Agenda packet, closed session, first session — Inglewood City Council, July 8, 2025 (part 3 of 22)

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Primary No. Trinomial
Resource List
Other IDs ReportsType Age Attribute codes Recorded by
Beach-Colina
P-19-000019 CA-LAN-000019 Resource Name - Croasdale's
Metate Site;
Resource Name - LA-108;
Voided - 19-000263;
Resource Name - Puerco Site
LA-00081, LA-
00084, LA-00237,
LA-00293, LA-
00912, LA-01538,
LA-01653, LA-
01696, LA-01818,
LA-03300, LA-
03480, LA-03533,
LA-03583, LA-
03587, LA-04814,
LA-04817, LA-
05389, LA-05390,
LA-05392, LA-
05394, LA-05395,
LA-05396, LA-
05397, LA-05801,
LA-05806, LA-
07578, LA-07583,
LA-09080, LA-
11622, LA-12245
Site Prehistoric AP02; AP15; AP16 1958 (DESAUTELS);
1997 (C. King)
P-19-188002 OHP Property Number - 066705;
Resource Name - Inglewood
Veterans Memorial Bldg
LA-08779Building Historic HP13; HP34 1988
P-19-190143 Resource Name - Fox Theatre
Inglewood;
National Register - 12001163-
0000
Building Historic HP10 2012 (Brian Curran, Inglewood
Historic Preservation Alliance)

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A
ppendix B:

DPR Form Sets

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P1. Other Identifier:

DPR 523A (9/2013) *Required information
State of California ⎯ The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code 6Z
Other Listings
Review Code Reviewer Date
*a. County Los Angeles and (P2c, P2e, and P2b or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad Inglewood Date 2024 T 02 S ; R 14 W ;  of  of Sec 28; MD B.M. c. Address 200 East Beach Avenue City Inglewood Zip 90302 d. UTM: (Give more than one for large and/or linear resources) Zone 11S, 375070 mE/ 3759363 mN e. Other Locational Data: (e.g., parcel #, directions to resource, elevation, decimal degrees, etc., as appropriate) APNs 4015-017-004. The subject property is located on the east side of East Beach Avenue.

There are commercial buildings to the north and south, Metro rail line to the south, and residential properties to the west.

*P3a. Description:

The subject property consists of a one -story industrial and commercial building (Photograph 1). The building has a masonry structural system, clad in brick veneer, and is capped by a flat and domed roof. The asymmetrical primary elevation is divided by seven bays, each featuring metal fixed and casement windows (Photograph 2). The entrance features contemporary aluminum framed doors flanked by fixed windows (Photograph 3) (see Continuation Sheet).
*P3b. Resource Attributes: (List attributes and codes) HP6. 1-3 story commercial building; HP8.

Industrial building
*P4. Resources Present: ■ Building  Structure  Object  Site  District  Element of District  Other (Isolates, etc.) P5b. Description of Photo: (view, date, accession #) Photograph 1. Primary west elevation, view to southeast
*P6. Date Constructed/Age and
Source: ■ Historic  Prehistoric 
Both
1958 (Permit No. 4892

*P7. Owner and Address:
200 E Beach Avenue LLC
12100 Wilshire Blvd, #1150
Los Angeles, CA 90025

*P8. Recorded by:

Sarah Corder
South Environmental
2061 N. Los Robles Ave.,
Ste. 205
Pasadena, CA 91104
*P9. Date Recorded: 9/4/2024
*P10. Survey Type: Intensive-
Level Pedestrian
*P11. Report Citation : (Cite survey
report and other sources, or enter
"none.")
Cultural Resources
Technical Report Beach
Avenue/La Colina Drive Development Project, City of Inglewood, California (South Environmental 2024)

*Attachments: NONE ■Location Map ■Continuation Sheet ■Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record ■Other (List):

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*Map Name: Inglewood, California *Scale: 1:24,000 *Date of map: _2024__

DPR 523J (Rev. 1/1995)(Word 9/2013) *Required information State of California Natural Resources Agency Primary # DEPARTMENT OF PARKS AND RECREATION HRI#
LOCATION MAP Trinomial

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*Resource Name or # (Assigned by recorder) Property 1, 200 East Beach Avenue *NRHP Status Code 6Z

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DPR 523B (9/2013) *Required information
State of California The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD
B1. Historic Name: aaRBee Plastic Co.

