warrant Analysis Worksheets Goodman Commerce Center Traffic Analysis
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LIST OF EXHIBITS
Exhibit 1-1: Location Map.................................................................................................................................. 2 Exhibit 1-2: Preliminary Site Plan ..................................................................................................................... 3 Exhibit 1-3: Study Area....................................................................................................................................... 6 Exhibit 1-4: inbound Truck Access at Driveway 1...........................................................................................9 Exhibit 1-5: Outbound Truck Access at Driveway 1 .....................................................................................10 Exhibit 1-6: inbound Truck Access at Driveway 2.........................................................................................11 Exhibit 1-7: Outbound Truck Access at Driveway 2 .....................................................................................12 Exhibit 1-8: Inbound On-Site Truck Circulation via Driveway 2..................................................................13 Exhibit 1-9: Outbound On-Site Truck Circulation via Driveway 2 ..............................................................14 Exhibit 1-10: Loading Dock Truck Circulation...............................................................................................15 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls.............................................24 Exhibit 3-2: City of Cypress General Plan Circulation Element...................................................................25 Exhibit 3-3: City of Cypress General Plan Roadway Cross-Sections ..........................................................26 Exhibit 3-4: City of Cypress General Plan Bike Network..............................................................................28 Exhibit 3-5: Existing Pedestrian Facilities ......................................................................................................29 Exhibit 3-6: Existing Transit Routes................................................................................................................30 Exhibit 3-7: City of Cypress Truck Routes......................................................................................................31 Exhibit 3-8: Existing (2023) Traffic Volumes (PCE)........................................................................................33 Exhibit 4-1: Project (Truck) Trip Distribution.................................................................................................39 Exhibit 4-2: Project (Passenger Car) Trip Distribution .................................................................................40 Exhibit 4-3: Project Only Traffic volumes (PCE) ............................................................................................42 Exhibit 4-4: Cumulative Development Location Map ..................................................................................43 Exhibit 4-5: Cumulative Only Traffic Volumes (PCE) ....................................................................................44 Exhibit 5-1: E+P Traffic Volumes (PCE)...........................................................................................................48 Exhibit 6-1: Future Year (2025) Without Project Traffic Volumes (PCE).....................................................52 Exhibit 6-2: Future Year (2025) With Project Traffic Volumes (PCE)...........................................................53 Goodman Commerce Center Traffic Analysis
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LIST OF TABLES
Table 1-1: Intersection Analysis Locations ...................................................................................................... 5 Table 1-2: Summary of LOS............................................................................................................................... 5 Table 1-3: Peak Hour Queuing Analysis ........................................................................................................16 Table 2-1 Intersection Capacity Utilization (ICU) LOS Definitions..............................................................18 Table 2-2: Signalized Intersection LOS Thresholds......................................................................................19 Table 2-3: Unsignalized Intersection LOS Thresholds .................................................................................20 Table 2-4: Traffic Signal Warrant Analysis Locations...................................................................................21 Table 2-5: HCM Signalized Intersection Deficiency Criteria........................................................................21 Table 2-6: ICU Intersection Deficiency Criteria.............................................................................................22 Table 3-1: Intersection Analysis for Existing (2023) Conditions .................................................................34 Table 4-1: Existing Trip Generation Summary..............................................................................................35 Table 4-2: Trip Generation Rates....................................................................................................................36 Table 4-3: Project Trip Generation Summary...............................................................................................37 Table 4-4: Trip Generation Comparison........................................................................................................38 Table 4-5: Cumulative Development land use Summary ...........................................................................45 Table 4-6: Cumulative Development Trip Generation Summary...............................................................45 Table 5-1: Intersection Analysis for E+P Conditions ....................................................................................49 Table 6-1: Intersection Analysis for Future Year (2025) Conditions ..........................................................54 Table 7-1: Estimated Fee Obligation..............................................................................................................57 Goodman Commerce Center Traffic Analysis
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LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
CAMUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation
CMP Congestion Management Program
E+P Existing plus Project
HCM Highway Capacity Manual
ICU Intersection Capacity Utilization
ITE Institute of Transportation Engineers
LOS Level of Service
OCTA Orange County Transit Authority
PCE Passenger Car Equivalent
PHF Peak Hour Factor
Project Goodman Commerce Center
SCAQMD South Coast Air Quality Management District
TA Traffic Analysis
v/c Volume to Capacity
vphgpl Vehicles per Hour Green per Lane
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Goodman Commerce Center Traffic Analysis
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1 1 INTRODUCTION
This report presents the results of the Traffic Analysis (TA) for Goodman Commerce Center development (“Project”), which is located at 5665 Plaza Drive (Assessor’s Parcel Number: 241-101-26) in the City of Cypress, as shown on Exhibit 1-1. The purpose of this TA is to evaluate the potential circulation system deficiencies that may result from the development of the proposed Project, and where necessary recommend improvements to achieve acceptable operations consistent with the City’s General Plan level of service goals and policies. This TA has been prepared in accordance with the City’s Transportation Operational Assessment (Level-Of-Service Traffic Study) Guidelines (dated April 2023) and through consultation with City of Cypress staff during the scoping process. (1) The Project traffic study scoping agreement is provided in Appendix 1.1 of this TA, which has been reviewed and approved by the City of Cypress.

1.1 SUMMARY OF FINDINGS
The Project is to construct the following improvements as design features in conjunction with development of the site:
• Project to construct the site frontage improvements needed to accommodate site access along Plaza Drive/Douglas Drive.
• Project to install stop controls for all egress traffic from each Project driveway. All driveways along Plaza Drive/Douglas Drive will accommodate full access (no turn restrictions).

Additional details and intersection lane geometrics are provided in Section 1.6 Recommendations of this report. The Project is not anticipated to require the construction of any off-site improvements and would also contribute to improvement needs identified at off-site intersections for future cumulative traffic conditions.

1.2 PROJECT OVERVIEW
A preliminary site plan for the proposed Project is shown on Exhibit 1-2. The Project includes the development of a 191,394 square foot warehouse building. The TA evaluates 191,394 square feet of high-cube cold storage warehouse use. The proposed Project will replace an existing 150,626 square foot office building. The anticipated Opening Year for the proposed Project is 2025. Access to the site will be accommodated via two driveways at Plaza Drive and Douglas Drive. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021). (2) The Project is anticipated to generate a total of 406 two-way trips per day with 21 AM peak hour trips and 24 PM peak hour trips (actual vehicles). The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in greater detail in Section 4.1 Project Trip Generation of this report.

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2 EXHIBIT 1-1: LOCATION MAP
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3 EXHIBIT 1-2: PRELIMINARY SITE PLAN
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4 1.3 ANALYSIS SCENARIOS
For the purposes of this traffic study, potential deficiencies to traffic and circulation have been assessed for each of the following conditions:
• Existing (2023) Conditions
• Existing plus Project (E+P)
• Future Year (2025) Without Project
• Future Year (2025) With Project

1.3.1 EXISTING (2023) CONDITIONS
Information for Existing (2023) conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared. Traffic volume utilized for the intersection operations analyses are based on 2022 traffic counts in conjunction with the application of a two percent adjustment/growth factor to reflect 2023 traffic conditions. For a detailed discussion on the existing traffic counts, see Section 3.6 Existing Traffic Counts.

1.3.2 E+P CONDITIONS
The E+P conditions analysis determines the potential circulation system deficiencies based on a comparison of the E+P traffic conditions to Existing conditions. The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. Cumulative development projects and ambient growth are not included for E+P traffic conditions.

1.3.3 FUTURE YEAR (2025) CONDITIONS
The Future Year (2025) traffic conditions analysis determines the potential near-term cumulative circulation system deficiencies. The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. To account for background traffic growth, an ambient growth factor from Existing (2023) conditions of 4.04% (2 percent per year, compounded over 2 years) is included for Future Year (2025) traffic conditions. Conservatively, this TA estimates the area ambient traffic growth and then adds traffic generated by other known or probable related projects. These related projects are at least in part already accounted for in the assumed ambient growth rates; and some of these related projects may not be implemented and operational within the 2025 Opening Year time frame assumed for the Project. The resulting traffic growth utilized in the TA (ambient growth factor plus traffic generated by related projects) would therefore tend to overstate rather than understate background cumulative traffic deficiencies under 2025 conditions.

1.4 STUDY AREA
To ensure that this TA satisfies the City of Cypress’s traffic study requirements, Urban Crossroads, Inc. prepared a Project traffic study scoping package for review by City of Cypress staff prior to the preparation of this report. This agreement provides an outline of the Project study area, trip generation, trip distribution, and analysis methodology. The agreement approved by the City is included in Appendix 1.1 of this TA.

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5 The 4 study area intersections shown on Exhibit 1-3 and listed in Table 1-1 were selected for evaluation in this TA based on consultation with City of Cypress staff. At a minimum, the study area includes intersections where the Project is anticipated to contribute 25 or more peak hour trips per the City’s Guidelines. (1) The 25 peak hour trip criterion has been used for the purposes of estimating a potential area of influence (i.e., study area).

TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
The intent of a Congestion Management Program (CMP) is to more directly link land use, transportation, and air quality, thereby prompting reasonable growth management programs that will effectively utilize new transportation funds, alleviate traffic congestion and related deficiencies, and improve air quality. The County of Orange CMP became effective with the passage of Proposition 111 in 1990 and most recently updated in 2021. (3) There are no study area intersections identified as a CMP intersection.

1.5 DEFICIENCIES
This section provides a summary of deficiencies by analysis scenario. Section 2 Methodologies provides information on the methodologies used in the analysis, Section 5 Existing plus Project Traffic Conditions, and Section 6 Future Year (2025) Traffic Conditions include the detailed analysis. A summary of level of service (LOS) results for all analysis scenarios is presented on Table 1-2.

TABLE 1-2: SUMMARY OF LOS
# Intersection Jurisdiction CMP?
1 Douglas Dr./Warland Dr. & Katella Av. City of Cypress No 2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. City of Cypress No 3 Existing Driveway/McDonnell Dr. & Plaza Dr. City of Cypress No 4 Valley View St. & Plaza Dr./Chip Av. City of Cypress No # Intersection AM PM AM PM AM PM AM PM
1 Douglas Dr./Warland Dr. & Katella Av.
2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr.
3 Existing Driveway/McDonnell Dr. & Plaza Dr.
4 Valley View St. & Plaza Dr./Chip Av.
= A - D = E = F
Existing E+P 2025 NP 2025 WP
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6 EXHIBIT 1-3: STUDY AREA

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7 1.5.1 EXISTING (2023) CONDITIONS
The study area intersections are currently operating at an acceptable LOS during the peak hours.

1.5.2 E+P CONDITIONS
The study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours with the addition of Project traffic.

1.5.3 FUTURE YEAR (2025) CONDITIONS
The study area intersections are anticipated to continue to operate at an acceptable LOS under Future Year (2025) Without and With Project traffic conditions.

1.6 RECOMMENDATIONS
The following recommendations are based on the minimum improvements needed to accommodate site access and maintain acceptable peak hour operations for the proposed Project.

Recommendation 1 – Driveway 2/Douglas Drive & Driveway 1/Plaza Drive (#2) – The following improvements are necessary to accommodate site access:
• Project to install a stop control on the southbound approach and eastbound approach (egress Project traffic) to implement an all-way stop-controlled intersection. Driveway 1/Driveway 2 will accommodate site access for passenger cars and trucks and will accommodate full access (no turn restrictions). • The northwest curb of Driveway 1 should be modified to accommodate a 25-foot curb radius to accommodate the egress of heavy trucks.

Recommendation 2 – Truck Access & Routing Plan – A revised truck access and routing plan should be prepared for the proposed Project identifying the proposed signage that needs to be implemented on-site to direct trucks per the proposed circulation of trucks as noted in this report.

On-site traffic signing and striping should be implemented agreeable with the provisions of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and in conjunction with detailed in the master signing program and construction plans for the Project site.

Sight distance at each project access point should be reviewed with respect to standard Caltrans and City of Cypress sight distance standards at the time of preparation of final grading, landscape, and street improvement plans.

Recommendation 3 – Douglas Drive/Warland Drive & Katella Avenue – Install a new southbound signal head on the northwest corner for southbound approach vehicles in order to display the signal indication should a truck in the southbound lanes obstruct the existing signal heads on the mast arm.

The new signal head is proposed to be mounted on the existing signal pole on the northwest corner.

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8 1.7 TRUCK ACCESS
Due to the typical wide turning radius of large trucks, a truck turning template has been overlaid on the site plan at Driveway 1 and Driveway 2 (at the intersection of Douglas Drive and Plaza Drive) which is anticipated to be utilized by heavy trucks in order to determine appropriate curb radii and to verify that trucks will have sufficient space to execute turning maneuvers. A WB-67 truck (53-foot trailer) has been utilized for the purposes of this analysis. Driveway 1 on Douglas Drive is anticipated to accommodate the ingress and egress of heavy trucks as currently designed to and from the east on Plaza Drive and south on Douglas Drive, however, the northwest curb of Driveway 2 should be modified to accommodate a 25-foot curb radius to accommodate the egress of heavy trucks. Ingress and egress of heavy trucks will also be permitted at Driveway 2 on Plaza Drive.

Exhibit 1-4 and Exhibit 1-5 reflect the inbound and outbound truck access at Driveway 1, respectively.

Exhibit 1-6 and Exhibit 1-7 reflect the inbound and outbound truck access at Driveway 2, respectively.

Exhibit 1-8 and Exhibit 1-9 show the inbound and outbound on-site circulation of trucks via Driveway 2 around the north side of the building, respectively. Inbound and outbound on-site circulation of trucks via Driveway 1 around the south side of the building was previously shown on Exhibit 1-4 and Exhibit 1-5. On-site signage will be provided to direct trucks per the proposed/allowable circulation.

Trucks backing into the dock bay on-site within the truck court for the building is shown on Exhibit 1-

10. Goodman Commerce Center Traffic Analysis
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9 EXHIBIT 1-4: INBOUND TRUCK ACCESS AT DRIVEWAY 1
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10 EXHIBIT 1-5: OUTBOUND TRUCK ACCESS AT DRIVEWAY 1
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11 EXHIBIT 1-6: INBOUND TRUCK ACCESS AT DRIVEWAY 2
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12 EXHIBIT 1-7: OUTBOUND TRUCK ACCESS AT DRIVEWAY 2
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13 EXHIBIT 1-8: INBOUND ON-SITE TRUCK CIRCULATION VIA DRIVEWAY 2 Goodman Commerce Center Traffic Analysis
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14 EXHIBIT 1-9: OUTBOUND ON-SITE TRUCK CIRCULATION VIA DRIVEWAY 2 Goodman Commerce Center Traffic Analysis
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15 EXHIBIT 1-10: LOADING DOCK TRUCK CIRCULATION
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16 1.8 QUEUING ANALYSIS
The traffic modeling and signal timing optimization software package SimTraffic has been utilized to assess the queues. SimTraffic is designed to model networks of signalized and unsignalized intersections, with the primary purpose of checking and fine-tuning signal operations. SimTraffic uses the input parameters from Synchro to generate random simulations. These random simulations generated by SimTraffic have been utilized to determine the 95th percentile queue lengths observed for each applicable turn lane. A SimTraffic simulation has been recorded up to 5 times, during the weekday AM and weekday PM peak hours, and has been seeded for 15-minute periods with 60-minute recording intervals.

A queuing analysis has been conducted for all signalized study area intersections under Future Year (2025) With Project traffic conditions to ensure the existing and proposed left turn storage can accommodate the 95th percentile peak hour queues. The results of the queuing analysis are shown in Table 1-3 and the worksheets for the weekday AM and PM peak hours are provided in Appendix 1.2 of this report for Future Year (2025) With Project traffic conditions. As shown on Table 1-3, there are no improvements needed to the turn lane storage lengths.

TABLE 1-3: PEAK HOUR QUEUING ANALYSIS
AM PM
Douglas Dr./Warland Dr. & Katella Av. NBL 115 47 80 Yes Yes SBL 90 25 52 Yes Yes
SBR 90 35 44 Yes Yes
EBL 250 75 49 Yes Yes
EBR 100 52 35 Yes Yes
WBL 250 42 66 Yes Yes
WBR 130 88 52 Yes Yes
Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. NBL/T/R 185 51 48 Yes Yes SBL/T/R 100 0 33 Yes Yes
EBL/T/R 100 32 34 Yes Yes
WBL/T/R 165 48 57 Yes Yes
Valley View St. & Plaza Dr./Chip Av. NBL 190 97 34 Yes Yes SBL 160 121 70 Yes Yes
EBL 110 26 87 Yes Yes
WBL 65 20 71 Yes Yes
NB = Northbound; SB = Southbound; EB = Eastbound; WB = Westbound; L = Left; T = Through; R = Right 1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 25 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable.

Intersection Movement
Available Stacking
Distance (Feet)3
95th Percentile Queue (Feet) Acceptable? 1
AM Peak PM Peak
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17 2 METHODOLOGIES
This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are consistent with the County’s CMP Guidelines and the City’s Transportation Operational Assessment (Level of Service Traffic Study) Guidelines.

2.1 LEVEL OF SERVICE
Traffic operations of roadway facilities are described using the term “Level of Service” (LOS). LOS is a qualitative description of traffic flow based on several factors, such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A, representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting in stop-and-go conditions.

LOS E represents operations at or near capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow.

2.2 INTERSECTION CAPACITY ANALYSIS
The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control. The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway. The 6th Edition Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (4) The HCM uses different procedures depending on the type of intersection control.

2.2.1 SIGNALIZED INTERSECTIONS
Intersection Capacity Utilization (ICU)
The City of Cypress requires signalized intersections to be evaluated through ICU analysis which compares the peak hour traffic volumes to intersection capacity. Lane capacities of 1,700 vehicles per hour of green time have been assumed for the ICU calculations. 0.05 of volume to capacity (V/C) has been assumed representing 5 percent for the yellow and all-red signal indication and inherent vehicle delay between cycles with an assumed signal cycle of 100 seconds. The ICU LOS definitions based on V/C ratio are presented in Table 2-1. The Traffix software package has been utilized to evaluate the signalized intersections using the ICU methodology with the analysis parameters discussed above.

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18 TABLE 2-1 INTERSECTION CAPACITY UTILIZATION (ICU) LOS DEFINITIONS Level of Service Critical Volume to Capacity Ratio
A 0.00 - 0.60
B 0.61 - 0.70
C 0.71 - 0.80
D 0.81 - 0.90
E 0.91 - 1.00
F >1.00
Source: 2019 Orange County Congestion Management Program (CMP) Highway Capacity Analysis (HCM)
Intersection LOS operations have also been reported based on the HCM methodology which are based on an intersection’s average control delay. (4) Control delays include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. For signalized intersections LOS is related to the average control delay per vehicle and is correlated to a LOS designation as described on Table 2-2.

The traffic modeling and signal timing optimization software package Synchro (Version 11) has been utilized to analyze signalized intersections. Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length. The level of service and capacity analysis performed by Synchro takes into consideration optimization and coordination of signalized intersections within a network.

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19 TABLE 2-2: SIGNALIZED INTERSECTION LOS THRESHOLDS
A saturation flow rate of 1,700 has been utilized for all study area intersections. The peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15-minute volumes.

Customary practice for LOS analysis is to use a peak 15-minute rate of flow. However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g., PHF = [Hourly Volume] / [4 x Peak 15-minute Flow Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour.

Existing PHFs have been used for all analysis scenarios. Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak hour flows while lower PHF values are indicative of greater variability of flow during the peak hour. (4)

2.2.2 UNSIGNALIZED INTERSECTIONS
The ICU methodology is not applicable to unsignalized intersections. As such, the operations of unsignalized intersections be evaluated using the methodology described in the HCM. (4) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2- 3). At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Operations with very low delay occurring with favorable progression and/or short cycle length.
0 to 10.00 A
Operations with low delay occurring with good progression and/or short cycle lengths.

10.01 to 20.00 B
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual cycle failures begin to appear.

20.01 to 35.00 C
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.

35.01 to 55.00 D
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.

Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay.

55.01 to 80.00 E
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or very long cycle lengths.

80.01 and up F
Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.

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20 movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. Delay for the intersection is reported for the worst individual movement at a two-way stop-controlled intersection. For all-way stop controlled intersections, LOS is computed for the intersection as a whole (average delay).

TABLE 2-3: UNSIGNALIZED INTERSECTION LOS THRESHOLDS

2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term “signal warrants” refers to the list of established criteria used by the California Department of Transportation (Caltrans) and other public agencies to quantitatively justify or determine the potential need for installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (5)
The signal warrant criteria for Existing study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (5) Specifically, this TA utilizes the Peak Hour Volume-based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with rural characteristics. For the purposes of this study, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection. Rural warrants have been used where posted speed limits on the major roadways with unsignalized intersections that are over 40 miles per hour while urban warrants have been used where posted speeds are 40 miles per hour or below.

Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Little or no delays. 0 to 10.00 A
Short traffic delays. 10.01 to 15.00 B
Average traffic delays. 15.01 to 25.00 C
Long traffic delays. 25.01 to 35.00 D
Very long traffic delays. 35.01 to 50.00 E
Extreme traffic delays with intersection capacity exceeded. > 50.00 F Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.

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21 Traffic signal warrant analyses were performed for the following study area intersection shown on Table 2-4:

TABLE 2-4: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS
The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions are presented in Section 5 Future Year (2025) Traffic Conditions of this report. It is important to note that a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this threshold condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant.

2.4 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS)
The definition of an intersection deficiency has been obtained from the City’s General Plan. The City of Cypress has adopted a LOS D or better as the desired citywide operating standard for most City streets. However, given the influence of regional traffic on Valley View Street, Lincoln Avenue, and Katella Avenue, which are beyond the control of the City of Cypress, LOS E or better has been adopted as the minimum operating LOS for street segments and intersections on the aforementioned arterials due to the high volume of traffic carried on these roadways.

2.5 DEFICIENCY CRITERIA
For the intersections that lie within the City of Cypress, determination of whether the Project has an adverse effect on intersection operations will be based on a comparison of without and with project levels of service.

For HCM Analysis: For signalized intersections, the traffic operations deficiency shall be determined in accordance with Table 2-5 below:

TABLE 2-5: HCM SIGNALIZED INTERSECTION DEFICIENCY CRITERIA # Intersection
2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr.
3 Existing Driveway/McDonnell Dr. & Plaza Dr.

With Project LOS Project-Related Increase in Delay (in seconds) C or better > 6.0 seconds
D > 4.0 seconds
E, F > 2.0 seconds
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22 To determine whether a project’s added traffic would result in a deficiency at a study area unsignalized intersection in accordance with the City’s HCM methodology, the following criteria shall be applied:
a) Worsens the LOS at an unsignalized intersection from LOS D or better to LOS E or F; b) Causes an increase in the delay equal to or more than three (3.0) seconds at an unsignalized intersection that operates at LOS E or F with project.

For ICU Analysis: a deficiency at both signalized study intersections will be determined in accordance with Table 2-6:

TABLE 2-6: ICU INTERSECTION DEFICIENCY CRITERIA
Improvements: Any decrease beyond the minimum acceptable LOS due to the addition of project traffic requires alternative corrective measures to return the intersection to an acceptable LOS. For intersections operating below the minimum acceptable LOS prior to the addition of project traffic, and the LOS would be worsened with the addition of project traffic, corrective measures should be identified, if feasible, to return to “without project” condition LOS or V/C (volume/capacity ratio), whichever is greater. Alternative corrective measures to roadway widening which may include the reduction of project traffic volumes through application of signal system upgrades, phasing changes, synchronization, and/or project design improvements which are expected to improve capacity and/or efficiency within the transportation network (e.g., changes to a project’s site access or internal circulation scheme) shall be identified with concurrence from the City Traffic Engineer.

Without Project LOS With Project Volume/Capacity (V/C) Ratio With Project Level of Service D >0.900 or greater LOS E or F
Without Project LOS With Project Volume/Capacity (V/C) Ratio Project-Related increase in V/C E, F >0.900 or greater Equal to or greater than 0.03
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23 3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Cypress General Plan Circulation Network, and a review of existing peak hour intersection operations and traffic signal warrant analyses.

3.1 EXISTING CIRCULATION NETWORK
Pursuant to the scoping agreement with City of Cypress staff (Appendix 1.1), the study area includes a total of 4 existing and future intersections as shown previously on Exhibit 1-3, where the Project is anticipated to contribute 25 or more peak hour trips or were added at the City’s request during the scoping process. Exhibit 3-1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls.

3.2 CITY OF CYPRESS GENERAL PLAN CIRCULATION ELEMENT
As noted previously, the Project site is located within the City of Cypress. The roadway classifications and planned (ultimate) roadway cross-sections of the major roadways within the study area, as identified on City of Cypress General Plan Circulation Element, are described subsequently. Exhibit 3- 2 shows the City of Cypress General Plan Circulation Element and Exhibit 3-3 illustrates the City of Cypress General Plan roadway cross-sections.

Major roadways are six-lane roadways and typically include a raised median. These roadways typically have a 120-foot right-of-way and a 104-foot curb-to-curb measurement. These roadways typically direct traffic through major development areas. The following study area roadways within the City are classified as a Major:
• Katella Avenue
• Valley View Street
Plaza Drive/Douglas Drive is not a classified General Plan roadway.

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24 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS Goodman Commerce Center Traffic Analysis
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25 EXHIBIT 3-2: CITY OF CYPRESS GENERAL PLAN CIRCULATION ELEMENT Goodman Commerce Center Traffic Analysis
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26 EXHIBIT 3-3: CITY OF CYPRESS GENERAL PLAN ROADWAY CROSS-SECTIONS Goodman Commerce Center Traffic Analysis
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27 3.3 BICYCLE & PEDESTRIAN FACILITIES
The City’s bike network is shown on Exhibit 3-4. As shown on Exhibit 3-4, both Katella Avenue and Valley View Street currently accommodate off-street bike paths (there are no on-street bike lanes).

Exhibit 3-5 illustrates the existing crosswalks and sidewalks throughout the study area. As shown on Exhibit 3-5, there are pedestrian facilities in place in the vicinity of the Project site along Douglas Drive, Katella Avenue, and Valley View Street. There is a 10-foot sidewalk along the west side of Douglas Drive between the proposed Project down to Katella Avenue to the south. Once completed by the adjacent development to the east, there will be a 5-foot sidewalk along the north side of Plaza Drive providing pedestrian connectivity between the proposed Project and approximately 450-feet west of Valley View Street. The signalized intersection of Douglas Drive at Katella Avenue has striped crosswalks on all approaches with push buttons. All four corners of the intersection of Douglas Drive at Katella Avenue have tactile warning strips and curb access ramps. The intersection of Valley View Street at Plaza Drive/Chip Avenue does not have a marked crosswalk across the north leg of the intersection. All other approaches include striped crosswalks with the appropriate pedestrian push buttons, tactile warning strip, and curb access ramps.

3.4 TRANSIT SERVICE
The study area is currently served by Orange County Transit Authority (OCTA) with bus service along Katella Avenue and Valley View Street. OCTA Route 50 runs along Katella Avenue and currently has existing bus stops just east of Douglas Drive and west of Valley View Street along the north side and operates seven days a week. Route 50 runs between Long Beach and Orange (including major stops at the Anaheim Regional Transportation Terminal Center and the VA Hospital in Long Beach). Buses stop approximately every 20-25 minutes during the morning and evening peak commute hours. OCTA Route 123 runs along Valley View Street and there are existing bus stops north of Plaza Drive and only operates Monday through Friday. Route 123 runs between Anaheim and Huntington Beach (including major stops at the Buena Park Metrolink Station, Fullerton Transportation Center, Anaheim Canyon Metrolink Station, and Goldenwest Transportation Center/Park and Ride). Buses stop approximately every hour (60 minutes) during the morning and evening commute hours (operational between 4:00 AM and 10:00 PM).

The existing transit stops are in close proximity to the Project site and could serve the site in the future.

The transit services are illustrated on Exhibit 3-6. Transit service is reviewed and updated by OCTA periodically to address ridership, budget, and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate.

3.5 TRUCK ROUTES
The City’s truck routes are shown on Exhibit 3-7. Both Katella Avenue and Valley View Street adjacent to the Project are identified as City truck routes. These truck routes serve both the proposed Project and future cumulative development projects throughout the study area.

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28 EXHIBIT 3-4: CITY OF CYPRESS GENERAL PLAN BIKE NETWORK Goodman Commerce Center Traffic Analysis
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29 EXHIBIT 3-5: EXISTING PEDESTRIAN FACILITIES
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30 EXHIBIT 3-6: EXISTING TRANSIT ROUTES
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31 EXHIBIT 3-7: CITY OF CYPRESS TRUCK ROUTES
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32 3.6 EXISTING (2023) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in August 2022 when local schools were in session and operating on normal bell schedules. The following peak hours were selected for analysis:
• Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM) • Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM) There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as construction activity or detour routes and near-by schools were in session and operating on normal schedules. The 2022 peak hour volumes have been adjusted to increase turning movements into low occupancy office uses in the surrounding area by 30 percent. Lastly, the volumes were then increased by an additional two percent for all movements in order to adjust the 2022 traffic counts to 2023. The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1. In addition, volume worksheets have been included identifying the adjusted 2023 volumes along with the passenger car equivalent (PCE) calculations for all analysis scenarios.

Existing weekday average daily traffic (ADT) volumes on arterial highways throughout the study area are shown on Exhibit 3-8. Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg:

Weekday PM Peak Hour (Approach Volume + Exit Volume) x 11.3 = Leg Volume A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak-to-daily relationship is approximately 8.9 percent. As such, the above equation utilizing a factor of 11.3 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 8.9 percent (i.e., 1/0.089 = 11.3) and was assumed to sufficiently estimate ADT volumes for planning-level analyses. This factor is consistent with that used for other traffic studies within the study area. Existing weekday AM and weekday PM peak hour intersection volumes are shown on Exhibit 3-8.

Volumes reported on the exhibits are expressed in passenger car equivalent (PCE) volumes as the intersection operations analysis utilizes PCE volumes. Note that only the intersection turning movement volumes are expressed in PCE and ADTs are presented as actual vehicles as used in other technical studies. PCEs allow the typical “real-world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses.

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33 EXHIBIT 3-8: EXISTING (2023) TRAFFIC VOLUMES (PCE)
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34 3.7 INTERSECTION OPERATIONS ANALYSIS
Existing peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection operations analysis results are summarized on Table 3-1, which indicates that all existing study area intersections are currently operating at acceptable LOS during the peak hours. The intersection operations analysis worksheets are included in Appendix 3.2 of this TA.

TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2023) CONDITIONS

3.8 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes. There are no unsignalized study area intersections that currently warrant a traffic signal for Existing traffic conditions. Existing conditions traffic signal warrant analysis worksheets are provided in Appendix 3.3.

Level of Level of
Traffic Service Service
# Intersection Control3 AM PM AM PM AM PM AM PM
1 Douglas Dr./Warland Dr. & Katella Av. TS 5.4 8.2 A A 0.44 0.52 A A 2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. AWS 7.2 7.7 A A -- -- -- -- 3 Existing Driveway/McDonnell Dr. & Plaza Dr. CSS 9.2 10.8 A B -- -- -- -- 4 Valley View St. & Plaza Dr./Chip Av. TS 15.4 35.7 B D 0.56 0.79 A C 1 2 ICU reported as a volume-to-capacity ratio and for signalized intersections only. ICU not applicable to unsignalized inspections. 3 TS = Traffic Signal; AWS = All-Way Stop; CSS = Cross-Street Stop Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.

Delay1
(secs.)
ICU2
(V/C)
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35 4 PROJECTED FUTURE TRAFFIC
This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The Project includes the development of a 191,394 square foot warehouse building. The TA evaluates 191,394 square feet of high-cube cold storage warehouse use. The proposed Project will replace an existing 150,626 square foot office building. The anticipated Opening Year for the proposed Project is 2025. Access to the site will be accommodated via two driveways at Plaza Drive and Douglas Drive.

4.1 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic which is both attracted to and produced by a development.

4.1.1 EXISTING USE
The proposed Project will replace an existing 150,626 square foot office building. At the time traffic counts were conducted on August 30, 2022, the office building was 41% occupied, however, in an effort to recognize that leased tenants may have been underutilizing the office space, the building has been assumed to be 25% occupied for the purposes of the trip generation comparison. In an effort to understand the existing traffic associated with the current uses, the trip generation rates used for this analysis are based upon information collected by the ITE as provided in their Trip Generation Manual (11th Edition, 2021) for the existing general office (ITE Land Use Code 710) use (see Table 4-1).

