Dt5 — Compton City Council, June 28, 2022 (part 11 of 11)

COMPTON BLVD & KEMP AVE SITE SP-1

COMPTON, CA CITY SUBMITTAL
© 2019 WILLIAM HEZMALHALCH ARCHITECTS, INC. DBA WHA. | 2013039 | 08-19-19 0 15 30 60
Conceptual Site Plan

TJW Engineering, Inc.

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2.2 STUDY AREA
The following intersection in the vicinity of the project site have been included in the intersection level of service (LOS) analysis based on submission of a scoping letter and receipt of comments back from City staff. The scoping letter and City response is provided in Appendix A. • Dwight Avenue (NS) at Compton Boulevard (EW)
This traffic analysis follows the Los Angeles County Public Works Traffic Impact Analysis Report Guidelines (January 1, 1997).

Exhibit 2 shows the location of the study intersections, which are analyzed for the following study scenarios:
• Existing Conditions;
• Project Opening Year (2021) Without Project Conditions; and • Project Opening Year (2021) With Project Conditions.

Traffic operations are evaluated for the following time periods:
• Weekday AM Peak Hour occurring within 7:00 AM to 9:00 AM; and • Weekday PM Peak Hour occurring within 4:00 PM to 6:00 PM.

2.3 ANALYSIS METHODOLOGY
Level of Service (LOS) is commonly used to describe the quality of flow on roadways and at intersections using a range of LOS from LOS A (free flow with little congestion) to LOS F (severely congested conditions). The City of Compton and Los Angeles County utilize the Intersection Capacity Utilization (ICU) methodology for signalized intersection analysis. The ICU methodology expresses the LOS of an intersection in terms of the remaining capacity at an intersection (or lack thereof). The ICU methodology compares the volume-to-capacity (V/C) ratios of conflicting turn movements at an intersection, sums the critical conflicting V/C ratios for each intersection approach, and determines the intersection’s overall capacity utilization. The resulting V/C ratio is converted to an LOS as shown in Table 1.

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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT

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Exhibit 2: Study Intersection Locations
Legend:

Project SiteStudy Intersection Location

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Table 1
LOS & V/C Ranges
Level of
Service
Volume to
Capacity
Ratio
Description
A 0.000 – 0.600 Free Flow: No approach phase is fully utilized and no vehicle waits longer than one cycle
B 0.601 – 0.700 Stable Flow: An occasional approach phase is fully utilized. Some drivers feel restricted in platoons.

C 0.701 – 0.800 Stable Flow: Major approach phases fully utilized. Most drivers feel restricted in platoons.

D 0.801 – 0.900 Tolerable Delays: Drivers may have to wait more than one cycle on occasion.

Queues develop but dissipate rapidly and without excessive delays.

E 0.901 – 1.000 Unstable Operations: Volumes at or near capacity. Vehicles may wait several signal cycles. Long queues form upstream from intersection.

F >1.000 Excessive Delays: Traffic flow breaks down, representing jammed conditions.

Intersection operates below capacity. Queues may block upstream intersections.

This study utilizes a 1,900 vehicle per lane per hour saturation flow rate and a clearance interval of ten percent for the ICU analysis.

2.4 PERFORMANCE CRITERIA
The City of Compton has established level of service “D” or better as acceptable LOS for all intersections along the designated street and highway system in the General Plan Circulation Element.

2.5 THRESHOLDS OF SIGNIFICANCE
According to California Environmental Quality Act (CEQA) guidelines, a project is considered to cause a significant impact to a transportation system if it:
• Conflict with program plan, ordinance or policy addressing the circulation system, including transit, roadway, bicycle and pedestrian facilities? • Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b)?1 • Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? • Result in inadequate emergency access?
For the purposes of analyzing CEQA impacts, the City of Compton utilizes the following Los Angeles County thresholds of significant to identify significant transportation impacts:

1CEQA Guidelines section 15064.3(c) provides that a lead agency “may elect to be governed by the provisions” of the section immediately; otherwise, the section’s provisions apply July 1, 2020. Here, the City has not elected to be governed by Section 15064.3. Accordingly, an analysis of vehicles miles traveled (VMT) is not necessary to determine whether a proposed project will have a significant transportation impact.

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• If an intersection is projected to operate at LOS C with the proposed project, and the proposed project increases the ICU by 0.040 or more, a significant impact is deemed to occur.
• If an intersection is projected to operate at LOS D with the proposed project, and the proposed project increases the ICU by 0.020 or more, a significant impact is deemed to occur.
• If an intersection is projected to operate at LOS E/F with the proposed project, and the proposed project increases the ICU by 0.010 or more, a significant impact is deemed to occur.

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3.0 Existing Conditions

3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS
The characteristics of the roadway system in the vicinity of the proposed project site are described in Table 2.

Table 2
Roadway Characteristics Within Study Area
Roadway Classification1 Direction Existing
Travel Lanes Median Type Speed Limit (mph)
On-Street
Parking
Compton
Boulevard
Secondary
Highway East-West 4 None 35 Yes
Dwight
Avenue Local Street NorthSouth 2 None 25 Yes
Kemp Avenue Local Street NorthSouth 2 None 25 Yes
151st Street Local Street East-West 2 None 25 Yes
1: Sources: City of Compton General Plan Circulation Element Exhibit 3 shows existing conditions study area intersection and roadway geometry.

3.2 CITY OF COMPTON GENERAL PLAN CIRCULATION ELEMENT
The proposed project site is located within the City of Compton. Appendix B contains the current Compton General Plan Circulation Element future transportation network and roadway classifications.

3.3 EXISTING BICYCLE AND PEDESTRIAN FACILITIES
There are no bicycle lanes on study area roadways. Sidewalks and curb ramps at intersections are present in the study area, except on the east side of Dwight Avenue along the project’s frontage and on the north side of 151st Street along the project’s frontage, where they are absent.

The proposed project is consistent with the City of Compton Bicycle Master Plan (May, 2015).

Appendix B contains Compton General Plan Circulation Element Bikeway Plan.

3.4 EXISTING PUBLIC TRANSIT SERVICES
The City of Compton is served by Los Angeles Metro which provides bus service throughout Los Angeles County. Figure 2 shows the Metro routes in the vicinity of the City of Compton. Additionally, the Compton Renaissance Transit System provides limited local service within the City of Compton.

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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 3: Existing Lane Geometry & Intersection Control Legend:
4D
4U
2U
4U 4-lane Undivided Roadway
Signal-Controlled IntersectionExisting Lane
X
2U 2-lane Undivided Roadway
1 2
Source: Google Earth, 2019

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2U
2U
2U
4U 4U

COMPTON BLVD

DWIGHT AVE
Project Site

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Figure 2– LA Metro Transit Routes
There is one bus route within one-quarter mile of the proposed project site.

Metro Route 51/351 travels between the Wilshire/Vermont Purple Lane Station to the Compton Transit Center. In the vicinity of the proposed project, Route 51/351 runs along Compton Boulevard with a stop at the Compton Boulevard/Dwight Avenue intersection adjacent to the project site. Route 51/351 runs from 5:00 AM to 10:00 PM on weekdays with headways of 20-35 minutes and on weekends with 30-45 minute headways.

3.5 EXISTING TRAFFIC VOLUMES
To determine the existing operation of the study intersection, AM and PM peak period traffic counts at the study intersections were collected on Thursday June 6th, 2019. The traffic volumes used in this analysis are from the highest hour within the peak period counted. Detailed traffic count data is provided in Appendix C.

Exhibit 4 shows existing AM and PM peak hour volumes at the study intersection.

3.6 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS Existing conditions AM and PM peak hour intersection analysis is shown in Table 3. Calculations are based on the existing geometrics at the study intersection as shown in Exhibit 3. ICU analysis sheets are provided in Appendix D.

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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 4: Existing AM/PM Peak Hour Traffic Volumes
1 4
5 6
13/70
577/1210
26/53
30/60865/49346/43
34/13
15/25
48/43
29/17
14/27
41/30
Legend:

XX/XX AM/PM Peak Hour Volumes

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Project Site

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Table 3
Intersection Analysis – Existing Conditions
Intersection
Control
Type
Peak Hour
Existing Conditions
V/C – LOS
Dwight Avenue/Compton Boulevard Signal AM
PM

0.490 – A

0.626 – B
Note: V/C = volume-to-capacity ratio. Delay shown in seconds. Delay/LOS at project driveway shown for worst operating minor street movement.

As shown in Table 3, the study intersection is currently operating at an acceptable LOS (LOS B or better) during the AM and PM peak hours.

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4.0 Proposed Project

4.1 Project Description
The proposed project is bound by Compton Boulevard to the north, Kemp Avenue to the east, 151st Street to the south and Dwight Avenue to the west. The proposed project would consist of 24-single family dwelling units. The site is currently vacant. Site access is planned at two driveways on 151st Street.

The proposed project is anticipated to be built and generating trips in 2021.

Exhibit 1 previously showed the proposed site plans for the proposed project.

4.2 Project Trip Generation
Trip generation represents the amount of traffic, both inbound and outbound, produced by a development. Determining trip generation for a proposed project is based on projecting the amount of traffic that the specific land uses being proposed will produce.

Industry standard Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017) trip generation rates were used to determine trip generation of the proposed project.

Table 4 shows the ITE 10th Edition trip generation rates used to calculate forecast trip generation of the proposed project.

Table 4
Trip Generation Rates for Proposed Project Land Use
Land Use (ITE Code) Unit
AM Peak Hour PM Peak Hour
Daily Trips
In Out Total In Out Total
Single Family Residential (210) DU 0.185 0.555 0.74 0.624 0.366 0.99 9.44 Note: DU = Dwelling Unit
Source: ITE Trip Generation, 10th Edition (2017).

Table 5 shows the projected increase in trip generation resulting from the proposed project.

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Table 5
Trip Generation of Proposed Project
Land Use Quantity
AM Peak Hour PM Peak Hour
Daily Trips
In Out Total In Out Total
24 Single - Family Dwelling
Units
24 DU 5 13 18 15 9 24 227
Note: DU = Dwelling Unit

As shown in Table 5, the proposed project is forecast to generate approximately 18 AM peak hour trips, 24 PM peak hour trips and 227 daily trips.

4.3 Project Trip Distribution
Projecting trip distribution involves the process of identifying probable destinations and traffic routes that will be utilized by the proposed project’s traffic. The potential interaction between the proposed land use and surrounding regional access routes are considered to identify the probable routes onto which project traffic would distribute. The projected trip distribution for the proposed project is based on anticipated travel patterns to and from the project site.

Exhibit 5 shows the projected trip distribution of proposed project trips.

4.4 Modal Split
The traffic reducing potential of public transit, walking and bicycling have not been considered in this analysis since transit facilities in the study area are limited.

4.5 Project Trip Assignment
Exhibit 6 shows the corresponding projected AM/PM peak hour trip assignment of project trips.

4.6 Traffic Management Plan
Stop signs will be installed at the project driveways for vehicles exiting the project site onto 151st street. Fire access will not be needed, in case of fires the fire department will fight the fires from outside the development. No parking signs will be posted throughout the site as needed or required by City standards.

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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 5: Projected Trip Distribution of Proposed Project Trips Legend:

XX%
Project SiteStudy Intersection LocationPercent Trip Distribution X
1 50%
50%
60%
50%

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6 50% 10% 40%
10%20%
40%
20%
1 20% 610%
20%30%
10%
30%
1 40%
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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY
PROJ ECTLegend:

XX/XX AM/PM Peak Hour Trip Assignment
Exhibit 6: Projected Trip Assignment of Proposed Project Trips

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1 4
1/2 62/6
1/11/3
5/4
3/2
Project Site

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5.0 Project Opening Year Without Project Conditions

5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the project opening year without project scenario are consistent with those previously shown in Exhibit 3.

5.2 PROJECT OPENING YEAR WITHOUT PROJECT TRAFFIC VOLUMES Project Opening Year Without Project traffic volumes consist of existing volumes plus application of an annual ambient growth rate to the project opening year, which in this case is 2021. The ambient growth rate used in this analysis is based on feedback provided on the scoping letter, which recommended a growth rate of 2% per year, applied for two years, to existing volumes to account for ambient traffic growth and any small cumulative development that occurs.

Project Opening Year Without Project Volumes = (Existing (2019) Counts * 1.02^2) Exhibit 7 shows project opening year without project AM and PM peak hour volumes at the study intersections.

5.3 PROJECT OPENING YEAR WITHOUT PROJECT LEVEL OF SERVICE ANALYSIS Project opening year without project conditions AM and PM peak hour intersection analysis is shown in Table 6. Calculations are based on the existing geometrics at the study intersection as shown in Exhibit 3. ICU analysis sheets are provided in Appendix D.

Table 6
Intersection Analysis – Project Opening Year Without Project Conditions Intersection
Control
Type
Peak Hour
Existing Conditions Project Opening Year
Without Project
V/C – LOS V/C – LOS
Dwight Avenue/Compton
Boulevard Signal AM PM

0.490 – A

0.626 – B

0.501 – A

0.648 – B
Note: V/C = volume-to-capacity ratio. Delay shown in seconds. Delay/LOS at project driveway shown for worst operating minor street movement.

As shown in Table 6, the study intersection is projected to continue to operate at an acceptable LOS (LOS B or better) during the AM and PM peak hours for project opening year without project conditions.

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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 7: Project Opening YearWithout Project AM/PM Peak Hour Traffic Volumes Legend:

XX/XX AM/PM Peak Hour Volumes
Project Site
1 4
5 6
14/73
600/1259
27/55
31/62900/51348/45
35/14
16/26
50/45
30/18
15/28
43/31

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6.0 Project Opening Year With Project Conditions
Project opening year with project conditions analysis is intended to identify the project-related impacts on the existing circulation system.

6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the project opening year with project scenario are consistent with those previously shown in Exhibit 3.

6.2 PROJECT OPENING YEAR WITH PROJECT TRAFFIC VOLUMES
Project Opening Year With Project traffic volumes consist of existing volumes plus application of an annual ambient growth rate to the project opening year, which in this case is 2021, plus project trips.

The ambient growth rate used in this analysis is based on feedback provided on the scoping letter, which recommended a growth rate of 2% per year, applied for two years, to existing volumes to account for ambient traffic growth and any small cumulative development that occurs.

Project Opening Year With Project Volumes = (Existing (2019) Counts * 1.02^2) + Project Traffic Exhibit 8 shows project opening year with project AM and PM peak hour volumes at the study intersection.

6.3 PROJECT OPENING YEAR WITH PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS Project opening year with project conditions AM and PM peak hour intersection analysis is shown in Table 7. ICU analysis sheets are provided in Appendix D.

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Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 8: Project Opening YearWith Project AM/PM Peak Hour Traffic Volumes Legend:

XX/XX AM/PM Peak Hour Volumes
Project Site

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1 4
5 6
14/73
6001/1261
29/61
31/62901/51449/48
35/14
16/26
50/45
35/22
15/28
46/33

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Table 7
Intersection Analysis – Project Opening Year With Project Intersection
Control
Type
Peak
Hour
Existing
Conditions
Project Opening
Year Without
Project
Project Opening Year With Project
V/C – LOS V/C – LOS V/C – LOS Change in
V/C
Significant
Impact?
Dwight Avenue/Compton
Boulevard Signal AMPM

0.490 – A

0.626 – B

0.501 – A

0.648 – B

0.505 – A

0.656 – B

0.004

0.008
No
Note: V/C = volume-to-capacity ratio. Delay shown in seconds. Delay/LOS at project driveway shown for worst operating minor street movement.

As shown in Table 7, the study intersection is projected to continue to operate at an acceptable LOS (LOS B or better) for project opening year with project conditions.

Based on the thresholds of significance previously discussed in section 2.4, the addition of project generated trips does not result in any significant impacts at the study intersection.

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7.0 Site Access and Sight Distance
This section summarizes proposed site access and on-site circulation recommendations.

7.1 ON-SITE ROADWAY IMPROVEMENTS
The recommended site-adjacent roadway improvements are described below.

Wherever necessary, roadways adjacent to the proposed project site and site access points should be constructed in compliance with recommended roadway classifications and respective crosssections in the City of Compton General Plan Circulation Element or as directed by the City Engineer.

7.2 SIGHT DISTANCE ANALYSIS
A sight distance analysis for the proposed project driveway has been prepared based on the “stopping sight distance” requirements determined by Topic 201 and Table 201.1 of the Caltrans Highway Design Manual (HDM), latest edition. Table 8 shows the minimum stopping sight distances based on the design speed, as displayed in Table 201.1 of the HDM.

Table 8
Stopping Sight Distance
Design Speed (mph) Stopping Sight Distance (ft)
25 150
30 200
35 250
40 300
45 360
50 430
Source: Table 201.1, Highway Design Manual (July 2, 2018) Note: mph = miles per hour; ft = feet
In this analysis, the movements being analyzed at the Project Driveway intersections are movements from the exiting vehicles onto 151st Street. Since there is no posted speed limit on 151st Street between Dwight Avenue and Kemp Avenue, the 85th percentile speed is assumed to be 25 miles per hour.

Exhibit 9 displays the sight distance conditions at the project driveway in relation to the existing sidewalk, striping, and parking on 151st Street. The exhibit shows the required 15-foot setback from the edge of travel way and the 15-feet of sight distance required based on the assumed 85th percentile speed of 25 miles per hour.