B2. Common Name: Goodman Food Products/Don Lee Farms
B3. Original Use: Industrial B4. Present Use: Industrial * B5. Architectural Style: Late Modern
*B6. Construction History: (Construction date, alterations, and date of alterations) The subject property was constructed in 1958 (Permit No. 4892). • 1959: Installation of metal roof sign (Permit No. 5561) • 1962: Enclosure of interior floor area for assembly room, 480 sq ft (Permit No. 13809) • c.1972: Warehouse added to north elevation (NETR 2024) • 1972: Enclose east, west, and south walls of building (Permit No. 123847) • c.1991: Flat roof addition made to north elevation (NETR 2024) • 2005: Building for boiler room with metal deck (Permit No. 5346-0142) • c.2009: Flat roof expanded on north elevation (NETR 2024) • Unknown: Replacement of original entry doors and windows (visual inspection)

*B7. Moved? ■No Yes Unknown Date: Original Location:
*B8. Related Features: n/a
B9a. Architect: n/a b. Builder: Belmont C. [illegible] *B10. Significance: Theme n/a Area n/a Period of Significance n/a Property Type n/a Applicable Criteria n/a

The subject property is not eligible under all CRHR designation criteria due to a lack of important historical associations and architectural merit.

(See Continuation Sheet).

B11. Additional Resource Attributes:
*B12. References: See Continuation Sheet
B13. Remarks:
*B14. Evaluator: Laura Carias, South Environmental
*Date of Evaluation: 10/4/2024
(Sketch Map with north arrow required.)

(This space reserved for official comments.)
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DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __4__ of __13__
*P3a. Description (Continued):

A warehouse addition was made to the building on the north elevation. It is double height, and the exterior is clad with stucco siding on the south, north, and east elevations and vertical scored cast concrete on the west elevation. Entrance into the warehouse can be accessed on the north elevation.

Photograph 2. Windows at west elevation, view east

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DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __5__ of __13__

Photograph 3. Main entrance, view east

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DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __6__ of __13__

Photograph 4. Double height addition, west elevation, view northeast

*B10. Significance (Continued):

Historical Overview of Inglewood
The origins of the City of Inglewood (City) began in 1934 with the construction of the Centinela Adobe, situated on the Rancho Aguaje de la Centinela. The adobe was built by Ignacio Machado, the son of a Mexican solider who traveled from Mexico to the Los Angeles area. In the following decades, the Rancho Aguaje de la Centinela and neighboring Rancho Sausal Redondo land grants were bought purchased by Sir Robert Burnett of Scotland.

Burnett then leased the land and later sold it to Daniel Freeman, who was f rom Canada.

Freeman built a business on the land centered around dry farming and barley production, shipping out of his wharf at Playa del Rey (City of Inglewood n.d.).

The City was the first settlement to be subdivided out of the 25,000-acre Centinela Ranch in 1887. The Centinela-Inglewood Land Company (Company) was formed by Freeman with the intent to establish the new town of Inglewood named after his hometown in Canad a. The Company surveyed the area, divided the lots, and laid water pipes. Soon lots were offered for residences, business, and agricultural purposes, with prices ranges from $200 to $1,500 per acre. The early town plot was advertised to potential buyers as 11,000 fertile acres, centrally located in the farming region, with wide and shady streets, and the promise of growing into a large and prosperous town (Robinson 1947). In 1888, the development of the Santa Fe Railroad line from Los Angeles to Redondo Bea ch opened, serving as an important development boost to the growing town. Within a few years, the town had 300 residents, a school, a deputy county clerk, and a deputy sheriff (Metropolitan Transit Authority 2010; City of Inglewood n.d.).

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DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __7__ of __13__
By 1905, a poultry colony was established in the area that is now the northern part of the City. This new business saved the City from economic downturn at the turn of the twentieth century. In addition, the Inglewood Park Cemetery (Cemetery) was establish ed roughly from Crenshaw Boulevard to Centinela Avenue along Florence Avenue by a group of businessmen. They organized the Inglewood Park Cemetery Association. The City incorporated in 1908 and had reached a population of 1,200. The Cemetery would serve as the resting place for many of the City’s original settlers. The Inglewood Park Cemetery Association also constructed the first community mausoleum in California (City of Inglewood n.d.; Inglewood Park Cemetery 2024).

The City didn’t reach a period of rapid expansion until the earthquake of 1920. The earthquake became widespread news, and people came from across the state to see the devastation firsthand. In a turn of events, many who came to see the damage decided to stay due to the appeal of the land and the climate. By 1923, the population had reached 3,286 and building permits for the year totaled $516,575. From 1920 to 1925, the City was the fastest growing City in the United States, and rather than the earthquake decreasing land values, it increased them (Hamilton 1949; Rosenberg 1938).

In 1928, major change came to the City again when Mines Field, which would go on to be the Los Angeles International Airport (LAX), was constructed adjacent to the City’s western side. The land was leased by the City of Los Angeles from the Andrew Bennet Ranch. During World War II, the City was transformed from an agricultural hub into an urban community. One major factor in this transformation was wartime defense production that brought new industrial activity as well as an influx of workers and their families to the area. The City’s proximity to LAX also gave it a locational advantage and aided in its successful development of war related businesses (Hamilton 1949; LAT 2022; Waddington 1994).