General Office (ITE Land Use Code 710) has been used to calculate the trip generation for the existing 37,657 square feet of occupied office use (or 25% of 150,626 square feet). The trip generation summary illustrating daily, and peak hour trip generation estimates for the existing uses are also shown on Table 4-1. As shown on Table 4-1, the existing use generates a total of 408 two-way trips per day with 57 AM peak hour trips and 54 PM peak hour trips.

TABLE 4-1: EXISTING TRIP GENERATION SUMMARY
ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
General Office (based on average rates) TSF 710 1.34 0.18 1.52 0.24 1.20 1.44 10.84 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet
Land Use Quantity Units1 In Out Total In Out Total Daily General Office2 37.657 TSF 50 7 57 9 45 54 408
1 TSF = Thousand Square Feet
2 25% of the 150,626 square foot office building was occupied in August 2022 (or 37,657 square feet).

Daily
AM Peak Hour PM Peak Hour
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36 4.1.2 PROPOSED PROJECT
The proposed Project consists of a single 191,394 square foot warehouse building. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021) was used for the proposed Project. Table 4-2 summarizes the trip generation rates. For purposes of this TA, the following land use and vehicle mix has been utilized:
• ITE land use code 157 (High-Cube Cold Storage Warehouse) has been used to derive site specific trip generation estimates for up to 191,394 square feet. High-cube cold storage warehouses include warehouses characterized by the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses. High-cube cold storage warehouses are facilities typified by temperature-controlled environments for frozen food or other perishable products. The High-Cube Cold Storage Warehouse vehicle mix (passenger cars versus trucks) has been obtained from the ITE’s Trip Generation Manual. The truck percentages were further broken down by axle type per the following South Coast Air Quality Management District (SCAQMD) recommended truck mix: 2-Axle = 34.7%; 3-Axle = 11.0%; 4+-Axle = 54.3%.

TABLE 4-2: TRIP GENERATION RATES
PCE factors were applied to the trip generation rates for heavy trucks (2-axles, 3-axles, and 4+-axles).

PCEs allow the typical “real-world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and LOS analyses. The PCE factors are consistent with those used on other near-by projects.

The trip generation summary illustrating daily, and peak hour trip generation estimates for the proposed Project are summarized on Table 4-3 in actual vehicles. The proposed Project is anticipated to generate 406 two-way trips per day with 21 AM peak hour trips and 24 PM peak hour trips (actual vehicles). Intersection operations analysis for a truck-intensive project would be required to utilize the PCE trip generation consistent with the City’s Guidelines. As such, the Project’s trip generation in PCE is also shown on Table 4-3. The Project is anticipated to generate 604 two-way PCE trips per day with 29 PCE AM peak hour trips and 32 PCE PM peak hour trips.

ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Actual Vehicle Trip Generation Rates
High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars (AM-72.7%, PM-75.0%, Daily-64.6%) 0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (AM-9.5%, PM-8.7%, Daily-12.3%) 0.003 0.007 0.010 0.005 0.005 0.010 0.260 3-Axle Trucks (AM-3.0%, PM-2.8%, Daily-3.9%) 0.001 0.002 0.003 0.002 0.001 0.003 0.083 4+-Axle Trucks (AM-14.8%, PM-13.6%, Daily-19.2%) 0.005 0.011 0.016 0.008 0.008 0.016 0.407 Passenger Car Equivalent (PCE) Trip Generation Rates
High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars 0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (PCE = 1.5) 0.005 0.011 0.016 0.008 0.008 0.016 0.390 3-Axle Trucks (PCE = 2.0) 0.002 0.005 0.007 0.004 0.003 0.007 0.165 4+-Axle Trucks (PCE = 3.0) 0.015 0.034 0.049 0.024 0.025 0.049 1.222 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet
3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type.

Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks.

Daily
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37 TABLE 4-3: PROJECT TRIP GENERATION SUMMARY

4.1.3 TRIP GENERATION COMPARISON
Table 4-4 shows the trip generation comparison between the existing and proposed use. It is our understanding that the existing warehouse/office building is currently vacant and generates only incidental vehicle trips, however, should the existing site be fully occupied, then it is anticipated there would be a net reduction in trips. The resulting net new trips are identified at the bottom of Table 4-

4. The trip generation comparison is based on PCE as the existing and proposed uses are truckintensive uses (any intersection operations analysis would use the PCE-based trip generation). As shown on Table 4-4, the Project is anticipated to generate a net increase of 196 two-way trips per day with a net reduction of 28 AM peak hour trips and net reduction of 22 PM peak hour trips (in PCE). For the purposes of the TA, the trip generation shown on Table 4-3 will be utilized for the intersection operations analyses (no credit for existing use).

Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles:

High-Cube Cold Storage Warehouse 191.394 TSF
Passenger Cars: 15 1 16 4 14 18 262
2-axle Trucks: 1 1 2 1 1 2 50
3-axle Trucks: 0 0 0 0 0 0 16
4+-axle Trucks: 1 2 3 2 2 4 78
Total Truck Trips (Actual Vehicles): 2 3 5 3 3 6 144
Total Trips (Actual Vehicles)2 17 4 21 7 17 24 406
Passenger Car Equivalent (PCE):

High-Cube Cold Storage Warehouse 191.394 TSF
Passenger Cars: 15 1 16 4 14 18 262
2-axle Trucks: 1 2 3 1 2 3 76
3-axle Trucks: 0 1 1 1 0 1 32
4+-axle Trucks: 3 6 9 5 5 10 234
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE)2 19 10 29 11 21 32 604
Note: Due to rounding, some of the numbers reflected in the table to not reflect actual calculated amounts. 1 TSF = Thousand Square Feet
2 Total = Passenger Cars + Trucks
AM Peak Hour PM Peak Hour
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38 TABLE 4-4: TRIP GENERATION COMPARISON

4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution represents the directional orientation of traffic to and from the Project site. Trip distribution is the process of identifying the probable destinations, directions or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. The trip distribution pattern of passenger cars is heavily influenced by the geographical location of the site, the location of surrounding land uses, and the proximity to the regional freeway system.

The trip distribution pattern for truck traffic is also influenced by the local truck routes. Both Valley View Street and Katella Avenue are truck routes within the City of Cypress. Given the differences between the vehicle types, separate trip distributions were generated for both passenger cars and truck trips. Exhibits 4-1 and 4-2 show the Project truck and passenger car trip distribution patterns, respectively. Distributions of passenger cars and trucks have been determined based on traffic count data.

Land Use In Out Total In Out Total Daily
Proposed Project
Passenger Cars: 15 1 16 4 14 18 262
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE) 19 10 29 11 21 32 604
Existing Use: General Office
Passenger Cars: 50 7 57 9 45 54 408
Total Truck Trips (PCE): 0 0 0 0 0 0 0
Total Trips (PCE) 50 7 57 9 45 54 408
Variance
Passenger Cars: -35 -6 -41 -5 -31 -36 -146
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE) -31 3 -28 2 -24 -22 196
AM Peak Hour PM Peak Hour
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39 EXHIBIT 4-1: PROJECT (TRUCK) TRIP DISTRIBUTION
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40 EXHIBIT 4-2: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION Goodman Commerce Center Traffic Analysis
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41 4.3 MODAL SPLIT
The potential for Project trips (non-truck) to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are "conservative" in that these alternative travel modes would reduce the forecasted traffic volumes.

4.4 PROJECT TRIP ASSIGNMENT
The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, the Project only ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-3.

4.5 BACKGROUND TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 2% per year, compounded annually, for 2025 conditions. The total ambient growth is 4.04% for 2025 traffic conditions (compounded growth of 2 percent per year over 2 years or 1.022 years). The ambient growth factor is intended to approximate regional traffic growth. This ambient growth rate is added to existing traffic volumes to account for area-wide growth not reflected by cumulative development projects. Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies.

4.6 CUMULATIVE DEVELOPMENT TRAFFIC
A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City. The cumulative project list includes known and foreseeable projects that are anticipated to contribute traffic to the study area intersections. For the purposes of this analysis, the cumulative projects that were determined to affect one or more of the study area intersections are shown on Exhibit 4-4, listed in Table 4-5, and have been considered for inclusion. Any additional traffic generated by other projects not on the cumulative projects list is likely accounted for through background ambient growth factors that have been applied to the peak hour volumes at study area intersections as discussed in Section 4.5 Background Traffic. Cumulative development projects are shown in Exhibit 4-4 and listed in Table 4-5. Cumulative Only ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-5. Table 4-6 summarizes the tri generation for each of the cumulative development projects.

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42 EXHIBIT 4-3: PROJECT ONLY TRAFFIC VOLUMES (PCE)
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43 EXHIBIT 4-4: CUMULATIVE DEVELOPMENT LOCATION MAP
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44 EXHIBIT 4-5: CUMULATIVE ONLY TRAFFIC VOLUMES (PCE)
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45 TABLE 4-5: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
TABLE 4-6: CUMULATIVE DEVELOPMENT TRIP GENERATION SUMMARY

4.7 NEAR-TERM TRAFFIC CONDITIONS
The “buildup” approach combines existing traffic counts with a background ambient growth factor to forecast Future Year (2025) traffic conditions. An ambient growth factor accounts for background (area-wide) traffic increases that occur over time up to the year 2025 from the year 2023. Traffic volumes generated by the Project are then added to assess the near-term traffic conditions. The 2025 roadway network is similar to the Existing conditions roadway network, with the exception of future driveways proposed to be developed by the Project. The near-term traffic analysis includes the following traffic conditions, with the various traffic components:
• Future Year (2025) Without Project
o Existing 2022 counts + Adjustment (30% for existing offices, and 2% overall to reflect 2023) o Ambient growth traffic (4.04%)
o Cumulative Development traffic
• Future Year (2025) With Project
o Existing 2022 counts + Adjustment (30% for existing offices, and 2% overall to reflect 2023) o Ambient growth traffic (4.04%)
o Cumulative Development traffic
o Project traffic
No. Project Name Land Use1 Quantity Units2
C1 Cypress Town Center 7-AC Residential Multifamily (Low Rise) Housing 135 DU C2 The Square Shopping Center 20.800 TSF
Multifamily (Mid-Rise) Housing 251 DU
Hotel 120 Rooms
Medical Office Building 31.585 TSF
C3 Goodman Commerce Center High-Cube Warehousing 390.264 TSF C4 5995 Plaza Drive General Office 104.734 TSF
1 TSF = Thousand Square Feet; DU = Dwelling Units
Land Use In Out Total In Out Total Daily
C1: Cypress Town Center 14 48 62 48 28 76 988
C2: The Square 68 96 164 176 147 323 4,978
C3: Goodman Commerce Center 35 18 53 17 37 54 956
C4: 5995 Plaza Drive 140 19 159 26 125 151 1,135
Total 257 181 438 267 337 604 8,057
AM Peak Hour PM Peak Hour
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47 5 E+P TRAFFIC CONDITIONS
This section discusses the traffic forecasts for E+P conditions and the resulting intersection operations and traffic signal warrant analyses.

5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for E+P conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for E+P conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).

5.2 E+P TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes plus Project traffic. The weekday ADT and weekday peak hour intersection turning movement volumes which can be expected for E+P traffic conditions are shown on Exhibit 5-1.

5.3 INTERSECTION OPERATIONS ANALYSIS
E+P peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis results are summarized on Table 5-1 for E+P traffic conditions, which indicate that all of the study area intersections are anticipated to continue to operate at an acceptable LOS under E+P traffic conditions, consistent with Existing (2023) traffic conditions. The intersection operations analysis worksheets for E+P traffic conditions are included in Appendix 5.1 of this TA.

5.4 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for E+P traffic conditions is based on the peak hour volume-based traffic signal warrants. No study area intersections are anticipated to meet peak hour volume-based warrants with the addition of Project traffic (see Appendix 5.2).

5.5 NEAR-TERM DEFICIENCIES AND IMPROVEMENTS
All study area intersections are anticipated to continue to operate at an acceptable LOS during the AM and PM peak hours under E+P traffic conditions and below the City’s thresholds for change in delay and V/C (see Table 5-1). As such, no improvements, aside from those that are needed to facilitate site access, have been identified for E+P traffic conditions.

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48 EXHIBIT 5-1: E+P TRAFFIC VOLUMES (PCE)
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49 TABLE 5-1: INTERSECTION ANALYSIS FOR E+P CONDITIONS
Level of Level of Level of Level of
Service Service Service Service

AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM 1 Douglas Dr./Warland Dr. & Katella Av. TS 5.4 8.2 A A 0.439 0.517 A A 6.0 8.7 A A 0.448 0.523 A A 0.6 0.5 0.009 0.006 2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. AWS 7.2 7.7 A A -- -- -- -- 7.2 7.7 A A -- -- 0.0 0.0 -- -- 3 Existing Driveway/McDonnell Dr. & Plaza Dr. CSS 9.2 10.8 A B -- -- -- -- 9.2 10.9 A B -- -- 0.0 0.1 -- -- 4 Valley View St. & Plaza Dr./Chip Av. TS 15.4 35.7 B D 0.560 0.794 A C 15.5 36.1 B D 0.562 0.797 A C 0.1 0.4 0.002 0.003 1 2 ICU reported as a volume-to-capacity ratio and for signalized intersections only. ICU not applicable to unsignalized inspections. 3 TS = Traffic Signal; AWS = All-Way Stop; CSS = Cross-Street Stop ICU2
(V/C)
Net Change in Delay/ICU
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.

Delay1
(secs.)
ICU2
(secs.) (V/C) (secs.) (V/C)
# Intersection
Traffic
Control3
Existing Existing plus Project
Delay1 ICU2 Delay1
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51 6 FUTURE YEAR (2025) TRAFFIC CONDITIONS
This section discusses the traffic forecasts for Future Year (2025) conditions and the resulting intersection operations and traffic signal warrant analyses.

6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Future Year (2025) conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Future Year (2025) conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).
• Driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for Future Year (2025) conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontages).

6.2 WITHOUT PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Existing (2023) traffic volumes plus an ambient growth factor of 4.04% and traffic from pending and approved cumulative development projects. The weekday ADT volumes and peak hour volumes which can be expected for Future Year (2025) Without Project traffic conditions are shown on Exhibit 6-1.

6.3 WITH PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Existing (2023) traffic volumes plus an ambient growth factor of 4.04%, traffic from pending and approved cumulative development projects, and the addition of Project traffic. The weekday ADT volumes and peak hour volumes which can be expected for Future Year (2025) With Project traffic conditions are shown on Exhibit 6-2. Traffic volumes on the north leg of Driveway 1/Douglas Drive and Driveway 2/Plaza Drive include the traffic associated with the adjacent cumulative project.

6.4 INTERSECTION OPERATIONS ANALYSIS
Future Year (2025) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis results are summarized on Table 6-1 for Future Year traffic conditions, which indicate the study area intersections are anticipated to continue to operate at an acceptable LOS under Future Year (2025) Without and With Project traffic conditions. The intersection operations analysis worksheets for Future Year (2025) Without and With Project traffic conditions are included in Appendix

6.1 and Appendix 6.2 of this TA, respectively.

Install a new southbound signal head on the northwest corner of Douglas Drive/Warland Drive at Katella Avenue for southbound approach vehicles in order to display the signal indication should a truck in the southbound lanes obstruct the existing signal heads on the mast arm. The new signal head will be installed on the existing pole on the northwest corner.

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52 EXHIBIT 6-1: FUTURE YEAR (2025) WITHOUT PROJECT TRAFFIC VOLUMES (PCE) Goodman Commerce Center Traffic Analysis
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53 EXHIBIT 6-2: FUTURE YEAR (2025) WITH PROJECT TRAFFIC VOLUMES (PCE) Goodman Commerce Center Traffic Analysis
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54 TABLE 6-1: INTERSECTION ANALYSIS FOR FUTURE YEAR (2025) CONDITIONS Level of Level of Level of Level of
Service Service Service Service

AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM 1 Douglas Dr./Warland Dr. & Katella Av. TS 6.8 9.4 A A 0.477 0.559 A A 7.7 9.8 A A 0.486 0.565 A A 0.9 0.4 0.009 0.006 2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr. AWS 7.2 7.8 A A -- -- -- -- 7.3 7.9 A A -- -- -- -- 0.1 0.1 -- -- 3 Existing Driveway/McDonnell Dr. & Plaza Dr. CSS 10.9 12.0 B B -- -- -- -- 10.9 11.9 B B -- -- -- -- 0.0 -0.1 -- -- 4 Valley View St. & Plaza Dr./Chip Av. TS 18.6 45.7 B D 0.582 0.856 A D 18.7 46.8 B D 0.582 0.860 A D 0.1 1.1 0.000 0.004 1 2 ICU reported as a volume-to-capacity ratio and for signalized intersections only. ICU not applicable to unsignalized inspections. 3 TS = Traffic Signal; AWS = All-Way Stop; CSS = Cross-Street Stop Intersection
Traffic
Control3
Delay1
(secs.)
Delay1
(secs.)
ICU2
(V/C)
2025 Without Project
#
Delay1 ICU2
(secs.) (V/C)
ICU2
(V/C)
2025 With Project Net Change in Delay/ICU
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.

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55 6.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for Future Year (2025) traffic conditions are based on the peak hour volume-based traffic signal warrants. There are no study area intersections anticipated to meet traffic signal warrants for both Future Year (2025) Without and With Project traffic conditions (see Appendix

6.3 and Appendix 6.4, respectively).

6.6 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS
This section provides a summary of Project deficiencies and recommended improvements. There are no study area intersections anticipated to operate at an unacceptable LOS under Future Year (2025) traffic conditions and below the City’s thresholds for change in delay and V/C (see Table 6-1). However, a new southbound signal head on the northwest corner of Douglas Drive/Warland Drive at Katella Avenue for southbound approach vehicles is recommended. The new signal head will be installed on the existing pole on the northwest corner. The purpose of the new signal head is to display the signal indication should a truck in the southbound lanes obstruct the existing signal heads on the mast arm.

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57 7 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements within the City of Cypress are funded through a combination of project mitigation, development impact fee programs and/or fair share contributions, such as the City of Cypress Development Impact Fee (DIF) program. Identification and timing of needed improvements is generally determined through local jurisdictions based upon a variety of factors.

7.1 DEVELOPMENT IMPACT FEE PROGRAM
Per the City of Cypress Master Fee Schedule Resolution No. 6118 (adopted March 8, 2010), the Project is subject to pay a City-wide Traffic Improvement Fee of $0.65 per square foot and a Regional Traffic Improvement Fee of $0.06 per square foot (for light industrial development). These Development Impact Fees (DIF) are collected from new residential, commercial, and industrial development for the purpose of funding roadway and intersection improvements necessary to accommodate City growth as identified in the City’s General Plan Circulation Element. The Project’s transportation impacts fee calculations are shown on Table 7-1.

TABLE 7-1: ESTIMATED FEE OBLIGATION
The Project Applicant will be subject to the City’s DIF fee program and will pay the requisite City DIF fees at the rates then in effect pursuant to the City’s ordinance. The Project Applicant’s payment of the requisite DIF at the rates then in effect, pursuant to the City DIF Program, would satisfy the Project’s proportional contribution at potentially affected DIF-funded facilities.

Land Use Unit
Fee Category Cost Fee
City-Wide Traffic Improvement Fee Light Industrial $0.65 191,394 SF $124,406.10 Regional Traffic Improvement Fee Light Industrial $0.06 191,394 SF $11,483.64 Total $135,889.74
Note: Rates adopted March 8, 2010.

Project
Units
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59 8 REFERENCES

1. City of Cypress. Transportation Operational Assessment (Level-Of-Service Traffic Study) Guidelines.

City of Cypress : s.n., April 2023.

2. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021.

3. Orange County Transportation Authority. 2021 Orange county Congestion Management Program Report. County of Orange : s.n., November 2021.

4. Transportation Research Board. Highway Capacity Manual (HCM). 6th Edition. s.l. : National Academy of Sciences, 2016.

5. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6).

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APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
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City of
CYPRESS Attachment A
___________________

TRANSPORTATION ASSESSMENT SCOPING FORM
This Transportation Assessment Scoping Form acknowledges that the transportation assessment for the following project will be prepared in accordance with the latest version of City’s Transportation Operational Assessment Guidelines. The completed form must be submitted via the City’s online portal at: https://cypressca.viewpointcloud.com/categories/1092/record-types/6520 Project Name:

Project Address:

Project Description:

Project Trip Generation Rate(s): ITE 11th Edition / Other The project trip generation table with a summary of the proposed and existing land uses, ITE trip rates and forecast morning and afternoon peak hour trips are attached.

IN OUT TOTAL TOTAL
Net AM Trips Net Daily Trips
Net PM Trips
Trip Generation Adjustments: Exact amount of credit subject to acceptance by the City of Cypress Traffic Engineer.

Yes (% applied) No
Existing/Prior Use
Counts Collected?
Existing/Prior Active Land Use Yes / No
Internal Trip Capture
Pass-By Trip
Project Geographic Distribution: N % S % E % W %
Attach graphic illustrating project trip distribution (inbound and outbound) percentages at the studied intersections.

Project Buildout Year: Ambient Growth Rate: % Per Yr.

Related Projects: To be researched by the consultant. The related projects trip generation table and map are attached as part of the TAS.

Proposed Study Intersections: (May be subject to revision after initial impact analysis.)

1. 4.

2. 5.

3. 6.

Other Analysis/Assumptions or Exceptions:

Consultant Name: Submitted by:

Phone: Consultant Signature / Date
E-Mail:

Goodman Commerce Center
5665 Plaza Drive
191,394 square feet of warehouse use
ITE 11th Edition, Code 157
Net Change in PCE
-31 +3 -28
+2 -24 -22
+196
25% occupied
2025 2.0
Douglas Dr. & Katella Av.

Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr.

Valley View St. & Plaza Dr.

McDonnell Dr./Cara Way & Plaza Dr.

See Special Issues of attached Scoping Memo
Charlene So, Urban Crossroads, Inc.
949-861-0177
[email protected]
08/17/2023
30 C
20 T
0 20 C
30 T
50 C
50 T

1.1-1
DATE: August 17, 2023
TO: Dave Roseman, City of Cypress
FROM: Charlene So, Urban Crossroads, Inc.

JOB NO: 15593-01 TA Scope

GOODMAN COMMERCE CENTER TRAFFIC ANALYSIS SCOPING

AGREEMENT (REVISED)
Urban Crossroads, Inc. is pleased to submit this scoping letter to City of Cypress for the proposed Goodman Commerce Center development (Project), which is located at 5665 Plaza Drive in the City of Cypress. This letter describes the draft proposed Project trip generation, trip distribution, and analysis methodology, which have been used to establish the proposed Project study area and analysis locations. The purpose of this work effort is to determine whether additional traffic analysis is necessary for the proposed Project based on the City of Cypress’s Transportation Operational Assessment (Level of Service Traffic Study) Guidelines (April 2023) (City Guidelines). Our goal is to obtain comments from City of Cypress staff, to ensure that the traffic study fully addresses the potential impacts of the proposed Project.

PROPOSED PROJECT
The Project consists of the development of a 191,394 square foot warehouse building. The Traffic Study will evaluate 95,697 square feet of high-cube transload/short-term storage warehouse use and 95,697 square feet of high-cube cold storage warehouse use. A preliminary site plan for the proposed Project is shown on Exhibit 1. The Project will provide access to Plaza Drive via a new driveway within the westerly end of Plaza Drive and a shared driveway with the proposed industrial building to the east. The westerly driveway (Driveway 1) will serve passenger cars and trucks while the easterly driveway will serve passenger cars only. The Project is anticipated to have an opening year of 2025. The proposed Project will replace an existing 150,626 square foot office building.

1.1-2
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
EXHIBIT 1: PRELIMINARY SITE PLAN

1.1-3
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope

TRIP GENERATION

EXISTING TRAFFIC
The proposed Project will replace an existing 150,626 square foot office building. At the time traffic counts were conducted on August 30, 2022, the office building was 41% occupied, however, in an effort to recognize that leased tenants may have been underutilizing the space, the building has been assumed to be 25% occupied. In an effort to understand the existing traffic associated with the current uses, the trip generation rates used for this analysis are based upon information collected by the Institute of Transportation Engineers (ITE) as provided in their Trip Generation Manual (11th Edition, 2021) for the existing general office (ITE Land Use Code 710) use (see Table 1).

General Office (ITE Land Use Code 710) has been used to calculate the trip generation for the existing 37,657 square feet of occupied office use (25% of 150,626 square feet). The trip generation summary illustrating daily, and peak hour trip generation estimates for the existing uses are shown on Table 1. As shown on Table 1, the existing use generates a total of 408 twoway trips per day with 57 AM peak hour trips and 54 PM peak hour trips.

TABLE 1: EXISTING TRIP GENERATION SUMMARY

PROPOSED PROJECT
The proposed Project consists of a single 191,394 square foot warehouse building. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021) was used for the proposed Project. Table 2 summarizes the trip generation rates. For purposes of this assessment, the following land use and vehicle mix has been utilized:
• ITE land use code 157 (High-Cube Cold Storage Warehouse) has been used to derive site specific trip generation estimates for up to 191,394 square feet. High-cube cold storage warehouses include warehouses characterized by the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses. High-cube cold storage warehouses are facilities typified by temperature-controlled environments for frozen food or other perishable products. The High-Cube Cold Storage Warehouse vehicle mix (passenger cars versus trucks) has been obtained from the ITE’s Trip Generation Manual. The truck percentages ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
General Office (based on average rates) TSF 710 1.34 0.18 1.52 0.24 1.20 1.44 10.84 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet
Land Use Quantity Units1 In Out Total In Out Total Daily General Office2 37.657 TSF 50 7 57 9 45 54 408
1 TSF = Thousand Square Feet
2 25% of the 150,626 square foot office building was occupied in August 2022 (or 37,657 square feet).

Daily
AM Peak Hour PM Peak Hour

1.1-4
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
were further broken down by axle type per the following South Coast Air Quality Management District (SCAQMD) recommended truck mix: 2-Axle = 34.7%; 3-Axle = 11.0%; 4+-Axle = 54.3%.

TABLE 2: TRIP GENERATION RATES
Passenger car equivalent (PCE) factors were applied to the trip generation rates for heavy trucks (2-axles, 3-axles, and 4+-axles). PCEs allow the typical “real-world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and LOS analyses. The PCE factors are consistent with those used on other near-by projects.

The trip generation summary illustrating daily, and peak hour trip generation estimates for the proposed Project are summarized on Table 3 in actual vehicles. The proposed Project is anticipated to generate 406 two-way trips per day with 21 AM peak hour trips and 24 PM peak hour trips (actual vehicles). Intersection operations analysis for a truck-intensive project would be required to utilize the PCE trip generation consistent with the City’s Guidelines. As such, the Project’s trip generation in PCE is also shown on Table 3. The Project is anticipated to generate 604 two-way PCE trips per day with 29 PCE AM peak hour trips and 32 PCE PM peak hour trips.

ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Actual Vehicle Trip Generation Rates
High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars (AM-72.7%, PM-75.0%, Daily-64.6%) 0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (AM-9.5%, PM-8.7%, Daily-12.3%) 0.003 0.007 0.010 0.005 0.005 0.010 0.260 3-Axle Trucks (AM-3.0%, PM-2.8%, Daily-3.9%) 0.001 0.002 0.003 0.002 0.001 0.003 0.083 4+-Axle Trucks (AM-14.8%, PM-13.6%, Daily-19.2%) 0.005 0.011 0.016 0.008 0.008 0.016 0.407 Passenger Car Equivalent (PCE) Trip Generation Rates6
High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars 0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (PCE = 1.5) 0.005 0.011 0.016 0.008 0.008 0.016 0.390 3-Axle Trucks (PCE = 2.0) 0.002 0.005 0.007 0.004 0.003 0.007 0.165 4+-Axle Trucks (PCE = 3.0) 0.015 0.034 0.049 0.024 0.025 0.049 1.222 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet
3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type.

Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks.

Daily

1.1-5
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
TABLE 3: PROJECT TRIP GENERATION SUMMARY

TRIP GENERATION COMPARISON
Table 4 shows the trip generation comparison between the existing and proposed use. It is our understanding that the existing warehouse/office building is currently vacant and generates only incidental vehicle trips, however, should the existing site be fully occupied, then it is anticipated there would be a net reduction in trips. The resulting net new trips are identified at the bottom of Table 4. The trip generation comparison is based on PCE as the existing and proposed uses are truck-intensive uses (any intersection operations analysis would use the PCE-based trip generation). As shown on Table 4, the Project is anticipated to generate a net increase of 196 twoway trips per day with a net reduction of 28 AM peak hour trips and net reduction of 22 PM peak hour trips (in PCE). Trip generation shown on Table 3 will be utilized for the intersection operations analyses.

Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles:

High-Cube Cold Storage Warehouse 191.394 TSF
Passenger Cars: 15 1 16 4 14 18 262
2-axle Trucks: 1 1 2 1 1 2 50
3-axle Trucks: 0 0 0 0 0 0 16
4+-axle Trucks: 1 2 3 2 2 4 78
Total Truck Trips (Actual Vehicles): 2 3 5 3 3 6 144
Total Trips (Actual Vehicles)2 17 4 21 7 17 24 406
Passenger Car Equivalent (PCE):

High-Cube Cold Storage Warehouse 191.394 TSF
Passenger Cars: 15 1 16 4 14 18 262
2-axle Trucks: 1 2 3 1 2 3 76
3-axle Trucks: 0 1 1 1 0 1 32
4+-axle Trucks: 3 6 9 5 5 10 234
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE)2 19 10 29 11 21 32 604
1 TSF = Thousand Square Feet
2 Total = Passenger Cars + Trucks
AM Peak Hour PM Peak Hour

1.1-6
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
TABLE 4: TRIP GENERATION COMPARISON

PROJECT TRIP DISTRIBUTION
Trip distribution is the process of identifying the probable destinations, directions or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. The trip distribution pattern of passenger cars is heavily influenced by the geographical location of the site, the location of surrounding land uses, and the proximity to the regional freeway system.

The trip distribution pattern for truck traffic is also influenced by the local truck routes. Both Valley View Street and Katella Avenue are truck routes within the City of Cypress. Given the differences between the vehicle types, separate trip distributions were generated for both passenger cars and truck trips. The Project passenger car and truck trip distribution patterns are graphically depicted on Exhibits 2 and 3, respectively. Distributions of passenger cars and trucks have been determined based on traffic count data.

Land Use In Out Total In Out Total Daily
Proposed Project
Passenger Cars: 15 1 16 4 14 18 262
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE) 19 10 29 11 21 32 604
Existing Use: General Office
Passenger Cars: 50 7 57 9 45 54 408
Total Truck Trips (PCE): 0 0 0 0 0 0 0
Total Trips (PCE) 50 7 57 9 45 54 408
Variance
Passenger Cars: -35 -6 -41 -5 -31 -36 -146
Total Truck Trips (PCE): 4 9 13 7 7 14 342
Total Trips (PCE) -31 3 -28 2 -24 -22 196
AM Peak Hour PM Peak Hour

1.1-7
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
EXHIBIT 2: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION
EXHIBIT 3: PROJECT (TRUCK) TRIP DISTRIBUTION

1.1-8
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope

ANALYSIS SCENARIOS
Peak hour operations at each of the study area intersections and site access driveways will be assessed based on the HCM 6th Edition methodology and the ICU methodology results will be reported for signalized intersections under the following analysis scenarios:
• Existing (2023) Conditions
• Existing plus Project (E+P) Conditions
• Opening Year Cumulative (2025) Without Project Conditions: existing traffic, ambient growth, and traffic associated with the two large development projects currently under construction near the Costco
• Opening Year Cumulative (2025) With Project Conditions: existing traffic, ambient growth, traffic associated with the two large development projects currently under construction near the Costco, and proposed Project traffic The following parameters will be utilized in determining the LOS at the study area intersections:
• Saturation flow rate of 1,700 vehicles per hour per lane or 2,880 vehicles per hour of green for dual-turning lanes.
• The adjustment for lost time shall be 0.05.

STUDY AREA
Based upon the Project trip generation and trip distribution patterns included as part of this letter, the proposed study area intersections are identified on Exhibit 4. # Intersection
1 Douglas Dr. & Katella Av.
2 Douglas Dr./Dwy. 2 & Dwy. 1/Plaza Dr.
3 McDonnell Dr./Cara Wy. & Plaza Dr.
4 Valley View St. & Plaza Dr.