CVR-19-001 COMPTON & KEMP TRAFFIC IMPACT ANALYSIS Traffic Engineering and Transportation Planning Consultants www.tjwengineering.com P: 949.878.3509 Date: 09/30/21 EXHIBIT 9: SIGHT DISTANCE ANALYSIS SCALE: 1" = 20' 10 0 10 20 30

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As shown in Exhibit 9, the stopping sight distance requirements would be impaired by existing parking 151st Street west and east of the driveways. To meet the stopping sight distance standard, approximately 348 feet of red-curb would need to be painted on the north side of 151st Street.

TJW notes that Section 405.1 of the Highway Design Manual recommends that parking restrictions on urban driveways be set per California Manual on Uniform Traffic Control Devices (CA MUTCD) Section 3B.19. Section 3B.19 recommends a clearance of 6-feet measured from the curb return should be provided at both sides of a driveway. It is TJW’s recommendation that the CA MUTCD guidance be followed and a clearance of 6-feet be provided at both sides of the driveway.

TJW Engineering, Inc.

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8.0 Parking
The proposed project consists of 24 single family dwelling units. Table 30.-21.A Parking Space Requirements in the City of Compton Zoning Code contains minimum parking requirements for various land uses in the City.

Single family dwelling units are required to provide two enclosed spaces per dwelling unit. The proposed project would be required to provide 48 enclosed parking spaces.

The proposed project is providing two-car garages for every dwelling unit, with driveways that provide an additional two uncovered parking spaces per unit, as well as six on-street guest parking spaces, meeting code requirements whether analyzed as single family dwelling units.

Providing access to the proposed project will result in the loss of up to 6-8 on-street parking spaces on the north side of 151st Street between Dwight Avenue and Kemp Avenue due to the construction of two driveways with 6-feet of red curb on both sides of the driveways.

TJW collected on-street parking counts on the streets surrounding the project site in the afternoon and evening on Wednesday June 19th, 2019 from 4:00 PM to 12:00 AM to assess the existing parking inventory and occupancy. Evening hours were chosen since the overnight period is the peak period of parking demand for the residential uses adjacent to the site. Since the on-street parking supply is not striped, the inventory of each block face was projected based on observations in the field. And measurements of curb space.

The parking areas assessed were the south side of Compton Boulevard between Dwight Avenue and Kemp Avenue, both sides of Dwight Avenue between Compton Boulevard and 151St Street, both sides of 151st Street between Dwight Avenue and Kemp Avenue, and both sides Kemp Avenue between Compton Boulevard and 151st Street.

Table 9 summarizes the results of the parking inventory and occupancy counts. Detailed data, which was collected in 30 minute increments, is available in Appendix E.

As shown in Table 9, there are approximately 94 on-street parking spaces on the streets surrounding the project site. The peak period of observed parking demand was at 11:00 PM – 12:00 AM, when 61 vehicles were parked in the survey area, for an overall occupancy of 65%. While certain streets, such as 151st Street and Kemp Avenue were over 80% occupied, Dwight Avenue and Compton Boulevard were under 50% full.

Based on the parking data collection, there is adequate on-street parking availability nearby to accommodate any displacement from the loss of 6-8 on-street parking spaces on 151st Street.

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Table 9
Parking Survey Results
Inventory 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM South Side of Street 19 8 9 5 7 6 6 4 5 4
Subtotal 19 8 9 5 7 6 6 4 5 4
Total Occupancy 19 8 9 5 7 6 6 4 5 4
Total Percent 42% 47% 26% 37% 32% 32% 21% 26% 21%
Inventory 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM East Side of Street 7 Construction 0 0 3 4 4 4 5 5
West Side of Street 9 Construction 5 4 8 9 9 9 9 9
Subtotal 16 0 5 4 11 13 13 13 14 14
Total Occupancy 16 0 5 4 11 13 13 13 14 14
Total Percent 0% 31% 25% 69% 81% 81% 81% 88% 88%
Inventory 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM North Side of Street 25 15 18 18 20 17 19 20 21 21
South Side of Street 21 13 14 13 14 17 16 18 17 18
Subtotal 46 28 32 31 34 34 35 38 38 39
Total Occupancy 46 28 32 31 34 34 35 38 38 39
Total Percent 61% 70% 67% 74% 74% 76% 83% 83% 85%
Inventory 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM East Side of Street 8 3 4 2 2 3 3 3 4 4
West Side of Street 5 1 1 1 1 1 1 0 1 1
Subtotal 13 3 4 2 2 3 3 3 4 4
Total Occupancy 13 3 4 2 2 3 3 3 4 4
Total Percent 23% 31% 15% 15% 23% 23% 23% 31% 31%
Grand Total Occupancy 94 39 50 42 54 56 57 58 61 61
Grand Total Percent 41% 53% 45% 57% 60% 61% 62% 65% 65% Compton Blvd between
Dwight Ave - Kemp Ave
Kemp Ave between
Compton Blvd - 151st St
151st St between Dwight
Ave - Kemp Ave
Dwight Ave between
Compton Blvd - 151st St

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9.0 Signal Warrant Analysis
A signal warrant analysis was conducted at the intersection of Compton Boulevard and Kemp Avenue.

Compton Boulevard is classified as a four-lane secondary highway and has a posted speed limit of 35 miles per hour. Kemp Avenue is classified as a two-lane local street and has no posted speed limit.

The intersection currently operates as a two-way stop intersection with the off-set Kemp Avenue approaches being stop controlled. Traffic counts were conducted at the intersection on Wednesday August 21, 2019.

Traffic signal warrants for project opening year with project conditions were prepared. Because the speed limit on Compton Boulevard is 35 miles per hour, Figure 4C-3 of the California Manual on Traffic Control Devices was used to evaluate the conditions at the intersection. Table 10 summarizes the results of the signal warrant analysis. Detailed warrant analysis sheets are included in Appendix F.

Table 10
Signal Warrant Analysis
Intersection
Signal Warrants Met?
AM Peak Hour PM Peak Hour
Compton Boulevard/Kemp Avenue No No
As shown in Table 10, peak hour signal warrants are not met for project opening year with project conditions. Signalization of the Compton Boulevard/Kemp Avenue intersection is not recommended.

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Appendices

APPENDIX A
SCOPING AGREEMENT/SCOPING EMAILS
6 Venture, Suite 225 | Irvine, California 92618 | t: (949) 878-3509 | www.tjwengineering.com May 7, 2019
Mr. Hien Nguyen, PE
Assistant City Engineer
City of Compton
205 S Willowbrook Ave
Compton CA 90220
Report: Scoping Agreement for the Compton & Kemp Residential Project Traffic Impact Analysis Dear Mr. Nguyen:

TJW ENGINEERING, INC. (TJW) is pleased to submit this scoping agreement for the proposed Compton & Kemp residential project in the City of Compton. The project site is bound by Compton Boulevard to the north, Kemp Avenue to the east, W 151st Street to the south and Dwight Avenue to the west. The proposed project consists of 24 single-family dwelling units.

The Project’s site plan is attached to this scoping letter. The project is anticipated to be built and generating trips in 2021. Site access is planned at two driveways on W 151st Street.

The traffic impact analysis will follow applicable City of Compton and Los Angeles County guidelines for traffic impact analysis.

Trip Generation
Trip generation for the proposed project will be developed using rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition) for Land Use 210 – Single-Family Detached Housing.

As shown in Table 1, the project is anticipated to generate 227 daily trips, 18 AM peak hour trips, and 24 PM peak hour trips.

Mr. Hien Nguyen Compton & Kent
May 7, 2019 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 2 | Page
Compton & Kent TIA Scoping Letter 05072019
Table 1: Proposed Project Trip Generation
Proposed Land Use1 Qty/
Unit
Daily Trips
(ADTs) AM Peak Hour PM Peak Hour
Rate Volume Rate In:Out
Split
Volume
Rate In:Out
Split
Volume
In Out Total In Out Total
Single-Family
Detached Housing
(210)
24 DU 9.44 227 0.74 25:75 4 14 18 0.99 63:37 15 9 24
1 : Rates from ITE Trip Generation (10th Edition, 2017) Trip Distribution and Assignment
The project site is situated within a large rectangle formed by the 105, 110, 710 and 91 freeways. Project trips are generally projected to arrive/depart via Compton Boulevard and head to/from other major arterials to access freeways for work related trips, and to utilize local streets for other trips. The proposed project’s trip distribution assumes that 50% of project trips will arrive/depart from/to the west on Compton Boulevard and 50% of project trips will arrive/depart from/to the east on Compton Boulevard.

Study Area
Based on the trip generation, the following two (2) intersections will be analyzed in the level of service analysis:

1. Compton Boulevard/Dwight Avenue; and

2. Compton Boulevard/Kemp Avenue.

Study Analysis Scenarios
Consistent with Los Angeles traffic study guidelines, the analysis of peak hour operations at study area intersection will occur for the following scenarios:
(1) Existing Traffic Conditions;
(2) Existing Plus Project Conditions;
(3) Project Opening Year Without Project Conditions; and (4) Project Opening Year With Project Conditions.

The Intersection Capacity Utilization (ICU) methodology will be used in the analysis per the Los Angeles County traffic impact analysis guidelines.

Level of Service Criteria
The City of Compton target for peak hour intersection operations is LOS D or better.

For the purposes of analyzing California Environmental Quality Act (CEQA) impacts, the City of Compton identifies significant impacts based on a comparison of the without and with project ICU at study intersections according to the following criteria:

PM
With opening year
being 2021,
assume existing
traffic volumes will
increase by 4% in
2 years.
turning movement counts to be conducted on 5/29,
5/30, 6/4, 6/5, or 6/6/19 between 4p and 6p
County
Mr. Hien Nguyen Compton & Kent
May 7, 2019 Traffic Analysis Scoping Letter
TJW Engineering, Inc. 3 | Page
Compton & Kent TIA Scoping Letter 05072019
• If an intersection is projected to operate at LOS C with the proposed project, and the proposed project increases the ICU by 0.040 or more, a significant impact is deemed to occur. • If an intersection is projected to operate at LOS D with the proposed project, and the proposed project increases the ICU by 0.020 or more, a significant impact is deemed to occur. • If an intersection is projected to operate at LOS E/F with the proposed project, and the proposed project increases the ICU by 0.010 or more, a significant impact is deemed to occur.

Cumulative Projects
TJW will obtain a list of cumulative projects from the City. TJW will utilize this list to determine which cumulative projects should be included in the cumulative conditions analysis. If the City has any information on the cumulative projects such as trip generation and trip distribution patterns for each project, or prior completed traffic studies, TJW requests that this information be forwarded to us electronically.

Please feel free to call us at (949) 878-3509 if you have any questions regarding this scoping letter.

Sincerely,
TJW ENGINEERING, INC.

Recommended by: Approved by:
______________________
Thomas Wheat, PE, TE Hien Nguyen, City of Compton
TJW Engineering, Inc.

Registered Civil Engineer #69467
Registered Traffic Engineer #2565
Signal Warrant Analysis
TJW will conduct turning movement counts at West Compton Blvd. and Kemp Ave. from 4p to 6p on 5/29, 5/30, 6/4, 6/5 or 6/6/19. Based on these counts, TJW will evaluate Signal Warrants 2 (Four Hour) and 3 (Peak Hour) for the intersection under Opening Year (2021) with Project Conditions.

Comments by:

GL, 5/21/19

From: Hien Nguyen <[email protected]>
Sent: Wednesday, May 22, 2019 4:50 PM
To: Thomas Wheat; David Chew; Jeff Weckstein
Cc: Delores Jones; Troy Gunter; Kim Prijatel
Subject: 930 W. COMPTON BLVD PROJECT‐‐‐1ST COMMENTS ON SCOPE OF TRAFFIC STUDY

Hello Gentlemen,
Per your request, please find Public Works Dept.’s Comments on “TIA Scope” as follows:

1. The TIA shall follow the LACDPW’s guidelines

2. For safety of the public: The TIA shall include, but not limited to, the following:
 A “Line Sight Study” [LSS] for traffic exiting the site onto 151st Street.  Traffic Management Plan for the site development including, but not limited to, fire lanes, no parking signs, stop signs for traffic exiting the site onto 151st Street, etc.

3. For info on list of related projects [within 1.5-mile radius of the site]: Please contact Mr. Troy Gunther of Planning Dept.

4. Impact of on-street parking surrounding the site and mitigation measures

5. PW Dept. will accept the ICU methodology, and the following softwares:
 HCS version 2000 or later version,
 Synchro V7 or later version
 Traffix (Dowling) v.7.6 or later version
 VISTRO
 or other equivalent softwares
Please find the attached file prepared by Public Works Plan Check Consultant Willdan Engineering as a part of the composite PW Dept.’s comments on your proposed TIA Scope.

Thanks
Hien Nguyen, P.E.

Assistant City Engineer
City of Compton
205 S Willowbrook Ave
Compton, CA 90220
Phone (310) 761-1476,
Fax (310) 605‐6326
City Hall is closed Fridays
APPENDIX B
COMPTON GENERAL PLAN ROADWAY CLASSIFICATIONS AND CROSS SECTIONS

CIRCUI,ATION PI,AN
The 'CirqJation Issues' disqrssion in this element identilies the long-term transponadon and circulation concems in Compton This seaion describes the programs and strategies &e City wiU pursue to addiess $ess issues and to move towards a balanced transportalion system that meets the futue mobility needs of C.ompton residenls, as well as &e business sectot's demand to move goods most efficiendy and efieclively.

MASTER PIAN OF STREETS AND HIGTIWAYS
Srreets and highways in Complon are described and dassified accordiag to their prinary function" This hierarchical system of roadways consists of the following four basic classifications:
o Major Highway;
o Secondary Highway;
o Colleclor; and
o [rcal Stleet.

Figure C-1 illusrales the roadway cross-section standards (geometrics) for these Jive classifications. Roadway functiors and standards may be described as follows.

Mqjor Highway
A Major Highway is the highest capacity street within the Cit/s street system- Major Highwal,s are designed to carry bigh volumes of traffig primarily for through trips. They sewe as the principal connectos from lower classilicatioa streels !o the freeway system and other regioDal routes. The standard calls for 100 feet of right-of-way and four to six travel lanes within a minimum 8Gfoot wide, cub-!o-o[b
paved streel secliorl The right-of-way and paved road width can be increased at and Dear interseclioDs 1o allow for median strips and extra tum lanes.

COMPTON

GENERAL PIJIN
CTRC:TJLAUON ELEMENT
18 DECEWER 3, 191
Major Highway (a)
Secondary Highway
Standard Collector
Residential Collector
Compton Gensral Plan
centarllne
40' 10'
0'
't2/3/91
(!) tLao. t{Shnay ,ishr€t*ly m.y b€ hE €a3od ro a....nocr!r6 odlbr n$dar or oda tlrn !116 !t htors€.dou
(b) ,I la E€d r6tt! 6tr*n,ra,rnrfflllu.

Figure C - 1
Standard Street
19 Cross Sections

COMPTON
CENERAL PI.4N
Major Highwalr in the Compton planning area include El
Segundo Boulevard (west of Satrta Fe Avenue), Rosecra.ns Avenue, Alondm Boulevar4 Arta3ia Boulevard (east of
Alameda), Victoria,/Apra Streel Avalon Boulevar( Cenlral Avenue, Wilnin$on Avenue, Santa Fe Avenug long Beach
Boulevard, and Adanlic Aveaue.

S€condary Htghway
Secondary Higirways connect Major Highways to coUector and local steets and are inlended to carry relatively high ffifi6 volumes for both through and local trips. A Secondary
Highway consists of 80 feet of right-of-way and four tavel lanes within a 6Gfoo! crrib-tccrub paved section
The secondary Highways in Compton are 135th strest,
Comptotr Boulevard, Greenleaf Boulerard, Wahut Street,
Willowbrook Avenue, Tamarind Avenue, Mona Boulevard,
Temple Avenue, Bullis Road, Compton Avetrue, and Artesia Boulevard (west of Alameda).

Collectors
Two Collector classifications are hcluded wirhin the slreet system - the Standard Colleclor and the Residential Colleaor.

Standard Colleclors sewe the Cit/s major industrial and comnercial areas and high density residential developmenls and are designed to carry moderate to relatively high volumes of traffrc to the Secondary and Major Highways, while
avoiding lower density residential neighborhoods. The
Residential Colleclor accommodates modsrate traffic volumes and is intended to carry residenrial traffic from the
neighborhoods 10 schools, parks, and shopping areas.

Standard Collecton contain slighdy more right-of-way thaa Residential Collectors, consisii'rg of 40 feet of paving within a 6Gfoot right-of-way width. The Residenlial Collector has a 4Gfoot paved section ald a minimum 54foot right-of-way.

CoUedor s[eets will be designated as part of a special study.

CIRATATION ELEMENT
DECEMBER J 1991
cowToN

GENERAL PI,IN
Ircal Streets
Ircal Steets are designed to carry low volumes of local (non-rhrough) trallic. Ircals cornect to CoUectors aEd
Highways for thrcugh trips. Standards lor Ircal SEeeE are variablq given ihe variety of residential subdivisions whic.h have been developed since Comptoa incorporated as a City.