1.1-9
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
EXHIBIT 4: STUDY AREA

EXISTING COUNT DATA
Traffic counts (classified by vehicle type) conducted on August 30, 2022, when local schools were in session and operating on a typical bell schedule are proposed to be utilized for the purposes of the traffic study. An adjustment factor of 2% will be applied to the 2022 traffic counts for 2023 baseline conditions. Time periods counted were from 7:00-9:00 AM and 4:00-6:00 PM and include pedestrian and bicycle counts at each analysis location. No adjustments are proposed to the new traffic counts for the baseline traffic condition as traffic counts with the exception of volume balancing that would be necessary between closely spaced intersections.

AMBIENT GROWTH
Pursuant to discussion with City staff and consistent with other studies performed in the area, an ambient growth rate of 2% per year is proposed for the study area intersection to approximate background growth not identified by nearby cumulative development projects. As such, the ambient growth used will be 4.04% (2% per year compounded over 2 years).

1.1-10
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope

CUMULATIVE DEVELOPMENT PROJECTS
It is requested that the City provide a list of cumulative projects that need to be considered for the focused traffic analysis if there are projects that need to be included in conjunction with the ambient growth rate. A preliminary cumulative project list is provided on Table 5 and the locations are graphically shown on Exhibit 5.

TABLE 5: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
EXHIBIT 5: CUMULATIVE DEVELOPMENT PROJECT LOCATION MAP
No. Project Name Land Use1 Quantity Units2
C1 Cypress Town Center 7-AC Residential Multifamily (Low Rise) Housing 135 DU C2 The Square Shopping Center 20.800 TSF
Multifamily (Mid-Rise) Housing 251 DU
Hotel 120 Rooms
Medical Office Building 31.585 TSF
C3 Goodman Commerce Center High-Cube Warehousing 390.264 TSF 1 TSF = Thousand Square Feet; DU = Dwelling Units

1.1-11
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope

LEVEL OF SERVICE (LOS) METHDOLOGY
The City of Cypress requires signalized intersections to be evaluated through Intersection Capacity Utilization (ICU) analysis which compares the peak hour traffic volumes to intersection capacity (v/c). The ICU methodology is not applicable to unsignalized intersections. Intersection LOS operations will also be reported based on the Highway Capacity Manual (HCM) methodology which are based on an intersection’s average control delay (in seconds) for both signalized and unsignalized intersections.

LEVEL OF SERVICE (LOS) CRITERIA
The definition of an intersection deficiency has been obtained from the City’s General Plan. The City of Cypress has adopted a level of service (LOS) D or better as the desired citywide operating standard for most City streets. However, given the influence of regional traffic on Valley View Street, Lincoln Avenue, and Katella Avenue, which are beyond the control of the City of Cypress, LOS E or better has been adopted as the minimum operating LOS for street segments and intersections on the aforementioned arterials due to the high volume of traffic carried on these roadways.

THRESHOLDS OF DEFICIENCY
For the intersections that lie within the City of Cypress, determination of whether the Project has an adverse effect on intersection operations will be based on a comparison of without and with project levels of service.

For HCM Analysis: For signalized intersections, the traffic operations deficiency shall be determined in accordance with Table 6 below:

TABLE 6: HCM SIGNALIZED INTERSECTION DEFICIENCY CRITERIA To determine whether a project’s added traffic would result in a deficiency at a study area unsignalized intersection in accordance with the City’s HCM methodology, the following criteria shall be applied:
a) Worsens the LOS at an unsignalized intersection from LOS D or better to LOS E or F; b) Causes an increase in the delay equal to or more than three (3.0) seconds at an unsignalized intersection that operates at LOS E or F with project.

For ICU Analysis: a deficiency at both signalized study intersections will be determined in accordance with Table 7:

With Project LOS Project-Related Increase in Delay (in seconds) C or better > 6.0 seconds
D > 4.0 seconds
E, F > 2.0 seconds

1.1-12
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
TABLE 7: ICU INTERSECTION DEFICIENCY CRITERIA
Improvements: Any decrease beyond the minimum acceptable LOS due to the addition of project traffic requires alternative corrective measures to return the intersection to an acceptable LOS.

For intersections operating below the minimum acceptable LOS prior to the addition of project traffic, and the LOS would be worsened with the addition of project traffic, corrective measures should be identified, if feasible, to return to “without project” condition LOS or V/C (volume/capacity ratio), whichever is greater. Alternative corrective measures to roadway widening which may include the reduction of project traffic volumes through application of signal system upgrades, phasing changes, synchronization, and/or project design improvements which are expected to improve capacity and/or efficiency withing the transportation network (e.g., changes to a project’s site access or internal circulation scheme) shall be identified with concurrence from the City Traffic Engineer.

SPECIAL ISSUES
The following special issues will also be addressed as part of the focused traffic analysis:
• Traffic Signal Warrant Analysis: Traffic signal warrant analysis will be performed for all full-access unsignalized study area intersections utilizing the California MUTCD peak-hour warrants for existing intersections, and the Caltrans daily (Planning level) warrant for new intersections.
• Left Turn Phasing: The Traffic Study will also assess the north/south left-turn phasing at the intersection of Douglas Drive and Katella Avenue.
• Site Access Evaluation/Queuing Analysis: The turn pocket lengths will be determined through peak hour traffic simulations developed using Synchro and SimTraffic software in an effort to identify the required storage capacity for turn lanes at all Project driveways on Plaza Drive.
o Site access evaluation will also identify the number of access points, on-site stacking distance, shared access with other adjacent property, potential turn restrictions (if applicable), adequate sight distance, driveway aisle widths, and any operational characteristics.
• Left Turn Queuing Analysis: For any study intersection where the project is anticipated to contribute 25 or more net new trips during the AM or PM peak hour, a left-turn queuing analysis shall be prepared for the subject study intersection to evaluate the project’s potential effects on queuing in the public right-of-way with respect to safety and the overall intersection operations. The queuing analysis will be based on the project’s peak hour vehicular trip generation forecasts and shall be prepared based on the HCM method. The 95th percentile queue for the left-turn movement at the study intersection will need to be identified during the peak hour time periods included in the LOS analysis.

Without Project LOS With Project Volume/Capacity (V/C) Ratio With Project Level of Service D >0.900 or greater LOS E or F
Without Project LOS With Project Volume/Capacity (V/C) Ratio Project-Related increase in V/C E, F >0.900 or greater Equal to or greater than 0.03

1.1-13
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
The analysis will need to identify the length of the left-turn storage and evaluate if an adequate storage area exists to accommodate the maximum forecast back of queue for the future with project condition. Proposed development projects which are expected to cause or contribute towards exclusive turn-lane queuing which spills back into adjacent travel lanes or blocks adjacent intersections should identify corrective measures to improve queue management and/or storage, if feasible. For intersections which experience excessive exclusive turn-lane queuing prior to the addition of project traffic, and the queuing would be worsened with the addition of project traffic, corrective measures shall be identified, if feasible, including measures to reduce vehicle trips. o The Project will be required to evaluate the peak hour queues for the southbound left turn and right turn pockets at Douglas Drive on Katella Avenue (regardless of the project-related peak hour trip contribution to these movements). • Truck Access: Prepare truck turn templates at the applicable Project driveways for the appropriate turning movements to ensure driveways are designed to accommodate the turning radius of heavy trucks. Truck turns will be assessed at the driveways on Plaza Drive but also will include internal circulation identifying the truck route/access to the truck docks.
o Truck turn templates will be provided in the Traffic Study for the intersection of Plaza Drive/Douglas Drive knuckle with the Project driveways. o Truck turn templates will also be applied to the intersection of Douglas Drive and Katella Avenue for the eastbound left, southbound left, and southbound right turn lanes to identify if there are any modifications necessary to the infrastructure (e.g., median, etc.) to accommodate truck turns. If the analysis finds that protected leftturn phasing is required at the intersection Douglas Drive and Katella Avenue, the truck turn templates should account for simultaneous turns from the northbound and southbound left turn lanes (or make other applicable recommendations). • Active Transportation Network Review: Potential impacts to public transit, pedestrian and bicycle facilities and travel will be identified. Inventory of the pedestrian infrastructure will include within ¼ mile radius: sidewalk and widths, crosswalks, crosswalk markings, pedestrian push-button, curb access ramps, tactile warning strips, curb extensions, pedestrian amenities, pedestrian lighting. Existing bicycle facilities will be identified including bicycle parking, amenities, etc. Inventory of the existing transit lines, bus stops, transit stations/facilities will also be identified. Transit route discussion will identify the hours of service, peak period headways, route number, and service provider. • Safety Analysis: A safety assessment will be conducted for the signalized study intersections. Safety review will include:
o Collection of collision history at the intersection and near-by roadway segments to identify crash trends (obtained through Statewide Integrated Traffic Records System). If there are 5 or more accidents per year within any of the last 3 years at the intersection, in person field observations will be conducted as part of the intersection safety review.
o In field review will include, but is not limited to: qualitative descriptions of traffic flows during the peak and off-peak time periods, documentation of repeated violations of existing restrictions, documentation of any safety concerns at the intersection for

1.1-14
Dave Roseman, City of Cypress
August 17, 2023

15593-02 TA Scope
other non-motorized users (minors/children, seniors, pedestrians, bicyclists, handicap accessible, etc.), and will propose safety improvements/corrective measures.
o Evaluate the degradation of pedestrian and bicycle facilities due to the Project. o Evaluation of multi-model conflict points due to the Project. o Potential for increase in vehicular speeds.
o Project driveway sight distance evaluation.
o It is our understanding that the Project will be conditioned to eliminate the gap in the sidewalk between the sidewalk on the west side of Douglas Drive to the future sidewalk along the north side of Plaza Drive.
o Due to the added truck volumes on Douglas Drive the Project is likely to be conditioned as a safety measure (to be assessed as part of the Safety Analysis) to add a southbound near-side signal indication to improve visibility of the traffic signal modifications for auto drivers.

If you have any questions or comments, I can be reached at [email protected].

1.1-15
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
APPENDIX 1.2: SITE ADJACENT QUEUES
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank
Queuing and Blocking Report
Future Year (2025) With Project - AM Peak Hour 09/19/2023 2025 WP AM Goodman Commerce Center (JN 15593) SimTraffic Report Urban Crossroads, Inc. Page 1
Intersection: 1: Douglas Dr. & Katella Av.

Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L T T T R L T T T R L TR
Maximum Queue (ft) 96 413 386 305 106 47 440 396 319 163 61 21 Average Queue (ft) 35 200 175 110 13 14 218 189 139 19 18 5 95th Queue (ft) 75 363 331 249 52 42 398 369 310 88 47 18 Link Distance (ft) 785 785 785 922 922 922 367
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 130 115
Storage Blk Time (%) 5 6 8 7
Queuing Penalty (veh) 3 4 1 3
Intersection: 1: Douglas Dr. & Katella Av.

Movement SB SB SB
Directions Served L T R
Maximum Queue (ft) 37 18 51
Average Queue (ft) 6 1 14
95th Queue (ft) 25 9 35
Link Distance (ft) 458
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 90
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr.

Movement EB WB NB
Directions Served LTR LTR LTR
Maximum Queue (ft) 31 55 55
Average Queue (ft) 9 30 27
95th Queue (ft) 32 48 51
Link Distance (ft) 164 191 458
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 11

1.2-1
Queuing and Blocking Report
Future Year (2025) With Project - PM Peak Hour 09/20/2023 2025 WP PM Goodman Commerce Center (JN 15593) SimTraffic Report Urban Crossroads, Inc. Page 1
Intersection: 1: Douglas Dr. & Katella Av.

Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L T T T R L T T T R L TR
Maximum Queue (ft) 64 453 422 342 62 123 403 369 313 119 92 21 Average Queue (ft) 19 229 200 142 8 12 209 182 129 6 41 5 95th Queue (ft) 49 394 360 284 35 66 359 330 267 52 80 18 Link Distance (ft) 785 785 785 922 922 922 367
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 130 115
Storage Blk Time (%) 7 9 6 5 0
Queuing Penalty (veh) 2 3 1 0 0
Intersection: 1: Douglas Dr. & Katella Av.

Movement SB SB SB
Directions Served L T R
Maximum Queue (ft) 68 6 52
Average Queue (ft) 21 1 23
95th Queue (ft) 52 7 44
Link Distance (ft) 458
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 90
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr.

Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 31 63 54 31
Average Queue (ft) 10 37 24 10
95th Queue (ft) 34 57 48 33
Link Distance (ft) 164 191 458 176
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 6

1.2-2
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
APPENDIX 3.1: TRAFFIC COUNTS
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank

1. Douglas Dr. & Katella Av.

PHF: 0.962 7:00 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 17 2 5 2 1 12 27 1,653 61 9 1,684 34 3,507 2-Axle: 2 0 0 0 0 1 0 63 1 1 78 0 146
3-Axle: 0 0 0 0 0 0 0 3 2 0 13 0 18
4+-Axle: 4 0 0 0 0 1 0 7 4 1 23 0 40
2023 Trucks: 6 0 0 0 0 2 0 73 7 2 114 0 204
2023 PCE: 26 2 5 2 1 15 27 1,702 72 12 1,782 34 3,678
2023 ADT:
2023 Pk-Daily:

Project: 0 0 0 1 0 2 9 0 0 0 0 3 15
Project PCE: 0 0 0 3 0 5 10 0 0 0 0 3 21
Project ADT:

Cumulative: 0 0 0 0 0 4 19 58 0 0 32 0 113
Cumulative PCE 0 0 0 0 0 7 21 58 0 0 32 0 118
Cumulative ADT:

E+P: 17 2 5 3 1 14 36 1,653 61 9 1,684 37 3,522
E+P PCE: 26 2 5 5 1 20 37 1,702 72 12 1,782 37 3,699
E+P ADT:
2025 NP: 18 2 5 2 1 16 47 1,778 63 9 1,784 35 3,762
2025 NP PCE: 27 2 5 2 1 22 49 1,828 74 12 1,886 35 3,945 2025 NP ADT:
2025 WP: 18 2 5 3 1 18 56 1,778 63 9 1,784 38 3,777
2025 WP PCE: 27 2 5 5 1 27 59 1,828 74 12 1,886 38 3,966 2025 WP ADT:

2. Driveway 2/Douglas Dr. & Driveway 1/Plaza Dr.

PHF: 0.864 8:00 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 0 0 21 0 0 0 0 0 0 45 0 0 66
2-Axle: 0 0 0 0 0 0 0 0 0 1 0 0 1
3-Axle: 0 0 0 0 0 0 0 0 0 1 0 0 1
4+-Axle: 0 0 0 0 0 0 0 0 0 3 0 0 3
2023 Trucks: 0 00000000500 5
2023 PCE: 0 0 21 0 0 0 0 0 0 53 0 0 74
2023 ADT:
2023 Pk-Daily:

Project: 5 7 0 0 0 0 0 1 3 0 3 2 21
Project PCE: 6 7 0 0 0 0 0 2 7 0 4 2 28
Project ADT:

Cumulative: 0 4 15 0 0 0 0 0 0 3 0 3 25
Cumulative PCE 0 4 17 0 0 0 0 0 0 7 0 3 31
Cumulative ADT:

E+P: 5 7 21 0 0 0 0 1 3 45 3 2 87
E+P PCE: 6 7 21 0 0 0 0 2 7 53 4 2 102
E+P ADT:
2025 NP: 0 4 37 0 0 0 0 0 0 50 0 3 94
2025 NP PCE: 0 4 39 0 0 0 0 0 0 62 0 3 107
2025 NP ADT:
2025 WP: 5 11 37 0 0 0 0 1 3 50 3 5 115
2025 WP PCE: 6 11 39 0 0 0 0 2 7 62 4 5 135
2025 WP ADT:
1,432 1,301 43,176 40,042
1,651 158 250 1,487
0 1,365
5% 0% 0% 5%
286 158 250 122
432 1,790
1,510 124 182 1,668
1,796 282
90 124 182 248
1,365 0
Volume Development
AM Peak Hour
8/30/2022
0 272 2,440 2,168
8% 8% 9%
0 286 204 82
1,432 1,015 42,972 39,960
8%
1,490 1,614 47,352 43,825
1,490 1,328 47,148 43,743
8/30/2022

3.1-1

Volume Development
AM Peak Hour

3. McDonnell Dr./Cara Wy. & Plaza Dr.

PHF: 0.852 7:45 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 19 2 72 0 0 0 0 21 0 6 102 3 225
2-Axle: 0 0 0 0 0 0 0 3 0 0 1 1 5
3-Axle: 0 0 3 0 0 0 0 0 0 0 1 0 4
4+-Axle: 0 0 1 0 0 0 0 0 0 1 0 0 2
2023 Trucks: 0 0 4 0 0 0 0 3 0 1 2 1 11
2023 PCE: 19 2 77 0 0 0 0 23 0 8 104 4 236
2023 ADT:
2023 Pk-Daily:

Project: 1 0 0 0 0 0 0 1 0 0 5 0 7
Project PCE: 1 0 0 0 0 0 0 2 0 0 5 0 8
Project ADT:

Cumulative: 0 1 35 1 0 0 0 15 0 6 9 6 73
Cumulative PCE 0 1 35 1 0 0 0 23 0 6 14 6 86
Cumulative ADT:

E+P: 20 2 72 0 0 0 0 22 0 6 107 3 232
E+P PCE: 20 2 77 0 0 0 0 25 0 8 109 4 244
E+P ADT:
2025 NP: 20 3 110 1 0 0 0 37 0 12 115 9 307
2025 NP PCE: 20 3 115 1 0 0 0 46 0 14 122 10 331
2025 NP ADT:
2025 WP: 21 3 110 1 0 0 0 38 0 12 120 6 311
2025 WP PCE: 21 3 115 1 0 0 0 48 0 14 127 6 335
2025 WP ADT:

4. Valley View St. & Plaza Dr.

PHF: 0.988 7:45 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 21 1,473 181 254 1,487 150 9 3 14 12 0 37 3,641 2-Axle: 1 52 0 0 63 1 0 2 1 0 0 3 123
3-Axle: 0 1 0 0 14 1 0 3 0 0 0 0 19
4+-Axle: 0 8 0 0 9 1 0 1 0 0 0 0 19
2023 Trucks: 1 61 0 0 86 3 0 6 1 0 0 3 161
2023 PCE: 22 1,516 181 254 1,551 154 9 9 15 12 0 39 3,760 2023 ADT:
2023 Pk-Daily:

Project: 0 0 0 0 0 5 1 0 0 0 0 0 6
Project PCE: 0 0 0 0 0 5 2 0 0 0 0 0 7
Project ADT:

Cumulative: 37 10 0 0 7 52 10 0 7 0 0 0 123
Cumulative PCE 40 10 0 0 7 54 12 0 12 0 0 0 135
Cumulative ADT:

E+P: 21 1,473 181 254 1,487 155 10 3 14 12 0 37 3,647
E+P PCE: 22 1,516 181 254 1,551 159 11 9 15 12 0 39 3,767 E+P ADT:
2025 NP: 59 1,543 188 264 1,554 208 19 3 22 12 0 38 3,911 2025 NP PCE: 62 1,587 188 264 1,620 214 21 9 27 12 0 40 4,046 2025 NP ADT:
2025 WP: 59 1,543 188 264 1,554 213 20 3 22 12 0 38 3,917 2025 WP PCE: 62 1,587 188 264 1,620 219 23 9 27 12 0 40 4,053 2025 WP ADT:
352 34 2,039 910
43,143 44,933 4,275 7,585
0 108 108 0
336 1,054 846 544
43,143 44,825 4,167 7,585
41,145 42,179 3,300 6,767
41,145 42,071 3,192 6,767
8% 8% 7% 7%
8/30/2022
0 326 450
352 185 2,321 1,284
366 150
0 122 108
150
14 338 34 1,917 802
31% 16% 8% 27%
2,443 1,392
8/30/2022

3.1-2

1. Douglas Dr. & Katella Av.

PHF: 0.894 4:30 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 81 1 7 24 2 46 11 1,926 28 8 1,572 6 3,712 2-Axle: 0 0 0 0 0 1 0 50 0 1 35 0 87
3-Axle: 0 0 0 0 0 0 0 6 0 0 4 0 10
4+-Axle: 1 0 0 1 0 0 0 3 2 0 7 0 14
2023 Trucks: 1 0 0 1 0 1 0 59 2 1 46 0 111
2023 PCE: 83 1 7 26 2 47 11 1,963 32 9 1,608 6 3,794
2023 ADT:
2023 Pk-Daily:

Project: 0 0 0 3 0 9 4 0 0 0 0 2 18
Project PCE: 0 0 0 4 0 11 6 0 0 0 0 3 24
Project ADT:

Cumulative: 0 0 0 0 0 19 5 62 0 0 83 0 169
Cumulative PCE 0 0 0 0 0 21 7 62 0 0 83 0 173
Cumulative ADT:

E+P: 81 1 7 27 2 55 15 1,926 28 8 1,572 8 3,730
E+P PCE: 83 1 7 30 2 58 17 1,963 32 9 1,608 9 3,818
E+P ADT:
2025 NP: 84 1 7 25 2 67 16 2,066 29 8 1,719 6 4,031
2025 NP PCE: 86 1 7 27 2 69 18 2,104 33 9 1,755 6 4,120 2025 NP ADT:
2025 WP: 84 1 7 28 2 76 20 2,066 29 8 1,719 8 4,049
2025 WP PCE: 86 1 7 31 2 80 24 2,104 33 9 1,755 9 4,144 2025 WP ADT:

2. Driveway 2/Douglas Dr. & Driveway 1/Plaza Dr.

PHF: 0.750 5:00 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 0 0 23 0 0 0 0 0 0 98 0 0 121
2-Axle: 0 0 1 0 0 0 0 0 0 3 0 0 4
3-Axle: 0 0 0 0 0 0 0 0 0 0 0 0 0
4+-Axle: 0 0 0 0 0 0 0 0 0 0 0 0 0
2023 Trucks: 0 01000000300 4
2023 PCE: 0 0 24 0 0 0 0 0 0 100 0 0 123
2023 ADT:
2023 Pk-Daily:

Project: 3 2 0 2 6 0 0 3 5 0 1 1 23
Project PCE: 6 2 0 2 6 0 0 4 8 0 2 1 31
Project ADT:

Cumulative: 0 1 4 3 4 0 0 0 0 15 0 1 28
Cumulative PCE 0 1 5 3 4 0 0 0 0 17 0 1 31
Cumulative ADT:

E+P: 3 2 23 2 6 0 0 3 5 98 1 1 144
E+P PCE: 6 2 24 2 6 0 0 4 8 100 2 1 154
E+P ADT:
2025 NP: 0 1 28 3 4 0 0 0 0 117 0 1 154
2025 NP PCE: 0 1 29 3 4 0 0 0 0 121 0 1 159
2025 NP ADT:
2025 WP: 3 3 28 5 10 0 0 3 5 117 1 2 177
2025 WP PCE: 6 3 29 5 10 0 0 4 8 121 2 2 190
2025 WP ADT:
1,668
286 158 250 122
1,365 0 0
248
1,365
90 124 182
1,651 158 250 1,487
1,796 282 432 1,790
Volume Development
PM Peak Hour
8/30/2022
0 272 2,440 2,168
1,432 1,015 42,972 39,960
9%
1,490 1,328 47,148 43,743
9% 9% 9%
0 286 204 82
1,432 1,301 43,176 40,042
1,490 1,614 47,352 43,825
9% 0% 0% 9%
8/30/2022
1,510 124 182

3.1-3

Volume Development
PM Peak Hour

3. McDonnell Dr./Cara Wy. & Plaza Dr.

PHF: 0.625 4:45 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 5 0 9 0 3 0 0 85 2 11 78 0 193
2-Axle: 0 0 0 0 0 0 0 1 0 0 3 0 4
3-Axle: 0 0 0 0 0 0 0 0 0 0 0 0 0
4+-Axle: 0 0 0 0 0 0 0 0 0 0 0 0 0
2023 Trucks: 0 00000010030 4
2023 PCE: 5 0 9 0 3 0 0 86 2 11 80 0 195
2023 ADT:
2023 Pk-Daily:

Project: 0 0 0 0 0 0 0 5 1 0 2 0 8
Project PCE: 0 0 0 0 0 0 0 6 1 0 3 0 10
Project ADT:

Cumulative: 0 0 7 7 1 0 0 10 0 32 15 2 74
Cumulative PCE 0 0 7 7 1 0 0 14 0 32 19 2 82
Cumulative ADT:

E+P: 5 0 9 0 3 0 0 90 3 11 80 0 201
E+P PCE: 5 0 9 0 3 0 0 92 3 11 83 0 205
E+P ADT:
2025 NP: 5 0 16 7 4 0 0 98 2 43 96 2 275
2025 NP PCE: 5 0 16 7 4 0 0 103 2 43 102 2 285
2025 NP ADT:
2025 WP: 5 0 16 7 1 0 0 103 3 43 98 2 280
2025 WP PCE: 5 0 16 7 1 0 0 109 3 43 105 2 292
2025 WP ADT:

4. Valley View St. & Plaza Dr.

PHF: 0.957 4:30 Count Date:

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
Existing 2023: 4 1,932 12 49 1,484 23 168 0 60 156 28 355 4,271 2-Axle: 0 34 0 6 18 0 0 0 1 0 3 0 62
3-Axle: 0 6 0 0 4 0 0 0 0 0 0 0 10
4+-Axle: 0 6 0 0 3 0 0 0 0 3 0 0 12
2023 Trucks: 0 46 0 6 25 0 0 0 1 3 3 0 84
2023 PCE: 4 1,967 12 52 1,503 23 168 0 61 162 30 355 4,336 2023 ADT:
2023 Pk-Daily:

Project: 0 0 0 0 0 2 5 0 0 0 0 0 7
Project PCE: 0 0 0 0 0 3 6 0 0 0 0 0 9
Project ADT:

Cumulative: 10 15 0 0 18 12 49 0 36 0 0 0 140
Cumulative PCE 12 15 0 0 18 13 51 0 39 0 0 0 148
Cumulative ADT:

E+P: 4 1,932 12 49 1,484 25 173 0 60 156 28 355 4,278
E+P PCE: 4 1,967 12 52 1,503 26 174 0 61 162 30 355 4,345 E+P ADT:
2025 NP: 14 2,025 12 51 1,562 36 224 0 98 162 29 369 4,584 2025 NP PCE: 16 2,061 12 54 1,582 37 226 0 102 169 31 369 4,659 2025 NP ADT:
2025 WP: 14 2,025 12 51 1,562 38 229 0 98 162 29 369 4,591 2025 WP PCE: 16 2,061 12 54 1,582 40 232 0 102 169 31 369 4,668 2025 WP ADT:
352 34 2,039 910
41,145 42,179 3,300 6,767
43,143 44,933 4,275 7,585
0 108 108 0
336 1,054 846 544
43,143 44,825 4,167 7,585
41,145 42,071 3,192 6,767
9% 10% 9% 9%
8/30/2022
23%
14 0 122 108
338 34 1,917 802
9% 9% 9%
0 150 326 450
352 185 2,321
8/30/2022
1,284
366 150 2,443 1,392

3.1-4
T42321
DATE: LOCATION: PROJECT #: SC3604
Tue, Aug 30, 22 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 1 0 1 1 1 1 3 1 1 3 1 0 0 0 0 0 0 0 0
7:00 AM 5 0 1 0 0 3 8 293 15 1 275 1 602 0 0 2 0 2 1 3 0 1 7:15 AM 4 1 0 2 1 3 2 318 20 2 402 3 758 0 0 0 0 0 0 3 3 0 7:30 AM 3 0 0 0 0 1 2 385 8 3 415 5 822 0 0 0 0 0 0 1 1 1 7:45 AM 6 0 2 0 0 2 5 419 15 2 429 5 885 0 0 0 1 1 1 2 3 0 8:00 AM 6 2 2 1 1 2 6 427 27 4 404 12 894 0 0 0 0 0 2 1 3 4 8:15 AM 2 0 1 1 0 7 13 390 10 0 403 11 838 0 0 2 0 2 0 6 1 0 8:30 AM 7 0 0 1 0 2 10 339 10 6 374 9 758 0 0 0 2 2 0 1 0 0 8:45 AM 5 1 0 0 0 2 4 324 16 4 332 5 693 0 0 0 0 0 0 2 0 0 VOLUMES 38 4 6 5 2 22 50 2,895 121 22 3,034 51 6,250 0 0 4 3 7 4 19 11 6 APPROACH % 79% 8% 13% 17% 7% 76% 2% 94% 4% 1% 98% 2%
APP/DEPART 48 / 101 29 / 142 3,066 / 2,909 3,107 / 3,098 0

BEGIN PEAK HR
VOLUMES 17 2 5 2 1 12 26 1,621 60 9 1,651 33 3,439 3 10 8 5 APPROACH % 71% 8% 21% 13% 7% 80% 2% 95% 4% 1% 98% 2%
PEAK HR FACTOR 0.600 0.469 0.928 0.971 0.962
APP/DEPART 24 / 59 15 / 69 1,707 / 1,629 1,693 / 1,682 0 4:00 PM 24 0 4 9 0 10 3 451 3 1 333 0 838 0 0 2 0 2 2 4 0 0 4:15 PM 14 1 3 4 0 8 4 476 6 3 305 1 825 0 0 1 0 1 3 8 0 0 4:30 PM 23 1 2 6 0 9 2 449 7 0 375 2 876 0 0 2 0 2 1 6 1 0 4:45 PM 20 0 2 6 0 5 3 432 9 2 378 0 857 0 0 3 1 4 2 5 3 0 5:00 PM 16 0 3 5 1 22 5 522 4 5 433 2 1,018 0 0 4 4 8 1 13 1 0 5:15 PM 20 0 0 7 1 9 1 485 7 1 355 2 888 0 0 1 0 1 0 6 0 0 5:30 PM 8 1 2 4 0 14 3 452 4 3 378 1 870 0 0 2 2 4 1 12 0 0 5:45 PM 9 0 0 5 0 6 3 426 7 0 334 1 791 0 0 2 0 2 0 4 0 1 VOLUMES 134 3 16 46 2 83 24 3,693 47 15 2,891 9 6,963 0 0 17 7 24 10 58 5 1 APPROACH % 88% 2% 10% 35% 2% 63% 1% 98% 1% 1% 99% 0%
APP/DEPART 153 / 19 131 / 57 3,764 / 3,762 2,915 / 3,125 0

BEGIN PEAK HR
VOLUMES 79 1 7 24 2 45 11 1,888 27 8 1,541 6 3,639 4 30 5 0 APPROACH % 91% 1% 8% 34% 3% 63% 1% 98% 1% 1% 99% 0%
PEAK HR FACTOR 0.837 0.634 0.907 0.884 0.894
APP/DEPART 87 / 8 71 / 32 1,926 / 1,924 1,555 / 1,675 0 Douglas

NORTH SIDE
Katella WEST SIDE EAST SIDE Katella

SOUTH SIDE
Douglas

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
7:15 AM 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0
7:30 AM 3 1 2 3 9 0 0 0 0 0 3 1 2 3 9
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
8:15 AM 0 0 1 1 2 0 0 0 0 0 0 0 1 1 2
8:30 AM 0 0 3 0 3 0 0 2 0 2 0 0 1 0 1
8:45 AM 0 0 1 1 2 0 0 0 0 0 0 0 1 1 2
TOTAL 4 2 8 6 20 1 1 3 1 6 3 1 5 5 14
4:00 PM 1 0 0 1 2 1 0 0 0 1 0 0 0 1 1
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1
4:45 PM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 1 0 2 3 0 0 0 1 1 0 1 0 1 2
5:30 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
5:45 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1
TOTAL 2 1 6 3 12 1 0 2 1 4 1 1 4 2 8

BICYCLE CROSSINGS

AM PM AM
7:30 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Cypress
Douglas
Katella

U-TURNS
Douglas Douglas Katella Katella
Add U-Turns to Left Turns

3.1-3 3.1-5
160 105 4 51 TOTAL 120
131 83 2 46 PM 19
29 22 2 5 AM 101
3,107 2,915 6,022
6,223 3,125 3,098
51 9
60 3,034 2,891 5,925
TOTAL
PM
AM
22 15 37
74 24 50
AM
PM
TOTAL
6,588 3,693 2,895
168
47 121
2,909 3,762 6,671
6,830 3,764 3,066
142 AM 38 4 6 48
57 PM 134 3 16 153
199 TOTAL 172 7 22 201
86 57 3 26 TOTAL 67
71 45 2 24 PM 8
15 12 1 2 AM 59
1,693 1,555 3,248
3,357 1,675 1,682
33 6
39 1,651 1,541 3,192
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
9 8
17 37 11 26
#N/A
AM
PM
TOTAL
3,509 1,888 1,621
PM 4:30 PM
3:45 PM
87 27 60
1,629 1,924 3,553
3,633 1,926 1,707
69 AM 17 2 5 24
32 PM 79 1 7 87
101 Total 96 3 12 111
Douglas
AimTD LLC

TURNING MOVEMENT COUNTS
Douglas
Katella
Katella
Cypress
SC3604

ALL HOURS
Douglas
Douglas
Katella
Katella

PEAK HOUR

3.1-4 3.1-6
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Douglas LOCATION #: 1
TUESDAY EAST & WEST: Katella CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 110111131131 0000
7:00 AM 1 0 0 0 0 0 2 17 0 0 12 0 32 0000 0 0000
7:15 AM 0 0 0 1 0 0 0 11 2 0 20 0 34 0000 0 0010
7:30 AM 0 0 0 0 0 1 0 14 0 1 31 0 47 0000 0 0100
7:45 AM 2 0 0 0 0 0 0 14 0 0 13 0 29 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 19 1 0 18 0 38 0000 0 0000
8:15 AM 0 0 0 0 0 0 1 15 0 0 14 0 30 0010 1 0000
8:30 AM 0 0 0 0 0 0 0 16 1 0 21 0 38 0000 0 0000
8:45 AM 1 0 0 0 0 0 0 16 2 0 19 0 38 0000 0 0000
VOLUMES 4 0 0 1 0 1 3 122 6 1 148 0 286 0010 1 0110
APPROACH % 100% 0% 0% 50% 0% 50% 2% 93% 5% 1% 99% 0%
APP/DEPART 4 / 2 2 / 7 131 / 123 149 / 154 0

BEGIN PEAK HR
VOLUMES 2 0 0 0 0 1 0 62 1 1 76 0 144 0100
APPROACH % 100% 0% 0% 0% 0% 100% 0% 97% 2% 1% 99% 0%
PEAK HR FACTOR 0.250 0.250 0.800 0.602 0.766
APP/DEPART 2 / 0 1 / 2 64 / 62 77 / 80 0
4:00 PM 0 0 0 0 0 0 1 17 0 0 9 0 27 0010 1 0000
4:15 PM 0 0 0 0 0 0 0 13 0 0 9 1 23 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 9 0 0 12 0 21 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 7 0 0 4 0 11 0000 0 0000
5:00 PM 0 0 0 0 0 1 0 16 0 1 10 0 28 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 17 0 0 8 0 25 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 9 0 0 2 0 11 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 6 0 0 5 0 11 0000 0 0000
VOLUMES 0 0 0 0 0 1 1 94 0 1 59 1 157 0010 1 0000
APPROACH % 0% 0% 0% 0% 0% 100% 1% 99% 0% 2% 97% 2%
APP/DEPART 0 / 1 1 / 1 95 / 94 61 / 61 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 49 0 1 34 0 85 0000
APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 3% 97% 0%
PEAK HR FACTOR 0.000 0.250 0.721 0.729 0.759
APP/DEPART 0 / 0 1 / 1 49 / 49 35 / 35 0
Douglas

NORTH SIDE
Katella WEST SIDE EAST SIDE Katella

SOUTH SIDE
Douglas
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Douglas Douglas Katella Katella

3.1-5 3.1-7
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Douglas LOCATION #: 1
TUESDAY EAST & WEST: Katella CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1101 1 1131131 0000
7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0000 0 0000
7:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 1 0 0 4 0 5 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 1 2 0 6 0 9 0000 0 0000
8:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0000 0 0000
8:45 AM 1 0 0 0 0 0 0 11 0 0 2 0 14 0000 0 0000
VOLUMES 1 0 0 0 0 0 0 15 2 0 21 0 39 0000 0 0000
APPROACH % 100% 0% 0% 0% 0% 0% 0% 88% 12% 0% 100% 0%
APP/DEPART 1 / 0 0 / 2 17 / 15 21 / 22 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 3 2 0 13 0 18 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 60% 40% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.417 0.542 0.500
APP/DEPART 0 / 0 0 / 2 5 / 3 13 / 13 0
4:00 PM 0 0 0 0 0 0 0 5 0 0 1 0 6 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 3 0 0 2 0 5 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 17 0 0 6 0 23 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 17 / 17 6 / 6 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 6 0 0 4 0 10 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.500 0.500 0.500
APP/DEPART 0 / 0 0 / 0 6 / 6 4 / 4 0
Douglas

NORTH SIDE
Katella WEST SIDE EAST SIDE Katella

SOUTH SIDE
Douglas
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Douglas Douglas Katella Katella

3.1-6 3.1-8
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Douglas LOCATION #: 1
TUESDAY EAST & WEST: Katella CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 110111131131 0000
7:00 AM 3 0 0 0 0 0 0 2 2 0 5 0 12 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 2 2 0 2 0 6 0000 0 0000
7:30 AM 1 0 0 0 0 0 0 2 1 1 5 0 10 0000 0 0000
7:45 AM 1 0 0 0 0 0 0 2 1 0 5 0 9 0000 0 0000
8:00 AM 2 0 0 0 0 0 0 1 1 0 9 0 13 0000 0 0000
8:15 AM 0 0 0 0 0 1 0 2 1 0 4 0 8 0000 0 0000
8:30 AM 2 0 0 0 0 0 0 6 1 0 7 0 16 0000 0 0000
8:45 AM 1 0 0 0 0 0 0 6 0 0 5 0 12 0000 0 0000
VOLUMES 10 0 0 0 0 1 0 23 9 1 42 0 86 0000 0 0000
APPROACH % 100% 0% 0% 0% 0% 100% 0% 72% 28% 2% 98% 0%
APP/DEPART 10 / 0 1 / 10 32 / 23 43 / 53 0

BEGIN PEAK HR
VOLUMES 4 0 0 0 0 1 0 7 4 1 23 0 40 0000
APPROACH % 100% 0% 0% 0% 0% 100% 0% 64% 36% 4% 96% 0%
PEAK HR FACTOR 0.500 0.250 0.917 0.667 0.769
APP/DEPART 4 / 0 1 / 5 11 / 7 24 / 28 0
4:00 PM 0 0 0 0 0 0 0 2 0 1 5 0 8 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 1 0 1 2 0 4 0000 0 0000
4:30 PM 1 0 0 0 0 0 0 0 0 0 3 0 4 0000 0 0000
4:45 PM 0 0 0 1 0 0 0 1 2 0 4 0 8 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 2 0 0 1 0 3 0000 0 0000
VOLUMES 1 0 0 1 0 0 0 8 2 2 16 0 30 0000 0 0000
APPROACH % 100% 0% 0% 100% 0% 0% 0% 80% 20% 11% 89% 0%
APP/DEPART 1 / 0 1 / 4 10 / 9 18 / 17 0

BEGIN PEAK HR
VOLUMES 1 0 0 1 0 0 0 3 2 0 7 0 14 0000
APPROACH % 100% 0% 0% 100% 0% 0% 0% 60% 40% 0% 100% 0%
PEAK HR FACTOR 0.250 0.250 0.417 0.438 0.438
APP/DEPART 1 / 0 1 / 2 5 / 4 7 / 8 0
Douglas

NORTH SIDE
Katella WEST SIDE EAST SIDE Katella

SOUTH SIDE
Douglas
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Douglas Douglas Katella Katella

3.1-7 3.1-9
T42321
DATE: LOCATION: PROJECT #: SC3604
Tue, Aug 30, 22 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: NO CONTROL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0 X 0 0 1 X X 1 0 0 0 0 0 X X X X
7:00 AM 0 0 0 1 0 0 0 0 0 0 4 1 6 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 1 0 0 1 0 0 0 5 0 7 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 1 0 0 0 0 3 0 4 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 1 0 0 10 0 11 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 2 1 0 0 0 6 0 9 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 1 1 0 0 6 0 8 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 9 0 10 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 2 0 3 3 3 0 0 48 1 60 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 40% 0% 60% 50% 50% 0% 0% 98% 2%
APP/DEPART 0 / 4 5 / 0 6 / 5 49 / 51 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 2 3 0 0 31 0 38 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 40% 60% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.625 0.775 0.864
APP/DEPART 0 / 2 2 / 0 5 / 3 31 / 33 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 9 0 10 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 2 0 6 0 0 2 0 10 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 2 0 0 5 0 7 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 1 0 0 0 0 5 0 6 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 2 0 6 0 0 7 1 16 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 1 0 8 0 0 3 0 12 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 1 0 4 0 0 5 1 11 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 1 0 1 0 5 0 0 2 0 9 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 1 0 8 0 32 0 0 38 2 81 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 11% 0% 89% 0% 100% 0% 0% 95% 5%
APP/DEPART 0 / 2 9 / 0 32 / 33 40 / 46 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 5 0 23 0 0 17 2 48 0 0 0 0
APPROACH % 0% 0% 0% 17% 0% 83% 0% 100% 0% 0% 89% 11%
PEAK HR FACTOR 0.000 0.750 0.719 0.594 0.750
APP/DEPART 0 / 2 6 / 0 23 / 24 19 / 22 0
Driveway 1

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Driveway 1

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 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
7:30 AM 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
8:00 AM 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
8:30 AM 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
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 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
4:30 PM 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
5:00 PM 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
5:30 PM 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
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

BICYCLE CROSSINGS

AM PM AM
8:00 AM
PM
5:00 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Cypress
Driveway 1
Plaza

U-TURNS
Driveway 1 Driveway 1 Plaza Plaza
Add U-Turns to Left Turns

3.1-10 3.1-8
14 11 0 3 TOTAL 6
9 8 0 1 PM 2
5 3 0 2 AM 4
49 40 89
97 46 51
1 2 3
48 38 86
TOTAL
PM
AM
0 0 0
3 0 3
AM
PM
TOTAL
35 32
3 0 0 0
5 33 38
38 32
6 0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
8 7 0 1 TOTAL 4
6 5 0 1 PM 2
2 2 0 0 AM 2
31 19 50
55 22 33
0 2 2
31 17 48
TOTAL
PM
AM
AM 8:00 AM
8:45 AM
0 0 0
2 0 2
#N/A
AM
PM
TOTAL
26 23
3 PM 5:00 PM
3:45 PM
0 0 0
3 24 27
28 23
5 0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
Driveway 1
AimTD LLC

TURNING MOVEMENT COUNTS
Driveway 1
Plaza
Plaza
Cypress
SC3604

ALL HOURS
Driveway 1
Driveway 1
Plaza
Plaza

PEAK HOUR

3.1-11 3.1-9
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Driveway 1 LOCATION #: 2
TUESDAY EAST & WEST: Plaza CONTROL: NO CONTROL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: XXX0X001XX10 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:15 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 0000 0 0000
7:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 1 1 0 0 0 0 0 2 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 100% 100% 0% 0% 0% 0% 0%
APP/DEPART 0 / 1 1 / 0 1 / 0 0 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 1 0 0 1 0 2 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 1 / 1 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0
Driveway 1

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Driveway 1
AM
8:00 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Driveway 1 Driveway 1 Plaza Plaza

3.1-10 3.1-12
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Driveway 1 LOCATION #: 2
TUESDAY EAST & WEST: Plaza CONTROL: NO CONTROL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: XXX0 X 001XX10 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Driveway 1

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Driveway 1
AM
8:00 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Driveway 1 Driveway 1 Plaza Plaza

3.1-11 3.1-13
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Driveway 1 LOCATION #: 2
TUESDAY EAST & WEST: Plaza CONTROL: NO CONTROL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: XXX0X001XX10 X X X X
7:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 1 0 1 0 0 0 0 0 0 2 0000 0 0000
APPROACH % 0% 0% 0% 50% 0% 50% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 2 / 0 0 / 1 0 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 0 0 0 0 0 1 0000
APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.000 0.250
APP/DEPART 0 / 0 1 / 0 0 / 0 0 / 1 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 1 0 0 0 0 0 0 1 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 1 / 0 0 / 0 0 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Driveway 1

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Driveway 1
AM
8:00 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Driveway 1 Driveway 1 Plaza Plaza

3.1-12 3.1-14
T42321
DATE: LOCATION: PROJECT #: SC3604
Tue, Aug 30, 22 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: STOP N
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0 X X X X
7:00 AM 4 1 5 0 0 0 0 2 0 1 10 0 23 3 0 0 0 3 0 0 0 0
7:15 AM 7 0 2 0 0 0 0 0 0 1 7 0 17 4 0 0 0 4 0 0 0 0
7:30 AM 2 0 2 0 0 0 0 1 0 0 5 0 10 2 0 0 0 2 0 0 0 0
7:45 AM 4 0 10 0 0 0 0 0 0 3 9 1 27 1 0 0 0 1 0 0 0 0
8:00 AM 8 1 6 0 0 0 0 1 0 2 14 0 32 1 0 0 0 1 0 0 0 0
8:15 AM 3 0 9 0 0 0 0 0 0 1 15 0 28 2 0 0 0 2 0 0 0 0
8:30 AM 4 1 7 0 0 0 0 2 0 0 8 0 22 2 0 0 0 2 0 0 0 0
8:45 AM 1 0 5 0 0 0 0 2 0 0 8 0 16 0 0 0 0 0 0 0 0 0
VOLUMES 33 3 46 0 0 0 0 8 0 8 76 1 175 15 0 0 0 15 0 0 0 0 APPROACH % 40% 4% 56% 0% 0% 0% 0% 100% 0% 9% 89% 1%
APP/DEPART 82 / 4 0 / 23 8 / 54 85 / 94 0

BEGIN PEAK HR
VOLUMES 19 2 32 0 0 0 0 3 0 6 46 1 109 0 0 0 0
APPROACH % 36% 4% 60% 0% 0% 0% 0% 100% 0% 11% 87% 2%
PEAK HR FACTOR 0.883 0.000 0.375 0.828 0.852
APP/DEPART 53 / 3 0 / 12 3 / 35 53 / 59 0
4:00 PM 3 0 0 1 0 0 0 9 1 0 6 0 20 1 0 0 0 1 0 0 0 0
4:15 PM 2 0 1 0 0 0 1 8 2 1 1 0 16 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 4 0 0 0 0 10 0 1 1 0 16 0 0 0 0 0 0 0 0 0
4:45 PM 1 0 0 0 0 0 0 4 0 1 5 0 11 0 0 0 0 0 0 0 0 0
5:00 PM 1 0 0 0 1 0 0 22 1 5 4 0 34 1 0 0 0 1 0 0 0 0
5:15 PM 1 0 2 0 0 0 0 8 0 1 5 0 17 1 0 0 0 1 0 0 0 0
5:30 PM 3 0 4 0 0 0 0 8 0 3 5 0 23 3 0 0 0 3 0 0 0 0
5:45 PM 0 0 3 0 0 0 0 5 1 2 0 0 11 0 0 0 0 0 0 0 0 0
VOLUMES 11 0 14 1 1 0 1 74 5 14 27 0 148 6 0 0 0 6 0 0 0 0 APPROACH % 44% 0% 56% 50% 50% 0% 1% 93% 6% 34% 66% 0%
APP/DEPART 25 / 1 2 / 26 80 / 89 41 / 32 0

BEGIN PEAK HR
VOLUMES 5 0 9 0 1 0 0 43 2 11 14 0 85 0 0 0 0
APPROACH % 36% 0% 64% 0% 100% 0% 0% 96% 4% 44% 56% 0%
PEAK HR FACTOR 0.500 0.250 0.489 0.694 0.625
APP/DEPART 14 / 0 1 / 19 45 / 52 25 / 14 0
McDonnell

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
McDonnell

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 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
7:30 AM 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
8:00 AM 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
8:30 AM 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
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
4:15 PM 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
4:45 PM 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
5:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1
5:30 PM 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
TOTAL 1 0 1 0 2 1 0 0 0 1 0 0 1 0 1

BICYCLE CROSSINGS

AM PM AM
7:45 AM
PM
4:45 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Cypress
McDonnell
Plaza

U-TURNS
McDonnell McDonnell Plaza Plaza
Add U-Turns to Left Turns

3.1-18 3.1-15
2 0 1 1 TOTAL 5
2 0 1 1 PM 1
0 0 0 0 AM 4
85 41
126
126
32 94
1 0 1
76 27
103
TOTAL
PM
AM
8 14 22
1 1 0
AM
PM
TOTAL
82 74
8 5 5 0
54 89
143
88 80
8 23 AM 33 3 46 82
26 PM 11 0 14 25
49 TOTAL 44 3 60 107
1 0 1 0 TOTAL 3
1 0 1 0 PM 0
0 0 0 0 AM 3
53 25 78
73 14 59
1 0 1
46 14 60
TOTAL
PM
AM
AM 7:45 AM
8:45 AM
6 11 17
0 0 0
#N/A
AM
PM
TOTAL
46 43
3 PM 4:45 PM
3:45 PM
2 2 0
35 52 87
48 45
3 12 AM 19 2 32 53
19 PM 5 0 9 14
31 Total 24 2 41 67
McDonnell
AimTD LLC

TURNING MOVEMENT COUNTS
McDonnell
Plaza
Plaza
Cypress
SC3604

ALL HOURS
McDonnell
McDonnell
Plaza
Plaza

PEAK HOUR

3.1-19 3.1-16
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: McDonnell LOCATION #: 4
TUESDAY EAST & WEST: Plaza CONTROL: STOP N
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 010010010010 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0000 0 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 1 0 1 0 0 2 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 100% 0% 0%
APP/DEPART 0 / 0 0 / 1 1 / 1 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 0 0 1 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.000 0.250
APP/DEPART 0 / 0 0 / 0 1 / 1 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 1 0 0 0 1 0 2 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 100% 0% 0% 0% 100% 0%
APP/DEPART 0 / 1 0 / 0 1 / 0 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0
McDonnell

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
McDonnell
AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
McDonnell McDonnell Plaza Plaza

3.1-20 3.1-17
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: McDonnell LOCATION #: 4
TUESDAY EAST & WEST: Plaza CONTROL: STOP N
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0100 1 0010010 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
McDonnell

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
McDonnell
AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
McDonnell McDonnell Plaza Plaza

3.1-21 3.1-18
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: McDonnell LOCATION #: 4
TUESDAY EAST & WEST: Plaza CONTROL: STOP N
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 010010010010 X X X X
7:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 0000 0 0000
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 1 0 0 0 0 1 0 1 0 0 3 0000 0 0000
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 100% 0% 0%
APP/DEPART 1 / 0 0 / 1 1 / 2 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 0 0 1 0 0 2 0000
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.250 0.000 0.000 0.250 0.250
APP/DEPART 1 / 0 0 / 1 0 / 1 1 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
McDonnell

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
McDonnell
AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
McDonnell McDonnell Plaza Plaza

3.1-22 3.1-19
T42321
DATE: LOCATION: PROJECT #: SC3604
Tue, Aug 30, 22 NORTH & SOUTH: LOCATION #: 7
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 3 0 1 3 0 1 1 0 1 1 0 0 0 0 0 0 0 0 0
7:00 AM 4 236 14 19 353 12 2 1 0 0 0 1 642 1 0 0 0 1 3 1 0 0 7:15 AM 1 297 9 23 347 12 3 1 0 0 0 1 694 0 0 0 0 0 2 0 0 0 7:30 AM 3 336 16 26 383 9 2 0 2 0 0 1 778 1 1 0 0 2 1 0 2 1 7:45 AM 2 363 10 25 366 17 2 0 4 0 0 5 794 0 0 0 0 0 0 1 1 2 8:00 AM 3 377 17 30 339 17 0 1 5 3 0 0 792 1 1 0 0 2 1 0 2 0 8:15 AM 5 344 16 16 366 26 0 0 3 0 0 2 778 2 1 0 0 3 0 1 1 1 8:30 AM 1 360 16 12 387 16 1 0 2 1 0 5 801 0 1 0 0 1 1 1 1 3 8:45 AM 1 293 11 21 310 13 2 1 1 2 0 3 658 0 0 0 0 0 0 0 1 1 VOLUMES 20 2,606 109 172 2,851 122 12 4 17 6 0 18 5,937 5 4 0 0 9 8 4 8 8 APPROACH % 1% 95% 4% 5% 91% 4% 36% 12% 52% 25% 0% 75%
APP/DEPART 2,735 / 2,640 3,145 / 2,879 33 / 281 24 / 137 0

BEGIN PEAK HR
VOLUMES 11 1,444 59 83 1,458 76 3 1 14 4 0 12 3,165 2 3 5 6 APPROACH % 1% 95% 4% 5% 90% 5% 17% 6% 78% 25% 0% 75%
PEAK HR FACTOR 0.953 0.974 0.750 0.667 0.988
APP/DEPART 1,514 / 1,462 1,617 / 1,479 18 / 140 16 / 84 0 4:00 PM 3 422 1 6 358 10 18 0 6 10 1 17 852 1 2 0 0 3 0 0 4 8 4:15 PM 1 465 5 1 299 2 12 1 6 6 0 22 820 0 0 0 0 0 0 0 5 15 4:30 PM 0 457 2 5 393 5 14 0 7 14 0 32 929 0 3 0 0 3 0 0 4 18 4:45 PM 0 477 0 4 349 8 10 0 6 13 2 16 885 0 0 0 0 0 0 2 4 11 5:00 PM 3 490 2 3 363 4 34 0 12 17 6 27 961 1 0 0 0 1 0 0 9 9 5:15 PM 1 470 0 4 350 6 21 0 3 7 1 41 904 0 0 0 0 0 0 1 2 19 5:30 PM 1 439 0 1 342 8 20 0 4 10 0 48 873 1 0 0 0 1 0 1 3 27 5:45 PM 1 527 0 0 325 4 6 0 6 3 0 20 892 1 0 0 0 1 0 0 6 16 VOLUMES 10 3,747 10 24 2,779 47 135 1 50 80 10 223 7,116 4 5 0 0 9 0 4 37 123 APPROACH % 0% 99% 0% 1% 98% 2% 73% 1% 27% 26% 3% 71%
APP/DEPART 3,767 / 4,110 2,850 / 2,913 186 / 30 313 / 63 0

BEGIN PEAK HR
VOLUMES 4 1,894 4 16 1,455 23 79 0 28 51 9 116 3,679 0 3 19 57 APPROACH % 0% 100% 0% 1% 97% 2% 74% 0% 26% 29% 5% 66%
PEAK HR FACTOR 0.961 0.927 0.582 0.880 0.957
APP/DEPART 1,902 / 2,092 1,494 / 1,535 107 / 17 176 / 35 0 Valley View

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Valley View

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 4 1 1 0 6 3 1 1 0 5 1 0 0 0 1
7:15 AM 1 1 0 0 2 0 1 0 0 1 1 0 0 0 1
7:30 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
7:45 AM 2 2 1 0 5 0 2 1 0 3 2 0 0 0 2
8:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
8:15 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
8:30 AM 2 0 1 0 3 2 0 1 0 3 0 0 0 0 0
8:45 AM 2 0 0 0 2 2 0 0 0 2 0 0 0 0 0
TOTAL 13 4 4 0 21 9 4 4 0 17 4 0 0 0 4
4:00 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3
4:15 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
4:30 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
4:45 PM 0 4 1 0 5 0 2 1 0 3 0 2 0 0 2
5:00 PM 1 3 0 0 4 0 2 0 0 2 1 1 0 0 2
5:15 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
5:30 PM 1 1 1 0 3 0 1 0 0 1 1 0 1 0 2
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 4 12 2 0 18 2 6 1 0 9 2 6 1 0 9

BICYCLE CROSSINGS

AM PM AM
7:45 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Cypress
Valley View
Plaza

U-TURNS
Valley View Valley View Plaza Plaza
Add U-Turns to Left Turns

3.1-28 3.1-20
5,995 169 5,630 196 TOTAL 6,750
2,850 47 2,779 24 PM 4,110
3,145 122 2,851 172 AM 2,640
24 313 337
200
63 137
18 223 241
0 10 10
TOTAL
PM
AM
6 80 86
147 135
12 AM
PM
TOTAL
5 1 4
67 50 17
281
30 311
219 186
33 2,879 AM 20 2,606 109 2,735
2,913 PM 10 3,747 10 3,767
5,792 TOTAL 30 6,353 119 6,502
3,111 99 2,913 99 TOTAL 3,554
1,494 23 1,455 16 PM 2,092
1,617 76 1,458 83 AM 1,462
16 176 192
119
35 84
12 116 128
0 9 9
TOTAL
PM
AM
AM 7:45 AM
8:45 AM
4 51 55
82 79
3 #N/A
AM
PM
TOTAL
1 0 1
PM 4:30 PM
3:45 PM
42 28 14
140
17 157
125 107
18 1,479 AM 11 1,444 59 1,514
1,535 PM 4 1,894 4 1,902
3,014 Total 15 3,338 63 3,416
Valley View
AimTD LLC

TURNING MOVEMENT COUNTS
Valley View
Plaza
Plaza
Cypress
SC3604

ALL HOURS
Valley View
Valley View
Plaza
Plaza

PEAK HOUR

3.1-29 3.1-21
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Valley View LOCATION #: 7
TUESDAY EAST & WEST: Plaza CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 130130110110 0000
7:00 AM 0 6 0 0 17 1 0 0 0 0 0 0 24 0000 0 0000
7:15 AM 0 11 0 1 17 1 0 0 0 0 0 0 30 0000 0 0000
7:30 AM 0 10 0 0 22 0 0 0 0 0 0 0 32 0000 0 0000
7:45 AM 0 12 0 0 11 0 0 0 0 0 0 0 23 0000 0 0000
8:00 AM 0 12 0 0 18 0 0 0 0 0 0 0 30 0000 0 0000
8:15 AM 2 10 0 0 15 0 0 0 1 0 0 1 29 1000 1 0010
8:30 AM 0 17 0 0 18 1 0 0 0 0 0 0 36 0000 0 0000
8:45 AM 0 9 1 2 16 0 0 0 0 0 0 0 28 0000 0 0000
VOLUMES 2 87 1 3 134 3 0 0 1 0 0 1 232 1000 1 0010
APPROACH % 2% 97% 1% 2% 96% 2% 0% 0% 100% 0% 0% 100%
APP/DEPART 90 / 88 140 / 136 1 / 4 1 / 4 0

BEGIN PEAK HR
VOLUMES 1 51 0 0 62 1 0 0 1 0 0 1 118 0010
APPROACH % 2% 96% 0% 0% 98% 2% 0% 0% 100% 0% 0% 100%
PEAK HR FACTOR 0.779 0.829 0.250 0.250 0.819
APP/DEPART 53 / 52 63 / 64 1 / 0 1 / 2 0
4:00 PM 1 12 0 1 10 1 0 0 0 0 0 0 25 0000 0 0000
4:15 PM 0 12 2 0 7 0 0 1 0 0 0 1 23 0000 0 0001
4:30 PM 0 11 0 0 7 0 0 0 0 0 0 0 18 0000 0 0000
4:45 PM 0 10 0 0 5 0 0 0 1 0 1 0 17 0000 0 0010
5:00 PM 0 7 0 0 1 0 0 0 0 0 0 0 8 0000 0 0000
5:15 PM 0 5 0 2 5 0 0 0 0 0 0 0 12 0000 0 0000
5:30 PM 0 6 0 0 8 0 0 0 0 0 0 0 14 0000 0 0000
5:45 PM 0 11 0 0 5 0 0 0 0 0 0 0 16 0000 0 0000
VOLUMES 1 74 2 3 48 1 0 1 1 0 1 1 133 0000 0 0011
APPROACH % 1% 96% 3% 6% 92% 2% 0% 50% 50% 0% 50% 50%
APP/DEPART 77 / 75 52 / 49 2 / 6 2 / 3 0

BEGIN PEAK HR
VOLUMES 0 33 0 2 18 0 0 0 1 0 1 0 55 0010
APPROACH % 0% 100% 0% 10% 90% 0% 0% 0% 100% 0% 100% 0%
PEAK HR FACTOR 0.750 0.714 0.250 0.250 0.764
APP/DEPART 33 / 33 20 / 19 1 / 2 1 / 1 0
Valley View

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Valley View
AM
7:45 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Valley View Valley View Plaza Plaza

3.1-30 3.1-22
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Valley View LOCATION #: 7
TUESDAY EAST & WEST: Plaza CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1301 3 0110110 0000
7:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0000 0 0000
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0000 0 0000
7:45 AM 0 0 0 0 2 1 0 0 0 0 0 0 3 0000 0 0000
8:00 AM 0 0 0 0 6 0 0 1 0 0 0 0 7 0000 0 0000
8:15 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 0000 0 0000
8:30 AM 0 1 0 0 4 0 0 0 0 0 0 0 5 0000 0 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0000 0 0001
VOLUMES 0 3 0 0 15 1 0 1 0 0 0 1 21 0000 0 0001
APPROACH % 0% 100% 0% 0% 94% 6% 0% 100% 0% 0% 0% 100%
APP/DEPART 3 / 4 16 / 15 1 / 1 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 14 1 0 1 0 0 0 0 17 0000
APPROACH % 0% 100% 0% 0% 93% 7% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.625 0.250 0.000 0.607
APP/DEPART 1 / 1 15 / 14 1 / 1 0 / 1 0
4:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0000 0 0000
4:15 PM 0 5 0 0 1 0 0 0 0 0 0 0 6 0000 0 0000
4:30 PM 0 1 0 0 2 0 0 0 0 0 0 0 3 0000 0 0000
4:45 PM 0 1 0 0 2 0 0 0 0 0 0 0 3 0000 0 0000
5:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 3 0000 0 0000
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0000 0 0000
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0000 0 0000
5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0000 0 0000
VOLUMES 0 13 0 0 7 0 0 0 0 0 0 0 20 0000 0 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 13 / 13 7 / 7 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 6 0 0 4 0 0 0 0 0 0 0 10 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.500 0.500 0.000 0.000 0.833
APP/DEPART 6 / 6 4 / 4 0 / 0 0 / 0 0
Valley View

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Valley View
AM
7:45 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Valley View Valley View Plaza Plaza

3.1-31 3.1-23
DATE: LOCATION: Cypress PROJECT #: SC3604
8/30/22 NORTH & SOUTH: Valley View LOCATION #: 7
TUESDAY EAST & WEST: Plaza CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 130130110110 0000
7:00 AM 0 1 0 0 1 0 1 0 0 0 0 0 3 0000 0 0000
7:15 AM 0 1 0 0 2 0 0 0 0 0 0 0 3 0000 0 0000
7:30 AM 0 0 0 0 3 0 0 0 0 0 0 0 3 0000 0 0000
7:45 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 0000 0 0000
8:30 AM 0 4 0 0 6 0 0 0 0 0 0 0 10 0000 0 0000
8:45 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 0000 0 0000
VOLUMES 0 12 0 0 17 0 1 0 0 0 0 0 30 0000 0 0000
APPROACH % 0% 100% 0% 0% 100% 0% 100% 0% 0% 0% 0% 0%
APP/DEPART 12 / 13 17 / 17 1 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 8 0 0 9 0 0 0 0 0 0 0 17 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.500 0.375 0.000 0.000 0.425
APP/DEPART 8 / 8 9 / 9 0 / 0 0 / 0 0
4:00 PM 0 1 0 0 2 0 0 0 0 0 0 0 3 0000 0 0000
4:15 PM 0 3 0 0 0 0 0 0 0 0 0 0 3 0000 0 0000
4:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0000 0 0000
4:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0000 0 0000
5:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 3 0000 0 0000
5:15 PM 0 1 0 0 1 0 0 0 0 1 0 0 3 0000 0 0000
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0000 0 0000
5:45 PM 0 3 0 0 2 0 0 0 0 0 0 0 5 0000 0 0000
VOLUMES 0 14 0 0 7 0 0 0 0 1 0 0 22 0000 0 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 14 / 14 7 / 8 0 / 0 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 6 0 0 3 0 0 0 0 1 0 0 10 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.500 0.750 0.000 0.250 0.833
APP/DEPART 6 / 6 3 / 4 0 / 0 1 / 0 0
Valley View

NORTH SIDE
Plaza WEST SIDE EAST SIDE Plaza

SOUTH SIDE
Valley View
AM
7:45 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS RTOR
Valley View Valley View Plaza Plaza

3.1-32 3.1-24
A816
DATE: CITY: Cypress
JOB #: SC3604 LOCATION: CLASS2 Plaza east of McDonnell