Stualy Str€et
Alameda Street i! desigDated as a Sludy Steet sinca slreet width and configuration will be determined as part of the Alameda Corridor design sludy.

Crldcal Intemectlons
Figure C-2 identilies several inlersections as "critical inteneclions.' These are locations where, over time, right-ofway beyond the standad rights-olway illustraled in Figure C-1 mav be needed to accommodate additional turn lanes.

Traffic 'volumes may be more easily managed if a dedicated right-lurn lane, dual left-turu lanes, or otber non-slandard confgurations are provided.

Master Plar
Figure C-2 prese s the Master Plan of Streets and Highways for Comptor. This plan shows lhe ultimale circulation systen needed to move people and goocls within and tbrough rhe City while maintaining roadway service levels of t-evel of Service D or betler. The qatem incorporates regional inAastucture aad public tansit improvements and plang and accommodates the Cit/s specific trar:sportation needs. Physical road
improvemenls will be necessary to achieve rhis s)Blerq
including road wideniugs, roadway reconiigurarior,
coDstruclion of the Alameda Corridor, and grade separations at raikoad crossings.

Road Wleningr: Several Major and Secondary Highways will require widening and restriping to provide coDsistent widtbs and to accommodale future tmflic volunes. In particular, &e following improvements will be made.

CIRCT]TJITION EI.EMENT
D DECEMBER 3, 1991

COMPTON

GENERAL PIJIN
o C€ ral.Avenue between Rosecaans AvgDue atrd Compton
Boulevard will be widened and restriped to provide a
six-lane divided highway.
o Wilmington Avenue between the Artesia Freeway and
Vicloria Street wil be widened and restriped to provide a six-laae divided highvay.
o Greenleaf Boulevard between Wilmington Avenue and
Santa Fe Avenue will be widened to provide a four-lane
divided roadway.
o Irng Beacrh Boulevard, from the north City limit to
Rosecans Avenue, will be widened and resrriped to
provide a six-lane divided roadway.

To accomplish steet widenings, lhe City will undertake a comprehensive approach. This requires that the City schedde the improvemenl in a Capital Improvement Plan (CIP) and acqute rigbl-of-way through eminent domain or permanenl on-street parking resfictions.

These identified widenings will be performed over the 2}year General Plan planning period (before the year 2010). The City vill monitor roadway volumes over time to determhe the rirning and approach for tbe improvements.

Roafuvay Reconfrgrdiot Along many road sections,
rightof-way width exis6 consistent with fte Master Plan However, effrcieDt taffic movemeDt is hiudered by
urcoDfolled access from feeder slreets and from development frontiug on Highways and Collecton. To allow for better flow, the City may provide raised medians (divided road*ays) along the following street segments:
o Witnington Avenue belween Compton Boulevard and tbe
Artesia Freeway;
o Long Beach Boulevard belween the north City limits and the Artesia Freeway (vinuaUy its entire len$h &rough
Compton); and
o Rosecra[s Avenue belween Santa Fe Avenue and l-ong
Beach Boulevard.

CTRCT]I-AZION ELEMENT
)a DECEMBER J 191
If studies indicate these improvements can siguifrcandy improve trafic llow, improvements will be completed before the year 2005.
lloneda Conidor As described previously ia this element, the Alameda Corridor represents a major improvemenl to the regional transponadoD sy$em (Figuie C-2). The corridor, plamed to coDnect the porls of Los Angeles and Iang Beach to multi-modal goods disrribution facilities near dowtrtown Irs Ansele,s- is described as 'a critical link for lhe movenent of ldt anb international cargo.'l This road and rail fteight route is inlended to rcduce though tuck traffic on parallel streets and fteeways, especially beavily-traveled InteElate 710, and to consolidate freigh! rail traffic to a single corridor, tbus reducing railsurface slreet coDilicls'
As a member of the Alameda Corridor Transportation
Authority, Compton will parricipate in the selectioa of the corridor design Prinary optioDs include: 1) a four-lane road with parallel, multi-track rail lines; 2) a six-laae, one-way road couplet with at-grade rail tracks betwe€n tbe one-way routes; and 3) the six-lane road couplet separated by a depressed rail way. Grade separations are conlemplated at principal
east-west sreels, Compron will encourage grade separations a1 several locatiotrs in the City, as descnted below.

Gmde Sepatubns: Construction of new rail and sudace street grade separations involves [emendous costs. However, trafric congestion can be grealy mitigaled by removing hindrance.s to frce east-west traflic flow. Thus, the City sroDgly supPor6 elfons to consolidate freight rail traffic along a single coridor and to provide grade separations in the design of the
Alameda Corridor. Priority sueets in Compton for grade
separation include Compton Boulevar4 Alondra Boulevar4
aud Greenleaf Boulevard.

Compton will work to include these streols in the design of the Alameda Conidor. In the event the Alameda Corridor i3 not bui[ or coDstruction is significantly delayeq ComPton will seek other funding sources atrd establish accelerated time schedules for coDstruction of grade separatiotrs.
rProjec Memorandum, 'IheALameda corridor Proje.t ' Alaaeda conidor Tralspofiatiotr Authority.

COWTON
GENEfu4L PI,4N
CIRC:ITANON ELEMENT
DECEMBER E ,991
The City wiU co inue construction ellorts 10 complete the Mealy Streel rail line relocalion, which involves completion of lhe Rosecrans Avenue overpass al Alameda Streel and
depression of West Alameda Stleet belo\r the relocated
Wilmington Branch rail line, among other improvemenls.

Trafu Signal Syncfuonizatioa' The City will complete its program 10 computerize trallic siFtls Citys,ide so that tralEc flow can be syncbronized and better managed. Complete
synchronizaliou wili be accomplisbed by 1995.

ROADVgAY MAINTENANCE AND REIIABILITATION
Potholed slreets, crumbling curbq and oacked sidewalls
citywide conlribute to traffic safely problems and a general unkempl appearaDce. By implementing stronger roadway
rehabittalion and maintenance programs, the City wil achieve two important goals - reducilg mngeslion and enhancing &e visual character of Compto!-
Addirional funds lor infrastructure improvements wiU be availabb Aom State gas tax revenues increased via legislation passed in 1990. The Iegislation ties a jurisdiction's eligibility for futrds to that jurisdiction s coEpliatrce wirb adopted Congestion Managemenl Plals. ComptoD will comply with
the provisioas o, the Irs Angeles Crunty CMP, as discussed in this element, to ersure the City receives its share of lhe revenues. A C.apital Improvement Plan (CIP) will bo
submitted io the LAgfC as required.

The City will place priority on rehabiutating residential sireets within target neighborhoods, as disclssed in the Housing Element" toward the end of improving overall neighborhood quality. General Futrd, Commudty Development Block Granl (CDBG), and tax inoement resources will be used for this program. Tax increment and CMP funds will be the primary resources used to finance roadway improvemeDls wirhin the commercial and industrial districs.

COMPTON

AENERAL PIJIN
CNCL"TANON EI.EMENT
?5 DECEMBER E D91

PIJBLIC IRANSPORTATION

COMPTON

GENERAL PIJ'N
As growth throughoul Soulhem Califomia adds vehicles to the region's overburdened freeway and anerial highway systemsr people will rely more heavily upon public transportatioD, especially for commute lrips. Compton's ready acc6s to RTD and other bus lines and to the Blue Line passenger rail will continue to offer Compton residents and persons working in the City altemalives to the private aliomobile.

Bus Servlce
To enmurage use of public transit the City wiU pursue
several programs. Foremost, City olfrcials will work with the RTD to monitor bus tansil demands and serice leve\ and
to adjust schedules and routes to best serve residents and commute$ into lbe City. Figure C-3 illustrates preferred bus routes. Bus stops will be clearly identilied wi& sigr," and benches or bus shelten. The City will cooperate with the RTD in funding these necesities.

In reviewirg uelv developmen! proposall the City wil
consider the need for bus turtrouts for projects abutting Major and Secoudary Highways ard Collector streels. If such
improvements are necessary, the City will rely largely upon developer firancing of fte improvement&
Passenger Rrll
To maximize use of passenger rail, Comptotr's multi-modal transit center at the Blue Line station will be expanded to accommodate shuttle bus and vanpool service to and &om
major employment ce ers. The center may have dssigtated parking and loading areas for shutlle vehicles. Figure C-3 shows potential destination for shultle services.

The City will support RTD's and other bus service providers' use of the tat:sit center by providing adequate park-and-ride lots. The City, together with RTD, iviU monitor uses of the lols and wiU expand lots as necessary to suppon increased

CIRCVI,ATION ELEMENT
26 DECEMBER 3, 1991
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Saturday,Sunday and Holiday Schedules
No service on Saturday, Sunday, New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and
Christmas Day.

Horarios de sábado, domingo y días feriados
No hay servicio en sábados, domingo, New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day y
Christmas Day.

Nextrip Nextrip
Text “metro” and your intersection or stop number to 41411 (example: metro vignes&cesarechavez or metro 1563).

You can also visit m.metro.net or call 511 and say “Nextrip”

Envíe un mensaje de texto con “Metro” y la intersección de la calle o el número de su parada al 41411. Nextrip le enviará un mensaje de texto con la próxima llegada de cada autobús en esa parada.

También puede visitar m.metro.net o llamar al 511 y decir “Nextrip”

ROUTE MAP
5 605
710
91 91
b
c
a
258
265
266
N3
N3
N3
N1 127
127
460
460 62 N1 N2
460
127
202
LB72
LB21
LB22
LB172 LB173 N2
LB91 LB93
N1
N1
N5 N5
LB92
60 260 762
LB72 LB71
125
125 460
130
125
51 GA3 351
130
4 5
6 Acacia Av
Alameda St
Tamarind Av
Isadore Hall Dr
Santa Fe Av
Alondra Bl
Long Beach Bl
Somerset Bl
Artesia Bl

COMPTON

PARAMOUNT
Atlantic Av
Atlantic Av
Orange Av
Garfield Av
Downey Av
Lakewood Bl
Clark Av
Bellflower Bl
Woodruff Av
Norwalk Bl
Bloomfield Av
Carmenita Rd
Rosecrans Av
183rd St
Rosecrans Av
Alondra Bl

NORWALK

METRO BLUE LINE
Compton Bl
Valley View

NORTH LONG BEACH
Paramount Bl
Hunsaker Av
Towne Center Dr
Shoemaker Av
Studebaker Rd
Pioneer Bl
Gridley Rd
Willowbrook Av
Artesia Bl
Compton

BELLFLOWER
Artesia Bl

MAP NOTES
a Compton Metro Blue Line Station/
Martin Luther King Jr. Transit Center
Metro Blue Line,
Metro 51, 60 (owl), 125, 127, 128, 351;
Compton Renaissance Transit: 1, 2, 3,
4, 5; GA3
b Cerritos College
c Cerritos Towne Center
128

CERRITOS
Los Angeles Long Beach
1 2
3 LEGEND
Line 128 Route
Local Stop Timepoint
Metro Rail
Metro Rail Station
Metro Rail Station & Timepoint
Transit Center
GTrans (Gardena)
Long Beach Transit
Norwalk Transit
GA
LB
N
6 5 4 3 2 1
1 2 3 4 5 6
Monday through Friday
Effective Jun 25 2017 128
Eastbound Al Este (Approximate Times/Tiempos Aproximados)

COMPTON PARAMOUNT BELLFLOWER NORWALK CERRITOS
Martin Luther King Jr. TC /
Compton Station
Alondra & Paramount Alondra & Bellflower Alondra & Pioneer Alondra & Carmenita Cerritos Towne Center
6:00A 6:23A 6:32A 6:43A 6:50A 7:05A
6:28 6:51 7:00 7:13 7:20 7:35
6:57 7:20 7:30 7:43 7:50 8:05
7:26 7:50 8:00 8:13 8:20 8:35
8:03 8:27 8:37 8:50 8:57 9:11
8:51 9:15 9:25 9:38 9:45 9:59
9:46 10:10 10:20 10:33 10:40 10:54
10:41 11:05 11:15 11:28 11:35 11:49
11:35 11:59 12:10P 12:23P 12:30P 12:44P
12:29P 12:53P 1:04 1:17 1:24 1:38
1:23 1:47 1:58 2:11 2:18 2:32
2:15 2:41 2:52 3:05 3:12 3:26
3:07 3:33 3:45 3:59 4:06 4:20
3:58 4:24 4:36 4:51 4:58 5:12
4:51 5:16 5:28 5:43 5:50 6:04
5:46 6:11 6:21 6:35 6:42 6:56
6:44 7:07 7:16 7:28 7:34 7:47
7:40 8:02 8:10 8:20 8:26 8:39
Monday through Friday 128
Westbound Al Oeste (Approximate Times/Tiempos Aproximados)