AM EASTBOUND PM EASTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 17 3 1 0 0 0 0 0 0 0 0 0 21 12:00 5 315 43 3 13 1 0 0 2 0 0 0 0 382 0:15 0 17 0 0 0 0 0 0 1 0 0 0 0 18 12:15 2 280 38 0 18 1 0 0 3 0 0 0 0 3420:30 1 27 4 0 0 0 0 0 1 0 0 0 0 33 12:30 0 296 33 1 9 0 0 0 5 0 0 0 0 3440:45 0 18 1 0 0 0 0 0 0 0 0 0 0 19 12:45 0 291 51 0 10 4 0 0 4 0 0 0 0 3601:00 0 7 21000000000 10 13:00 0 301 29 1 9 2 0 0 2 0 0 0 0 3441:15 0 15 3 0 0 0 0 0 1 0 0 0 0 19 13:15 0 289 37 1 11 1 0 1 2 0 0 0 0 3421:30 0 21 3 0 1 0 0 0 0 0 0 0 0 25 13:30 1 278 46 2 13 0 0 0 2 0 0 0 0 3421:45 0 8 20000000000 10 13:45 1 263 32 1 6 3 0 2 0 0 0 0 0 3082:00 0 11 1 0 0 0 0 0 0 0 0 0 0 12 14:00 0 310 50 0 12 3 0 1 3 0 0 0 0 3792:15 0 19 0 0 0 0 0 0 0 0 0 0 0 19 14:15 2 303 46 1 14 3 0 0 2 0 0 0 0 3712:30 0 7 30000000000 10 14:30 0 342 64 1 14 1 0 0 1 0 0 0 0 4232:45 0 17 3 0 0 0 0 0 1 0 0 0 0 21 14:45 0 332 46 1 12 5 0 1 3 0 0 0 0 4003:00 0 20 5 0 0 0 0 0 1 0 0 0 0 26 15:00 2 315 62 0 15 6 0 1 1 0 0 0 0 4023:15 2 21 2 0 0 0 0 0 0 0 0 0 0 25 15:15 1 337 69 2 9 5 0 1 2 0 0 0 0 4263:30 0 14 2 0 0 0 0 0 0 0 0 0 0 16 15:30 2 399 54 3 11 1 0 0 1 0 0 0 0 4713:45 0 27 7 0 0 0 0 0 0 0 0 0 0 34 15:45 2 392 68 3 16 2 0 0 3 0 0 0 0 4864:00 1 20 6 0 0 0 0 0 0 0 0 0 0 27 16:00 3 382 53 0 10 4 0 0 1 0 0 0 0 453 4:15 0 42 6 1 1 0 0 0 1 0 0 0 0 51 16:15 2 415 54 2 8 3 0 0 0 0 0 0 0 484 4:30 0 54 8 0 0 1 0 0 2 0 0 0 0 65 16:30 2 391 53 1 7 1 0 0 0 0 0 0 0 4554:45 1 72 9 1 3 0 0 0 1 0 0 0 0 87 16:45 1 381 47 1 6 3 0 2 0 0 0 0 0 4415:00 1 42 8 1 1 0 0 0 2 0 0 0 0 55 17:00 1 484 45 0 6 1 0 0 0 0 0 0 0 5375:15 0 78 11 1 1 2 0 0 3 2 0 0 0 98 17:15 5 429 49 1 8 1 0 0 0 0 0 0 0 4935:30 2 103 17 1 3 1 0 0 2 0 0 0 0 129 17:30 4 413 41 1 1 2 0 0 0 0 0 0 0 4625:45 0 164 29 0 5 0 0 0 6 0 0 0 0 204 17:45 0 382 51 0 4 0 0 0 2 0 0 0 0 4396:00 1 125 35 1 3 0 0 0 3 0 0 0 0 168 18:00 0 370 52 1 5 0 0 0 0 0 0 0 0 4286:15 0 147 23 1 5 0 0 0 2 0 0 0 0 178 18:15 5 366 48 0 1 1 0 0 4 0 0 0 0 4256:30 1 188 46 1 3 2 0 0 1 0 0 0 0 242 18:30 1 284 27 1 5 1 0 0 1 0 0 0 0 3206:45 0 239 49 0 4 2 0 1 3 1 0 0 0 299 18:45 0 310 32 0 10 0 0 0 0 0 0 0 0 3527:00 1 263 41 1 9 0 0 0 3 0 0 0 0 318 19:00 0 264 33 1 4 0 0 0 0 0 0 0 0 3027:15 1 282 46 1 6 2 0 0 1 1 0 0 0 340 19:15 1 265 32 0 3 0 0 0 2 0 0 0 0 3037:30 3 341 39 2 7 2 0 0 1 1 0 0 0 396 19:30 1 263 25 1 7 0 0 0 0 0 0 0 0 2977:45 1 385 38 1 9 1 0 0 3 0 0 0 0 438 19:45 0 240 19 0 0 0 0 0 1 0 0 0 0 2608:00 2 393 46 0 11 2 0 0 2 0 0 0 0 456 20:00 1 246 18 1 2 0 0 0 0 0 0 0 0 2688:15 1 355 43 1 10 0 0 1 2 0 0 0 0 413 20:15 0 207 15 0 1 0 0 0 1 0 0 0 0 224 8:30 1 306 37 1 9 0 0 0 6 1 0 0 0 361 20:30 0 165 10 0 2 0 0 0 1 0 0 0 0 178 8:45 1 269 49 1 12 6 1 1 4 0 0 0 0 344 20:45 1 158 9 0 2 0 0 0 0 0 0 0 0 170 9:00 1 239 30 0 11 2 4 0 4 0 0 0 0 291 21:00 1 134 8 1 0 1 0 0 0 0 0 0 0 145 9:15 0 240 28 1 6 2 0 1 0 0 0 0 0 278 21:15 0 136 10 0 0 1 0 0 0 0 0 0 0 1479:30 1 225 26 0 8 1 1 1 4 1 0 0 0 268 21:30 1 121 4 0 1 0 0 0 0 0 0 0 0 127 9:45 3 226 40 1 6 4 2 3 0 0 0 0 0 285 21:45 0 75 6 0 1 0 0 0 1 0 0 0 0 83 10:00 0 215 38 1 10 2 0 1 1 0 0 0 0 268 22:00 0 72 1 1 2 0 0 0 0 0 0 0 0 76 10:15 0 215 44 0 8 2 0 0 3 0 0 0 0 272 22:15 1 70 4 0 0 0 0 0 0 0 0 0 0 75 10:30 0 214 41 0 12 2 0 0 1 0 0 0 0 270 22:30 0 68 6 0 0 0 0 0 1 0 0 0 0 75 10:45 0 243 45 1 10 0 2 0 1 1 0 0 0 303 22:45 1 53 7 1 0 0 0 0 0 0 0 0 0 6211:00 2 277 43 1 6 3 0 1 2 0 0 0 0 335 23:00 0 55 3 2 0 0 0 0 0 0 0 0 0 60 11:15 1 254 45 0 4 4 1 0 3 0 0 0 0 312 23:15 0 38 6 0 0 0 0 0 0 0 0 0 0 44 11:30 0 280 51 1 9 4 0 0 4 0 0 0 0 349 23:30 1 53 1 0 2 0 0 0 1 0 0 0 0 58 11:45 0 229 47 0 7 2 1 0 3 1 0 0 0 290 23:45 0 31 5 0 1 0 0 0 0 0 0 0 0 37 TOTAL 29 6,991 1,105 24 200 49 12 10 79 9 0 0 0 8,508 TOTAL 51 12,364 1,542 36 291 57 0 9 52 0 0 0 0 14,402 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:45 PMAM PEAK VOLUME 1,703 PM PEAK VOLUME 1,933 CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 80 19,355 2,647 60 491 106 12 19 131 9 0 0 0 22,910 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 84.5% 11.6% 0.3% 2.1% 0.5% 0.1% 0.1% 0.6% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 142 36,433 4,785 118 949 197 19 40 267 22 0 0 0 42,972 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.6% 159.0% 20.9% 0.5% 4.1% 0.9% 0.1% 0.2% 1.2% 0.1% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, August 30, 2022

3.1-33 3.1-25
DATE: CITY: Cypress
JOB #: SC3604 LOCATION: CLASS2 Plaza east of McDonnell

AM WESTBOUND PM WESTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 25 2 1 0 0 0 0 0 0 0 0 0 28 12:00 0 241 43 0 9 0 0 0 1 0 0 0 0 2940:15 0 24 1 0 1 0 0 0 0 0 0 0 0 26 12:15 0 284 36 2 4 1 0 0 2 0 0 0 0 3290:30 0 22 3 0 0 0 0 0 0 0 0 0 0 25 12:30 4 272 31 0 6 4 0 0 4 0 0 0 0 3210:45 0 16 0 0 0 0 0 0 0 0 0 0 0 16 12:45 1 288 27 1 7 3 0 1 3 1 0 0 0 3321:00 0 22 0 1 0 0 0 0 0 0 0 0 0 23 13:00 1 255 42 0 18 0 0 1 0 0 0 0 0 3171:15 0 11 4 0 2 0 0 0 0 0 0 0 0 17 13:15 2 247 32 2 11 1 0 0 4 0 0 0 0 2991:30 1 6 10000010000 9 13:30 1 296 35 1 12 2 0 0 1 1 0 0 0 3491:45 0 16 0 0 2 0 0 0 0 0 0 0 0 18 13:45 3 267 37 2 9 3 0 0 4 0 0 0 0 3252:00 0 18 2 0 0 0 0 0 0 0 0 0 0 20 14:00 3 235 32 1 18 1 0 0 3 0 0 0 0 2932:15 0 9 20000010000 12 14:15 0 264 32 0 11 2 0 0 2 0 0 0 0 3112:30 0 5 10000020000 8 14:30 1 313 39 1 3 3 0 2 1 1 0 0 0 3642:45 0 13 2 0 0 0 0 0 1 0 0 0 0 16 14:45 2 333 45 2 8 1 0 1 1 0 0 0 0 3933:00 0 10 1 0 0 0 0 0 1 0 0 0 0 12 15:00 1 293 37 1 0 2 0 0 1 0 0 0 0 3353:15 0 21 2 0 1 0 0 0 0 0 0 0 0 24 15:15 0 267 36 2 9 1 0 3 0 1 0 0 0 3193:30 0 28 3 0 1 0 0 0 0 0 0 0 0 32 15:30 0 288 37 1 10 5 0 1 1 0 0 0 0 3433:45 0 38 3 0 1 0 0 0 0 0 0 0 0 42 15:45 0 290 38 2 10 2 0 0 0 0 0 0 0 3424:00 0 16 1 0 0 1 0 0 1 0 0 0 0 19 16:00 2 312 38 1 6 3 0 0 3 0 0 0 0 3654:15 0 32 60300000000 41 16:15 2 291 26 1 3 2 0 0 1 0 0 0 0 326 4:30 0 45 4 1 1 2 0 0 1 0 0 0 0 54 16:30 1 354 44 0 5 3 0 0 2 0 0 0 0 4094:45 0 59 8 1 2 1 0 0 0 0 0 0 0 71 16:45 3 361 35 1 3 2 0 0 1 0 0 0 0 4065:00 0 63 13 1 2 1 0 0 5 0 0 0 0 85 17:00 2 431 45 0 6 0 0 0 0 0 0 0 0 4845:15 0 64 11 0 2 4 0 0 4 1 0 0 0 86 17:15 0 351 29 1 5 0 0 0 0 0 0 0 0 3865:30 1 85 12 1 2 4 0 0 1 0 0 0 0 106 17:30 1 351 41 0 3 0 0 0 1 0 0 0 0 3975:45 0 107 24 0 7 0 0 0 1 0 0 0 0 139 17:45 0 324 25 1 2 0 0 0 0 0 0 0 0 3526:00 1 97 23 1 3 0 0 1 1 0 0 0 0 127 18:00 0 322 32 1 2 0 0 0 1 0 0 0 0 3586:15 1 123 38 1 2 2 0 0 3 0 0 0 0 170 18:15 0 248 21 1 0 0 0 0 0 0 0 0 0 2706:30 0 173 49 2 10 1 0 0 0 1 0 0 0 236 18:30 0 283 14 0 1 0 0 0 0 0 0 0 0 2986:45 1 210 44 1 8 0 0 0 5 0 0 0 0 269 18:45 0 216 15 1 2 0 0 0 1 0 0 0 0 2357:00 0 236 35 2 6 4 0 1 3 0 0 0 0 287 19:00 1 226 14 0 3 1 0 1 1 0 0 0 0 2477:15 1 340 49 1 7 4 0 0 2 0 0 0 0 404 19:15 0 210 22 0 0 0 0 0 1 0 0 0 0 2337:30 2 347 50 0 20 0 1 0 1 1 0 0 0 422 19:30 0 206 16 1 3 0 0 0 1 0 0 0 0 2277:45 1 374 46 1 11 4 0 1 2 0 0 0 0 440 19:45 0 197 15 1 1 0 0 0 2 0 0 0 0 2168:00 1 336 47 1 7 4 0 1 5 2 0 0 0 404 20:00 2 169 16 1 0 0 0 0 0 0 0 0 0 1888:15 1 351 46 1 8 2 0 0 3 0 0 0 0 412 20:15 1 126 14 0 0 1 0 0 1 0 0 0 0 1438:30 3 328 37 0 10 3 2 0 6 0 0 0 0 389 20:30 1 125 10 1 2 0 0 0 1 0 0 0 0 140 8:45 2 283 34 1 11 3 0 1 4 1 0 0 0 340 20:45 0 107 8 0 0 0 0 0 0 0 0 0 0 115 9:00 1 253 29 1 13 1 0 1 1 0 0 0 0 300 21:00 0 118 9 1 0 0 0 0 1 0 0 0 0 129 9:15 3 198 30 1 6 0 0 0 4 1 0 0 0 243 21:15 0 101 9 0 0 0 0 0 0 0 0 0 0 110 9:30 0 226 31 1 7 0 0 0 3 0 0 0 0 268 21:30 0 72 11 0 0 0 0 0 0 0 0 0 0 83 9:45 0 216 32 0 12 1 0 0 2 0 0 0 0 263 21:45 1 67 3 0 1 0 0 0 1 0 0 0 0 73 10:00 0 213 28 1 8 2 0 0 7 0 0 0 0 259 22:00 1 51 8 1 0 0 0 0 2 0 0 0 0 6310:15 1 240 33 0 15 1 0 1 1 0 0 0 0 292 22:15 0 54 6 0 0 0 0 0 0 0 0 0 0 6010:30 0 227 26 1 8 0 2 1 1 1 0 0 0 267 22:30 0 57 6 0 0 0 0 0 1 0 0 0 0 6410:45 1 235 32 0 12 1 2 2 1 0 0 0 0 286 22:45 1 47 5 0 1 0 0 0 0 0 0 0 0 5411:00 0 199 35 1 9 1 0 0 3 0 0 0 0 248 23:00 0 38 1 1 2 0 0 0 0 0 0 0 0 4211:15 0 242 48 0 25 0 0 0 3 1 0 0 0 319 23:15 0 41 1 0 0 0 0 0 0 0 0 0 0 4211:30 0 255 35 0 8 1 0 0 2 0 0 0 0 301 23:30 1 47 4 0 0 0 0 0 0 0 0 0 0 5211:45 1 256 49 1 9 0 0 1 4 0 0 0 0 321 23:45 0 29 4 0 0 0 0 0 0 0 0 0 0 33 TOTAL 23 6,713 1,012 25 262 48 7 11 86 9000 8,196 TOTAL 39 #### 1,126 33 196 43 0 10 50 4000 11,866 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:30 PMAM PEAK VOLUME 1,678 PM PEAK VOLUME 1,685 CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 62 #### 2,138 58 458 91 7 21 136 13 0 0 0 20,062 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 85.1% 10.7% 0.3% 2.3% 0.5% 0.0% 0.1% 0.7% 0.1% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, August 30, 2022

3.1-34 3.1-26
A816
DATE: CITY: Cypress
JOB #: SC3604 LOCATION: CLASS3 Valley View north of Plaza

AM EASTBOUND PM EASTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 2 00000000000 2 12:00 0 11 1 0 0 0 0 0 0 0 0 0 0 120:15 0 0 10000000000 1 12:15 0 19 2 0 1 0 0 0 1 0 0 0 0 230:30 0 0 00000000000 0 12:30 0 8 10 0 00100000 100:45 0 0 00000000000 0 12:45 0 5 10 0 00000000 61:00 0 0 00000000000 0 13:00 0 7 00 1 00000000 81:15 0 0 00000000000 0 13:15 0 6 10 1 00010000 91:30 0 1 10000000000 2 13:30 0 7 10 0 00010000 91:45 0 0 00000000000 0 13:45 0 3 00 0 00010000 42:00 0 0 00000000000 0 14:00 0 3 10 0 00000000 42:15 0 0 00000000000 0 14:15 0 4 00 0 00000000 42:30 0 0 00000000000 0 14:30 0 6 10 0 00000000 72:45 0 0 00000000000 0 14:45 0 2 30 0 00010000 63:00 0 0 00000000000 0 15:00 0 8 10 0 00010000 103:15 0 0 00000000000 0 15:15 0 7 10 0 00020000 103:30 0 0 00000000000 0 15:30 0 7 00 0 00010000 83:45 0 0 00000000000 0 15:45 0 9 00 0 00000000 94:00 0 0 00000000000 0 16:00 0 10 0 0 0 0 0 0 0 0 0 0 0 10 4:15 0 0 00000000000 0 16:15 0 7 20 0 00000000 9
4:30 0 0 00000010000 1 16:30 0 13 1 0 0 0 0 0 0 0 0 0 0 144:45 0 0 00000000000 0 16:45 0 4 00 0 00000000 4 5:00 0 3 00000000000 3 17:00 0 17 4 0 0 0 0 0 0 0 0 0 0 21 5:15 0 3 10000000000 4 17:15 0 10 1 0 0 0 0 0 0 0 0 0 0 115:30 0 1 00000000000 1 17:30 0 12 0 0 0 0 0 0 0 0 0 0 0 125:45 0 0 10100000000 2 17:45 0 8 00 0 00000000 8 6:00 0 1 00000000000 1 18:00 0 7 10 0 00000000 86:15 0 0 00000000000 0 18:15 0 7 10 0 00000000 8 6:30 0 3 10000000000 4 18:30 0 5 10 0 00000000 6
6:45 0 4 00000000000 4 18:45 0 6 00 0 00000000 6
7:00 0 4 10000010000 6 19:00 0 3 20 0 00000000 57:15 0 2 00000000000 2 19:15 0 3 00 0 00000000 3 7:30 0 3 00000000000 3 19:30 0 1 00 0 00000000 1
7:45 0 10 0 0 0 0 0 0 0 0 0 0 0 10 19:45 0 1 00 0 00000000 1 8:00 0 6 10000000000 7 20:00 0 2 10 0 00000000 38:15 0 8 00000010000 9 20:15 0 1 10 0 10000000 3 8:30 0 7 20000000000 9 20:30 0 2 00 0 00000000 2
8:45 0 6 20000000000 8 20:45 0 6 00 0 00000000 69:00 0 6 10000010000 8 21:00 0 2 00 0 00000000 29:15 0 4 00000000000 4 21:15 0 0 00 0 00000000 09:30 0 4 10000000000 5 21:30 0 0 00 0 00000000 09:45 0 2 00000000000 2 21:45 0 3 10 0 00000000 4 10:00 0 2 00000000000 2 22:00 0 0 00 0 00000000 010:15 0 2 00000010000 3 22:15 0 0 00 0 00000000 010:30 0 4 10000000000 5 22:30 0 1 10 0 10000000 310:45 0 5 00100000000 6 22:45 0 0 00 0 00000000 011:00 0 7 00100000000 8 23:00 0 1 00 0 00000000 111:15 0 7 00000000000 7 23:15 0 1 00 0 00000000 111:30 0 7 10000000000 8 23:30 0 0 00 0 00000000 011:45 0 7 10000000000 8 23:45 0 0 00 0 00000000 0 TOTAL 0 121 16 0 3 0 0 0 5 0 0 0 0 145 TOTAL 0 245 31 0 3 2 0 1 9 0 0 0 0 291 AM PEAK HOUR 7:45 AM PM PEAK HOUR 5:00 PMAM PEAK VOLUME 35 PM PEAK VOLUME 52 CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 0 366 47 0 6 2 0 1 14 0 0 0 0 436 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.0% 83.9% 10.8% 0.0% 1.4% 0.5% 0.0% 0.2% 3.2% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 0 673 78 0 17 5 0 3 26 0 0 0 0 802 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.0% 154.4% 17.9% 0.0% 3.9% 1.1% 0.0% 0.7% 6.0% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, August 30, 2022

3.1-35 3.1-27
DATE: CITY: Cypress
JOB #: SC3604 LOCATION: CLASS3 Valley View north of Plaza

AM WESTBOUND PM WESTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 0 00000000000 0 12:00 0 5 00 100100000 70:15 0 0 10000000000 1 12:15 0 7 20 000010000 100:30 0 0 00000000000 0 12:30 0 6 20 100000000 90:45 0 2 00000000000 2 12:45 0 9 10 100020000 131:00 0 0 00000000000 0 13:00 0 11 1 0 0 0 0 0 0 0 0 0 0 121:15 0 0 00000000000 0 13:15 0 8 00 000000000 81:30 0 0 00000000000 0 13:30 0 4 00 000010000 51:45 0 0 00000000000 0 13:45 0 5 00 000000000 52:00 0 0 00000000000 0 14:00 0 3 00 000000000 32:15 0 0 00000000000 0 14:15 0 1 10 000010000 32:30 0 0 00000000000 0 14:30 0 4 00 000000000 42:45 0 0 00000000000 0 14:45 0 7 00 000000000 73:00 0 0 10000000000 1 15:00 0 3 10 020000000 63:15 0 0 00000000000 0 15:15 0 2 30 000000000 53:30 0 0 00000000000 0 15:30 0 3 00 100000000 43:45 0 0 00000000000 0 15:45 0 4 00 000000000 44:00 0 0 00000000000 0 16:00 0 4 20 000000000 64:15 0 0 00000010000 1 16:15 0 2 00 000000000 2 4:30 0 0 00000010000 1 16:30 0 2 00 000000000 24:45 0 3 00000000000 3 16:45 0 4 10 100000000 65:00 0 1 00000000000 1 17:00 0 8 00 000000000 85:15 0 2 00000000000 2 17:15 0 7 00 000000000 75:30 0 4 00000000000 4 17:30 0 8 00 000000000 85:45 0 2 00000000000 2 17:45 0 2 00 000000000 26:00 0 3 00000000000 3 18:00 0 5 00 000000000 56:15 0 2 00000010000 3 18:15 0 3 00 000000000 36:30 0 1 00010010000 3 18:30 0 4 00 000000000 46:45 0 4 10000000000 5 18:45 0 3 00 000000000 37:00 0 9 10000000000 10 19:00 0 0 00 000000000 07:15 0 6 20000000000 8 19:15 0 5 00 000000000 57:30 0 6 00000000000 6 19:30 0 5 10 000000000 67:45 0 12 0 0 0 0 0 0 0 0 0 0 0 12 19:45 0 2 00 000000000 28:00 0 16 0 0 0 0 0 0 0 0 0 0 0 16 20:00 0 0 10 000000000 18:15 0 13 2 0 0 0 0 1 0 0 0 0 0 16 20:15 0 0 00 000000000 08:30 0 9 00000000000 9 20:30 0 0 10 000000000 1 8:45 0 8 00000000000 8 20:45 0 1 00 000000000 19:00 0 8 00100000000 9 21:00 0 0 00 000000000 09:15 0 4 10000000000 5 21:15 0 0 00 000000000 09:30 0 6 00000000000 6 21:30 0 1 00 000000000 19:45 0 2 10000000000 3 21:45 0 0 00 000000000 0 10:00 0 7 10100000000 9 22:00 0 2 00 000000000 210:15 0 3 20200000000 7 22:15 0 0 10 000000000 110:30 0 4 00100010000 6 22:30 0 0 00 000000000 010:45 0 2 00000010000 3 22:45 0 1 00 000000000 111:00 0 4 00000000000 4 23:00 0 0 00 000000000 011:15 0 3 00000010000 4 23:15 0 1 00 000000000 111:30 0 5 00000000000 5 23:30 0 2 00 000000000 211:45 0 1 00100000000 2 23:45 0 1 00 000000000 1 TOTAL 0 152 13 0 6 1 0 1 7 0 0 0 0 180 TOTAL 0 155 18 0 5 2 0 1 5 0 0 0 0 186 AM PEAK HOUR 7:45 AM PM PEAK HOUR 12:15 PMAM PEAK VOLUME 53 PM PEAK VOLUME 44 CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 0 307 31 0 11 3 0 2 12 0 0 0 0 366 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.0% 83.9% 8.5% 0.0% 3.0% 0.8% 0.0% 0.5% 3.3% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, August 30, 2022

3.1-36 3.1-28
A816
DATE: CITY: Cypress
JOB #: SC3604 LOCATION: TMC1 Douglas and Katella

AM NORTHBOUND PM NORTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 1 31 2 0 0 0 0 0 0 0 0 0 0 34 12:00 2 314 46 3 10 0 0 0 1 0 0 0 0 376 0:15 1 18 4 0 0 0 0 0 1 0 0 0 0 24 12:15 3 313 30 0 11 0 0 0 3 0 0 0 0 360 0:30 0 29 1 0 0 0 0 0 2 0 0 0 0 32 12:30 0 280 45 1 12 0 0 1 1 0 0 0 0 340 0:45 0 19 1 0 0 0 0 0 0 0 0 0 0 20 12:45 1 268 42 1 10 0 0 0 1 0 0 0 0 323 1:00 0 29 3 0 0 0 0 0 1 0 0 0 0 33 13:00 0 244 42 0 10 1 0 0 4 0 0 0 0 301 1:15 0 16 1 0 0 0 0 0 1 0 0 0 0 18 13:15 1 221 40 0 18 2 0 1 4 0 0 0 0 287 1:30 0 17 2 0 0 0 0 0 0 0 0 0 0 19 13:30 0 276 39 1 12 1 0 1 2 0 0 0 0 332 1:45 0 4 10100010000 7 13:45 1 276 43 2 13 0 0 0 1 0 0 0 0 336 2:00 0 13 1 0 0 0 0 0 0 0 0 0 0 14 14:00 1 279 46 2 8 0 0 1 0 0 0 0 0 337 2:15 0 13 0 0 0 0 0 0 2 0 0 0 0 15 14:15 1 318 37 0 16 0 0 0 1 0 0 0 0 373 2:30 0 8 00000000000 8 14:30 0 338 49 1 11 0 0 0 2 0 0 0 0 4012:45 0 9 00000010000 10 14:45 0 375 66 1 6 2 0 1 2 0 0 0 0 453 3:00 0 13 1 0 0 0 0 0 1 0 0 0 0 15 15:00 1 351 55 1 4 0 0 1 3 0 0 0 0 416 3:15 0 5 10000000000 6 15:15 3 347 61 2 9 3 0 1 2 0 0 0 0 4283:30 0 15 2 0 0 0 0 0 0 0 0 0 0 17 15:30 0 372 50 4 10 0 0 0 5 0 0 0 0 441 3:45 0 11 1 0 0 0 0 0 0 0 0 0 0 12 15:45 1 403 59 1 9 0 0 0 2 0 0 0 0 475 4:00 0 14 2 0 0 0 0 0 1 0 0 0 0 17 16:00 0 376 63 0 8 1 0 0 1 0 0 0 0 449 4:15 0 31 1 1 2 0 0 0 0 0 0 0 0 35 16:15 2 413 54 1 14 4 0 0 3 0 0 0 0 491 4:30 0 26 3 0 0 0 0 0 1 0 0 0 0 30 16:30 4 429 61 0 4 1 0 0 1 0 0 0 0 500 4:45 0 45 6 0 1 0 0 0 1 0 0 0 0 53 16:45 1 440 66 1 4 1 1 0 1 0 0 0 0 515 5:00 0 35 7 0 2 0 0 0 1 0 0 0 0 45 17:00 1 479 61 1 8 3 0 1 3 0 0 0 0 557 5:15 0 44 10 0 1 1 0 1 2 0 0 0 0 59 17:15 1 472 51 0 5 1 0 0 1 0 0 0 0 531 5:30 0 66 10 0 1 0 0 1 1 0 0 0 0 79 17:30 2 457 42 0 6 0 0 2 0 0 0 0 0 509 5:45 0 80 13 1 2 0 0 0 2 0 0 0 0 98 17:45 2 497 47 1 8 0 0 1 2 0 0 0 0 558 6:00 0 78 15 0 3 0 0 0 0 0 0 0 0 96 18:00 2 399 43 0 2 0 0 0 0 0 0 0 0 446 6:15 1 95 14 0 3 2 0 0 2 0 0 0 0 117 18:15 1 437 35 0 3 0 0 0 0 0 0 0 0 4766:30 0 125 26 1 6 1 0 1 3 0 0 0 0 163 18:30 2 322 23 0 6 0 0 0 1 0 0 0 0 3546:45 1 177 12 1 4 1 0 0 1 0 0 0 0 197 18:45 1 279 31 1 1 0 0 1 2 0 0 0 0 3167:00 0 211 22 0 1 3 0 1 1 0 0 0 0 239 19:00 1 255 21 1 4 0 0 1 1 0 0 0 0 2847:15 1 260 37 0 5 0 0 0 1 0 0 0 0 304 19:15 1 270 23 0 4 0 0 1 0 0 0 0 0 2997:30 0 313 29 2 5 0 0 0 0 0 0 0 0 349 19:30 2 243 20 0 2 0 0 0 0 0 0 0 0 2677:45 0 325 27 2 7 0 0 0 2 0 0 0 0 363 19:45 0 211 19 0 3 0 0 1 1 0 0 0 0 2358:00 1 326 45 0 7 0 0 0 0 0 0 0 0 379 20:00 1 201 15 1 3 0 0 0 2 0 0 0 0 2238:15 0 299 40 1 4 0 0 0 2 0 0 0 0 346 20:15 0 183 12 0 3 3 0 0 1 0 0 0 0 202 8:30 0 302 45 0 8 1 0 0 4 0 0 0 0 360 20:30 0 172 8 0 0 0 0 0 0 0 0 0 0 180 8:45 0 250 40 1 6 1 0 0 2 0 0 0 0 300 20:45 0 161 5 0 0 0 0 0 2 0 0 0 0 1689:00 1 212 35 0 12 2 0 0 1 0 0 0 0 263 21:00 0 145 2 1 0 0 0 0 0 0 0 0 0 1489:15 0 194 26 0 5 1 0 1 3 0 0 0 0 230 21:15 0 142 8 0 2 0 0 0 1 0 0 0 0 1539:30 0 178 30 1 9 0 0 1 1 0 0 0 0 220 21:30 0 130 4 0 0 1 0 0 1 0 0 0 0 1369:45 0 207 42 1 10 1 0 1 2 0 0 0 0 264 21:45 0 118 8 0 1 0 0 0 1 0 0 0 0 128 10:00 1 178 27 0 13 0 0 1 2 0 0 0 0 222 22:00 1 110 6 0 0 0 0 0 0 0 0 0 0 11710:15 1 185 31 0 13 0 0 0 3 0 0 0 0 233 22:15 0 86 7 0 0 0 0 0 0 0 0 0 0 93 10:30 0 200 48 0 12 0 0 0 2 0 0 0 0 262 22:30 0 75 11 0 0 1 0 0 2 0 0 0 0 89 10:45 0 226 33 1 15 0 0 0 2 0 0 0 0 277 22:45 1 76 5 0 0 0 0 0 0 0 0 0 0 82 11:00 1 190 48 1 18 0 0 1 1 0 0 0 0 260 23:00 0 76 3 0 0 0 0 0 0 0 0 0 0 79 11:15 0 228 46 1 9 1 0 0 5 0 0 0 0 290 23:15 0 64 4 0 0 0 0 0 0 0 0 0 0 68 11:30 1 237 35 0 10 1 0 0 5 0 0 0 0 289 23:30 0 61 2 1 0 1 0 0 0 0 0 0 0 65 11:45 1 253 38 1 15 3 0 1 1 0 0 0 0 313 23:45 0 54 1 0 0 0 0 0 0 0 0 0 0 55 TOTAL 12 5,840 864 16 210 19 0 10 65 0 0 0 0 7,036 TOTAL 41 12,808 1,511 29 260 26 1 15 61 0 0 0 0 14,752 AM PEAK HOUR 7:45 AM PM PEAK HOUR 5:00 PMAM PEAK VOLUME 1,448 PM PEAK VOLUME 2,155 CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 53 18,648 2,375 45 470 45 1 25 126 0 0 0 0 21,788 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.2% 85.6% 10.9% 0.2% 2.2% 0.2% 0.0% 0.1% 0.6% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 105 35,765 4,738 91 985 88 4 51 244 0 0 0 0 42,071 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.5% 164.1% 21.7% 0.4% 4.5% 0.4% 0.0% 0.2% 1.1% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, August 30, 2022

3.1-37 3.1-29
DATE: CITY: Cypress
JOB #: SC3604 LOCATION: TMC1 Douglas and Katella

AM SOUTHBOUND PM SOUTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 23 4 0 0 0 0 0 0 0 0 0 0 27 12:00 0 265 32 0 9 0 0 1 1 0 0 0 0 3080:15 0 14 3 0 0 0 0 0 0 0 0 0 0 17 12:15 2 280 32 1 14 0 0 0 2 0 0 0 0 3310:30 0 20 2 0 0 0 0 0 1 0 0 0 0 23 12:30 5 262 33 0 10 0 0 0 3 0 0 0 0 3130:45 0 7 10000000000 8 12:45 0 258 42 1 12 1 0 0 0 0 0 0 0 3141:00 0 7 30000010000 11 13:00 0 292 44 1 6 0 0 0 1 0 0 0 0 3441:15 0 13 1 0 0 0 0 0 1 0 0 0 0 15 13:15 1 259 29 0 10 0 0 0 4 0 0 0 0 3031:30 0 13 0 0 0 0 0 0 1 0 0 0 0 14 13:30 0 257 32 1 12 1 0 1 1 0 0 0 0 3051:45 0 10 3 0 0 0 0 0 0 0 0 0 0 13 13:45 0 271 36 1 5 1 0 0 1 0 0 0 0 3152:00 0 11 1 0 1 1 0 0 0 0 0 0 0 14 14:00 0 212 38 0 10 0 0 1 1 0 0 0 0 2622:15 0 5 00000010000 6 14:15 0 269 49 0 7 0 0 1 3 0 0 0 0 3292:30 0 6 20000010000 9 14:30 0 310 41 2 5 0 0 0 2 0 0 0 0 3602:45 0 15 1 0 0 0 0 0 1 0 0 0 0 17 14:45 1 260 33 2 5 2 0 1 0 0 0 0 0 3043:00 0 13 8 0 2 0 0 0 0 0 0 0 0 23 15:00 1 329 30 2 6 1 0 0 2 0 0 0 0 3713:15 0 16 1 0 1 0 0 0 1 0 0 0 0 19 15:15 0 293 40 1 8 0 0 1 1 0 0 0 0 3443:30 0 14 4 0 1 0 0 0 0 0 0 0 0 19 15:30 0 339 43 3 7 1 0 2 1 0 0 0 0 3963:45 0 28 2 0 2 0 0 0 0 0 0 0 0 32 15:45 0 282 42 2 8 0 0 2 1 0 0 0 0 3374:00 0 21 3 0 2 0 0 0 2 0 0 0 0 28 16:00 1 314 43 3 7 0 0 1 2 0 0 0 0 3714:15 0 28 80410110000 43 16:15 1 259 32 2 3 1 0 0 0 0 0 0 0 298 4:30 0 61 10 0 3 0 0 1 1 0 0 0 0 76 16:30 1 344 44 1 6 0 2 0 1 0 0 0 0 3994:45 1 95 9 0 8 0 0 0 0 0 0 0 0 113 16:45 2 304 49 1 4 0 1 1 1 0 0 0 0 3635:00 0 80 15 0 6 0 0 1 1 0 0 0 0 103 17:00 0 331 36 0 3 0 0 0 0 0 0 0 0 3705:15 1 90 24 0 3 1 0 0 1 0 0 0 0 120 17:15 2 312 38 1 5 0 0 0 1 0 0 0 0 3595:30 0 139 31 1 5 1 0 0 2 0 0 0 0 179 17:30 1 315 33 0 7 0 0 0 0 0 0 0 0 3565:45 0 141 32 0 8 0 0 0 2 0 0 0 0 183 17:45 0 293 34 1 3 0 0 1 2 0 0 0 0 3346:00 0 151 27 0 7 0 0 0 2 0 0 0 0 187 18:00 0 280 26 0 6 0 0 0 0 0 0 0 0 3126:15 1 183 46 0 5 0 0 1 3 0 0 0 0 239 18:15 0 280 38 0 6 0 0 1 2 0 0 0 0 3276:30 2 204 44 0 11 2 0 1 3 0 0 0 0 267 18:30 0 274 26 0 2 1 0 2 2 0 0 0 0 3076:45 2 270 53 1 9 1 0 0 0 0 0 0 0 336 18:45 1 225 29 1 2 0 0 0 0 0 0 0 0 2587:00 0 337 31 0 11 3 0 0 1 0 0 0 0 383 19:00 2 201 20 0 3 0 0 0 0 0 0 0 0 2267:15 1 327 45 0 7 1 0 0 2 0 0 0 0 383 19:15 2 212 13 0 7 0 0 0 1 0 0 0 0 2357:30 3 348 53 0 12 0 0 0 3 0 0 0 0 419 19:30 0 184 18 0 2 0 0 1 1 0 0 0 0 2067:45 2 352 43 2 6 3 0 0 1 0 0 0 0 409 19:45 0 160 11 1 3 0 0 0 1 0 0 0 0 1768:00 1 335 39 0 11 6 0 0 0 0 0 0 0 392 20:00 2 151 17 0 3 1 0 0 1 0 0 0 0 1758:15 0 362 38 0 6 1 0 1 1 0 0 0 0 409 20:15 0 130 24 0 2 1 0 0 1 0 0 0 0 1588:30 2 352 32 1 12 4 0 1 5 0 0 0 0 409 20:30 2 123 11 0 2 0 0 0 2 0 0 0 0 140 8:45 1 277 55 1 5 0 0 2 0 0 0 0 0 341 20:45 0 126 13 1 3 0 0 0 0 0 0 0 0 143 9:00 1 216 45 3 5 1 0 0 2 0 0 0 0 273 21:00 0 101 6 0 0 0 0 0 2 0 0 0 0 109 9:15 0 224 37 1 15 1 0 0 1 0 0 0 0 279 21:15 0 97 11 0 1 0 0 0 0 0 0 0 0 109 9:30 0 271 53 0 17 1 0 0 0 0 0 0 0 342 21:30 1 83 4 0 1 0 0 0 3 0 0 0 0 92 9:45 0 231 42 1 11 0 0 0 3 0 0 0 0 288 21:45 0 80 3 1 0 0 0 0 0 0 0 0 0 84 10:00 0 245 44 1 9 1 0 0 2 0 0 0 0 302 22:00 2 81 2 0 0 0 0 0 0 0 0 0 0 8510:15 2 192 35 0 15 0 0 0 1 0 0 0 0 245 22:15 0 72 6 0 0 0 0 0 0 0 0 0 0 7810:30 1 237 34 1 15 1 0 0 4 0 0 0 0 293 22:30 0 65 3 0 0 0 0 0 0 0 0 0 0 6810:45 0 207 44 0 13 1 0 0 4 0 0 0 0 269 22:45 0 52 4 0 1 0 0 0 1 0 0 0 0 5811:00 0 225 42 0 15 0 0 0 2 0 0 0 0 284 23:00 0 42 3 0 0 0 0 0 0 0 0 0 0 4511:15 0 200 38 1 19 0 0 0 3 0 0 0 0 261 23:15 0 39 2 1 0 0 0 0 1 0 0 0 0 4311:30 0 233 43 1 8 1 0 0 5 0 0 0 0 291 23:30 0 36 1 0 1 0 0 0 0 0 0 0 0 3811:45 1 231 34 0 8 0 0 0 3 0 0 0 0 277 23:45 0 33 2 0 0 0 0 0 0 0 0 0 0 35 TOTAL 22 7,080 1,165 15 298 32 0 9 69 0000 8,690 TOTAL 30 #### 1,198 31 217 11 3 17 49 0000 11,593 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:30 PMAM PEAK VOLUME 1,629 PM PEAK VOLUME 1,491 CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 52 #### 2,363 46 515 43 3 26 118 0000 20,283CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 84.4% 11.7% 0.2% 2.5% 0.2% 0.0% 0.1% 0.6% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, August 30, 2022

3.1-38 3.1-30
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
APPENDIX 3.2: EXISTING (2023) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
This Page Intentionally Left Blank
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 27 1702 72 12 1782 34 26 2 2 1 15
Future Volume (vph) 27 1702 72 12 1782 34 26 2 2 1 15
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 6.2 102.9 102.9 5.7 100.5 100.5 20.4 20.4 20.4 20.4 20.4 Actuated g/C Ratio 0.05 0.79 0.79 0.04 0.77 0.77 0.16 0.16 0.16 0.16 0.16 v/c Ratio 0.37 0.48 0.07 0.18 0.52 0.03 0.13 0.03 0.01 0.00 0.06 Control Delay 73.3 10.9 4.8 65.4 12.1 1.7 42.7 24.3 36.5 36.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.3 10.9 4.8 65.4 12.1 1.7 42.7 24.3 36.5 36.0 0.4

LOS EBAEBA DCDDA
Approach Delay 11.6 12.3 38.9 6.1
Approach LOS B B D A
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 12.1 Intersection LOS: B
Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

3.2-1
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 1702 72 12 1782 34 26 2 5 2 1 15 Future Volume (veh/h) 27 1702 72 12 1782 34 26 2 5 2 1 15 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 28 1773 67 12 1856 30 27 22216
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 40 3802 1155 22 3751 1139 121 40 40 119 88 73 Arrive On Green 0.02 0.82 0.82 0.01 0.81 0.81 0.05 0.05 0.05 0.05 0.05 0.05 Sat Flow, veh/h 1619 4641 1410 1619 4641 1409 1273 771 771 1284 1700 1414 Grp Volume(v), veh/h 28 1773 67 12 1856 30 27 04216
Grp Sat Flow(s),veh/h/ln 1619 1547 1410 1619 1547 1409 1273 0 1542 1284 1700 1414 Q Serve(g_s), s 2.2 14.5 1.2 1.0 16.6 0.5 2.7 0.0 0.3 0.2 0.1 0.5 Cycle Q Clear(g_c), s 2.2 14.5 1.2 1.0 16.6 0.5 2.7 0.0 0.3 0.5 0.1 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 40 3802 1155 22 3751 1139 121 0 80 119 88 73 V/C Ratio(X) 0.71 0.47 0.06 0.55 0.49 0.03 0.22 0.00 0.05 0.02 0.01 0.08 Avail Cap(c_a), veh/h 67 3802 1155 67 3751 1139 421 0 444 422 489 407 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.9 3.4 2.2 63.7 4.0 2.4 59.8 0.0 58.6 58.8 58.5 58.7 Incr Delay (d2), s/veh 8.3 0.4 0.1 7.7 0.5 0.0 0.9 0.0 0.3 0.1 0.1 0.5 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 1.0 3.0 0.2 0.4 3.7 0.1 0.9 0.0 0.1 0.1 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 3.8 2.3 71.4 4.4 2.5 60.7 0.0 58.8 58.9 58.5 59.2 LnGrp LOS EAAEAAEAEEEE
Approach Vol, veh/h 1868 1898 31 9
Approach Delay, s/veh 4.8 4.8 60.5 59.0
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 112.3 11.3 7.8 110.9 11.3
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 3.0 16.5 2.5 4.2 18.6 4.7
Green Ext Time (p_c), s 0.0 20.4 0.0 0.0 21.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.4
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

3.2-2
Existing AM Tue Sep 19, 2023 23:16:43 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Existing (2023)
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.439
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 26 2 5 2 1 15 27 1702 72 12 1782 34
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 26 2 5 2 1 15 27 1702 72 12 1782 34
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 2 5 2 1 15 27 1702 72 12 1782 34
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 26 2 5 2 1 15 27 1702 72 12 1782 34
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 2 5 2 1 15 27 1702 72 12 1782 34
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.29 0.71 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 486 1214 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.00 0.00 0.00 0.00 0.01 0.02 0.33 0.04 0.01 0.35 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

3.2-3
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 53 0 0 0 0 21 0 0 0
Future Vol, veh/h 0 0 0 53 0 0 0 0 21 0 0 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 0 0 62 0 0 0 0 24 0 0 0
Number of Lanes 0 00100001000
Approach WB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left NB
Conflicting Lanes Left 1 0
Conflicting Approach Right WB
Conflicting Lanes Right 0 1
HCM Control Delay 7.5 6.5

HCM LOS A A

Lane NBLn1WBLn1
Vol Left, % 0% 100%
Vol Thru, % 0% 0%
Vol Right, % 100% 0%
Sign Control Stop Stop
Traffic Vol by Lane 21 53
LT Vol 0 53
Through Vol 0 0
RT Vol 21 0
Lane Flow Rate 24 62
Geometry Grp 1 1
Degree of Util (X) 0.023 0.071
Departure Headway (Hd) 3.408 4.143
Convergence, Y/N Yes Yes
Cap 1047 870
Service Time 1.439 2.145
HCM Lane V/C Ratio 0.023 0.071
HCM Control Delay 6.5 7.5
HCM Lane LOS A A
HCM 95th-tile Q 0.1 0.2

3.2-4
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 23 0 8 104 4 19 2 77 0 0 0
Future Vol, veh/h 0 23 0 8 104 4 19 2 77 0 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 27 0 9 122 5 22 2 91 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 127 0 0 27 0 0 170 172 27 217 170 125 Stage 1 - - - - - - 27 27 - 143 143 -
Stage 2 - - - - - - 143 145 - 74 27 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1472 - - 1600 - - 798 725 1054 744 727 931 Stage 1 - - - - - - 996 877 - 865 782 -
Stage 2 - - - - - - 865 781 - 940 877 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1472 - - 1600 - - 795 721 1054 676 723 931 Mov Cap-2 Maneuver - - - - - - 771 695 - 699 696 -
Stage 1 - - - - - - 996 877 - 865 777 -
Stage 2 - - - - - - 860 776 - 857 877 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.5 9.2 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 974 1472 - - 1600 - - -
HCM Lane V/C Ratio 0.118 - - - 0.006 - - -
HCM Control Delay (s) 9.2 0 - - 7.3 - - 0
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - -

3.2-5
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 9 9 12 0 22 1516 254 1551
Future Volume (vph) 9 9 12 0 22 1516 254 1551
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 38.0 38.0 38.0 38.0 11.0 61.0 31.0 81.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 8.5% 46.9% 23.8% 62.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 19.2 19.2 19.2 19.2 6.0 75.0 23.7 97.8 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.05 0.58 0.18 0.75 v/c Ratio 0.05 0.10 0.06 0.08 0.30 0.65 0.87 0.50
Control Delay 40.8 23.4 41.4 0.3 70.0 23.8 79.8 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.8 23.4 41.4 0.3 70.0 23.8 79.8 10.9

LOS D C D A E C E B
Approach Delay 28.1 10.0 24.4 19.9
Approach LOS C A C B
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

3.2-6
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 9 15 12 0 39 22 1516 181 254 1551 154 Future Volume (veh/h) 9 9 15 12 0 39 22 1516 181 254 1551 154 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 9 9 10 12 0 33 22 1531 181 257 1567 153 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 000000000000
Cap, veh/h 105 45 50 118 0 89 34 2728 322 279 3446 336
Arrive On Green 0.06 0.06 0.06 0.06 0.00 0.06 0.02 0.65 0.65 0.17 0.80 0.80 Sat Flow, veh/h 1251 731 812 1250 0 1441 1619 4195 495 1619 4299 419 Grp Volume(v), veh/h 9 0 19 12 0 33 22 1129 583 257 1127 593 Grp Sat Flow(s),veh/h/ln 1251 0 1543 1250 0 1441 1619 1547 1597 1619 1547 1624 Q Serve(g_s), s 0.9 0.0 1.5 1.2 0.0 2.9 1.8 26.1 26.2 20.3 14.8 14.8 Cycle Q Clear(g_c), s 3.8 0.0 1.5 2.7 0.0 2.9 1.8 26.1 26.2 20.3 14.8 14.8 Prop In Lane 1.00 0.53 1.00 1.00 1.00 0.31 1.00 0.26
Lane Grp Cap(c), veh/h 105 0 95 118 0 89 34 2012 1038 279 2481 1302 V/C Ratio(X) 0.09 0.00 0.20 0.10 0.00 0.37 0.64 0.56 0.56 0.92 0.45 0.46 Avail Cap(c_a), veh/h 349 0 396 362 0 370 80 2012 1038 329 2481 1302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.4 0.0 57.9 59.2 0.0 58.6 63.1 12.5 12.5 52.9 4.0 4.0 Incr Delay (d2), s/veh 0.3 0.0 1.0 0.4 0.0 2.6 7.3 1.1 2.2 25.8 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.6 0.4 0.0 1.1 0.8 8.4 9.0 10.0 3.4 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 0.0 58.9 59.6 0.0 61.1 70.5 13.7 14.7 78.7 4.6 5.2 LnGrp LOS EAEEAEEBBEAA
Approach Vol, veh/h 28 45 1734 1977
Approach Delay, s/veh 59.5 60.7 14.7 14.4
Approach LOS EEBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 27.0 90.3 12.6 7.3 110.0 12.6
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 26.4 55.2 33.4 6.4 75.2 33.4 Max Q Clear Time (g_c+I1), s 22.3 28.2 5.8 3.8 16.8 4.9 Green Ext Time (p_c), s 0.1 13.4 0.1 0.0 17.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B

3.2-7
Existing AM Tue Sep 19, 2023 23:16:43 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Existing (2023)
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.560
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 22 1516 181 254 1551 154 9 9 15 12 0 39
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 1516 181 254 1551 154 9 9 15 12 0 39
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1516 181 254 1551 154 9 9 15 12 0 39
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 22 1516 181 254 1551 154 9 9 15 12 0 39
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1516 181 254 1551 154 9 9 15 12 0 39
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.68 0.32 1.00 2.73 0.27 1.00 0.38 0.62 1.00 0.00 1.00 Final Sat.: 1700 4556 544 1700 4639 461 1700 638 1063 1700 0 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.33 0.33 0.15 0.33 0.33 0.01 0.01 0.01 0.01 0.00 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

3.2-8
Existing PM Tue Sep 19, 2023 23:17:00 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Existing (2023)
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.517
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 83 1 7 26 2 47 11 1963 32 9 1608 6
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 83 1 7 26 2 47 11 1963 32 9 1608 6
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 83 1 7 26 2 47 11 1963 32 9 1608 6
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 83 1 7 26 2 47 11 1963 32 9 1608 6
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 83 1 7 26 2 47 11 1963 32 9 1608 6
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.12 0.88 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 213 1488 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.00 0.00 0.02 0.00 0.03 0.01 0.38 0.02 0.01 0.32 0.00 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

3.2-9
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 11 1963 32 9 1608 6 83 1 26 2 47
Future Volume (vph) 11 1963 32 9 1608 6 83 1 26 2 47
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 5.7 95.6 95.6 5.6 93.4 93.4 21.8 21.8 21.8 21.8 21.8 Actuated g/C Ratio 0.04 0.74 0.74 0.04 0.72 0.72 0.17 0.17 0.17 0.17 0.17 v/c Ratio 0.17 0.65 0.03 0.14 0.54 0.01 0.43 0.04 0.14 0.01 0.18 Control Delay 65.0 13.0 1.8 64.1 12.4 0.0 51.5 19.6 41.8 36.0 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.0 13.0 1.8 64.1 12.4 0.0 51.5 19.6 41.8 36.0 8.1

LOS EBAEBADBDDA
Approach Delay 13.1 12.6 48.7 20.4
Approach LOS B B D C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 13.9 Intersection LOS: B
Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

3.2-10
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 1963 32 9 1608 6 83 1 7 26 2 47 Future Volume (veh/h) 11 1963 32 9 1608 6 83 1 7 26 2 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 12 2206 30 10 1807 7 93 1 4 29 2 19 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 000000000000
Cap, veh/h 22 3641 1105 19 3632 1104 166 26 105 165 150 126 Arrive On Green 0.01 0.78 0.78 0.01 0.78 0.78 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1619 4641 1409 1619 4641 1410 1264 297 1189 1283 1700 1420 Grp Volume(v), veh/h 12 2206 30 10 1807 7 93 0 5 29 2 19 Grp Sat Flow(s),veh/h/ln 1619 1547 1409 1619 1547 1410 1264 0 1486 1283 1700 1420 Q Serve(g_s), s 1.0 25.4 0.6 0.8 18.0 0.1 9.4 0.0 0.4 2.8 0.1 1.6 Cycle Q Clear(g_c), s 1.0 25.4 0.6 0.8 18.0 0.1 9.6 0.0 0.4 3.2 0.1 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00
Lane Grp Cap(c), veh/h 22 3641 1105 19 3632 1104 166 0 132 165 150 126 V/C Ratio(X) 0.55 0.61 0.03 0.53 0.50 0.01 0.56 0.00 0.04 0.18 0.01 0.15 Avail Cap(c_a), veh/h 67 3641 1105 67 3632 1104 418 0 428 420 489 408 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.7 5.8 3.1 63.9 5.0 3.1 58.4 0.0 54.2 55.6 54.1 54.7 Incr Delay (d2), s/veh 7.7 0.8 0.0 8.3 0.5 0.0 2.9 0.0 0.1 0.5 0.0 0.6 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 0.4 6.2 0.1 0.4 4.4 0.0 3.2 0.0 0.2 0.9 0.1 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.4 6.5 3.1 72.2 5.5 3.1 61.4 0.0 54.3 56.1 54.1 55.3 LnGrp LOS EAAEAAEADEDE
Approach Vol, veh/h 2248 1824 98 50
Approach Delay, s/veh 6.8 5.9 61.0 55.7
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 107.8 16.1 6.4 107.5 16.1
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 2.8 27.4 5.2 3.0 20.0 11.6 Green Ext Time (p_c), s 0.0 26.4 0.1 0.0 20.2 0.3
Intersection Summary
HCM 6th Ctrl Delay 8.2
HCM 6th LOS A

3.2-11
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 100 0 0 0 0 24 0 0 0
Future Vol, veh/h 0 0 0 100 0 0 0 0 24 0 0 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 0 0 133 0 0 0 0 32 0 0 0
Number of Lanes 0 00100001000
Approach WB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left NB
Conflicting Lanes Left 1 0
Conflicting Approach Right WB
Conflicting Lanes Right 0 1
HCM Control Delay 7.9 6.7

HCM LOS A A

Lane NBLn1WBLn1
Vol Left, % 0% 100%
Vol Thru, % 0% 0%
Vol Right, % 100% 0%
Sign Control Stop Stop
Traffic Vol by Lane 24 100
LT Vol 0 100
Through Vol 0 0
RT Vol 24 0
Lane Flow Rate 32 133
Geometry Grp 1 1
Degree of Util (X) 0.031 0.154
Departure Headway (Hd) 3.533 4.155
Convergence, Y/N Yes Yes
Cap 1000 867
Service Time 1.601 2.161
HCM Lane V/C Ratio 0.032 0.153
HCM Control Delay 6.7 7.9
HCM Lane LOS A A
HCM 95th-tile Q 0.1 0.5

3.2-12
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 86 2 11 80 0509030
Future Vol, veh/h 0 86 2 11 80 0509030
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 63 63 63 63 63 63 63 63 63
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 137 3 17 127 0 8 0 14 0 5 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 127 0 0 140 0 0 303 300 139 307 301 127 Stage 1 - - - - - - 139 139 - 161 161 -
Stage 2 - - - - - - 164 161 - 146 140 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1472 - - 1456 - - 653 616 915 649 615 929 Stage 1 - - - - - - 869 785 - 846 769 -
Stage 2 - - - - - - 843 769 - 861 785 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1472 - - 1456 - - 643 609 915 633 608 929 Mov Cap-2 Maneuver - - - - - - 680 630 - 671 626 -
Stage 1 - - - - - - 869 785 - 846 760 -
Stage 2 - - - - - - 828 760 - 848 785 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.9 9.5 10.8

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 814 1472 - - 1456 - - 626
HCM Lane V/C Ratio 0.027 - - - 0.012 - - 0.008
HCM Control Delay (s) 9.5 0 - - 7.5 - - 10.8
HCM Lane LOS A A - - A - - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0

3.2-13
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 168 0 162 30 4 1967 52 1503
Future Volume (vph) 168 0 162 30 4 1967 52 1503
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 50.0 50.0 50.0 50.0 11.0 69.0 11.0 69.0 Total Split (%) 38.5% 38.5% 38.5% 38.5% 8.5% 53.1% 8.5% 53.1% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 45.4 45.4 45.4 45.4 5.2 65.4 6.2 72.1 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.04 0.50 0.05 0.55 v/c Ratio 0.99 0.11 0.40 0.69 0.06 0.88 0.71 0.62
Control Delay 107.9 0.9 35.5 33.8 62.0 35.2 104.3 21.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 107.9 0.9 35.5 33.8 62.0 35.2 104.3 21.4

LOS F A D C E D F C
Approach Delay 79.2 34.3 35.2 24.1
Approach LOS E C D C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 33.4 Intersection LOS: C
Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

3.2-14
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 0 61 162 30 355 4 1967 12 52 1503 23 Future Volume (veh/h) 168 0 61 162 30 355 4 1967 12 52 1503 23 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 175 0 44 169 31 311 4 2049 12 54 1566 21 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 197 0 503 462 46 464 8 2351 14 67 2501 34
Arrive On Green 0.35 0.00 0.35 0.35 0.35 0.35 0.01 0.49 0.49 0.04 0.53 0.53 Sat Flow, veh/h 944 0 1439 1237 132 1328 1619 4760 28 1619 4717 63 Grp Volume(v), veh/h 175 0 44 169 0 342 4 1331 730 54 1027 560 Grp Sat Flow(s),veh/h/ln 944 0 1439 1237 0 1461 1619 1547 1694 1619 1547 1687 Q Serve(g_s), s 19.5 0.0 2.7 13.8 0.0 25.9 0.3 49.7 49.8 4.3 30.3 30.4 Cycle Q Clear(g_c), s 45.4 0.0 2.7 16.5 0.0 25.9 0.3 49.7 49.8 4.3 30.3 30.4 Prop In Lane 1.00 1.00 1.00 0.91 1.00 0.02 1.00 0.04
Lane Grp Cap(c), veh/h 197 0 503 462 0 510 8 1528 837 67 1640 894 V/C Ratio(X) 0.89 0.00 0.09 0.37 0.00 0.67 0.48 0.87 0.87 0.80 0.63 0.63 Avail Cap(c_a), veh/h 197 0 503 462 0 510 80 1528 837 80 1640 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.1 0.0 28.4 33.9 0.0 35.9 64.5 29.2 29.2 61.8 21.5 21.5 Incr Delay (d2), s/veh 35.0 0.0 0.1 0.5 0.0 3.4 14.8 7.1 12.1 32.4 1.8 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 0.0 1.0 4.3 0.0 9.8 0.2 18.7 21.7 2.3 10.7 12.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.0 0.0 28.5 34.4 0.0 39.3 79.3 36.3 41.4 94.2 23.3 24.8 LnGrp LOS F A C C A D E D D F C C
Approach Vol, veh/h 219 511 2065 1641
Approach Delay, s/veh 79.3 37.7 38.2 26.1
Approach LOS E D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.0 70.0 50.0 5.3 74.7 50.0
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 6.4 63.2 45.4 6.4 63.2 45.4 Max Q Clear Time (g_c+I1), s 6.3 51.8 47.4 2.3 32.4 27.9 Green Ext Time (p_c), s 0.0 8.8 0.0 0.0 12.6 2.8
Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D

3.2-15
Existing PM Tue Sep 19, 2023 23:17:00 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Existing (2023)
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.794
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 51 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 4 1967 12 52 1503 23 168 0 61 162 30 355
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 1967 12 52 1503 23 168 0 61 162 30 355
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 1967 12 52 1503 23 168 0 61 162 30 355
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 4 1967 12 52 1503 23 168 0 61 162 30 355
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 1967 12 52 1503 23 168 0 61 162 30 355
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.95 0.05 1.00 0.00 1.00 1.00 0.08 0.92 Final Sat.: 1700 5069 31 1700 5023 77 1700 0 1700 1700 132 1568 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.39 0.39 0.03 0.30 0.30 0.10 0.00 0.04 0.10 0.23 0.23 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

3.2-16
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
APPENDIX 3.3: EXISTING (2023) CONDITIONS TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2023) Conditions - Weekday AM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 53 Number of Approach Lanes on Major Street = 1
Minor Street Name = Douglas Dr. High Volume Approach (VPH) = 21 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

3.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2023) Conditions - Weekday PM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 179 Number of Approach Lanes on Major Street = 1
Minor Street Name = McDonnell Dr. High Volume Approach (VPH) = 14 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

3.3-2
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
APPENDIX 5.1: EXISING PLUS PROJECT CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
This Page Intentionally Left Blank
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
E+P - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 37 1702 72 12 1782 37 26 2 5 1 20
Future Volume (vph) 37 1702 72 12 1782 37 26 2 5 1 20
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 6.6 102.9 102.9 5.7 96.9 96.9 20.4 20.4 20.4 20.4 20.4 Actuated g/C Ratio 0.05 0.79 0.79 0.04 0.75 0.75 0.16 0.16 0.16 0.16 0.16 v/c Ratio 0.48 0.48 0.07 0.18 0.54 0.04 0.13 0.03 0.03 0.00 0.08 Control Delay 79.4 10.9 4.8 65.4 12.6 2.2 42.7 24.3 37.6 36.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.4 10.9 4.8 65.4 12.6 2.2 42.7 24.3 37.6 36.0 0.6

LOS EBAEBA DCDDA
Approach Delay 12.0 12.7 38.9 8.7
Approach LOS B B D A
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 12.6 Intersection LOS: B
Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

5.1-1
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
E+P - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 1702 72 12 1782 37 26 2 5 5 1 20 Future Volume (veh/h) 37 1702 72 12 1782 37 26 2 5 5 1 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 39 1773 67 12 1856 34 27 2 2 5 1 11 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 48 3802 1155 22 3727 1132 120 40 40 119 88 73 Arrive On Green 0.03 0.82 0.82 0.01 0.80 0.80 0.05 0.05 0.05 0.05 0.05 0.05 Sat Flow, veh/h 1619 4641 1410 1619 4641 1409 1267 771 771 1284 1700 1414 Grp Volume(v), veh/h 39 1773 67 12 1856 34 27 0 4 5 1 11 Grp Sat Flow(s),veh/h/ln 1619 1547 1410 1619 1547 1409 1267 0 1542 1284 1700 1414 Q Serve(g_s), s 3.1 14.5 1.2 1.0 17.1 0.6 2.7 0.0 0.3 0.5 0.1 1.0 Cycle Q Clear(g_c), s 3.1 14.5 1.2 1.0 17.1 0.6 2.8 0.0 0.3 0.8 0.1 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 48 3802 1155 22 3727 1132 120 0 80 119 88 73 V/C Ratio(X) 0.81 0.47 0.06 0.55 0.50 0.03 0.22 0.00 0.05 0.04 0.01 0.15 Avail Cap(c_a), veh/h 67 3802 1155 67 3727 1132 419 0 444 422 489 407 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.7 3.4 2.2 63.7 4.2 2.6 59.8 0.0 58.6 59.0 58.5 58.9 Incr Delay (d2), s/veh 27.5 0.4 0.1 7.7 0.5 0.0 0.9 0.0 0.3 0.1 0.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 3.0 0.2 0.4 3.8 0.1 0.9 0.0 0.1 0.2 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.2 3.8 2.3 71.4 4.7 2.6 60.7 0.0 58.8 59.1 58.5 59.8 LnGrp LOS F AAEAAEAEEEE
Approach Vol, veh/h 1879 1902 31 17
Approach Delay, s/veh 5.6 5.1 60.5 59.5
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 112.3 11.3 8.5 110.2 11.3
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 3.0 16.5 3.0 5.1 19.1 4.8
Green Ext Time (p_c), s 0.0 20.4 0.0 0.0 21.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A

5.1-2
E+P AM Tue Sep 19, 2023 23:17:36 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
E+P
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.448
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 26 2 5 2 1 15 27 1702 72 12 1782 37
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 26 2 5 2 1 15 27 1702 72 12 1782 34
Added Vol: 0 0 0 3 0 5 10 0 0 0 0 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 26 2 5 5 1 20 37 1702 72 12 1782 37
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 26 2 5 5 1 20 37 1702 72 12 1782 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 26 2 5 5 1 20 37 1702 72 12 1782 37
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 26 2 5 5 1 20 37 1702 72 12 1782 37
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.29 0.71 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 486 1214 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.00 0.00 0.00 0.00 0.01 0.02 0.33 0.04 0.01 0.35 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

5.1-3
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 E+P - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 2 7 53 4 2 6 7 21 0 0 0
Future Vol, veh/h 0 2 7 53 4 2 6 7 21 0 0 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 2 8 62 5 2 7 8 24 0 0 0
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 6.6 7.5 6.9 0