CERRITOS NORWALK BELLFLOWER PARAMOUNT COMPTON
Cerritos Towne
Center
Alondra & Carmenita Alondra & Pioneer Alondra & Bellflower Alondra & Paramount Martin Luther King Jr. TC / Compton Station
6:00A 6:10A 6:18A 6:29A 6:37A 6:56A
6:35 6:45 6:53 7:04 7:13 7:35
7:13 7:25 7:33 7:44 7:53 8:14
7:52 8:03 8:12 8:24 8:33 8:54
8:35 8:45 8:54 9:06 9:15 9:36
9:25 9:35 9:44 9:56 10:06 10:27
10:13 10:24 10:33 10:46 10:56 11:17
11:05 11:16 11:25 11:38 11:48 12:09P
11:59 12:10P 12:19P 12:32P 12:42P 1:03
12:53P 1:04 1:13 1:26 1:36 1:57
1:46 1:57 2:06 2:20 2:31 2:54
2:41 2:52 3:01 3:15 3:26 3:49
3:35 3:47 3:56 4:10 4:21 4:43
4:28 4:41 4:51 5:05 5:16 5:38
5:20 5:33 5:43 5:57 6:07 6:27
6:15 6:27 6:35 6:47 6:56 7:14
7:10 7:20 7:27 7:37 7:45 8:03
8:00 8:10 8:17 8:27 8:34 8:52
APPENDIX C
EXISTING TRAFFIC COUNTS
File Name : 01_CPT_Dwight_Compton_AM
Site Code : 99919409
Start Date : 6/6/2019
Page No : 1
City of Compton
N/S: Dwight Avenue
E/W: Compton Boulevard
Weather: Clear
Groups Printed- Total Volume
Dwight Avenue
Southbound
Compton Boulevard
Westbound
Dwight Avenue
Northbound
Compton Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 5 0 10 15 3 167 5 175 2 0 7 9 4 82 4 90 289
07:15 AM 7 3 5 15 4 213 6 223 6 0 9 15 4 100 1 105 358
07:30 AM 16 8 14 38 12 223 1 236 5 6 11 22 0 111 7 118 414 07:45 AM 10 3 11 24 18 217 7 242 6 3 12 21 5 161 6 172 459 Total 38 14 40 92 37 820 19 876 19 9 39 67 13 454 18 485 1520 08:00 AM 12 3 4 19 10 211 10 231 11 2 7 20 6 153 7 166 436 08:15 AM 10 1 5 16 6 214 12 232 7 3 11 21 2 152 6 160 429 08:30 AM 6 0 10 16 5 137 5 147 7 1 2 10 5 105 4 114 287 08:45 AM 7 5 2 14 4 184 2 190 5 0 4 9 3 77 1 81 294
Total 35 9 21 65 25 746 29 800 30 6 24 60 16 487 18 521 1446 Grand Total 73 23 61 157 62 1566 48 1676 49 15 63 127 29 941 36 1006 2966 Apprch % 46.5 14.6 38.9 3.7 93.4 2.9 38.6 11.8 49.6 2.9 93.5 3.6 Total % 2.5 0.8 2.1 5.3 2.1 52.8 1.6 56.5 1.7 0.5 2.1 4.3 1 31.7 1.2 33.9 Dwight Avenue
Southbound
Compton Boulevard
Westbound
Dwight Avenue
Northbound
Compton Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 16 8 14 38 12 223 1 236 5 6 11 22 0 111 7 118 414 07:45 AM 10 3 11 24 18 217 7 242 6 3 12 21 5 161 6 172 459 08:00 AM 12 3 4 19 10 211 10 231 11 2 7 20 6 153 7 166 436 08:15 AM 10 1 5 16 6 214 12 232 7 3 11 21 2 152 6 160 429 Total Volume 48 15 34 97 46 865 30 941 29 14 41 84 13 577 26 616 1738 % App. Total 49.5 15.5 35.1 4.9 91.9 3.2 34.5 16.7 48.8 2.1 93.7 4.2 PHF .750 .469 .607 .638 .639 .970 .625 .972 .659 .583 .854 .955 .542 .896 .929 .895 .947 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_CPT_Dwight_Compton_AM
Site Code : 99919409
Start Date : 6/6/2019
Page No : 2
Dwight Avenue
Compton Boulevard
Compton Boulevard
Dwight Avenue
Right
34 Thru
15 Left
48 Out In Total
57 97 154
Right
30 Thru
865
Left
46 Out Total In
666 941 1607
Left
29 Thru
14 Right
41 Out In Total
87 84 171
Left
13 Thru
577
Right
26 Total Out In
928 616 1544
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 16 8 14 38 12 223 1 236 5 6 11 22 0 111 7 118
+15 mins. 10 3 11 24 18 217 7 242 6 3 12 21 5 161 6 172 +30 mins. 12 3 4 19 10 211 10 231 11 2 7 20 6 153 7 166 +45 mins. 10 1 5 16 6 214 12 232 7 3 11 21 2 152 6 160
Total Volume 48 15 34 97 46 865 30 941 29 14 41 84 13 577 26 616 % App. Total 49.5 15.5 35.1 4.9 91.9 3.2 34.5 16.7 48.8 2.1 93.7 4.2 PHF .750 .469 .607 .638 .639 .970 .625 .972 .659 .583 .854 .955 .542 .896 .929 .895 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_CPT_Dwight_Compton_PM
Site Code : 99919409
Start Date : 6/6/2019
Page No : 1
City of Compton
N/S: Dwight Avenue
E/W: Compton Boulevard
Weather: Clear
Groups Printed- Total Volume
Dwight Avenue
Southbound
Compton Boulevard
Westbound
Dwight Avenue
Northbound
Compton Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 14 6 5 25 7 127 8 142 8 3 3 14 14 294 5 313 494 04:15 PM 11 6 3 20 12 155 9 176 5 7 7 19 6 284 12 302 517 04:30 PM 9 2 2 13 7 125 12 144 4 3 6 13 11 254 16 281 451 04:45 PM 14 4 2 20 7 119 14 140 1 8 11 20 9 293 13 315 495 Total 48 18 12 78 33 526 43 602 18 21 27 66 40 1125 46 1211 1957 05:00 PM 13 6 9 28 11 125 16 152 7 8 5 20 12 331 12 355 555 05:15 PM 8 10 1 19 13 143 14 170 3 6 5 14 20 306 10 336 539 05:30 PM 8 5 1 14 12 106 16 134 6 5 9 20 29 280 18 327 495 05:45 PM 6 2 6 14 7 113 11 131 7 3 3 13 9 250 15 274 432 Total 35 23 17 75 43 487 57 587 23 22 22 67 70 1167 55 1292 2021 Grand Total 83 41 29 153 76 1013 100 1189 41 43 49 133 110 2292 101 2503 3978 Apprch % 54.2 26.8 19 6.4 85.2 8.4 30.8 32.3 36.8 4.4 91.6 4 Total % 2.1 1 0.7 3.8 1.9 25.5 2.5 29.9 1 1.1 1.2 3.3 2.8 57.6 2.5 62.9 Dwight Avenue
Southbound
Compton Boulevard
Westbound
Dwight Avenue
Northbound
Compton Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 14 4 2 20 7 119 14 140 1 8 11 20 9 293 13 315 495 05:00 PM 13 6 9 28 11 125 16 152 7 8 5 20 12 331 12 355 555 05:15 PM 8 10 1 19 13 143 14 170 3 6 5 14 20 306 10 336 539 05:30 PM 8 5 1 14 12 106 16 134 6 5 9 20 29 280 18 327 495 Total Volume 43 25 13 81 43 493 60 596 17 27 30 74 70 1210 53 1333 2084 % App. Total 53.1 30.9 16 7.2 82.7 10.1 23 36.5 40.5 5.3 90.8 4 PHF .768 .625 .361 .723 .827 .862 .938 .876 .607 .844 .682 .925 .603 .914 .736 .939 .939 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_CPT_Dwight_Compton_PM
Site Code : 99919409
Start Date : 6/6/2019
Page No : 2
Dwight Avenue
Compton Boulevard
Compton Boulevard
Dwight Avenue
Right
13 Thru
25 Left
43 Out In Total
157 81 238
Right
60 Thru
493
Left
43 Out Total In
1283 596 1879
Left
17 Thru
27 Right
30 Out In Total
121 74 195
Left
70 1210
Thru Right
53 Total Out In
523 1333 1856
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:45 PM 04:45 PM
+0 mins. 11 6 3 20 12 155 9 176 1 8 11 20 9 293 13 315
+15 mins. 9 2 2 13 7 125 12 144 7 8 5 20 12 331 12 355
+30 mins. 14 4 2 20 7 119 14 140 3 6 5 14 20 306 10 336 +45 mins. 13 6 9 28 11 125 16 152 6 5 9 20 29 280 18 327 Total Volume 47 18 16 81 37 524 51 612 17 27 30 74 70 1210 53 1333 % App. Total 58 22.2 19.8 6 85.6 8.3 23 36.5 40.5 5.3 90.8 4 PHF .839 .750 .444 .723 .771 .845 .797 .869 .607 .844 .682 .925 .603 .914 .736 .939 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
DATE: LOCATION: PROJECT #: SC
Wed, Aug 21, 19 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP N/S
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
LANES: 010 0 1002002 0
7:00 AM 3 0 3 5 0 5 1 95 2 3 217 2 336
7:15 AM 1 0 6 6 0 7 1 139 0 0 240 2 402
7:30 AM 1 0 8 7 0 17 3 197 1 5 254 3 496
7:45 AM 1 0 2 3 0 20 1 211 0 4 259 4 505
8:00 AM 0 0 3 4 0 7 6 166 0 6 234 9 435
8:15 AM 0 0 0 0 0 7 4 153 0 2 176 3 345
8:30 AM 0 0 4 1 0 1 3 127 0 5 174 4 319
8:45 AM 1 1 2 1 0 6 2 132 1 2 132 4 284
VOLUMES 7 1 28 27 0 70 21 1,220 4 27 1,686 31 3,122
APPROACH % 19% 3% 78% 28% 0% 72% 2% 98% 0% 2% 97% 2%
APP/DEPART 36 / 51 97 / 27 1,245 / 1,279 1,744 / 1,765 0

BEGIN PEAK HR
VOLUMES 3 0 19 20 0 51 11 713 1 15 987 18 1,838
APPROACH % 14% 0% 86% 28% 0% 72% 2% 98% 0% 1% 97% 2%
PEAK HR FACTOR 0.611 0.740 0.855 0.955 0.910
APP/DEPART 22 / 28 71 / 15 725 / 753 1,020 / 1,042 0
4:00 PM 0 0 4 0 1 3 5 273 1 3 140 5 435
4:15 PM 0 1 4 3 0 8 7 241 1 4 176 5 450
4:30 PM 1 0 1 3 0 6 9 289 0 2 153 12 476
4:45 PM 0 0 2 2 0 3 11 294 0 4 144 4 464
5:00 PM 0 0 4 1 0 3 5 306 3 5 141 12 480
5:15 PM 0 0 7 2 0 5 3 301 2 1 129 6 456
5:30 PM 0 0 3 0 0 3 4 312 1 0 149 1 473
5:45 PM 0 0 4 2 1 3 10 288 4 0 122 4 438
VOLUMES 1 1 29 13 2 34 54 2,304 12 19 1,154 49 3,672
APPROACH % 3% 3% 94% 27% 4% 69% 2% 97% 1% 2% 94% 4%
APP/DEPART 31 / 101 49 / 31 2,370 / 2,348 1,222 / 1,192 0

BEGIN PEAK HR
VOLUMES 1 0 14 8 0 17 28 1,190 5 12 567 34 1,876
APPROACH % 7% 0% 93% 32% 0% 68% 2% 97% 0% 2% 92% 6%
PEAK HR FACTOR 0.536 0.694 0.974 0.918 0.977
APP/DEPART 15 / 59 25 / 16 1,223 / 1,213 613 / 588 0
AM
7:15 AM
PM
4:30 PM
Kemp
Queue EB PM
Kemp Compton Compton

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Compton
Kemp
Compton
APPENDIX D
ICU ANALYSIS WORKSHEETS
EXISTING CONDITIONS

EXAM Fri Jun 28, 2019 08:54:43 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
Existing Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.490
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 33 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 29 14 41 48 15 34 13 577 26 46 865 30
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: 29 14 41 48 15 34 13 577 26 46 865 30
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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 31 15 43 51 16 36 14 607 27 48 911 32
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 31 15 43 51 16 36 14 607 27 48 911 32
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: 31 15 43 51 16 36 14 607 27 48 911 32
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 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: 0.34 0.17 0.49 0.50 0.15 0.35 1.00 1.91 0.09 1.00 1.93 0.07 Final Sat.: 552 267 781 792 247 561 1600 3062 138 1600 3093 107 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.06 0.06 0.03 0.06 0.06 0.01 0.20 0.20 0.03 0.29 0.29 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 EXPM Fri Jun 28, 2019 08:55:10 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
Existing Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.626
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 42 Level Of Service: B
******************************************************************************** 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 17 27 30 43 25 13 70 1210 53 43 493 60
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: 17 27 30 43 25 13 70 1210 53 43 493 60
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: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 18 29 32 46 27 14 74 1287 56 46 524 64
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 18 29 32 46 27 14 74 1287 56 46 524 64
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 18 29 32 46 27 14 74 1287 56 46 524 64
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 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: 0.23 0.36 0.41 0.53 0.31 0.16 1.00 1.92 0.08 1.00 1.78 0.22 Final Sat.: 368 584 649 849 494 257 1600 3066 134 1600 2853 347 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.05 0.05 0.03 0.05 0.05 0.05 0.42 0.42 0.03 0.18 0.18 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 PROJECT OPENING YEAR WITHOUT PROJECT CONDITIONS

2021NPAM Fri Jun 28, 2019 09:05:29 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
Project Opening Yea (2021) Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.501
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 33 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 29 14 41 48 15 34 13 577 26 46 865 30
Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 30 15 43 50 16 35 14 600 27 48 900 31
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: 30 15 43 50 16 35 14 600 27 48 900 31
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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 32 15 45 53 16 37 14 632 28 50 947 33
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 15 45 53 16 37 14 632 28 50 947 33
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: 32 15 45 53 16 37 14 632 28 50 947 33
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.02 0.06 0.06 0.03 0.07 0.07 0.01 0.21 0.21 0.03 0.31 0.31 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 2021NPPM Fri Jun 28, 2019 09:06:26 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
OPening Year (2021) Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.648
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 44 Level Of Service: B
******************************************************************************** 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 17 27 30 43 25 13 70 1210 53 43 493 60
Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 18 28 31 45 26 14 73 1259 55 45 513 62
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: 18 28 31 45 26 14 73 1259 55 45 513 62
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: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 19 30 33 48 28 14 77 1339 59 48 546 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 19 30 33 48 28 14 77 1339 59 48 546 66
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: 19 30 33 48 28 14 77 1339 59 48 546 66
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.01 0.05 0.05 0.03 0.06 0.06 0.05 0.44 0.44 0.03 0.19 0.19 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 PROJECT OPENING YEAR WITH PROJECT CONDITIONS
2021WPAM Fri Jun 28, 2019 09:17:40 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
Opening Year (2021) With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.505
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 29 14 41 48 15 34 13 577 26 46 865 30
Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 30 15 43 50 16 35 14 600 27 48 900 31
Added Vol: 5 0 3 0 0 0 0 1 2 1 1 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 35 15 46 50 16 35 14 601 29 49 901 31
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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 37 15 48 53 16 37 14 633 31 51 948 33
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 37 15 48 53 16 37 14 633 31 51 948 33
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: 37 15 48 53 16 37 14 633 31 51 948 33
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 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: 0.37 0.15 0.48 0.50 0.15 0.35 1.00 1.91 0.09 1.00 1.93 0.07 Final Sat.: 590 244 766 792 247 561 1600 3053 147 1600 3093 107 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.06 0.06 0.03 0.07 0.07 0.01 0.21 0.21 0.03 0.31 0.31 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 2021WPPM Fri Jun 28, 2019 09:08:19 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
Opening Year (2021) With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.656
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 45 Level Of Service: B
******************************************************************************** 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 17 27 30 43 25 13 70 1210 53 43 493 60
Growth Adj: 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Initial Bse: 18 28 31 45 26 14 73 1259 55 45 513 62
Added Vol: 4 0 2 0 0 0 0 2 6 3 1 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 22 28 33 45 26 14 73 1261 61 48 514 62
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: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 23 30 35 48 28 14 77 1341 65 51 547 66
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 23 30 35 48 28 14 77 1341 65 51 547 66
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: 23 30 35 48 28 14 77 1341 65 51 547 66
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 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: 0.26 0.34 0.40 0.53 0.31 0.16 1.00 1.91 0.09 1.00 1.78 0.22 Final Sat.: 418 542 640 849 494 257 1600 3052 148 1600 2853 347 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.06 0.06 0.03 0.06 0.06 0.05 0.44 0.44 0.03 0.19 0.19 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 APPENDIX E
PARKING DATA
Compton Parking Survey
Wednesday June 19th, 2019
Inventory 4:00 PM 4:30 PM 5:00 PM 5:30 PM 6:00 PM 6:30 PM 7:00 PM 7:30 PM 8:00 PM 8:30 PM 9:00 PM 9:30 PM 10:00 PM 10:30 PM 11:00 PM 11:30 PM 12:00 AM South Side of Street 19 89975777666645554
Subtotal 19 89975777666645554
Total Occupancy 19 89975777666645554
Total Percent 42% 47% 47% 37% 26% 37% 37% 37% 32% 32% 32% 32% 21% 26% 26% 26% 21% Inventory 4:00 PM 4:30 PM 5:00 PM 5:30 PM 6:00 PM 6:30 PM 7:00 PM 7:30 PM 8:00 PM 8:30 PM 9:00 PM 9:30 PM 10:00 PM 10:30 PM 11:00 PM 11:30 PM 12:00 AM East Side of Street 7 Construction Construction 000033444445555 West Side of Street 9 Construction Construction 544789999999999 Subtotal 16 0 0 5 4 4 711 12 13 13 13 13 13 14 14 14 14 Total Occupancy 16 0 0 5 4 4 711 12 13 13 13 13 13 14 14 14 14 Total Percent 0% 0% 31% 25% 25% 44% 69% 75% 81% 81% 81% 81% 81% 88% 88% 88% 88% Inventory 4:00 PM 4:30 PM 5:00 PM 5:30 PM 6:00 PM 6:30 PM 7:00 PM 7:30 PM 8:00 PM 8:30 PM 9:00 PM 9:30 PM 10:00 PM 10:30 PM 11:00 PM 11:30 PM 12:00 AM North Side of Street 25 15 17 18 17 18 19 20 20 17 19 19 20 20 21 21 21 21 South Side of Street 21 13 14 14 14 13 15 14 16 17 17 16 18 18 18 17 17 18 Subtotal 46 28 31 32 31 31 34 34 36 34 36 35 38 38 39 38 38 39 Total Occupancy 46 28 31 32 31 31 34 34 36 34 36 35 38 38 39 38 38 39 Total Percent 61% 67% 70% 67% 67% 74% 74% 78% 74% 78% 76% 83% 83% 85% 83% 83% 85% Inventory 4:00 PM 4:30 PM 5:00 PM 5:30 PM 6:00 PM 6:30 PM 7:00 PM 7:30 PM 8:00 PM 8:30 PM 9:00 PM 9:30 PM 10:00 PM 10:30 PM 11:00 PM 11:30 PM 12:00 AM East Side of Street 8 33452222333434444
West Side of Street 5 12111111111100111
Subtotal 13 33452222333434444
Total Occupancy 13 33452222333434444
Total Percent 23% 23% 31% 38% 15% 15% 15% 15% 23% 23% 23% 31% 23% 31% 31% 31% 31% Grand Total Occupancy 94 39 43 50 47 42 50 54 57 56 58 57 61 58 62 61 61 61 Grand Total Percent 41% 46% 53% 50% 45% 53% 57% 61% 60% 62% 61% 65% 62% 66% 65% 65% 65% Compton Blvd between
Dwight Ave - Kemp Ave
Kemp Ave between
Compton Blvd - 151st St
151st St between Dwight
Ave - Kemp Ave
Dwight Ave between
Compton Blvd - 151st St
Counts Unlimited, Inc.

P.O. Box 1178
Corona, CA 92878
951-268-6268
APPENDIX F
SIGNAL WARRANT ANALYSIS WORKSHEETS
8/27/2019
Peak Hour: AM
Major Street: Minor Street:
1822 74
21 * Note:

Lower Threshold Volume for a Minor Street Approach with One Lane.

Source: MUTCD 2014 California Supplement Including Revision 3 (March 9, 2018) Prepared by TJW Engineering, Inc.

URBAN CONDITIONS
Compton Boulevard
Project Opening Year With Project Conditions
AM Peak Hour Volume Warrant
Compton Boulevard/Kemp Avenue
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the

SIGNAL WARRANT NOT SATISFIED
Higher Volume Approach (VPH):

Number of Approach Lanes:

Kemp Avenue

PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH):

Number of Approach Lanes:
0 100
200
300
400
500
600
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)
Figure 4C-3. Peak Hour Warrant (Urban)
1 Lane Major & 1 Lane Minor
2 or More Lanes Major & 1 Lane Minor
2 or More Lanes Major & 2 or More Lanes Minor
*
*
8/27/2019
Peak Hour: PM
Major Street: Minor Street:
1920 26
21 * Note:

Lower Threshold Volume for a Minor Street Approach with One Lane.

Source: MUTCD 2014 California Supplement Including Revision 3 (March 9, 2018) Prepared by TJW Engineering, Inc.