HCM LOS A A A -

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 18% 0% 90% 0%
Vol Thru, % 21% 22% 7% 100%
Vol Right, % 62% 78% 3% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 34 9 59 0
LT Vol 6 0 53 0
Through Vol 7240
RT Vol 21 7 2 0
Lane Flow Rate 40 10 69 0
Geometry Grp 1111
Degree of Util (X) 0.041 0.01 0.079 0
Departure Headway (Hd) 3.701 3.553 4.136 4.067
Convergence, Y/N Yes Yes Yes Yes
Cap 964 1005 869 0
Service Time 1.738 1.581 2.149 2.11
HCM Lane V/C Ratio 0.041 0.01 0.079 0
HCM Control Delay 6.9 6.6 7.5 7.1
HCM Lane LOS A A A N
HCM 95th-tile Q 0.1 0 0.3 0

5.1-4
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
E+P - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 25 0 8 109 4 20 2 77 0 0 0
Future Vol, veh/h 0 25 0 8 109 4 20 2 77 0 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 29 0 9 128 5 24 2 91 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 133 0 0 29 0 0 178 180 29 225 178 131 Stage 1 - - - - - - 29 29 - 149 149 -
Stage 2 - - - - - - 149 151 - 76 29 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1464 - - 1597 - - 789 717 1052 735 719 924 Stage 1 - - - - - - 993 875 - 858 778 -
Stage 2 - - - - - - 858 776 - 938 875 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1464 - - 1597 - - 786 713 1052 667 715 924 Mov Cap-2 Maneuver - - - - - - 764 690 - 693 691 -
Stage 1 - - - - - - 993 875 - 858 773 -
Stage 2 - - - - - - 853 771 - 855 875 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.5 9.2 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 968 1464 - - 1597 - - -
HCM Lane V/C Ratio 0.12 - - - 0.006 - - -
HCM Control Delay (s) 9.2 0 - - 7.3 - - 0
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - -

5.1-5
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
E+P - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 11 9 12 0 22 1516 254 1551
Future Volume (vph) 11 9 12 0 22 1516 254 1551
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 38.0 38.0 38.0 38.0 11.0 61.0 31.0 81.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 8.5% 46.9% 23.8% 62.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 19.2 19.2 19.2 19.2 6.0 75.0 23.7 97.8 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.05 0.58 0.18 0.75 v/c Ratio 0.06 0.10 0.06 0.08 0.30 0.65 0.87 0.50
Control Delay 41.4 23.4 41.4 0.3 70.0 23.8 79.8 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.4 23.4 41.4 0.3 70.0 23.8 79.8 10.9

LOS D C D A E C E B
Approach Delay 29.0 10.0 24.4 19.9
Approach LOS C A C B
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

5.1-6
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
E+P - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 9 15 12 0 39 22 1516 181 254 1551 159 Future Volume (veh/h) 11 9 15 12 0 39 22 1516 181 254 1551 159 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 11 9 10 12 0 33 22 1531 181 257 1567 158 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 000000000000
Cap, veh/h 105 45 50 118 0 89 34 2728 322 279 3435 346
Arrive On Green 0.06 0.06 0.06 0.06 0.00 0.06 0.02 0.65 0.65 0.17 0.80 0.80 Sat Flow, veh/h 1251 731 812 1250 0 1441 1619 4195 495 1619 4284 431 Grp Volume(v), veh/h 11 0 19 12 0 33 22 1129 583 257 1131 594 Grp Sat Flow(s),veh/h/ln 1251 0 1543 1250 0 1441 1619 1547 1597 1619 1547 1622 Q Serve(g_s), s 1.1 0.0 1.5 1.2 0.0 2.9 1.8 26.1 26.2 20.3 14.9 14.9 Cycle Q Clear(g_c), s 4.0 0.0 1.5 2.7 0.0 2.9 1.8 26.1 26.2 20.3 14.9 14.9 Prop In Lane 1.00 0.53 1.00 1.00 1.00 0.31 1.00 0.27
Lane Grp Cap(c), veh/h 105 0 95 118 0 89 34 2012 1038 279 2481 1300 V/C Ratio(X) 0.10 0.00 0.20 0.10 0.00 0.37 0.64 0.56 0.56 0.92 0.46 0.46 Avail Cap(c_a), veh/h 349 0 396 362 0 370 80 2012 1038 329 2481 1300 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.5 0.0 57.9 59.2 0.0 58.6 63.1 12.5 12.5 52.9 4.0 4.0 Incr Delay (d2), s/veh 0.4 0.0 1.0 0.4 0.0 2.5 7.3 1.1 2.2 25.8 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.6 0.4 0.0 1.1 0.8 8.4 9.0 10.0 3.4 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.9 0.0 58.9 59.6 0.0 61.1 70.5 13.7 14.7 78.7 4.6 5.2 LnGrp LOS EAEEAEEBBEAA
Approach Vol, veh/h 30 45 1734 1982
Approach Delay, s/veh 59.7 60.7 14.7 14.4
Approach LOS EEBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 27.0 90.3 12.6 7.3 110.0 12.6
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 26.4 55.2 33.4 6.4 75.2 33.4 Max Q Clear Time (g_c+I1), s 22.3 28.2 6.0 3.8 16.9 4.9 Green Ext Time (p_c), s 0.1 13.4 0.1 0.0 17.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B

5.1-7
E+P AM Tue Sep 19, 2023 23:17:36 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
E+P
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.562
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 22 1516 181 254 1551 154 9 9 15 12 0 39
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 1516 181 254 1551 154 9 9 15 12 0 39
Added Vol: 0 0 0 0 0 5 2 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 22 1516 181 254 1551 159 11 9 15 12 0 39
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 1516 181 254 1551 159 11 9 15 12 0 39
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 22 1516 181 254 1551 159 11 9 15 12 0 39
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 1516 181 254 1551 159 11 9 15 12 0 39
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.68 0.32 1.00 2.72 0.28 1.00 0.38 0.62 1.00 0.00 1.00 Final Sat.: 1700 4556 544 1700 4626 474 1700 638 1063 1700 0 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.33 0.33 0.15 0.34 0.34 0.01 0.01 0.01 0.01 0.00 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

5.1-8
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
E+P - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 17 1963 32 9 1608 9 83 1 30 2 58
Future Volume (vph) 17 1963 32 9 1608 9 83 1 30 2 58
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 5.9 95.6 95.6 5.6 93.3 93.3 21.8 21.8 21.8 21.8 21.8 Actuated g/C Ratio 0.05 0.74 0.74 0.04 0.72 0.72 0.17 0.17 0.17 0.17 0.17 v/c Ratio 0.26 0.65 0.03 0.14 0.54 0.01 0.43 0.04 0.16 0.01 0.22 Control Delay 68.3 13.0 1.8 64.1 12.5 0.0 51.5 19.6 42.5 36.0 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.3 13.0 1.8 64.1 12.5 0.0 51.5 19.6 42.5 36.0 10.0

LOS EBAEBADBDDA
Approach Delay 13.3 12.7 48.7 21.4
Approach LOS B B D C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 14.1 Intersection LOS: B
Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

5.1-9
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
E+P - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 1963 32 9 1608 9 83 1 7 30 2 58 Future Volume (veh/h) 17 1963 32 9 1608 9 83 1 7 30 2 58 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 19 2206 30 10 1807 10 93 1 4 34 2 31 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 000000000000
Cap, veh/h 31 3637 1104 19 3602 1095 166 27 106 166 152 127 Arrive On Green 0.02 0.78 0.78 0.01 0.78 0.78 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1619 4641 1409 1619 4641 1410 1251 297 1189 1283 1700 1420 Grp Volume(v), veh/h 19 2206 30 10 1807 10 93 0 5 34 2 31 Grp Sat Flow(s),veh/h/ln 1619 1547 1409 1619 1547 1410 1251 0 1486 1283 1700 1420 Q Serve(g_s), s 1.5 25.5 0.6 0.8 18.5 0.2 9.5 0.0 0.4 3.2 0.1 2.6 Cycle Q Clear(g_c), s 1.5 25.5 0.6 0.8 18.5 0.2 9.7 0.0 0.4 3.6 0.1 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00
Lane Grp Cap(c), veh/h 31 3637 1104 19 3602 1095 166 0 133 166 152 127 V/C Ratio(X) 0.61 0.61 0.03 0.53 0.50 0.01 0.56 0.00 0.04 0.20 0.01 0.24 Avail Cap(c_a), veh/h 67 3637 1104 67 3602 1095 414 0 428 420 489 408 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.3 5.8 3.1 63.9 5.3 3.3 58.4 0.0 54.1 55.8 54.0 55.1 Incr Delay (d2), s/veh 7.2 0.8 0.0 8.3 0.5 0.0 3.0 0.0 0.1 0.6 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 6.2 0.1 0.4 4.6 0.1 3.2 0.0 0.2 1.1 0.1 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.4 6.6 3.2 72.2 5.8 3.3 61.3 0.0 54.2 56.4 54.0 56.1 LnGrp LOS EAAEAAEADEDE
Approach Vol, veh/h 2255 1827 98 67
Approach Delay, s/veh 7.1 6.2 61.0 56.2
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 107.7 16.2 7.1 106.7 16.2
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 2.8 27.5 5.6 3.5 20.5 11.7 Green Ext Time (p_c), s 0.0 26.4 0.2 0.0 20.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 8.7
HCM 6th LOS A

5.1-10
E+P PM Tue Sep 19, 2023 23:18:06 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
E+P
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.523
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 25 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 83 1 7 26 2 47 11 1963 32 9 1608 6
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 83 1 7 26 2 47 11 1963 32 9 1608 6
Added Vol: 0 0 0 4 0 11 6 0 0 0 0 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 83 1 7 30 2 58 17 1963 32 9 1608 9
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 83 1 7 30 2 58 17 1963 32 9 1608 9
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 83 1 7 30 2 58 17 1963 32 9 1608 9
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 83 1 7 30 2 58 17 1963 32 9 1608 9
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.12 0.88 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 213 1488 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.00 0.00 0.02 0.00 0.03 0.01 0.38 0.02 0.01 0.32 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

5.1-11
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 E+P - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 4 8 100 2 1 6 2 24 2 6 0
Future Vol, veh/h 0 4 8 100 2 1 6 2 24 2 6 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 5 11 133 3 1 8 3 32 3 8 0
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 6.8 8 7 7.4

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 19% 0% 97% 25%
Vol Thru, % 6% 33% 2% 75%
Vol Right, % 75% 67% 1% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 32 12 103 8
LT Vol 6 0 100 2
Through Vol 2426
RT Vol 24 8 1 0
Lane Flow Rate 43 16 137 11
Geometry Grp 1111
Degree of Util (X) 0.045 0.016 0.16 0.013
Departure Headway (Hd) 3.76 3.695 4.192 4.249
Convergence, Y/N Yes Yes Yes Yes
Cap 938 960 856 831
Service Time 1.841 1.75 2.216 2.334
HCM Lane V/C Ratio 0.046 0.017 0.16 0.013
HCM Control Delay 7 6.8 8 7.4
HCM Lane LOS AAAA
HCM 95th-tile Q 0.1 0 0.6 0

5.1-12
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
E+P - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 92 3 11 83 0509030
Future Vol, veh/h 0 92 3 11 83 0509030
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 63 63 63 63 63 63 63 63 63
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 146 5 17 132 0 8 0 14 0 5 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 132 0 0 151 0 0 318 315 149 322 317 132 Stage 1 - - - - - - 149 149 - 166 166 -
Stage 2 - - - - - - 169 166 - 156 151 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1466 - - 1442 - - 639 604 903 635 602 923 Stage 1 - - - - - - 858 778 - 841 765 -
Stage 2 - - - - - - 838 765 - 851 776 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1466 - - 1442 - - 629 597 903 619 595 923 Mov Cap-2 Maneuver - - - - - - 670 622 - 662 617 -
Stage 1 - - - - - - 858 778 - 841 756 -
Stage 2 - - - - - - 823 756 - 838 776 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.9 9.6 10.9

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 803 1466 - - 1442 - - 617
HCM Lane V/C Ratio 0.028 - - - 0.012 - - 0.008
HCM Control Delay (s) 9.6 0 - - 7.5 - - 10.9
HCM Lane LOS A A - - A - - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0

5.1-13
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
E+P - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 174 0 162 30 4 1967 52 1503
Future Volume (vph) 174 0 162 30 4 1967 52 1503
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 50.0 50.0 50.0 50.0 11.0 69.0 11.0 69.0 Total Split (%) 38.5% 38.5% 38.5% 38.5% 8.5% 53.1% 8.5% 53.1% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 45.4 45.4 45.4 45.4 5.2 65.4 6.2 72.1 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.04 0.50 0.05 0.55 v/c Ratio 1.02 0.11 0.40 0.69 0.06 0.88 0.71 0.62
Control Delay 116.2 0.9 35.5 33.8 62.0 35.2 104.3 21.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 116.2 0.9 35.5 33.8 62.0 35.2 104.3 21.5

LOS F A D C E D F C
Approach Delay 86.1 34.3 35.2 24.2
Approach LOS F C D C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 33.8 Intersection LOS: C
Intersection Capacity Utilization 97.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

5.1-14
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
E+P - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 0 61 162 30 355 4 1967 12 52 1503 26 Future Volume (veh/h) 174 0 61 162 30 355 4 1967 12 52 1503 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 181 0 44 169 31 311 4 2049 12 54 1566 24 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 197 0 503 462 46 464 8 2351 14 67 2495 38
Arrive On Green 0.35 0.00 0.35 0.35 0.35 0.35 0.01 0.49 0.49 0.04 0.53 0.53 Sat Flow, veh/h 944 0 1439 1237 132 1328 1619 4760 28 1619 4707 72 Grp Volume(v), veh/h 181 0 44 169 0 342 4 1331 730 54 1029 561 Grp Sat Flow(s),veh/h/ln 944 0 1439 1237 0 1461 1619 1547 1694 1619 1547 1685 Q Serve(g_s), s 19.5 0.0 2.7 13.8 0.0 25.9 0.3 49.7 49.8 4.3 30.5 30.5 Cycle Q Clear(g_c), s 45.4 0.0 2.7 16.5 0.0 25.9 0.3 49.7 49.8 4.3 30.5 30.5 Prop In Lane 1.00 1.00 1.00 0.91 1.00 0.02 1.00 0.04
Lane Grp Cap(c), veh/h 197 0 503 462 0 510 8 1528 837 67 1640 893 V/C Ratio(X) 0.92 0.00 0.09 0.37 0.00 0.67 0.48 0.87 0.87 0.80 0.63 0.63 Avail Cap(c_a), veh/h 197 0 503 462 0 510 80 1528 837 80 1640 893 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.3 0.0 28.4 33.9 0.0 35.9 64.5 29.2 29.2 61.8 21.5 21.5 Incr Delay (d2), s/veh 41.6 0.0 0.1 0.5 0.0 3.4 14.8 7.1 12.1 32.4 1.8 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 0.0 1.0 4.3 0.0 9.8 0.2 18.7 21.7 2.3 10.7 12.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 99.0 0.0 28.5 34.4 0.0 39.3 79.3 36.3 41.4 94.2 23.3 24.8 LnGrp LOS F A C C A D E D D F C C
Approach Vol, veh/h 225 511 2065 1644
Approach Delay, s/veh 85.2 37.7 38.2 26.2
Approach LOS F D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.0 70.0 50.0 5.3 74.7 50.0
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 6.4 63.2 45.4 6.4 63.2 45.4 Max Q Clear Time (g_c+I1), s 6.3 51.8 47.4 2.3 32.5 27.9 Green Ext Time (p_c), s 0.0 8.8 0.0 0.0 12.7 2.8
Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D

5.1-15
E+P PM Tue Sep 19, 2023 23:18:06 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
E+P
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.797
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 51 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 4 1967 12 52 1503 23 168 0 61 162 30 355
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 4 1967 12 52 1503 23 168 0 61 162 30 355
Added Vol: 0 0 0 0 0 3 6 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 4 1967 12 52 1503 26 174 0 61 162 30 355
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 1967 12 52 1503 26 174 0 61 162 30 355
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 4 1967 12 52 1503 26 174 0 61 162 30 355
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 4 1967 12 52 1503 26 174 0 61 162 30 355
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.95 0.05 1.00 0.00 1.00 1.00 0.08 0.92 Final Sat.: 1700 5069 31 1700 5013 87 1700 0 1700 1700 132 1568 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.39 0.39 0.03 0.30 0.30 0.10 0.00 0.04 0.10 0.23 0.23 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

5.1-16
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
APPENDIX 5.2: EXISTING PLUS PROJECT CONDITIONS TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = E+P Conditions - Weekday AM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 68 Number of Approach Lanes on Major Street = 1
Minor Street Name = Douglas Dr. High Volume Approach (VPH) = 34 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

5.2-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = E+P Conditions - Weekday PM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 189 Number of Approach Lanes on Major Street = 1
Minor Street Name = McDonnell Dr. High Volume Approach (VPH) = 14 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

5.2-2
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
APPENDIX 6.1: FUTURE YEAR (2025) WITHOUT PROJECT CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
This Page Intentionally Left Blank
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 49 1828 74 12 1886 35 27 2 2 1 22
Future Volume (vph) 49 1828 74 12 1886 35 27 2 2 1 22
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 7.3 102.9 102.9 5.7 96.3 96.3 20.4 20.4 20.4 20.4 20.4 Actuated g/C Ratio 0.06 0.79 0.79 0.04 0.74 0.74 0.16 0.16 0.16 0.16 0.16 v/c Ratio 0.56 0.52 0.07 0.18 0.57 0.03 0.14 0.03 0.01 0.00 0.08 Control Delay 82.9 11.5 4.9 65.4 13.4 1.8 42.7 24.3 36.5 36.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.9 11.5 4.9 65.4 13.4 1.8 42.7 24.3 36.5 36.0 0.6

LOS FBAEBA DCDDA
Approach Delay 13.0 13.5 39.0 4.7
Approach LOS B B D A
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 13.4 Intersection LOS: B
Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

6.1-1
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 1828 74 12 1886 35 27 2 5 2 1 22 Future Volume (veh/h) 49 1828 74 12 1886 35 27 2 5 2 1 22 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 51 1904 69 12 1965 31 28 2 2 2 1 13 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 64 3798 1154 22 3679 1117 121 41 41 120 90 75 Arrive On Green 0.04 0.82 0.82 0.01 0.79 0.79 0.05 0.05 0.05 0.05 0.05 0.05 Sat Flow, veh/h 1619 4641 1410 1619 4641 1409 1265 771 771 1284 1700 1414 Grp Volume(v), veh/h 51 1904 69 12 1965 31 28 0 4 2 1 13 Grp Sat Flow(s),veh/h/ln 1619 1547 1410 1619 1547 1409 1265 0 1542 1284 1700 1414 Q Serve(g_s), s 4.1 16.4 1.2 1.0 19.8 0.6 2.8 0.0 0.3 0.2 0.1 1.1 Cycle Q Clear(g_c), s 4.1 16.4 1.2 1.0 19.8 0.6 2.9 0.0 0.3 0.5 0.1 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 64 3798 1154 22 3679 1117 121 0 81 120 90 75 V/C Ratio(X) 0.80 0.50 0.06 0.55 0.53 0.03 0.23 0.00 0.05 0.02 0.01 0.17 Avail Cap(c_a), veh/h 67 3798 1154 67 3679 1117 419 0 444 422 489 407 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.0 3.6 2.3 63.7 4.8 2.9 59.7 0.0 58.5 58.7 58.4 58.9 Incr Delay (d2), s/veh 43.1 0.5 0.1 7.7 0.6 0.0 1.0 0.0 0.2 0.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 3.4 0.2 0.4 4.6 0.1 0.9 0.0 0.1 0.1 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.1 4.1 2.4 71.4 5.4 2.9 60.7 0.0 58.7 58.8 58.4 60.0 LnGrp LOS F AAEAAEAEEEE
Approach Vol, veh/h 2024 2008 32 16
Approach Delay, s/veh 6.6 5.8 60.4 59.7
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 112.2 11.5 9.7 108.8 11.5
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 3.0 18.4 3.1 6.1 21.8 4.9
Green Ext Time (p_c), s 0.0 22.9 0.0 0.0 23.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.8
HCM 6th LOS A

6.1-2
2025 NP AM Tue Sep 19, 2023 23:18:22 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.477
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 23 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 27 2 5 2 1 22 49 1828 74 12 1886 35
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 2 5 2 1 22 49 1828 74 12 1886 35
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 27 2 5 2 1 22 49 1828 74 12 1886 35
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 2 5 2 1 22 49 1828 74 12 1886 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 27 2 5 2 1 22 49 1828 74 12 1886 35
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 2 5 2 1 22 49 1828 74 12 1886 35
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.29 0.71 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 486 1214 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.00 0.00 0.00 0.00 0.01 0.03 0.36 0.04 0.01 0.37 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.1-3
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 Future Year (2025) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 62 0 3 0 4 39 0 0 0
Future Vol, veh/h 0 0 0 62 0 3 0 4 39 0 0 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 0 0 72 0 3 0 5 45 0 0 0
Number of Lanes 0 00100001000
Approach WB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left NB
Conflicting Lanes Left 1 0
Conflicting Approach Right WB
Conflicting Lanes Right 0 1
HCM Control Delay 7.6 6.7

HCM LOS A A

Lane NBLn1WBLn1
Vol Left, % 0% 95%
Vol Thru, % 9% 0%
Vol Right, % 91% 5%
Sign Control Stop Stop
Traffic Vol by Lane 43 65
LT Vol 0 62
Through Vol 4 0
RT Vol 39 3
Lane Flow Rate 50 76
Geometry Grp 1 1
Degree of Util (X) 0.048 0.087
Departure Headway (Hd) 3.487 4.15
Convergence, Y/N Yes Yes
Cap 1022 867
Service Time 1.526 2.158
HCM Lane V/C Ratio 0.049 0.088
HCM Control Delay 6.7 7.6
HCM Lane LOS A A
HCM 95th-tile Q 0.2 0.3

6.1-4
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
Future Year (2025) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 46 0 14 122 10 20 3 115 1 0 0
Future Vol, veh/h 0 46 0 14 122 10 20 3 115 1 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 54 0 16 144 12 24 4 135 1 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 156 0 0 54 0 0 236 242 54 306 236 150 Stage 1 - - - - - - 54 54 - 182 182 -
Stage 2 - - - - - - 182 188 - 124 54 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1436 - - 1564 - - 723 663 1019 650 668 902 Stage 1 - - - - - - 963 854 - 824 753 -
Stage 2 - - - - - - 824 748 - 885 854 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1436 - - 1564 - - 717 656 1019 557 661 902 Mov Cap-2 Maneuver - - - - - - 719 653 - 610 655 -
Stage 1 - - - - - - 963 854 - 824 745 -
Stage 2 - - - - - - 816 741 - 764 854 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.7 9.6 10.9

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 950 1436 - - 1564 - - 610
HCM Lane V/C Ratio 0.171 - - - 0.011 - - 0.002
HCM Control Delay (s) 9.6 0 - - 7.3 - - 10.9
HCM Lane LOS A A - - A - - B
HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0

6.1-5
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 21 9 12 0 62 1587 264 1620
Future Volume (vph) 21 9 12 0 62 1587 264 1620
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 38.0 38.0 38.0 38.0 11.0 61.0 31.0 81.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 8.5% 46.9% 23.8% 62.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 19.2 19.2 19.2 19.2 7.9 74.5 24.3 90.8 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.06 0.57 0.19 0.70 v/c Ratio 0.11 0.15 0.07 0.08 0.65 0.69 0.89 0.58
Control Delay 43.5 19.2 41.4 0.3 88.6 24.9 81.2 13.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.5 19.2 41.4 0.3 88.6 24.9 81.2 13.1

LOS DBDAFCFB
Approach Delay 28.1 9.8 27.0 21.7
Approach LOS C A C C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 24.1 Intersection LOS: C
Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

6.1-6
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 9 27 12 0 40 62 1587 188 264 1620 214 Future Volume (veh/h) 21 9 27 12 0 40 62 1587 188 264 1620 214 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 21 9 22 12 0 34 63 1603 188 267 1636 213 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 000000000000
Cap, veh/h 122 33 80 124 0 108 78 2649 310 289 3163 411 Arrive On Green 0.08 0.08 0.08 0.08 0.00 0.08 0.05 0.63 0.63 0.18 0.76 0.76 Sat Flow, veh/h 1249 434 1060 1240 0 1441 1619 4200 491 1619 4157 540 Grp Volume(v), veh/h 21 0 31 12 0 34 63 1180 611 267 1217 632 Grp Sat Flow(s),veh/h/ln 1249 0 1494 1240 0 1441 1619 1547 1598 1619 1547 1602 Q Serve(g_s), s 2.1 0.0 2.5 1.2 0.0 2.9 5.0 29.6 29.7 21.1 20.1 20.3 Cycle Q Clear(g_c), s 5.0 0.0 2.5 3.7 0.0 2.9 5.0 29.6 29.7 21.1 20.1 20.3 Prop In Lane 1.00 0.71 1.00 1.00 1.00 0.31 1.00 0.34
Lane Grp Cap(c), veh/h 122 0 113 124 0 108 78 1951 1008 289 2354 1219 V/C Ratio(X) 0.17 0.00 0.28 0.10 0.00 0.31 0.80 0.60 0.61 0.92 0.52 0.52 Avail Cap(c_a), veh/h 348 0 384 350 0 370 80 1951 1008 329 2354 1219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.3 0.0 56.8 58.5 0.0 56.9 61.2 14.3 14.4 52.5 6.1 6.1 Incr Delay (d2), s/veh 0.7 0.0 1.3 0.3 0.0 1.6 40.0 1.4 2.7 27.4 0.8 1.6 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 0.7 0.0 1.0 0.4 0.0 1.1 2.9 9.7 10.4 10.5 5.3 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.0 58.1 58.9 0.0 58.6 101.2 15.7 17.1 79.9 6.9 7.7 LnGrp LOS EAEEAEFBBEAA
Approach Vol, veh/h 52 46 1854 2116
Approach Delay, s/veh 58.8 58.6 19.1 16.4
Approach LOS EEBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 27.8 87.8 14.4 10.9 104.7 14.4 Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 26.4 55.2 33.4 6.4 75.2 33.4 Max Q Clear Time (g_c+I1), s 23.1 31.7 7.0 7.0 22.3 5.7 Green Ext Time (p_c), s 0.1 13.1 0.2 0.0 19.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B

6.1-7
2025 NP AM Tue Sep 19, 2023 23:18:22 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.582
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 28 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 62 1587 188 264 1620 214 21 9 27 12 0 40
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 62 1587 188 264 1620 214 21 9 27 12 0 40
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 62 1587 188 264 1620 214 21 9 27 12 0 40
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 62 1587 188 264 1620 214 21 9 27 12 0 40
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 62 1587 188 264 1620 214 21 9 27 12 0 40
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 62 1587 188 264 1620 214 21 9 27 12 0 40
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.68 0.32 1.00 2.65 0.35 1.00 0.25 0.75 1.00 0.00 1.00 Final Sat.: 1700 4560 540 1700 4505 595 1700 425 1275 1700 0 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.35 0.35 0.16 0.36 0.36 0.01 0.02 0.02 0.01 0.00 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.1-8
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 2104 33 9 1755 6 86 1 27 2 69
Future Volume (vph) 18 2104 33 9 1755 6 86 1 27 2 69
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 5.9 95.4 95.4 5.6 91.0 91.0 21.9 21.9 21.9 21.9 21.9 Actuated g/C Ratio 0.05 0.73 0.73 0.04 0.70 0.70 0.17 0.17 0.17 0.17 0.17 v/c Ratio 0.27 0.69 0.04 0.14 0.61 0.01 0.45 0.04 0.14 0.01 0.26 Control Delay 68.9 14.1 1.9 64.1 14.4 0.0 52.0 19.6 41.8 36.0 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.9 14.1 1.9 64.1 14.4 0.0 52.0 19.6 41.8 36.0 9.6

LOS EBAEBADBDDA
Approach Delay 14.4 14.6 49.2 18.9
Approach LOS B B D B
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

6.1-9
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 2104 33 9 1755 6 86 1 7 27 2 69 Future Volume (veh/h) 18 2104 33 9 1755 6 86 1 7 27 2 69 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 20 2364 31 10 1972 7 97 1 4 30 2 44 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 000000000000
Cap, veh/h 32 3617 1098 19 3579 1087 170 28 111 172 159 133 Arrive On Green 0.02 0.78 0.78 0.01 0.77 0.77 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1619 4641 1409 1619 4641 1410 1236 297 1189 1283 1700 1420 Grp Volume(v), veh/h 20 2364 31 10 1972 7 97 0 5 30 2 44 Grp Sat Flow(s),veh/h/ln 1619 1547 1409 1619 1547 1410 1236 0 1486 1283 1700 1420 Q Serve(g_s), s 1.6 29.8 0.6 0.8 22.0 0.1 10.0 0.0 0.4 2.8 0.1 3.8 Cycle Q Clear(g_c), s 1.6 29.8 0.6 0.8 22.0 0.1 10.2 0.0 0.4 3.2 0.1 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00
Lane Grp Cap(c), veh/h 32 3617 1098 19 3579 1087 170 0 139 172 159 133 V/C Ratio(X) 0.62 0.65 0.03 0.53 0.55 0.01 0.57 0.00 0.04 0.17 0.01 0.33 Avail Cap(c_a), veh/h 67 3617 1098 67 3579 1087 410 0 428 420 489 409 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.2 6.5 3.2 63.9 5.9 3.4 58.1 0.0 53.6 55.0 53.5 55.1 Incr Delay (d2), s/veh 7.2 0.9 0.0 8.3 0.6 0.0 3.0 0.0 0.1 0.5 0.0 1.4 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 0.7 7.4 0.2 0.4 5.6 0.0 3.3 0.0 0.2 1.0 0.1 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.4 7.4 3.3 72.2 6.5 3.4 61.1 0.0 53.7 55.5 53.5 56.5 LnGrp LOS EAAEAAEADEDE
Approach Vol, veh/h 2415 1989 102 76
Approach Delay, s/veh 7.9 6.9 60.7 56.1
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 107.1 16.8 7.2 106.0 16.8
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 2.8 31.8 5.8 3.6 24.0 12.2 Green Ext Time (p_c), s 0.0 27.3 0.2 0.0 22.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A

6.1-10
2025 NP PM Tue Sep 19, 2023 23:18:42 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.559
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 26 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 86 1 7 27 2 69 18 2104 33 9 1755 6
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 86 1 7 27 2 69 18 2104 33 9 1755 6
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 86 1 7 27 2 69 18 2104 33 9 1755 6
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 1 7 27 2 69 18 2104 33 9 1755 6
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 86 1 7 27 2 69 18 2104 33 9 1755 6
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 1 7 27 2 69 18 2104 33 9 1755 6
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.12 0.88 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 213 1488 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.00 0.00 0.02 0.00 0.04 0.01 0.41 0.02 0.01 0.34 0.00 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.1-11
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 Future Year (2025) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 121 0 1 0 1 29 3 4 0
Future Vol, veh/h 0 0 0 121 0 1 0 1 29 3 4 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 0 0 161 0 1 0 1 39 4 5 0
Number of Lanes 0 00100001000
Approach WB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left NB
Conflicting Lanes Left 1 0
Conflicting Approach Right WB
Conflicting Lanes Right 0 1
HCM Control Delay 8.1 6.8

HCM LOS A A
Lane NBLn1WBLn1
Vol Left, % 0% 99%
Vol Thru, % 3% 0%
Vol Right, % 97% 1%
Sign Control Stop Stop
Traffic Vol by Lane 30 122
LT Vol 0 121
Through Vol 1 0
RT Vol 29 1
Lane Flow Rate 40 163
Geometry Grp 1 1
Degree of Util (X) 0.04 0.188
Departure Headway (Hd) 3.604 4.164
Convergence, Y/N Yes Yes
Cap 977 865
Service Time 1.688 2.172
HCM Lane V/C Ratio 0.041 0.188
HCM Control Delay 6.8 8.1
HCM Lane LOS A A
HCM 95th-tile Q 0.1 0.7

6.1-12
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
Future Year (2025) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 103 2 43 102 2 5 0 16 7 4 0
Future Vol, veh/h 0 103 2 43 102 2 5 0 16 7 4 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 63 63 63 63 63 63 63 63 63
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 163 3 68 162 3 8 0 25 11 6 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 165 0 0 166 0 0 468 466 165 477 466 164 Stage 1 - - - - - - 165 165 - 300 300 -
Stage 2 - - - - - - 303 301 - 177 166 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1426 - - 1424 - - 509 497 885 502 497 886 Stage 1 - - - - - - 842 766 - 713 669 -
Stage 2 - - - - - - 711 669 - 829 765 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1426 - - 1424 - - 486 473 885 470 473 886 Mov Cap-2 Maneuver - - - - - - 554 528 - 545 518 -
Stage 1 - - - - - - 842 766 - 713 637 -
Stage 2 - - - - - - 670 637 - 805 765 -
Approach EB WB NB SB
HCM Control Delay, s 0 2.2 9.9 12