URBAN CONDITIONS
Compton Boulevard
Project Opening Year With Project Conditions
PM Peak Hour Volume Warrant
Compton Boulevard/Kemp Avenue
150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the

SIGNAL WARRANT NOT SATISFIED
Higher Volume Approach (VPH):

Number of Approach Lanes:

Kemp Avenue

PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH):

Number of Approach Lanes:
0 100
200
300
400
500
600
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)
Figure 4C-3. Peak Hour Warrant (Urban)
1 Lane Major & 1 Lane Minor
2 or More Lanes Major & 1 Lane Minor
2 or More Lanes Major & 2 or More Lanes Minor
*
*
Compton & Kemp Residential
Traffic Impact Analysis
City of Compton, California
Prepared for:

CITY VENTURES
3121 Michelson Drive, Suite 150
Irvine, CA 92618
Prepared by:

TJW ENGINEERING, INC.
6 Venture, Suite 225
Irvine, CA 92618
September 24, 2019
6 Venture, Suite 225 | Irvine CA 92618 | t: (949) 878-3509 www.tjwengineering.com
September 24, 2019
Ms. Kim Prijatel

CITY VENTURES
3121 Michelson Drive, Suite 150
Irvine, CA 92612
Subject: Traffic & Parking Analysis: Compton & Kemp Residential Project, City of Compton Dear Ms. Prijatel:

TJW ENGINEERING, INC. (TJW) is pleased to present you with this revised traffic impact analysis for the proposed Compton & Kemp Residential project in the City of Compton.

This traffic study has been prepared to meet the traffic study requirements for the City of Compton and address comments provided on the draft report by City staff on August 8, 2019. This report is being submitted to you for review and forwarding to the City of Compton.

Please contact us at (949) 878-3509 if you have any questions regarding this analysis.

Sincerely,

Thomas Wheat, PE, TE Jeff Weckstein
President Transportation Planner
Registered Civil Engineer #69467
Registered Traffic Engineer #2565

6 Venture, Suite 225 | Irvine CA 92618 | t: (949) 878-3509 www.tjwengineering.com

COMPTON & KEMP RESIDENTIAL PROJECT

TRAFFIC IMPACT ANALYSIS
City of Compton
Prepared for:

CITY VENTURES
3121 Michelson Drive, Suite 150
Irvine, CA 92612
Prepared by:
6 Venture, Suite 225
Irvine, CA 92618
Thomas Wheat, PE, TE
Jeffrey Weckstein
September 24, 2019
JN: CVR-19-001

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 i|page
Table of Contents
Section Page

1.0 Executive Summary ........................................................................................... iv

1.1 Summary of Analysis Results iv

1.2 Sight Distance Analysis Summary iv

2.0 Introduction ...................................................................................................... 1

2.1 Project Description 1

2.2 Study Area 3

2.3 Analysis Methodology 3

2.4 Performance Criteria 5

2.5 Thresholds of Significance 5

3.0 Existing Conditions ............................................................................................ 7

3.1 Existing Circulation Network and Study Area Conditions 7

3.2 City of Compton Circulation Element 7

3.3 Existing Bicycle and Pedestrian Facilities 7

3.4 Existing Public Transit Services 7

3.5 Existing Traffic Volumes 9

3.6 Existing Conditions Intersection Level of Service Analysis 9

4.0 Proposed Project ............................................................................................... 12

4.1 Project Description 12

4.2 Project Trip Generation 12

4.3 Project Trip Distribution 13

4.4 Modal Split 13

4.5 Project Trip Assignment 13

5.0 Project Opening Year Without Project Conditions .............................................. 16

5.1 Roadway Improvements 16

5.2 Project Opening Year Without Project Traffic Volumes 16

5.3 Project Opening Year Without Project Intersection Level of Service Analysis 16

6.0 Project Opening Year With Project Conditions ................................................... 18

6.1 Roadway Improvements 18

6.2 Project Opening Year With Project Traffic Volumes 18

6.3 Project Opening Year With Project Intersection Level of Service Analysis 18

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 ii|page

7.0 Site Access and Sight Distance ........................................................................... 21

7.1 On-Site Roadway Improvements 21

7.2 Sight Distance Analysis 21

8.0 Parking .............................................................................................................. 23

9.0 Signal Warrant Analysis ..................................................................................... 25

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 iii|page
List of Tables ................................................................................................................ Page Table 1: LOS & V/C Ranges 5
Table 2: Roadway Characteristics Within Study Area 7
Table 3: Intersection Analysis – Existing Conditions 11 Table 4: Trip Generation Rates for Proposed Project Land Use 12 Table 5: Trip Generation of Proposed Project 13
Table 6: Intersection Analysis – Project Opening Year Without Project Conditions 16 Table 7: Intersection Analysis – Project Opening Year With Project 20 Table 8: Stopping Sight Distance 21
Table 9: Parking Survey Results 25
Table 10: Signal Warrant Analysis 26
List of Exhibits ............................................................................................................. Page

Exhibit 1: Proposed Project Site Plan ........................................................................................ 2 Exhibit 2: Project Location and Study Area ................................................................................ 4 Exhibit 3: Existing Lane Geometry and Intersection Controls ..................................................... 8 Exhibit 4: Existing AM/PM Peak Hour Intersection Volumes ...................................................... 10 Exhibit 5: Trip Distribution of Proposed Project Trips ................................................................ 14 Exhibit 6: Proposed Project Trip Assignment ............................................................................. 15 Exhibit 7: Project Opening Year Without Project Traffic Volumes............................................... 17 Exhibit 8: Project Opening Year With Project Traffic Volumes .................................................... 19 Exhibit 9: Site Distance Exhibit.................................................................................................. 21 Appendices

Appendix A: Scoping Letter/Email
Appendix B: Compton Roadway Classifications and Cross Sections Appendix C: Existing Traffic Counts
Appendix D: ICU Analysis Sheets
Appendix E: Parking Data
Appendix F: Signal Warrant Analysis Worksheets
................................................................................................................................................

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 iv|page

1.0 EXECUTIVE SUMMARY

This traffic impact analysis (TIA) analyzes the projected traffic operations associated with the proposed Compton and Kemp Residential project in the City of Compton. The purpose of this TIA is to evaluate potential circulation system deficiencies that may result from development of the proposed project, and to recommend improvements to achieve acceptable operations, if applicable.

This analysis has been prepared pursuant to applicable City of Compton/Los Angeles County traffic impact analysis guidelines.

The proposed project is bounded by Compton Boulevard to the north, Kemp Avenue to the east, 151st Street to the south and Dwight Avenue to the west. The proposed project would consist of 24-single family dwelling units. The site, located at 930 West Compton Boulevard, is currently vacant. Site access is planned at two driveways on 151st Street.

The proposed project is anticipated to be built and generating trips in 2021.

The following signalized intersection in the vicinity of the project site has been included in the intersection level of service (LOS) analysis based on submission of a scoping letter and receipt of comments back from City staff.
• Dwight Avenue [runs north-south (NS)] at Compton Boulevard [runs east-west (EW)].

This traffic analysis follows the Los Angeles County Public Works Traffic Impact Analysis Report Guidelines (January 1, 1997).

1.1 SUMMARY OF ANALYSIS RESULTS
No significant impacts are projected in the study area as a result of the proposed project, based on the City of Compton’s thresholds of significance. Therefore, the proposed project should not be responsible for implementing any off-site improvements, except for improvements related to the project driveways.

The study intersection is projected to operate at an acceptable LOS (LOS D or better) for all analysis scenarios.

The proposed project will result in the loss of 6-8 on-street parking spaces on the north side of 151st Street between Dwight Avenue and Kemp Avenue based on California Manual on Uniform Traffic Control Devices (CA MUTCD) guidelines for urban driveways. There would still remain adequate onstreet parking capacity on the streets adjacent to the proposed project site. The proposed project satisfies minimum off-street parking requirements.

2.0 INTRODUCTION

This analysis has been prepared pursuant to applicable City of Compton/Los Angeles County traffic impact analysis guidelines.

2.1 PROJECT DESCRIPTION
The proposed project is bounded by Compton Boulevard to the north, Kemp Avenue to the east, 151st Street to the south and Dwight Avenue to the west. The proposed project would consist of 24-single family dwelling units. The site is currently vacant. Site access is planned at two driveways on 151st Street.

The proposed project is anticipated to be built and generating trips in 2021.

Figure 1 shows the project site location. Exhibit 1 shows the proposed project site plan.

Figure 1– Project Location
Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
Exhibit 1: Compton & Kemp Conceptual Site Plan

Page 2 ends

COMPTON BLVD & KEMP AVE SITE SP-1

COMPTON, CA CITY SUBMITTAL
© 2019 WILLIAM HEZMALHALCH ARCHITECTS, INC. DBA WHA. | 2013039 | 08-19-19 0 15 30 60
Conceptual Site Plan

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 3|page

Traffic operations are evaluated for the following time periods:
• Weekday AM Peak Hour occurring within 7:00 AM to 9:00 AM; and • Weekday PM Peak Hour occurring within 4:00 PM to 6:00 PM.

Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT

Page 4 ends

Exhibit 2: Study Intersection Locations
Legend:

Project SiteStudy Intersection Location

TJW Engineering, Inc.

C 0.701 – 0.800 Stable Flow: Major approach phases fully utilized. Most drivers feel restricted in platoons.

D 0.801 – 0.900 Tolerable Delays: Drivers may have to wait more than one cycle on occasion.

Queues develop but dissipate rapidly and without excessive delays.

E 0.901 – 1.000 Unstable Operations: Volumes at or near capacity. Vehicles may wait several signal cycles. Long queues form upstream from intersection.

F >1.000 Excessive Delays: Traffic flow breaks down, representing jammed conditions.

Intersection operates below capacity. Queues may block upstream intersections.

This study utilizes a 1,900 vehicle per lane per hour saturation flow rate and a clearance interval of ten percent for the ICU analysis.

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 7|page

3.0 Existing Conditions

3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS
The characteristics of the roadway system in the vicinity of the proposed project site are described in Table 2.

The proposed project is consistent with the City of Compton Bicycle Master Plan (May, 2015).

Appendix B contains Compton General Plan Circulation Element Bikeway Plan.

Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

Page 8 ends

2U
2U
2U
4U 4U

COMPTON BLVD

DWIGHT AVE
Project Site

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 9|page
Figure 2– LA Metro Transit Routes
There is one bus route within one-quarter mile of the proposed project site.

Exhibit 4 shows existing AM and PM peak hour volumes at the study intersection.

Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 4: Existing AM/PM Peak Hour Traffic Volumes
1 4
5 6
13/70
577/1210
26/53
30/60865/49346/43
34/13
15/25
48/43
29/17
14/27
41/30
Legend:

XX/XX AM/PM Peak Hour Volumes

Page 10 ends

Project Site

TJW Engineering, Inc.

0.490 – A

0.626 – B
Note: V/C = volume-to-capacity ratio. Delay shown in seconds. Delay/LOS at project driveway shown for worst operating minor street movement.

As shown in Table 3, the study intersection is currently operating at an acceptable LOS (LOS B or better) during the AM and PM peak hours.

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 12|page

4.0 Proposed Project

The proposed project is anticipated to be built and generating trips in 2021.

Exhibit 1 previously showed the proposed site plans for the proposed project.

Industry standard Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017) trip generation rates were used to determine trip generation of the proposed project.

Table 4 shows the ITE 10th Edition trip generation rates used to calculate forecast trip generation of the proposed project.

Table 5 shows the projected increase in trip generation resulting from the proposed project.

TJW Engineering, Inc.

As shown in Table 5, the proposed project is forecast to generate approximately 18 AM peak hour trips, 24 PM peak hour trips and 227 daily trips.

Exhibit 5 shows the projected trip distribution of proposed project trips.

4.4 Modal Split
The traffic reducing potential of public transit, walking and bicycling have not been considered in this analysis since transit facilities in the study area are limited.

4.5 Project Trip Assignment
Exhibit 6 shows the corresponding projected AM/PM peak hour trip assignment of project trips.

Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 5: Projected Trip Distribution of Proposed Project Trips Legend:

XX%
Project SiteStudy Intersection LocationPercent Trip Distribution X
1 50%
50%
60%
50%

Page 14 ends

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY
PROJ ECTLegend:

XX/XX AM/PM Peak Hour Trip Assignment
Exhibit 6: Projected Trip Assignment of Proposed Project Trips

Page 15 ends

1 4
1/2 62/6
1/11/3
5/4
3/2
Project Site

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 16|page

5.0 Project Opening Year Without Project Conditions

Project Opening Year Without Project Volumes = (Existing (2019) Counts * 1.02^2) Exhibit 7 shows project opening year without project AM and PM peak hour volumes at the study intersections.

0.490 – A

0.626 – B

0.501 – A

0.648 – B
Note: V/C = volume-to-capacity ratio. Delay shown in seconds. Delay/LOS at project driveway shown for worst operating minor street movement.

Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 7: Project Opening YearWithout Project AM/PM Peak Hour Traffic Volumes Legend:

XX/XX AM/PM Peak Hour Volumes
Project Site
1 4
5 6
14/73
600/1259
27/55
31/62900/51348/45
35/14
16/26
50/45
30/18
15/28
43/31

Page 17 ends

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 18|page

6.0 Project Opening Year With Project Conditions
Project opening year with project conditions analysis is intended to identify the project-related impacts on the existing circulation system.

Not to Scale
Traffic Engineering & Transportation Planning Consultants www.tjwengineering.com CVR-19-001 Compton & Kemp Traffic Impact Analysis
151ST ST

DRIVEWAY

PROJ ECT

COMPTON BLVD

DWIGHT AVE

KEMP AVE

DRIVEWAY

PROJ ECT
Exhibit 8: Project Opening YearWith Project AM/PM Peak Hour Traffic Volumes Legend:

XX/XX AM/PM Peak Hour Volumes
Project Site

Page 19 ends

1 4
5 6
14/73
6001/1261
29/61
31/62901/51449/48
35/14
16/26
50/45
35/22
15/28
46/33

TJW Engineering, Inc.

0.490 – A

0.626 – B

0.501 – A

0.648 – B

0.505 – A

0.656 – B

0.004

0.008
No
Note: V/C = volume-to-capacity ratio. Delay shown in seconds. Delay/LOS at project driveway shown for worst operating minor street movement.

As shown in Table 7, the study intersection is projected to continue to operate at an acceptable LOS (LOS B or better) for project opening year with project conditions.

Based on the thresholds of significance previously discussed in section 2.4, the addition of project generated trips does not result in any significant impacts at the study intersection.

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 21|page

7.0 Site Access and Sight Distance
This section summarizes proposed site access and on-site circulation recommendations.

7.1 ON-SITE ROADWAY IMPROVEMENTS
The recommended site-adjacent roadway improvements are described below.

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 24|page

Single family dwelling units are required to provide two enclosed spaces per dwelling unit. The proposed project would be required to provide 48 enclosed parking spaces.

Table 9 summarizes the results of the parking inventory and occupancy counts. Detailed data, which was collected in 30 minute increments, is available in Appendix E.

Based on the parking data collection, there is adequate on-street parking availability nearby to accommodate any displacement from the loss of 6-8 on-street parking spaces on 151st Street.

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA-Pkng 20211004 26|page

9.0 Signal Warrant Analysis
A signal warrant analysis was conducted at the intersection of Compton Boulevard and Kemp Avenue.

Compton Boulevard is classified as a four-lane secondary highway and has a posted speed limit of 35 miles per hour. Kemp Avenue is classified as a two-lane local street and has no posted speed limit.

TJW Engineering, Inc.

CVR19001 Compton & Kemp TIA‐Pkng 25|page
Appendices

The Project’s site plan is attached to this scoping letter. The project is anticipated to be built and generating trips in 2021. Site access is planned at two driveways on W 151st Street.

The traffic impact analysis will follow applicable City of Compton and Los Angeles County guidelines for traffic impact analysis.

As shown in Table 1, the project is anticipated to generate 227 daily trips, 18 AM peak hour trips, and 24 PM peak hour trips.

Study Area
Based on the trip generation, the following two (2) intersections will be analyzed in the level of service analysis:

1. Compton Boulevard/Dwight Avenue; and

2. Compton Boulevard/Kemp Avenue.

The Intersection Capacity Utilization (ICU) methodology will be used in the analysis per the Los Angeles County traffic impact analysis guidelines.

Level of Service Criteria
The City of Compton target for peak hour intersection operations is LOS D or better.

Please feel free to call us at (949) 878-3509 if you have any questions regarding this scoping letter.

Sincerely,
TJW ENGINEERING, INC.

Recommended by: Approved by:
______________________
Thomas Wheat, PE, TE Hien Nguyen, City of Compton
TJW Engineering, Inc.

Comments by:

GL, 5/21/19

Hello Gentlemen,
Per your request, please find Public Works Dept.’s Comments on “TIA Scope” as follows:

1. The TIA shall follow the LACDPW’s guidelines

3. For info on list of related projects [within 1.5-mile radius of the site]: Please contact Mr. Troy Gunther of Planning Dept.

4. Impact of on-street parking surrounding the site and mitigation measures

Thanks
Hien Nguyen, P.E.

Figure C-1 illusrales the roadway cross-section standards (geometrics) for these Jive classifications. Roadway functiors and standards may be described as follows.

COMPTON

Figure C - 1
Standard Street
19 Cross Sections

Collectors
Two Collector classifications are hcluded wirhin the slreet system - the Standard Colleclor and the Residential Colleaor.

CoUedor s[eets will be designated as part of a special study.

CIRATATION ELEMENT
DECEMBER J 1991
cowToN

Stualy Str€et
Alameda Street i! desigDated as a Sludy Steet sinca slreet width and configuration will be determined as part of the Alameda Corridor design sludy.

Traffic 'volumes may be more easily managed if a dedicated right-lurn lane, dual left-turu lanes, or otber non-slandard confgurations are provided.

CIRCT]TJITION EI.EMENT
D DECEMBER 3, 1991

COMPTON

AENERAL PIJIN
CNCL"TANON EI.EMENT
?5 DECEMBER E D91

PIJBLIC IRANSPORTATION

COMPTON

9. T
!,3
oo3
ito
:,oo:oEp
!,5
N{
Saturday,Sunday and Holiday Schedules
No service on Saturday, Sunday, New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and
Christmas Day.

Horarios de sábado, domingo y días feriados
No hay servicio en sábados, domingo, New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day y
Christmas Day.

Nextrip Nextrip
Text “metro” and your intersection or stop number to 41411 (example: metro vignes&cesarechavez or metro 1563).

You can also visit m.metro.net or call 511 and say “Nextrip”

También puede visitar m.metro.net o llamar al 511 y decir “Nextrip”

COMPTON

PARAMOUNT
Atlantic Av
Atlantic Av
Orange Av
Garfield Av
Downey Av
Lakewood Bl
Clark Av
Bellflower Bl
Woodruff Av
Norwalk Bl
Bloomfield Av
Carmenita Rd
Rosecrans Av
183rd St
Rosecrans Av
Alondra Bl

NORWALK

METRO BLUE LINE
Compton Bl
Valley View

NORTH LONG BEACH
Paramount Bl
Hunsaker Av
Towne Center Dr
Shoemaker Av
Studebaker Rd
Pioneer Bl
Gridley Rd
Willowbrook Av
Artesia Bl
Compton

BELLFLOWER
Artesia Bl

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Compton
Kemp
Compton
APPENDIX D
ICU ANALYSIS WORKSHEETS
EXISTING CONDITIONS

Vol/Sat: 0.02 0.06 0.06 0.03 0.07 0.07 0.01 0.21 0.21 0.03 0.31 0.31 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to TJW Engineering 3 2021WPPM Fri Jun 28, 2019 09:08:19 Page 3-1
-------------------------------------------------------------------------------- Compton & Kemp Residential TIA
Opening Year (2021) With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Dwight Ave/Compton Blvd
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.656
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 45 Level Of Service: B
******************************************************************************** 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 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: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

P.O. Box 1178
Corona, CA 92878
951-268-6268
APPENDIX F
SIGNAL WARRANT ANALYSIS WORKSHEETS
8/27/2019
Peak Hour: AM
Major Street: Minor Street:
1822 74
21 * Note:

Lower Threshold Volume for a Minor Street Approach with One Lane.

Source: MUTCD 2014 California Supplement Including Revision 3 (March 9, 2018) Prepared by TJW Engineering, Inc.

SIGNAL WARRANT NOT SATISFIED
Higher Volume Approach (VPH):

Number of Approach Lanes:

Kemp Avenue

PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH):

Lower Threshold Volume for a Minor Street Approach with One Lane.

Source: MUTCD 2014 California Supplement Including Revision 3 (March 9, 2018) Prepared by TJW Engineering, Inc.

SIGNAL WARRANT NOT SATISFIED
Higher Volume Approach (VPH):

Number of Approach Lanes:

Kemp Avenue

PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH):

Number of Approach Lanes:
0 100
200
300
400
500
600
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)
Figure 4C-3. Peak Hour Warrant (Urban)
1 Lane Major & 1 Lane Minor
2 or More Lanes Major & 1 Lane Minor
2 or More Lanes Major & 2 or More Lanes Minor
*
*
6 Venture, Suite 225 | Irvine, California 92618 | t: (949) 878-3509 www.tjwengineering.com
February 26, 2021
Ms. Kim Prijatel

CITY VENTURES
3121 Michelson Drive, Suite 150
Irvine, CA 92612
Subject: Traffic & Parking Analysis: Compton & Kemp Residential Project – Supplemental Traffic Analysis
Dear Ms. Prijatel,
TJW ENGINEERING, INC. (TJW) is pleased to submit this supplemental traffic analysis for the proposed Compton & Kemp residential project in the City of Compton. The project site is bound by Compton Boulevard to the north, Kemp Avenue to the east, W 151st Street to the south and Dwight Avenue to the west. A Traffic Impact Analysis was completed for the project in September 2019. Since then, the proposed project has been modified from 24 single-family dwelling units to 60 multi-family dwelling units. This supplemental traffic analysis is to provide an overview of the modifications to the proposed project. The project is anticipated to be built and generating trips in 2022. Site access is planned at two driveways on W 151st Street. The Project’s site plan is shown in Exhibit 1.

All methodologies outlined in the September 2019 study are followed and utilized in this memorandum, including trip distribution. The 2019 peak turning movement volumes were used in this report and a 2% annual growth was applied to the 2019 data to establish the project baseline year for 2021.

Trip Generation Analysis
Table 1 shows the revised trip generation of the proposed project. Dwight Avenue at Compton Boulevard was the study intersection previously analyzed for its level of service which include the following study scenarios; project baseline year, opening year without project, and opening year with project. The proposed project’s anticipated trip generation has increased by 212 daily trips 10 AM peak hour trips and 10 PM peak hour trips from the September 2019 study.

Table 1: Trip Generation
Proposed Land Use1 Quantity Unit2
Daily Trips (ADTs) AM Peak Hour PM Peak Hour
Rate Volume
Volume Volume
In Out Total In Out Total
Multifamily Housing (Low-Rise)
(220) 60.0 DU 7.32 439 6 20 28 21 12 34
1: Rates from ITE Trip Generation (10th Edition, 2017). 2: DU = Dwelling Units
Ms. Kim Prijatel Compton & Kemp Residential Project
February 26, 2021 Supplemental Traffic Analysis
TJW Engineering, Inc. 2 | Page
CVR19001 Compton & Kemp 02262021
Traffic Analysis – Level of Service (LOS)
Traffic volumes consist of (2019) traffic counts plus application of an annual ambient growth rate to establish the project baseline year, which in this case is (2021). The ambient growth rate used in this analysis is based on feedback provided on the scoping letter, which recommended a growth rate of 2% per year, applied for two years, to the (2019) traffic counts to account for ambient traffic growth.

Project baseline year traffic volumes (2021) = ((2019) traffic counts * 1.02^2) Project opening year traffic volume conditions include another 2.0 percent growth rate projected trips associated with ambient growth and any nearby cumulative projects, consistent with the September 2019 traffic impact analysis.

Project opening year traffic volumes (2022) = (project baseline year traffic volumes (2021* 1.02) The intersection analysis AM and PM peak hour results are shown in Table 2. ICU analysis sheets are attached to the Appendix for reference.

Table 2: Intersection Analysis
Note: ICU = Intersection Capacity Utilization. Delay shown in seconds for worst performing stop-controlled movement at driveways As shown in Table 2, the intersection is currently operating at an acceptable level of service for both AM and PM peak hours. The intersection is projected to continue to operate at an acceptable level of service during the AM and PM peak hours for project opening year (2022) without and with project conditions. Based on the City of Compton’s threshold of significance, the opening year with project (2022) conditions is not projected to have a significant impact at the study intersection.

Parking Analysis
The proposed project has been changed from 24 single-family dwelling units to 60 multi-family dwelling units.

Table 30.-21.A Parking Space Requirements in the City of Compton Zoning Code contains minimum parking requirements for various land uses in the City.

Condominiums and townhouses are required to provide two enclosed spaces per dwelling unit plus one guest space for every four units. The proposed project would be required to provide 120 enclosed parking spaces and 15 guest spaces. A total of 135 parking spaces are being proposed for the 60 multifamily dwelling units, meeting city parking code requirements.

As reported in the September 2019 study providing access to the proposed project will result in a loss of 6-8 on-street parking spaces on the north side of 151st Street between Dwight Avenue and Kemp Avenue due to the construction of two driveways with 6-feet of red curb on both sides of the driveways.

ICU/Delay1 LOS ICU/Delay1 LOS ICU/Delay1 LOS
AM 0.420 A 0.426 A 0.432 A 0.006 No
PM 0.425 A 0.432 A 0.434 A 0.002 No
Opening Year Without
Project (2022)
Project BaselineYear
(2021)
1 Dwight Compton Signal E
Opening Year With Projet
(2022) Change Impact? Target
LOS
Peak
Hour
Int N/S E/W Control Type
Ms. Kim Prijatel Compton & Kemp Residential Project
February 26, 2021 Supplemental Traffic Analysis
TJW Engineering, Inc. 3 | Page
CVR19001 Compton & Kemp 02262021
TJW collected on-street parking counts on the streets surrounding the project site in the afternoon and evening on Wednesday June 19th, 2019 from 4:00 PM to 12:00 AM to assess the existing parking inventory and occupancy. Evening hours were chosen since the overnight period is the peak period of parking demand for the residential uses adjacent to the site. Since the on-street parking supply is not striped, the inventory of each block face was projected based on observations in the field. And measurements of curb space.

Although the project is expanding the number of dwelling units, the project will provide adequate parking per city parking code requirement. In addition, based on the parking data collection from the September 2019 report, there is adequate on-street parking availability nearby to accommodate any displacement from the loss of 6-8 on-street parking spaces on 151st Street.

VMT Analysis
Senate Bill (SB) 743 was adopted in 2013 requiring the Governor’s Office of Planning and Research (OPR) to identify new metrics for identifying and mitigating transportation impacts within the California Environmental Quality Act (CEQA). For land use projects, OPR has identified Vehicle Miles Traveled (VMT) as the new metric for transportation analysis under CEQA. The regulatory changes to the CEQA guidelines that implement SB 743 were approved on December 28th, 2018 with an implementation date of July 1st, 2020 as the new metric.

Coordination with City staff has identified the use of OPR's Technical Advisory on Evaluating Transportation Impacts in CEQA (2018). OPR's Technical Advisory document outlines the screening criteria, threshold of significance, and requirements for VMT assessment of land use projects. Outlined in the Technical Advisory, the VMT threshold of significance has been identified as fifteen (15) percent below existing residential VMT per capita. In addition, the document outlines a variety of acceptable mitigation measures. This memorandum utilizes the California Air Pollution Control Officers Association (CAPCOA) Qualifying Greenhouse Gas Mitigation Measures (2010) for purposes of mitigation and VMT reduction.

The project is surrounded by residential uses and will complement the adjacent area. Outlined in the CAPCOA document, travel demand measures are provided which can reduce a project's VMT. Of particular note, LUT01 references an increase in density and its impact to VMT; project's with increased densities reduces greenhouse gas emissions associated with traffic in several ways. Taking into consideration the proposed project's density and applying the LUT-01, the project's VMT can be reduced by 15.56% (Table 3, below). As the project's density can reduce the proposed project's VMT by 15.56% (greater than 15%), it is assumed the project will have a less than significant transportation impact.

Table 3: Project VMT
VMT Reductions
LUT-1 (Increase Density) 15.56%
Ms. Kim Prijatel Compton & Kemp Residential Project
February 26, 2021 Supplemental Traffic Analysis
TJW Engineering, Inc. 4 | Page
CVR19001 Compton & Kemp 02262021
Source: CAPCOA QGGMM (2010)
If you have any questions regarding this letter or project, please feel free to contact us at (949) 878- 3509.

Sincerely,
Thomas Wheat, PE, TE David Chew, PTP Daniel Flores, EIT Principal Transportation Planner Project Engineer
TJW Engineering, Inc. TJW Engineering, Inc. TJW Engineering, Inc.

CVR-19-001: Compton & Kemp Residential Project Supplemental Traffic Analysis Not to Scale Exhibit 1: Proposed Project Site Plan Ms. Kim Prijatel Compton & Kemp Residential Project
February 26, 2021 Supplemental Traffic Analysis
TJW Engineering, Inc. 5 | Page
CVR19001 Compton & Kemp 02262021
Appendix – Level of Service Analysis Sheets
Volume to Capacity (v/c): 0.420
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: Dwight Avenue at Compton Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 75.00 100.00 100.00 75.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 3 0 22 23 0 58 12 815 1 18 1129 21 Total 15-Minute Volume [veh/h] 1 0 5 6 0 15 3 204 0 4 282 5 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 3 0 20 21 0 53 11 742 1 16 1027 19 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 3 0 20 21 0 53 11 742 1 16 1027 19 Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Volumes
1 2/19/2021
Scenario 1: 1 Existing AM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Intersection V/C 0.420
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.00 0.01 0.01 0.00 0.04 0.01 0.21 0.21 0.01 0.30 0.30 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Cycle Length [s] 60
Intersection Settings
2 2/19/2021
Scenario 1: 1 Existing AM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Volume to Capacity (v/c): 0.425
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: Dwight Avenue at Compton Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 75.00 100.00 100.00 75.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 1 0 15 8 0 19 30 1276 5 12 608 36 Total 15-Minute Volume [veh/h] 0 0 4 2 0 5 7 319 1 3 152 9 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 1 0 15 8 0 18 29 1238 5 12 590 35 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 1 0 15 8 0 18 29 1238 5 12 590 35 Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Volumes
1 2/19/2021
Scenario 2: 2 Existing PM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Intersection V/C 0.425
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.00 0.01 0.00 0.00 0.01 0.02 0.34 0.34 0.01 0.17 0.17 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Cycle Length [s] 60
Intersection Settings
2 2/19/2021
Scenario 2: 2 Existing PM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Volume to Capacity (v/c): 0.426
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: Dwight Avenue at Compton Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 75.00 100.00 100.00 75.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 3 0 22 23 0 59 12 832 1 18 1152 21 Total 15-Minute Volume [veh/h] 1 0 5 6 0 15 3 208 0 4 288 5 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 3 0 20 21 0 54 11 757 1 16 1048 19 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 3 0 20 21 0 53 11 742 1 16 1027 19 Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Volumes
1 2/19/2021
Scenario 3: 3 OY AM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Intersection V/C 0.426
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.00 0.01 0.01 0.00 0.04 0.01 0.22 0.22 0.01 0.31 0.31 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Cycle Length [s] 60
Intersection Settings
2 2/19/2021
Scenario 3: 3 OY AM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Volume to Capacity (v/c): 0.432
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: Dwight Avenue at Compton Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 75.00 100.00 100.00 75.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 1 0 15 8 0 19 31 1302 5 12 621 37 Total 15-Minute Volume [veh/h] 0 0 4 2 0 5 8 326 1 3 155 9 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 1 0 15 8 0 18 30 1263 5 12 602 36 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 1 0 15 8 0 18 29 1238 5 12 590 35 Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Volumes
1 2/19/2021
Scenario 4: 4 OY PM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Intersection V/C 0.432
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.00 0.01 0.00 0.00 0.01 0.02 0.34 0.34 0.01 0.17 0.17 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Cycle Length [s] 60
Intersection Settings
2 2/19/2021
Scenario 4: 4 OY PM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Volume to Capacity (v/c): 0.432
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: Dwight Avenue at Compton Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 75.00 100.00 100.00 75.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 12 0 26 23 0 59 12 832 1 18 1154 21 Total 15-Minute Volume [veh/h] 3 0 7 6 0 15 3 208 0 4 288 5 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 11 0 24 21 0 54 11 757 1 16 1050 19 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 8 0 4 0 0 0 0 0 0 0 2 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 3 0 20 21 0 53 11 742 1 16 1027 19 Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Volumes
1 2/19/2021
Scenario 5: 5 OYP AM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Intersection V/C 0.432
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.00 0.02 0.01 0.00 0.04 0.01 0.22 0.22 0.01 0.31 0.31 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Cycle Length [s] 60
Intersection Settings
2 2/19/2021
Scenario 5: 5 OYP AM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Volume to Capacity (v/c): 0.434
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: Dwight Avenue at Compton Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 75.00 100.00 100.00 75.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 6 0 18 8 0 19 31 1302 5 12 622 37 Total 15-Minute Volume [veh/h] 2 0 4 2 0 5 8 326 1 3 155 9 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 6 0 17 8 0 18 30 1263 5 12 603 36 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 5 0 2 0 0 0 0 0 0 0 1 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 1 0 15 8 0 18 29 1238 5 12 590 35 Name Dwight Avenue Dwight Avenue Compton Boulevard Compton Boulevard Volumes
1 2/25/2021
Scenario 6: 6 OYP PM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
Intersection V/C 0.434
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.00 0.01 0.00 0.00 0.01 0.02 0.34 0.34 0.01 0.17 0.17 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Cycle Length [s] 60
Intersection Settings
2 2/25/2021
Scenario 6: 6 OYP PM
Compton & Kemp Residential
Version 2021 (SP 0-1) TJW ENgineering, Inc.