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 775 1426 - - 1424 - - 535
HCM Lane V/C Ratio 0.043 - - - 0.048 - - 0.033
HCM Control Delay (s) 9.9 0 - - 7.7 - - 12
HCM Lane LOS A A - - A - - B
HCM 95th %tile Q(veh) 0.1 0 - - 0.2 - - 0.1

6.1-13
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 226 0 169 31 16 2061 54 1582
Future Volume (vph) 226 0 169 31 16 2061 54 1582
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 50.0 50.0 50.0 50.0 11.0 69.0 11.0 69.0 Total Split (%) 38.5% 38.5% 38.5% 38.5% 8.5% 53.1% 8.5% 53.1% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 45.4 45.4 45.4 45.4 5.7 65.4 6.2 69.8 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.04 0.50 0.05 0.54 v/c Ratio 1.42 0.19 0.44 0.72 0.24 0.93 0.73 0.68
Control Delay 252.2 5.7 36.8 35.5 68.0 38.7 106.6 24.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 252.2 5.7 36.8 35.5 68.0 38.7 106.6 24.4

LOS F A D D E D F C
Approach Delay 175.5 35.9 39.0 27.1
Approach LOS F D D C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.42
Intersection Signal Delay: 43.9 Intersection LOS: D
Intersection Capacity Utilization 104.0% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

6.1-14
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 226 0 102 169 31 369 16 2061 12 54 1582 37 Future Volume (veh/h) 226 0 102 169 31 369 16 2061 12 54 1582 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 235 0 86 176 32 325 17 2147 12 56 1648 36 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 185 0 503 422 46 464 29 2344 13 70 2418 53
Arrive On Green 0.35 0.00 0.35 0.35 0.35 0.35 0.02 0.49 0.49 0.04 0.52 0.52 Sat Flow, veh/h 931 0 1439 1191 131 1330 1619 4762 27 1619 4670 102 Grp Volume(v), veh/h 235 0 86 176 0 357 17 1395 764 56 1092 592 Grp Sat Flow(s),veh/h/ln 931 0 1439 1191 0 1461 1619 1547 1695 1619 1547 1678 Q Serve(g_s), s 18.0 0.0 5.4 15.6 0.0 27.4 1.4 54.2 54.2 4.5 34.2 34.2 Cycle Q Clear(g_c), s 45.4 0.0 5.4 21.0 0.0 27.4 1.4 54.2 54.2 4.5 34.2 34.2 Prop In Lane 1.00 1.00 1.00 0.91 1.00 0.02 1.00 0.06
Lane Grp Cap(c), veh/h 185 0 503 422 0 510 29 1523 834 70 1602 869 V/C Ratio(X) 1.27 0.00 0.17 0.42 0.00 0.70 0.60 0.92 0.92 0.80 0.68 0.68 Avail Cap(c_a), veh/h 185 0 503 422 0 510 80 1523 834 80 1602 869 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.7 0.0 29.3 36.5 0.0 36.4 63.4 30.5 30.5 61.7 23.4 23.4 Incr Delay (d2), s/veh 158.3 0.0 0.2 0.7 0.0 4.2 7.1 10.1 16.4 34.3 2.4 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.3 0.0 1.9 4.7 0.0 10.4 0.6 20.9 24.4 2.5 12.2 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 217.0 0.0 29.4 37.2 0.0 40.7 70.5 40.6 47.0 95.9 25.7 27.7 LnGrp LOS F A C D A D E D D F C C
Approach Vol, veh/h 321 533 2176 1740
Approach Delay, s/veh 166.8 39.5 43.1 28.6
Approach LOS F D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 69.8 50.0 6.9 73.1 50.0
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 6.4 63.2 45.4 6.4 63.2 45.4 Max Q Clear Time (g_c+I1), s 6.5 56.2 47.4 3.4 36.2 29.4 Green Ext Time (p_c), s 0.0 5.9 0.0 0.0 12.9 2.9
Intersection Summary
HCM 6th Ctrl Delay 45.7
HCM 6th LOS D

6.1-15
2025 NP PM Tue Sep 19, 2023 23:18:42 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.856
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 67 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 16 2061 12 54 1582 37 226 0 102 169 31 369
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 16 2061 12 54 1582 37 226 0 102 169 31 369 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 16 2061 12 54 1582 37 226 0 102 169 31 369 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 16 2061 12 54 1582 37 226 0 102 169 31 369
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 2061 12 54 1582 37 226 0 102 169 31 369 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 16 2061 12 54 1582 37 226 0 102 169 31 369 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.93 0.07 1.00 0.00 1.00 1.00 0.08 0.92 Final Sat.: 1700 5070 30 1700 4983 117 1700 0 1700 1700 132 1568 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.41 0.41 0.03 0.32 0.32 0.13 0.00 0.06 0.10 0.24 0.24 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.1-16
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
APPENDIX 6.2: FUTURE YEAR (2025) WITH PROJECT CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-04 TA Report
This Page Intentionally Left Blank
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 59 1828 74 12 1886 38 27 2 5 1 27
Future Volume (vph) 59 1828 74 12 1886 38 27 2 5 1 27
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 10.0 78.0 78.0 10.0 78.0 78.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 7.7% 60.0% 60.0% 7.7% 60.0% 60.0% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 8.4 102.9 102.9 5.7 92.1 92.1 20.4 20.4 20.4 20.4 20.4 Actuated g/C Ratio 0.06 0.79 0.79 0.04 0.71 0.71 0.16 0.16 0.16 0.16 0.16 v/c Ratio 0.59 0.52 0.07 0.18 0.60 0.04 0.14 0.03 0.03 0.00 0.10 Control Delay 82.2 11.5 4.9 65.4 14.1 2.4 42.7 24.3 37.6 36.0 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.2 11.5 4.9 65.4 14.1 2.4 42.7 24.3 37.6 36.0 1.2

LOS F B A E B A DCDDA
Approach Delay 13.3 14.2 39.0 7.6
Approach LOS B B D A
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 13.9 Intersection LOS: B
Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 1828 74 12 1886 38 27 2 5 5 1 27 Future Volume (veh/h) 59 1828 74 12 1886 38 27 2 5 5 1 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 61 1904 69 12 1965 35 28 2 2 5 1 18 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 67 3798 1154 22 3668 1114 121 41 41 120 90 75 Arrive On Green 0.04 0.82 0.82 0.01 0.79 0.79 0.05 0.05 0.05 0.05 0.05 0.05 Sat Flow, veh/h 1619 4641 1410 1619 4641 1409 1260 771 771 1284 1700 1414 Grp Volume(v), veh/h 61 1904 69 12 1965 35 28 0 4 5 1 18 Grp Sat Flow(s),veh/h/ln 1619 1547 1410 1619 1547 1409 1260 0 1542 1284 1700 1414 Q Serve(g_s), s 4.9 16.4 1.2 1.0 20.0 0.7 2.8 0.0 0.3 0.5 0.1 1.6 Cycle Q Clear(g_c), s 4.9 16.4 1.2 1.0 20.0 0.7 2.9 0.0 0.3 0.8 0.1 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 67 3798 1154 22 3668 1114 121 0 81 120 90 75 V/C Ratio(X) 0.91 0.50 0.06 0.55 0.54 0.03 0.23 0.00 0.05 0.04 0.01 0.24 Avail Cap(c_a), veh/h 67 3798 1154 67 3668 1114 417 0 444 422 489 407 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.0 3.6 2.3 63.7 5.0 2.9 59.7 0.0 58.5 58.9 58.4 59.1 Incr Delay (d2), s/veh 76.5 0.5 0.1 7.7 0.6 0.1 1.0 0.0 0.2 0.1 0.0 1.7 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 3.4 3.4 0.2 0.4 4.7 0.2 0.9 0.0 0.1 0.2 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 138.6 4.1 2.4 71.4 5.5 3.0 60.7 0.0 58.7 59.0 58.4 60.7 LnGrp LOS F AAEAAEAEEEE
Approach Vol, veh/h 2034 2012 32 24
Approach Delay, s/veh 8.1 5.9 60.4 60.3
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 112.2 11.5 10.0 108.5 11.5 Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 5.4 72.2 37.4 5.4 72.2 37.4 Max Q Clear Time (g_c+I1), s 3.0 18.4 3.6 6.9 22.0 4.9
Green Ext Time (p_c), s 0.0 22.9 0.0 0.0 23.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
2025 WP AM Tue Sep 19, 2023 23:19:12 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.486
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 23 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 27 2 5 2 1 22 49 1828 74 12 1886 35
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 2 5 2 1 22 49 1828 74 12 1886 35
Added Vol: 0 0 0 3 0 5 10 0 0 0 0 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 27 2 5 5 1 27 59 1828 74 12 1886 38
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 2 5 5 1 27 59 1828 74 12 1886 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 27 2 5 5 1 27 59 1828 74 12 1886 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 2 5 5 1 27 59 1828 74 12 1886 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.29 0.71 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 486 1214 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.00 0.00 0.00 0.00 0.02 0.03 0.36 0.04 0.01 0.37 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.2.-1
2025 WP AM Wed Sep 27, 2023 18:13:01 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) With Project WITH IMPROVEMENTS
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.494
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 23 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 27 2 5 2 1 22 49 1828 74 12 1886 35
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 2 5 2 1 22 49 1828 74 12 1886 35
Added Vol: 0 0 0 3 0 5 10 0 0 0 0 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 27 2 5 5 1 27 59 1828 74 12 1886 38
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 27 2 5 5 1 27 59 1828 74 12 1886 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 27 2 5 5 1 27 59 1828 74 12 1886 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 2 5 5 1 27 59 1828 74 12 1886 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.29 0.71 1.00 1.00 1.00 1.00 3.00 1.00 1.00 2.94 0.06 Final Sat.: 1700 486 1214 1700 1700 1700 1700 5100 1700 1700 4999 101 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.00 0.00 0.00 0.00 0.02 0.03 0.36 0.04 0.01 0.38 0.38 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.2.-2
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 Future Year (2025) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 2 7 62 4 5 6 11 39 0 0 0
Future Vol, veh/h 0 2 7 62 4 5 6 11 39 0 0 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 2 8 72 5 6 7 13 45 0 0 0
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 6.7 7.6 7 0

HCM LOS A A A -

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 11% 0% 87% 0%
Vol Thru, % 20% 22% 6% 100%
Vol Right, % 70% 78% 7% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 56 9 71 0
LT Vol 6 0 62 0
Through Vol 11 2 4 0
RT Vol 39 7 5 0
Lane Flow Rate 65 10 83 0
Geometry Grp 1111
Degree of Util (X) 0.066 0.01 0.095 0
Departure Headway (Hd) 3.663 3.609 4.155 4.111
Convergence, Y/N Yes Yes Yes Yes
Cap 972 988 864 0
Service Time 1.707 1.644 2.171 2.163
HCM Lane V/C Ratio 0.067 0.01 0.096 0
HCM Control Delay 7 6.7 7.6 7.2
HCM Lane LOS A A A N
HCM 95th-tile Q 0.2 0 0.3 0

6.2.-3
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
Future Year (2025) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 48 0 14 127 6 21 3 115 1 0 0
Future Vol, veh/h 0 48 0 14 127 6 21 3 115 1 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 56 0 16 149 7 25 4 135 1 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 156 0 0 56 0 0 241 244 56 311 241 153 Stage 1 - - - - - - 56 56 - 185 185 -
Stage 2 - - - - - - 185 188 - 126 56 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1436 - - 1562 - - 717 661 1016 645 664 898 Stage 1 - - - - - - 961 852 - 821 751 -
Stage 2 - - - - - - 821 748 - 883 852 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1436 - - 1562 - - 711 654 1016 553 657 898 Mov Cap-2 Maneuver - - - - - - 715 652 - 607 653 -
Stage 1 - - - - - - 961 852 - 821 743 -
Stage 2 - - - - - - 813 741 - 762 852 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.7 9.6 10.9

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 945 1436 - - 1562 - - 607
HCM Lane V/C Ratio 0.173 - - - 0.011 - - 0.002
HCM Control Delay (s) 9.6 0 - - 7.3 - - 10.9
HCM Lane LOS A A - - A - - B
HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0

6.2.-4
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 23 9 12 0 62 1587 264 1620
Future Volume (vph) 23 9 12 0 62 1587 264 1620
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 38.0 38.0 38.0 38.0 11.0 61.0 31.0 81.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 8.5% 46.9% 23.8% 62.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 19.2 19.2 19.2 19.2 7.9 74.5 24.3 90.8 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.06 0.57 0.19 0.70 v/c Ratio 0.13 0.15 0.07 0.08 0.65 0.69 0.89 0.58
Control Delay 44.0 19.2 41.4 0.3 88.6 24.9 81.2 13.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.0 19.2 41.4 0.3 88.6 24.9 81.2 13.2

LOS DBDAFCFB
Approach Delay 28.8 9.8 27.0 21.7
Approach LOS C A C C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 24.1 Intersection LOS: C
Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

6.2.-5
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 9 27 12 0 40 62 1587 188 264 1620 219 Future Volume (veh/h) 23 9 27 12 0 40 62 1587 188 264 1620 219 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 1.00 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 23 9 22 12 0 34 63 1603 188 267 1636 218 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 000000000000
Cap, veh/h 123 33 81 125 0 110 78 2646 310 289 3150 418 Arrive On Green 0.08 0.08 0.08 0.08 0.00 0.08 0.05 0.63 0.63 0.18 0.76 0.76 Sat Flow, veh/h 1249 434 1060 1240 0 1441 1619 4200 491 1619 4144 550 Grp Volume(v), veh/h 23 0 31 12 0 34 63 1180 611 267 1220 634 Grp Sat Flow(s),veh/h/ln 1249 0 1494 1240 0 1441 1619 1547 1598 1619 1547 1600 Q Serve(g_s), s 2.3 0.0 2.5 1.2 0.0 2.9 5.0 29.7 29.8 21.1 20.3 20.4 Cycle Q Clear(g_c), s 5.2 0.0 2.5 3.7 0.0 2.9 5.0 29.7 29.8 21.1 20.3 20.4 Prop In Lane 1.00 0.71 1.00 1.00 1.00 0.31 1.00 0.34
Lane Grp Cap(c), veh/h 123 0 114 125 0 110 78 1949 1006 289 2352 1216 V/C Ratio(X) 0.19 0.00 0.27 0.10 0.00 0.31 0.80 0.61 0.61 0.92 0.52 0.52 Avail Cap(c_a), veh/h 348 0 384 350 0 370 80 1949 1006 329 2352 1216 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.3 0.0 56.7 58.4 0.0 56.8 61.2 14.4 14.4 52.5 6.2 6.2 Incr Delay (d2), s/veh 0.7 0.0 1.3 0.3 0.0 1.6 40.0 1.4 2.7 27.4 0.8 1.6 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 0.8 0.0 1.0 0.4 0.0 1.1 2.9 9.8 10.5 10.5 5.4 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 0.0 57.9 58.8 0.0 58.4 101.2 15.8 17.1 79.9 7.0 7.8 LnGrp LOS EAEEAEFBBEAA
Approach Vol, veh/h 54 46 1854 2121
Approach Delay, s/veh 58.8 58.5 19.1 16.4
Approach LOS EEBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 27.8 87.7 14.5 10.9 104.6 14.5 Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 26.4 55.2 33.4 6.4 75.2 33.4 Max Q Clear Time (g_c+I1), s 23.1 31.8 7.2 7.0 22.4 5.7 Green Ext Time (p_c), s 0.1 13.1 0.2 0.0 19.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B

6.2.-6
2025 WP AM Tue Sep 19, 2023 23:19:12 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.582
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 28 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 62 1587 188 264 1620 214 21 9 27 12 0 40
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 62 1587 188 264 1620 214 21 9 27 12 0 40
Added Vol: 0 0 0 0 0 5 2 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 62 1587 188 264 1620 219 23 9 27 12 0 40
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 62 1587 188 264 1620 219 23 9 27 12 0 40
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 62 1587 188 264 1620 219 23 9 27 12 0 40
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 62 1587 188 264 1620 219 23 9 27 12 0 40
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.68 0.32 1.00 2.64 0.36 1.00 0.25 0.75 1.00 0.00 1.00 Final Sat.: 1700 4560 540 1700 4493 607 1700 425 1275 1700 0 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.35 0.35 0.16 0.36 0.36 0.01 0.02 0.02 0.01 0.00 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.2.-7
2025 WP PM Tue Sep 19, 2023 23:19:30 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.565
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 86 1 7 27 2 69 18 2104 33 9 1755 6
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 86 1 7 27 2 69 18 2104 33 9 1755 6
Added Vol: 0 0 0 4 0 11 6 0 0 0 0 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 86 1 7 31 2 80 24 2104 33 9 1755 9
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 1 7 31 2 80 24 2104 33 9 1755 9
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 86 1 7 31 2 80 24 2104 33 9 1755 9
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 1 7 31 2 80 24 2104 33 9 1755 9
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.12 0.88 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1700 213 1488 1700 1700 1700 1700 5100 1700 1700 5100 1700 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.00 0.00 0.02 0.00 0.05 0.01 0.41 0.02 0.01 0.34 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.2.-8
Timings Goodman Commerce Center (JN 15593)
1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 24 2104 33 9 1755 9 86 1 31 2 80
Future Volume (vph) 24 2104 33 9 1755 9 86 1 31 2 80
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 2 6 8 4 4
Detector Phase 52216688444
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.6 22.8 22.8 40.6 40.6 40.6 40.6 40.6 Total Split (s) 11.0 77.0 77.0 11.0 77.0 77.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 8.5% 59.2% 59.2% 8.5% 59.2% 59.2% 32.3% 32.3% 32.3% 32.3% 32.3% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 6.5 95.4 95.4 5.6 90.5 90.5 21.9 21.9 21.9 21.9 21.9 Actuated g/C Ratio 0.05 0.73 0.73 0.04 0.70 0.70 0.17 0.17 0.17 0.17 0.17 v/c Ratio 0.34 0.69 0.04 0.14 0.61 0.01 0.45 0.04 0.16 0.01 0.29 Control Delay 70.4 14.1 2.0 64.0 14.9 0.0 52.0 19.6 42.5 36.0 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.4 14.1 2.0 64.0 14.9 0.0 52.0 19.6 42.5 36.0 9.3

LOS EBAEBADBDDA
Approach Delay 14.6 15.0 49.2 18.9
Approach LOS B B D B
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 15.7 Intersection LOS: B
Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Douglas Dr. & Katella Av.

6.2.-9
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 1: Douglas Dr. & Katella Av. 11/20/2023
Future Year (2025) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 2104 33 9 1755 9 86 1 7 31 2 80 Future Volume (veh/h) 24 2104 33 9 1755 9 86 1 7 31 2 80 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 27 2364 31 10 1972 10 97 1 4 35 2 56 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 000000000000
Cap, veh/h 39 3613 1097 19 3556 1080 170 28 112 173 161 134 Arrive On Green 0.02 0.78 0.78 0.01 0.77 0.77 0.09 0.09 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1619 4641 1409 1619 4641 1410 1223 297 1189 1283 1700 1420 Grp Volume(v), veh/h 27 2364 31 10 1972 10 97 0 5 35 2 56 Grp Sat Flow(s),veh/h/ln 1619 1547 1409 1619 1547 1410 1223 0 1486 1283 1700 1420 Q Serve(g_s), s 2.2 29.9 0.6 0.8 22.5 0.2 10.2 0.0 0.4 3.3 0.1 4.8 Cycle Q Clear(g_c), s 2.2 29.9 0.6 0.8 22.5 0.2 10.3 0.0 0.4 3.7 0.1 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00
Lane Grp Cap(c), veh/h 39 3613 1097 19 3556 1080 170 0 141 173 161 134 V/C Ratio(X) 0.70 0.65 0.03 0.53 0.55 0.01 0.57 0.00 0.04 0.20 0.01 0.42 Avail Cap(c_a), veh/h 80 3613 1097 80 3556 1080 406 0 428 420 489 409 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.0 6.5 3.3 63.9 6.2 3.6 58.0 0.0 53.5 55.2 53.4 55.5 Incr Delay (d2), s/veh 8.1 0.9 0.0 8.3 0.6 0.0 3.0 0.0 0.1 0.6 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 7.5 0.2 0.4 5.8 0.1 3.3 0.0 0.2 1.1 0.1 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.0 7.4 3.3 72.2 6.8 3.6 61.0 0.0 53.6 55.7 53.4 57.5 LnGrp LOS EAAEAAEADEDE
Approach Vol, veh/h 2422 1992 102 93
Approach Delay, s/veh 8.1 7.1 60.7 56.8
Approach LOS AAEE
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 107.0 16.9 7.7 105.4 16.9
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 6.4 71.2 37.4 6.4 71.2 37.4 Max Q Clear Time (g_c+I1), s 2.8 31.9 6.8 4.2 24.5 12.3 Green Ext Time (p_c), s 0.0 26.8 0.3 0.0 22.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A

6.2.-10
2025 WP PM Wed Sep 27, 2023 18:13:23 Page 2-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) With Project WITH IMPROVEMENTS
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Douglas Dr. & Katella Av.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.565
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 86 1 7 27 2 69 18 2104 33 9 1755 6
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 86 1 7 27 2 69 18 2104 33 9 1755 6
Added Vol: 0 0 0 4 0 11 6 0 0 0 0 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 86 1 7 31 2 80 24 2104 33 9 1755 9
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 1 7 31 2 80 24 2104 33 9 1755 9
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 86 1 7 31 2 80 24 2104 33 9 1755 9
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 1 7 31 2 80 24 2104 33 9 1755 9
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.12 0.88 1.00 1.00 1.00 1.00 3.00 1.00 1.00 2.98 0.02 Final Sat.: 1700 213 1488 1700 1700 1700 1700 5100 1700 1700 5074 26 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.00 0.00 0.02 0.00 0.05 0.01 0.41 0.02 0.01 0.35 0.35 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.2.-11
HCM 6th AWSC Goodman Commerce Center (JN 15593)
2: Douglas Dr./Driveway 1 & Driveway 2/Plaza Dr. 09/19/2023 Future Year (2025) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 4 8 121 2 2 6 3 29 5 10 0
Future Vol, veh/h 0 4 8 121 2 2 6 3 29 5 10 0
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 5 11 161 3 3 8 4 39 7 13 0
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 6.9 8.3 7.1 7.5

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 16% 0% 97% 33%
Vol Thru, % 8% 33% 2% 67%
Vol Right, % 76% 67% 2% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 38 12 125 15
LT Vol 6 0 121 5
Through Vol 3 4 2 10
RT Vol 29 8 2 0
Lane Flow Rate 51 16 167 20
Geometry Grp 1111
Degree of Util (X) 0.055 0.017 0.195 0.025
Departure Headway (Hd) 3.908 3.749 4.219 4.43
Convergence, Y/N Yes Yes Yes Yes
Cap 922 942 848 813
Service Time 1.908 1.824 2.255 2.431
HCM Lane V/C Ratio 0.055 0.017 0.197 0.025
HCM Control Delay 7.1 6.9 8.3 7.5
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.1 0.7 0.1

6.2.-12
HCM 6th TWSC Goodman Commerce Center (JN 15593)
3: McDonnell Dr./Driveway 3 & Plaza Dr. 09/19/2023
Future Year (2025) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 109 3 43 105 2 5 0 16 7 1 0
Future Vol, veh/h 0 109 3 43 105 2 5 0 16 7 1 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 100 --------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 63 63 63 63 63 63 63 63 63 63 63 63
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 173 5 68 167 3 8 0 25 11 2 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 170 0 0 178 0 0 482 482 176 493 483 169 Stage 1 - - - - - - 176 176 - 305 305 -
Stage 2 - - - - - - 306 306 - 188 178 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1420 - - 1410 - - 498 487 872 490 486 880 Stage 1 - - - - - - 831 757 - 709 666 -
Stage 2 - - - - - - 708 665 - 818 756 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1420 - - 1410 - - 479 464 872 458 463 880 Mov Cap-2 Maneuver - - - - - - 551 521 - 536 511 -
Stage 1 - - - - - - 831 757 - 709 634 -
Stage 2 - - - - - - 672 633 - 794 756 -
Approach EB WB NB SB
HCM Control Delay, s 0 2.2 9.9 11.9

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 766 1420 - - 1410 - - 533
HCM Lane V/C Ratio 0.044 - - - 0.048 - - 0.024
HCM Control Delay (s) 9.9 0 - - 7.7 - - 11.9
HCM Lane LOS A A - - A - - B
HCM 95th %tile Q(veh) 0.1 0 - - 0.2 - - 0.1

6.2.-13
Timings Goodman Commerce Center (JN 15593)
4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 232 0 169 31 16 2061 54 1582
Future Volume (vph) 232 0 169 31 16 2061 54 1582
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 85216
Permitted Phases 4 8
Detector Phase 44885216
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 37.6 37.6 14.6 14.6 9.6 22.8 9.6 22.8 Total Split (s) 50.0 50.0 50.0 50.0 11.0 69.0 11.0 69.0 Total Split (%) 38.5% 38.5% 38.5% 38.5% 8.5% 53.1% 8.5% 53.1% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Act Effct Green (s) 45.4 45.4 45.4 45.4 5.7 65.4 6.2 69.8 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.04 0.50 0.05 0.54 v/c Ratio 1.46 0.19 0.44 0.72 0.24 0.93 0.73 0.68
Control Delay 268.9 5.7 36.8 35.5 68.0 38.7 106.6 24.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 268.9 5.7 36.8 35.5 68.0 38.7 106.6 24.5

LOS F A D D E D F C
Approach Delay 188.7 35.9 39.0 27.1
Approach LOS F D D C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.46
Intersection Signal Delay: 45.0 Intersection LOS: D
Intersection Capacity Utilization 104.3% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 4: Valley View St. & Plaza Dr./Chip Av.

6.2.-14
HCM 6th Signalized Intersection Summary Goodman Commerce Center (JN 15593) 4: Valley View St. & Plaza Dr./Chip Av. 11/20/2023
Future Year (2025) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 232 0 102 169 31 369 16 2061 12 54 1582 40 Future Volume (veh/h) 232 0 102 169 31 369 16 2061 12 54 1582 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 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 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 242 0 86 176 32 325 17 2147 12 56 1648 39 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000000
Cap, veh/h 185 0 503 422 46 464 29 2344 13 70 2413 57
Arrive On Green 0.35 0.00 0.35 0.35 0.35 0.35 0.02 0.49 0.49 0.04 0.52 0.52 Sat Flow, veh/h 931 0 1439 1191 131 1330 1619 4762 27 1619 4660 110 Grp Volume(v), veh/h 242 0 86 176 0 357 17 1395 764 56 1094 593 Grp Sat Flow(s),veh/h/ln 931 0 1439 1191 0 1461 1619 1547 1695 1619 1547 1677 Q Serve(g_s), s 18.0 0.0 5.4 15.6 0.0 27.4 1.4 54.2 54.2 4.5 34.3 34.3 Cycle Q Clear(g_c), s 45.4 0.0 5.4 21.0 0.0 27.4 1.4 54.2 54.2 4.5 34.3 34.3 Prop In Lane 1.00 1.00 1.00 0.91 1.00 0.02 1.00 0.07
Lane Grp Cap(c), veh/h 185 0 503 422 0 510 29 1523 834 70 1602 868 V/C Ratio(X) 1.31 0.00 0.17 0.42 0.00 0.70 0.60 0.92 0.92 0.80 0.68 0.68 Avail Cap(c_a), veh/h 185 0 503 422 0 510 80 1523 834 80 1602 868 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.7 0.0 29.3 36.5 0.0 36.4 63.4 30.5 30.5 61.7 23.4 23.4 Incr Delay (d2), s/veh 173.3 0.0 0.2 0.7 0.0 4.2 7.1 10.1 16.4 34.3 2.4 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.1 0.0 1.9 4.7 0.0 10.4 0.6 20.9 24.4 2.5 12.2 13.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 232.0 0.0 29.4 37.2 0.0 40.7 70.5 40.6 47.0 95.9 25.8 27.7 LnGrp LOS F A C D A D E D D F C C
Approach Vol, veh/h 328 533 2176 1743
Approach Delay, s/veh 178.9 39.5 43.1 28.7
Approach LOS F D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 69.8 50.0 6.9 73.1 50.0
Change Period (Y+Rc), s 4.6 5.8 4.6 4.6 5.8 4.6
Max Green Setting (Gmax), s 6.4 63.2 45.4 6.4 63.2 45.4 Max Q Clear Time (g_c+I1), s 6.5 56.2 47.4 3.4 36.3 29.4 Green Ext Time (p_c), s 0.0 5.9 0.0 0.0 12.9 2.9
Intersection Summary
HCM 6th Ctrl Delay 46.8
HCM 6th LOS D

6.2.-15
2025 WP PM Tue Sep 19, 2023 23:19:30 Page 3-1
-------------------------------------------------------------------------------- Goodman Commerce Center (JN 15593)
Opening Year (2025) With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Valley View St. & Plaza Dr.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.860
Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 68 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 1 0 1 0 2 1 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 16 2061 12 54 1582 37 226 0 102 169 31 369
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 16 2061 12 54 1582 37 226 0 102 169 31 369 Added Vol: 0 0 0 0 0 3 6 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 16 2061 12 54 1582 40 232 0 102 169 31 369 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 16 2061 12 54 1582 40 232 0 102 169 31 369
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 16 2061 12 54 1582 40 232 0 102 169 31 369 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 16 2061 12 54 1582 40 232 0 102 169 31 369 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.98 0.02 1.00 2.93 0.07 1.00 0.00 1.00 1.00 0.08 0.92 Final Sat.: 1700 5070 30 1700 4974 126 1700 0 1700 1700 132 1568 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.41 0.41 0.03 0.32 0.32 0.14 0.00 0.06 0.10 0.24 0.24 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE

6.2.-16
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
APPENDIX 6.3: FUTURE YEAR (2025) WITHOUT PROJECT CONDITIONS

TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2025 Without Project Conditions - Weekday AM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 65 Number of Approach Lanes on Major Street = 1
Minor Street Name = Douglas Dr. High Volume Approach (VPH) = 43 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

6.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2025 Without Project Conditions - Weekday PM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 252 Number of Approach Lanes on Major Street = 1
Minor Street Name = McDonnell Dr. High Volume Approach (VPH) = 21 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

6.3-2
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
APPENDIX 6.4: FUTURE YEAR (2025) WITH PROJECT CONDITIONS

TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
Goodman Commerce Center Traffic Analysis
15593-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2025 With Project Conditions - Weekday AM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 80 Number of Approach Lanes on Major Street = 1
Minor Street Name = Douglas Dr. High Volume Approach (VPH) = 56 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

6.4-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2025 With Project Conditions - Weekday PM Peak Hour Major Street Name = Plaza Dr. Total of Both Approaches (VPH) = 253 Number of Approach Lanes on Major Street = 1
Minor Street Name = McDonnell Dr. High Volume Approach (VPH) = 21 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

6.4-2
DATE: February 20, 2024
TO: Alicia Velasco, City of Cypress
FROM: Charlene So, Urban Crossroads, Inc.

JOB NO: 15593-06 TG Memo

GOODMAN COMMERCE CENTER TRIP GENERATION ASSESSMENT
Urban Crossroads, Inc. is pleased to provide the following Trip Generation Assessment that has been prepared for the Goodman Commerce Center development (referred to as Project), which is located at 5665 Plaza Drive in the City of Cypress. Specifically, the following trip generation assessment compares the Project to the existing 150,626 square foot office building assuming 100% occupancy.

BACKGROUND
For the purposes of the Goodman Commerce Center Traffic Analysis (dated January 11, 2024. Referred to as the 2024 Traffic Study), the existing office building was approximately 41% occupied, but to not overstate existing credit for the office use and conduct a conservative analysis for the 2024 Traffic Study, it was assumed that only 25% of the building space was occupied to account for the existing tenants that could be underutilizing their space. However, current entitlements for the office building would allow for 100% occupancy of the existing building without any further discretionary action by the City. As such, the following trip generation assessment compares the proposed Project (as evaluated in the 2024 Traffic Study) to 100% occupancy of the existing 150,626 square foot office building.

Alicia Velasco, City of Cypress
February 20, 2024