Generated with
CVR-19-001 COMPTON & KEMP TRAFFIC IMPACT ANALYSIS Traffic Engineering and Transportation Planning Consultants www.tjwengineering.com P: 949.878.3509 Date: 09/30/21 EXHIBIT 9: SIGHT DISTANCE ANALYSIS SCALE: 1" = 20' 10 0 10 20 30 ITEM 3A
Community Development Department
205 S. Willowbrook Ave., Compton, CA 90220 (310) 605-5532 Fax: (310) 761-1488 www.comptoncity.org

STAFF REPORT
CASE NO(S). MITIGATED NEGATIVE DECLARATION NO. 951
GENERAL PLAN AMENDMENT CASE NO. 2021-001
CHANGE OF ZONE CASE NO. 2021-003
CONDITIONAL USE PERMIT CASE NO. 2021-008
TENTATIVE TRACT MAP NO. 82807 2021-001
LOCATION 930 W COMPTON BLVD.

APN: 6161-001-902
REQUEST TO DEVELOP A GATED 60-UNIT THREE STORY
ATTACHED CONDOMINIUM PROJECT ON A 2.45 ACRE
SITE
HEARING DATE MAY 11, 2022
Applicant:

Ms. Kim Prijatel
2131 Michelson Drive, Suite 150
Irvine , CA. 92612
Requested Action/Project Description
The City Ventures Company is requesting the approval of the above applications to develop a gated 60-unit three-story condominium community on a vacant 2.45-acre successor agency owned property located at the southeast of Compton Blvd. and Kemp Avenue. Each unit will have a two-car garage in either a standard side-by-side format or tandem format. Two common open space areas are proposed with amenities along with 15 guest parking spaces and 10 affordable units. This project will develop the entire block bordered by Compton Blvd., Kemp Ave., 151st Street and Dwight Ave.

This item was originally heard before the Planning Commission on December 8, 2021, but was continued due to concerns regarding security and the lack of gated access. The project initially was an open site with no restricted vehicle access, however at the Planning Commission meeting, the City Attorney mentioned that the adjacent area had several gangs in the area and the project might be better if it was gated. The Planning Commission also expressed concerns about resident safety and asked the applicant if the project could be converted to a gated community.

The applicant responded that based on this new information, they requested a continuance to revise the project to research the feasibility of changing the project to a gated community. The applicant has since revised the project into a gated condominium community.

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Site Plan Modifications Resulting From Conversion to a Gated Community The applicant has revised the project and is now proposing a gated condominium community project. As a result of the change to a gated community, the site plan was modified as follows:

1. A new gated access has been incorporated into the western and eastern 151st street access points.

2. The 10 plex building abutting Dwight Street was changed to an 8 plex building.

3. The two five plex buildings abutting the common open space area were increased to six plexes and reduce the proposed common open space area.

4. Onsite guest parking was reduced from 16 to 15 spaces.

5. The primary common open space area has been reduced from 11,269 square feet to 7,284 square feet.

6. The previous eight-space guest parking bays were reduced and new parallel guest parking spaces added along the main internal driveway providing 15 onsite guest parking spaces. One less than previously proposed.

7. The Private open space has been reduced from 14,072 square feet to 13,583 square feet.

8. Total open space per unit has been reduced from 422 square feet to 348 square feet, but is still exceeding the code minimum.

9. The Plan 2 unit has been added increasing the proposed unit plan types from two to three.

10. A six-foot high rear wall is proposed along 151st street property line and five-foot wall/fence are proposed on the side and rear of the project.

11. A new secondary emergency access point is located near Compton Blvd. and Dwight Ave. This for Fire access only as needed.

Location
The subject site is a 107,051 square foot (2.45-acre) rectangular shaped parcel of land bounded by Compton Blvd., Kemp Street, 151st Street and Dwight Street.

Zoning and Land Use
The area surrounding the subject site is developed residentially on the south, east, and west SUMMARY Project
Site
North South East West
Existing
General
Plan
Medium
Density
Residential
Mixed Use Low Density
Residential
(LDR)
Medium
Density
Residential
Mixed Use
Existing
Zoning
Limited
Commercial
50% and
Parking
50%
Limited
Commercial
Low Density
Residential
(LDR)
Low Density
Residential
(LDR)
Low Density
Residential
(LDR)
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Background
The applicant is proposing to redevelop a 2.45 acre vacant lot owned by the Housing Successor Agency. The site has been vacant for decades.

ANALYSIS
General Plan Amendment
The applicant is proposing a General Plan Amendment (GPA) for three specific reasons:

1. To bring the existing General Plan land use designation for the site into a higher level of consistency with the existing Limited Commercial zoning.

2. To remove the existing general plan designation of Medium Density Residential and replace it with the General Commercial land Use designation. The existing Medium Density Residential land use designation has a maximum density of 17 units per acre whereas the General Commercial land Use designation has a maximum density of 29 units. This will permit the proposed project density of 25 units per acre.

The proposed GPA to General Commercial is appropriate for the site and the surrounding area.

The surrounding area is a combination of traditional single family detached residential and multifamily residential to the south, west and east. The proposed GPA will allow the proposed project will develop a vacant successor agency owned property into 50 new market rate and 10 affordable housing units.

Change of Zone
The project is requesting a zone change to remove the existing Parking overlay zoning (P) on the southern half of the site resulting in a site with only Limited Commercial zoning (100%). The proposed zone change will give the site a single Limited Commercial (CL) zoning that permits high density residential development with a Conditional Use Permit.

Conditional Use Permit
The proposed CUP is to permit the development of a gated 60-unit attached condominium unit project with attached two car garages, a common open space area, and 15 guest parking spaces in the Limited Commercial zone. Zoning code section 30-12.2(b) permits residential development in the Limited Commercial zone subject to an approved Conditional Use Permit.

Access/Circulation
Vehicle ingress/egress to the development will be from two gated access points on 151st Street with a secondary emergency access from Compton Blvd. also proposed. The primary access into the site will be from the gated entrance 60 feet from Kemp Street. This access is designed with a 25-foot radius circular turn around with a gate set back 50 feet from the property line allowing for two vehicles to que without blocking the sidewalk. Residents will have remote Existing
Land Use
Vacant Compton Blvd. Single Family
homes
Multi-Family
homes
Single Family
homes &
Commercial
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access to the gate, but there will also be a key pad for guests. Visitors denied entrance will use the turn around to exit the site without having to back up.

The other gated access point will be 60 feet from Dwight Street (SEC) and serve primarily as an exit only, but will permit resident only ingress by remote. The two access driveways from 151st Street connect to the primary internal driveway aisle providing one continuous path of two-way travel. Connecting from this primary internal street are four smaller 22-foot wide driveways that will provide direct access to each garage. Although the two-way driveways are 22 feet wide, there is 28 feet of back up distance behind each garage door. The driveways range in depth from 40 to 95 feet serving from three to ten units. The emergency access proposed for the NWC of Compton Blvd. and Dwight will remain closed and only opened by the Fire Department if needed.

Proposed Units
There will be three building types identified as either a 5-Plex, 6 plex, 8 plex or 10-Plex. These building types will contain either five, six, eight or ten units in a single building with a mix of three different unit types. The larger 10-Plexes will be arranged along a north, and east perimeter/property lines with the remaining two 6 plexes, and two 5-Plexes arranged perpendicular to 151st Street behind the 10 plexes.

The proposed units will have three and four bedrooms with three to four bathrooms. All units have an attached 2-car side by side or tandem garage. Each ground floor unit will have a front porch space, and a second floor balcony for private space with the exception of units 44, 45, 54, 55 that will have second floor balconies only. Some units will also have a third floor balcony in addition to a patio and second floor balcony.

Refer to the table below for the unit type breakdown.

Unit
Type
No. of
Units/Type
Habitable
(sq. ft.)/Type
No.

Bedrooms/Baths Parking/Unit
P-1 32 1,404 3/3 Attached 2-
Car Garage
P-2 27 1664 4/4
Attached 2-
Car Garage
P-3 4 1,450 3/2.5
Attached 2-
Car Garage
(Tandem
Amenities
Amenities are not required by zoning code for multi-family development in the CL zone. Projects are only required to provide a minimum of 100 square feet of usable accessible open space per unit. The common open space proposed is divided into two areas. The larger 40 x 95 foot area is located in the center of the site. The smaller area is located at the western end of the site adjacent the gated entrance and units 59 and 60. The total common open space area proposed is approximately 7,284 square feet and contains amenities such as a grass area, BBQ’s, tables, GPA 2021-002
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and shade structure. In addition to the common open space, the project is proposing 13,583 square feet of private open space consisting of patios and balconies. The combination of the 13,583 square foot private and 7,284 square foot common open space totals 20,867 square feet and more than satisfies the required minimum of 5,700 square feet (100 square feet per unit) of common open space. The mailboxes for the project are also located at the edge of the common open space area.

Staff has reviewed the private/common open space and amenities proposed and finds them acceptable and in compliance with the code.

Guest Parking
The project is proposing 15 guest parking spaces in four areas. Guest parking will be near each access point center of the project to facilitate easy use by visiting guests. This meets the code minimum of 15spaces.

The project at a glance can be summarized in the table below.

TYPE OF

DEVELOPMENT

STANDARD

ZONING CODE

REQUIREMENT PROVIDED

MEET ZONING
CODE
REQUIREMENT?
Density 29 units/acre max. 24.5 units/acre max. Yes
Maximum Building
Height 75 ft. 38 feet Yes
Building Setbacks*
 Compton
 Eastside yard
 Westside yard
 Rear yard (151st)
 15 feet
 5 feet
 5 feet
 10 feet
 15 feet
 5.5 feet
 6 feet
 10 feet
Yes
Lot Coverage 40% max. 40% Yes
Open Space 100 sq. ft. per unit.
348 sq. ft. (Common and
Private) per unit Yes
Amenities None Required

1. BBQ’s and Tables

2. Shade Structure

3. Common space
Yes
Parking
2-Car garage per unit
plus 15 guest parking
stalls
Attached 2-Car garage
per unit plus 15 guest
parking spaces.

Yes
Tentative Tract Map
The proposed condominium Tentative Tract Map is needed in order to facilitate the creation of condominiums and allow the units to be sold individually. One master lot is proposed with airspace rights for 60 dwelling units.

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Traffic Impact Study
A Traffic Impact Analysis/Study was prepared for the proposed development by TJW Engineering Inc. The report evaluated the potential traffic impacts created by the proposed development. The study identified that the project will not have any adverse impact to circulation or the Compton/Dwight intersection.

The project will generate 439 trips a day and an AM peak trip count of 28 and PM trip count of

34. The Compton/Dwight intersection will not experience a decrease in the existing level of service. No traffic/circulation mitigation measure are required.

Environmental Review:

In accordance with the California Environmental Quality Act (CEQA) (Public Resources Code, Division 13 §21000 et seq.) an Initial Study (IS) for the project was prepared by Parker Environmental Consultants on behalf of the City of Compton. The City of Compton, in its capacity as Lead Agency, has determined that the proposed project requires a Mitigated Negative Declaration and mitigation-monitoring plan, as part of its environmental review. A Mitigated Negative Declaration (MND) is a determination that the proposed project will not have a significant effect on the environment with the implementation of the mitigation measures. All mitigation measures have been incorporated into the report as conditions of approval. The initial study/MND environmental document was posted in the LA County Clerk office in Norwalk, posted on the City of Compton, Community Development Department’s webpage and circulated to service providers, public agencies and adjacent property owners for a 20 day public review period from November 16, 2021 to December 5, 2021.

NOTICING
This case was properly noticed in accordance with California Government Code 65352, 65353 and 65090, Public Resources Code, Division 13 §21000 et seq. and Compton Municipal Code Sections 30-26 and 30-28. The environmental document properly noticed in accordance with CEQA requirements. Public hearing notices were sent to both owners and occupants within a 500-foot radius on November 24, 2021. Notice was also published in the Compton Bulletin on November 17th and 24th, 2021. As of December 1, 2021, no other correspondence either for or against the project have been received. Public hearing notices were mailed to both owners and occupants within a 500-foot radius a second time on April 28, 2022.

FINDINGS FOR ADOPTION OF MITIGATED NEGATIVE DECLARATION NO. 951 AND MITIGATION MONITORING AND REPORTING PROGRAM:

1. That in accordance with the California Environmental Quality Act (CEQA) (Public Resources Code, Division 13 §21000 et seq.) an Initial Study for the project was prepared that identifies and evaluates the environmental impacts of the project.

2. That the City of Compton, in its capacity as Lead Agency, has determined that the proposed project requires a Mitigated Negative Declaration as part of its environmental review.

3. That the notice of intent along with the Initial Study/Mitigated Negative Declaration No. 950 was posted with the Los Angeles County Clerk’s office in Norwalk, circulated for a GPA 2021-002
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20-day public review period, mailed to abutting property owners and posted on the City’s website.

4. That all environmental documents have been processed in accordance with the California Environmental Quality Act (CEQA) guidelines.

5. The approval and subsequent implementation of the proposed project will not have the potential to degrade the quality of the environment with the implementation of the conditions of approval.

6. The approval and subsequent implementation of the proposed project will not have the potential to achieve short-term goals to the disadvantage of long-term environmental goals with the implementation of the conditions of approval.

7. The approval and subsequent implementation of the proposed project will not have impacts that are individually limited, but cumulatively considerable, when considering the proposed development in the immediate vicinity with the implementation of the conditions of approval.

8. The approval and subsequent implementation of the proposed project will not have environmental effects that will adversely affect humans, either directly or indirectly with the implementation of the conditions of approval.

FINDINGS FOR AN APPROVAL RECOMMENDATION OF GENERAL PLAN AMENDMENT ZONE CASE NO. 2021-002:

1. That the change of land use from Medium Density Residential (MDR) to General Commercial (GC) will be in conformance with the existing zoning of Limited Commercial and will achieve a higher consistency between the General Plan land use element and Zoning map.

2. That the change of land use from Medium Density Residential (MDR) to General Commercial (GC) is more suitable for the subject site in that the new land use designation will be consistent with existing land use patterns of higher density residential development and zoning.

3. That the change of land use from Medium Density Residential (MDR) to General Commercial (GC) will not be detrimental to the surrounding area in that the GPA will maintain the ability of the site to develop both residential and commercial projects as single uses or as a mixed use project. The general plan amendment will allow for development of a residential project with affordable housing.

FINDINGS FOR AN APPROVAL RECOMMENDATION OF CHANGE OF ZONE CASE NO. 2021-003:

1. That the removal of the Parking (P) zone resulting in only Limited Commercial (CL) zoning will be in conformance with the existing Limited Commercial zoning on the site and the new general plan land use designation of General Commercial. The change of zone will achieve a higher level of consistency between the General Plan and Zoning map and have one zone on the lot.

2. That the change of zone removing the Parking (P) zone and leaving the site as Limited Commercial (CL) is more suitable for the subject site in that the zoning will be consistent with the project and existing land use patterns of development in that higher density residential use proposed will be consistent with the Limited Commercial zone and serve as a transition from a major thoroughfare (Compton Blvd.) to less intense land uses.

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3. That the removal of the Parking (P) zone resulting in only Limited Commercial (CL) zoning will not be detrimental to the surrounding area in that the site is already intended for medium density residential development. The proposed zone change will allow for a slightly higher density and will serve as a transition development from the heavily trafficked Compton Blvd., eliminate blight, develop a vacant successor owned site and provide additional affordable housing opportunities, result in a single zone for the lot and help encourage additional redevelopment in the area.

FINDINGS FOR AN APPROVAL RECOMMENDATION OF CONDITIONAL USE PERMIT CASE NO. 2021-008:

1. That the proposed 60-unit detached, planned condominium development on a 2.5 acre site will be compliant with all applicable provisions of the Zoning Ordinance with implementation of the conditions of approval.

2. That the proposed 60-unit detached, planned condominium development on a 2.45 acre site will not be detrimental to the public welfare or the surrounding area with implementation of all the conditions of approval and will eliminate a vacant lot causing blight.

3. That the proposed 60-unit detached, planned condominium development on a 2.45 acre site will be substantially in conformance with the goals and objectives of the General Plan and compatible with the existing patterns and development in the surrounding area with implementation of the conditions of approval and will provide additional affordable housing units, and help encourage additional redevelopment in the area.

FINDINGS FOR AN APPROVAL RECOMMENDATION OF TENTATIVE TRACT MAP NO. 83807:

1. That the proposed subdivision for condominium purposes will substantially comply with the new General Plan land use designation and zoning classification with the implementation of the conditions of approval.

2. That the project conforms to the State Subdivision Map Act and the State Seismic Hazards Mapping Act (SHMA) of 1999 and Chapter 28 of the Compton Municipal Code.

3. That the proposed subdivision for condominium purposes is located on a site that is physically suitable for residential development and will eliminate blight and provide additional new housing units including ten affordable units and help encourage additional development in the area.

Conditions of Approval: CUP 21-008

1. That the proposed development shall be contingent on the adoption of Mitigated Negative Declaration No. 950, approval and adoption of General Plan Amendment Case No. 2021- 002, approval and adoption of Change of Zone Case No. 21-003, approval and recordation of Tract Map No. 83807, approval of Conditional Use Permits Case No. 2021- 008.

2. That prior to building permit issuance, a surety bond shall be posted with the City by the applicant and/or developer of the planned condominium development, in the amount as determined adequate by the Public Works Director and/or Fire Chief and/or Water Department Manager, for the purpose of assurance of maintenance of utilities, fire equipment, roadways and other portions of the development which impact the public GPA 2021-002
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health, safety and welfare. The bond must be maintained for the life of the planned condominium development. The cost of the bond shall be the responsibility of the applicant and/or developer until 75% of all units have been transferred to private ownership at which point the home owner’s association shall become responsible for maintenance of said bond.

3. The Conditions, Covenants and Restrictions (CC&R’s) must be reviewed and approved by the City of Compton Attorney’s Office prior to Final Map approval and prior to recordation of CC&R’s. The CC&R’s must also incorporate language as mandated by Section 30-18.5(e) of the Compton Municipal Code.

4. That the future Home Owner’s Association (HOA) shall be under continuous professional management at all times.

5. That precise plans and details for the following items shall be subject to ARB design review and must be approved by the Community Development Department prior to submittal of Building & Safety plan-check:
 Landscape and irrigation plans;
 Open space and BBQ area;

6. That each unit shall have separate utility service individually metered (i.e. electric, water, gas, etc.).

7. All units shall be equipped with forced air ventilation, heating and cooling so that windows may remain closed to reduce exterior noise levels within the units.

8. That the applicant and/or developer shall install roll-up garage door with remote openers.

9. All dwelling units shall be prewired for both internet, security cameras and satellite/cable television.

10. That it is the developer’s and/or HOA’s responsibility to maintain all common area lighting in good working order at all times.

11. If an archaeological resource is encountered during ground-disturbing activities, work within 50 feet of the find must halt and a qualified archaeologist meeting the Secretary of the Interior’s Professional Qualifications Standards for archaeology must be contacted immediately to evaluate the find. If the discovery proves to be significant under CEQA, additional work such as data recovery excavation may be warranted.

12. The on-site monitoring shall end when the project site excavation activities are completed, or sooner if the archaeologist indicates that the site has a low potential for archeological resources. During monitoring, the archaeologist shall complete monitoring logs on a daily basis. The logs will provide descriptions of the daily activities, including construction activities, locations, soil, and any cultural materials identified. Following completion of monitoring, the archaeologist shall prepare a summary memorandum of finds, their significance under CEQA and their disposition. (*Note: The California Historical Resources Information System contains a listing of qualified archaeologists at www.chrisinfo.org.)

13. The discovery of human remains is always a possibility during ground-disturbing activities. If human remains are found, the State of California Health and Safety Code Section 7050.5 states that no further disturbance shall occur until the county coroner has made a determination of origin and disposition pursuant to Public Resources Code Section 5097.98. In the event of an unanticipated discovery of human remains, the county coroner must be notified immediately. If the human remains are determined to be prehistoric, the coroner will notify the Native American Heritage Commission (NAHC), GPA 2021-002
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which will determine and notify a most likely descendant (MLD). The MLD shall complete the inspection of the site within 48 hours of notification and may recommend scientific removal and nondestructive analysis of human remains and items associated with Native American burials.

14. The Project shall locate HVAC equipment behind a noise screening wall and/or shielded from line of sight of any adjacent residential property.

15. Project design shall demonstrate that interior noise levels due to exterior sources are reduced to a CNEL or a day-night level (LDN) of 45 dBA, in any habitable room.

Measures incorporated in the Project design will include the following or equivalent subject to City Building Division approval:

16. Compliance with California Title 24 building insulation requirements for exterior walls, roofs and common separating assemblies;

17. All units equipped with adequate fresh air ventilation, per the requirements of the California Building Standards Code, to meet the interior noise standard with a windows closed condition;

18. Prior to issuance of a certificate of occupancy, the Applicant shall Install stop sign, stop bar and stop legend for outbound traffic at the 151st Street driveways.

19. The limited use area (sight distance area where a clear line of sight is maintained by not installing tall landscaping over 30 inches high or monumentation, etc.) shall be used for the purpose of prohibiting or clearing obstructions to maintain adequate sight distance along 151st Street. Limited use area to be kept clear of all obstructions over 30 inches high, including vegetation. No trees, walls, or any obstructions shall be allowed in the limited use area.

20. If potential Native American resources are uncovered during grading, the applicant shall be required to halt work within 50 feet of the find, inform the Director of Community Development or his/her designee immediately and retain a qualified professional archaeologist and an experienced and certified Native American monitor of Gabrieleño heritage to examine the material to determine whether it is a “unique cultural resource” as defined in Section 21083.2 (g) of the State CEQA Statues. If this determination is positive, the scientifically consequential information shall be fully recovered by the archaeologist and Native American monitor. Work may continue outside the area of the find. However, no further work shall occur in the immediate location of the find until all information recovery has been completed and a report concerning same filed with the County, a designated repository as appropriate and made available to interested representatives of Native American tribes that are traditionally and culturally affiliated with the Project area.

21. Prior to building permit issuance, the developer shall ensure that the design of the buildings shall reduce the number of reflective surfaces used in the construction to minimize new sources of glare. Exterior building materials shall use earth tone colors with low reflectance. Any bare metallic surfaces found on infrastructures such as pipes and poles shall be painted to minimize reflectance and glare.

22. The windows and sliding glass doors facing the West Compton Boulevard shall require a minimum STC rating of 26 for the 1st and 2nd floors.

23. Construction shall occur during the hours of 7:00 AM to 7:00 PM. Monday thru Saturday.

24. Stationary construction noise sources such as generators or pumps should be located as far as feasibly possible from any existing adjacent residential units, as feasible.

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25. Construction staging areas should be located as far as feasibly possible from any adjacent sensitive land uses as feasible.

26. During construction, the contactor shall ensure all construction equipment is equipped with appropriate noise attenuating devices.

27. Equipment shall be maintained so that vehicles and their loads are secured from rattling and banging

28. Grading and construction contractors shall use quieter equipment as opposed to noisier equipment (such as rubber-tired equipment rather than track equipment), to the maximum extent feasible

29. Prior to any lane closure or detour, the developer shall submit a Construction Traffic Management Plan per the California M.U.T.C.D. for review and approval by the City Engineer. The plan shall include, but not be limited to, signing, truck routes per the City of Compton Approved Truck Route Map (Figure C-4 of the General Plan Visions 2010), and construction hours of 7:00 a.m. to 7:00 p.m. Monday through Saturday per the Municipal Code section 17-12.22 Section 7-12. 22 – Construction or Repairing of Buildings, Pile Drivers, Hoists, Steam Shovels of the City of Compton Municipal Code.

30. Approximately six-feet of red‐curb shall be painted on both sides of the driveways and Section 3B.19 of Section 405.1 of the Highway Design Manual standards shall be applied.

31. That the residents of each unit shall use their garage for onsite resident parking and shall not parking in the driveway. The onsite garage of each unit shall remain free at all times of any obstruction or materials preventing the parking of two full sized personal vehicles.

Conditions of Approval Tentative Tract Map 82807

1. That the proposed development shall be contingent on the adoption of Mitigated Negative Declaration No. 951, approval and adoption of General Plan Amendment Case No. 2021- 001, approval, approval and recordation of Tract Map No. 83807, approval of Conditional Use Permits Case No. 2021-008, Change of Zone case No. 2021-003.

2. That in accordance with Section 28.4.23 of the Compton Municipal Code, fee in lieu of dedication of land, shall be allocated to the Department of Parks and Recreation in an amount equal to 9.7% of the fair market value of the land comprising the subdivision.

That said fees shall be payable prior to issuance of certificate of occupancy for the units.

3. That the applicant and/or developer shall file with the City all deposits and bonds as the City Engineer and/or City Building Official determines as necessary to comply with Section 28-11 of the Compton Municipal Code.

4. That each unit shall have separate utility service individually metered (i.e. electric, water, gas, etc.).

5. That the applicant and/or developer shall replace and/or repair sidewalks, curbs, gutters or parkways located adjacent to the subject site along 151st Street as required and directed by the Public Works Director.

6. That grading, drainage, and hydrology plans, as required by Public Works Department, shall be submitted to and approved by the City Engineer prior to submittal of Final Map.

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7. That a plan for providing water service to the subdivision, including all necessary easements and meter locations, shall be submitted to and approved by the Public Works and Water Departments prior to submission of the Final Map. Water lines, including any required upgrades shall be built to City standards.

8. That a plan for providing sewer service to the subdivision including all necessary easements and sewer line upgrades, shall be submitted to and approved by the City Engineer and that the sewer lines, including upgrades shall be built to City standards.

9. The elevations of all building pad(s) shall be above the flood level per the current L.A.

CO. Flood Control Districts requirements [LACFCD]. Submit Hydrology/Hydraulics Analysis in compliance with the L.A.C.F.C.D.’s requirements for review/approval by the City.

10. The proposed development shall comply with all applicable state or federal laws and regulations including but not limited to National Pollutant Discharge Elimination System NPDES [LID, SUSMP, etc] requirements.

11. That prior to Final Map approval, the final site and circulation plan must be reviewed and approved by the City of Compton Fire Department to ensure the development conforms with the following but not limited to: fire hydrants, fire lanes, development access point, etc.

12. That Tentative Parcel Map No. 83807 shall expire 24 months after City Council approval except as provided under the provisions of California Government Code Section 66452.6 unless extended an additional 24 months as provided for in SB 9. The subdivision proposed by Tentative Parcel Map No.83433 shall not be effective until such time that a final map is recorded.

13. That preparation and recordation of the Final Map shall meet all requirements of the Subdivision Map Act and Chapter 28 inclusive of the Compton Municipal Code.

14. That the Final Map shall be approved by City Council and recorded prior to issuance of a Building permits excluding all model units.

15. That a copy of the Final Map and copies of all improvement plans shall be submitted to the Planning Division and Public Works Department for inclusion in project files prior to approval of the Final Map by the City Engineer.

16. If an archaeological resource is encountered during ground-disturbing activities, work within 50 feet of the find must halt and a qualified archaeologist meeting the Secretary of the Interior’s Professional Qualifications Standards for archaeology must be contacted immediately to evaluate the find. If the discovery proves to be significant under CEQA, additional work such as data recovery excavation may be warranted.

The on-site monitoring shall end when the project site excavation activities are completed, or sooner if the archaeologist indicates that the site has a low potential for archeological resources. During monitoring, the archaeologist shall complete monitoring logs on a daily basis. The logs will provide descriptions of the daily activities, including construction activities, locations, soil, and any cultural materials identified. Following completion of monitoring, the archaeologist shall prepare a summary memorandum of finds, their significance under CEQA and their disposition. (*Note: The California Historical Resources Information System contains a listing of qualified archaeologists at www.chrisinfo.org.)
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17. The discovery of human remains is always a possibility during ground-disturbing activities. If human remains are found, the State of California Health and Safety Code Section 7050.5 states that no further disturbance shall occur until the county coroner has made a determination of origin and disposition pursuant to Public Resources Code Section 5097.98. In the event of an unanticipated discovery of human remains, the county coroner must be notified immediately. If the human remains are determined to be prehistoric, the coroner will notify the Native American Heritage Commission (NAHC), which will determine and notify a most likely descendant (MLD). The MLD shall complete the inspection of the site within 48 hours of notification and may recommend scientific removal and nondestructive analysis of human remains and items associated with Native American burials.

18. The Project shall locate HVAC equipment behind a noise screening wall and/or shielded from line of sight of any adjacent residential property.

19. Prior to issuance of a certificate of occupancy, install stop sign, stop bar and stop legend for outbound traffic at all 151st Street driveways.

20. The limited use area (area where a clear line of sight is maintained by not installing tall landscaping over 30 inches high or monumentation, etc.) shall be used for the purpose of prohibiting or clearing obstructions to maintain adequate sight distance along 151st Street. Limited use area to be kept clear of all obstructions over 30 inches high, including vegetation. No trees, walls, or any obstructions shall be allowed in the limited use area.

21. If potential Native American resources are uncovered during grading, the applicant shall be required to halt work within 50 feet of the find, inform the Director of Community Development or his/her designee immediately and retain a qualified professional archaeologist and an experienced and certified Native American monitor of Gabrieleño heritage to examine the material to determine whether it is a “unique cultural resource” as defined in Section 21083.2 (g) of the State CEQA Statues. If this determination is positive, the scientifically consequential information shall be fully recovered by the archaeologist and Native American monitor. Work may continue outside the area of the find. However, no further work shall occur in the immediate location of the find until all information recovery has been completed and a report concerning same filed with the County, a designated repository as appropriate and made available to interested representatives of Native American tribes that are traditionally and culturally affiliated with the Project area.

22. Prior to building permit issuance, the developer shall ensure that the design of the buildings shall reduce the number of reflective surfaces used in the construction to minimize new sources of glare. Exterior building materials shall use earth tone colors with low reflectance. Any bare metallic surfaces found on infrastructures such as pipes and poles shall be painted to minimize reflectance and glare.

23. The windows and sliding glass doors facing the West Compton Boulevard shall require a minimum STC rating of 26 for the 1st and 2nd floors.

24. Construction shall occur during the hours of 7:00 AM to 7:00 PM Monday thru Saturday.

25. Stationary construction noise sources such as generators or pumps should be located as far as feasibly possible from any existing adjacent residential units, as feasible.

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26. Construction staging areas should be located as far as feasibly possible from any adjacent sensitive land uses as feasible.

27. During construction, the contactor shall ensure all construction equipment is equipped with appropriate noise attenuating devices.

28. Equipment shall be maintained so that vehicles and their loads are secured from rattling and banging

29. Grading and construction contractors shall use quieter equipment as opposed to noisier equipment (such as rubber-tired equipment rather than track equipment), to the maximum extent feasible

30. Prior to any lane closure or detour, the developer shall submit a Construction Traffic Management Plan per the California M.U.T.C.D. for review and approval by the City Engineer. The plan shall include, but not be limited to, signing, truck routes per the City of Compton Approved Truck Route Map (Figure C-4 of the General Plan Visions 2010), and construction hours of 7:00 a.m. to 7:00 p.m. Monday through Saturday per the Municipal Code section 17-12.22 Section 7-12. 22 – Construction or Repairing of Buildings, Pile Drivers, Hoists, Steam Shovels of the City of Compton Municipal Code.

31. Approximately six-feet of red‐curb shall be painted on both sides of the 151st Street driveways and Section 3B.19 of Section 405.1 of the Highway Design Manual standards shall be applied.

32. That construction and property development shall comply with all applicable Federal, State, County, Local Codes, including but not limited to the Compton Municipal Codes, Building Codes, Fire Codes, Housing Codes, Zoning Codes, etc.

33. That a copy of these conditions of approval shall be attached to the plan-check set of plans submitted to the Building Department for plan check as a detail sheet.

34. That the applicant or property owner shall be responsible for maintenance of the property in accordance with all applicable local ordinances.

35. If required by the Fire Department, a California licensed Professional Engineer must prepare a water pressure analysis for the project and shall be submitted for review and approval by the City Public Works/Municipal Utilities Department.

36. Prior to the issuance of the certificate of occupancy, the applicant and/or developer must implement all Fire Department requirements, which may include, but are not limited to, emergency access, parking prohibitions, fire sprinklers, on-site fire hydrants, fire escapes, fire alarms etc.

37. That all emergency and fire access points and fire lanes shall be maintained free of obstructions at all times.

38. That the applicant, property manager/HOA, or other responsible party shall be required to implement graffiti removal within three (3) days of notification by the City.

39. That the interior and exterior of the property shall be maintained free of trash and debris, and that suitable trash bins shall be maintained on site throughout the construction period.

40. That all conditions of this approval shall be recorded so that future owners/operators will be informed of rights and restrictions placed on the property while this approval is in force.

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COZ 2021-003 & CUP 2021-08
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41. That the residents of each unit shall use their garage for onsite resident parking and shall not parking in the driveway. The onsite garage of each unit shall remain free at all times of any obstruction or materials preventing the parking of two full sized personal vehicles.

42. That failure, at any time, to exercise this use (development of 60 condominiums) for 24 consecutive months subsequent to the date of approval unless extended an additional 24 months as provided for in SB 9, shall render the Conditional Use Permit and Tentative Tract Map approvals automatically null and void without benefit of public hearing or notice of action, unless extended by the Planning Commission prior to the date of expiration.

RECOMMENDATION
Staff supports the proposed General Plan Amendment, Change of Zone, Conditional Use Permit Tentative Tract Map and Mitigated Negative Declaration and would recommend that the Planning Commission take the following actions:

Therefore, staff is bringing the following actions for the Planning Commission to consider:

1. Adoption of Mitigated Negative Declaration No. 951 and Mitigation Monitoring and Reporting Program;

2. Recommend approval to the City Council of proposed General Plan Amendment Case No. 2021-001.

3. Recommend approval to the City Council of proposed Change of Zone Case No. 2021- 003.

4. Approval of Conditional Use Permit Case No. 2021-08 subject to the attached conditions of approval.

5. Recommend approval to the City Council of proposed Tentative Tract Map 82807, Case No. 2021-001;
Exhibits
1) Aerial Map
2) General Plan Map
3) Zoning Map
4) Initial Study/Negative Declaration No. 951 and Mitigation Monitoring and Reporting Program; 5) Project Plans

Compton City CouncilJune 28, 2022

Compton City Council
June 28, 2022