Post World War II, LAX grew even more as major airlines moved their headquarters to the site. Two new hangars and 2,000 feet of additional runway were constructed. This brought even more jobs and an influx of residents and visitors to the region. In 1949, LAX was designated by the federal government as an intercontinental airport. The same year, Morningside Park, the neighborhood on the eastern side of the City, elected its first council member, Fred Jones (LAT 2022; Waddington 1994).

During the 1950s, 1960s and 1970s, the City experienced more commercial and industrial development, as well as an increasing cultural diversity. In 1960, the population was 63,00, and by 1970, the total reached 90,000. In 1950, the Hollywood Park grandstand was rebuilt at a cost of $12 million. In the same decade, two major hospitals, the Centinela Hospital and Medical Center, and the Daniel Freeman Memorial Hospital were constructed.

The biggest employer in the City was Kroehlers, which had 284 employees. It produced over 67,000 pieces of furniture annually. As the City could no longer expand out, it began to expand up with a surge of apartment building. Interspersed between commercial, industrial, and residential development, there was a prioritization of open and community spaces, resulting in the construction of Darby Park and Imperial Park. The City joined the Metropolitan Water District, and a reservoir was constructed in Darby Park. During the first six months of 1958, only 24 permits were issued for single-family residences, while 85 were issued for the construction of multi -family apartment buildings (City of Inglewood n.d.; LAT 2022; Waddington 1994).

DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __8__ of __13__
loads of up to 1.3 million pounds. The 80 columns that made up the framework of its walls were cast on site in single, 57 -foot-long pieces, then lifted into place (City of Inglewood n.d.; LAT 2022; Waddington 1994).

In the 1960s, the City also saw increased racial tension as a more diverse population moved into the area. To combat unfair housing restrictions and practices, the federal government passed the Fair Housing Act of 1968, which changed the City’s existing housing policies. After the passage of the Act, a Black community was established on the eastern border of the City. As a result of the influx of multi-racial residents, the City began to experience the phenomenon termed “white flight.” To combat this, neighborhood groups, such as the Morningside Park Neighbors, formed as multi -racial organizations to demonstrate cohesive living. They changed their name to Inglewood Neighbors in 1968 in the hopes of promoting more integration citywide. They held events, such as the Afro- American Fashion Show and gave out awards to people who carried out integration efforts in the community. In addition, the youth group of the local Presbyterian Church organized a “Bumper Sticker Campaign” which supported the cause of integration. They printed 4,000 stickers reading “Good Neighbors Come In All Colors,” and encouraged all school district and City vehicles to be branded with this messaging (City of Inglewood n.d.; LAT 2022; Waddington 1994).

In the 1970s, the City entered one of its most prosperous and extensive periods of development and construction. Downtown Inglewood near West Manchester Boulevard saw the construction of more high rises, such as the City Hall and Civic Center Complex, whic h opened in 1973. The City passed a noise ordinance to manage excessive airplane noise.

This ordinance was the first of its kind in any city (City of Inglewood n.d.; LAT 2022; Waddington 1994).

By 1977, the City reached a population of approximately 90,000. By the 1980s, the population had a Caucasian minority, with Latino and Black populations growing at a steady rate. Edward Vincent became the City’s first Black mayor in 1980. In 1990 a study conducted by the University of Maryland, discovered Inglewood was the only City with over 100,000 people to have a population increase of at least 49% Black between 1980 and 1990 (City of Inglewood n.d.; LAT 2022; Waddington 1994).

In 1999, the City entered a period of economic stagnation when its pro sports teams left the Forum. However, a refurbishment deal in 2012 at the cost of $100 million ignited a rebirth in the City’s entertainment economy. The Forum reopened in 2014, beginning with a domino effect that introduced even more new development to the area, with the construction of the new SoFi Stadium, home of the Los Angeles Rams and the Los Angeles Chargers. Later in 2021, ground was broken on the $1.8 billion Intuit Dome, which serves as the new home of the Los Angeles Clippers, creating a hub of entertainment. At present day, Inglewood’s population remains over 100,000, and it is a thriving city within the Greater Los Angeles area (City of Inglewood n.d.; LAT 2022; Waddington 1994).

Property Development History
The subject property was constructed in 1958 as a one -story concrete, plastics manufacturing facility owned by the Gutsch Corporation for use as the aaRBee Plastic Co.

The original permit lists the builder as Belmont G., but the last name is illegible.

There is no other architect or engineering information present on the building permit (Permit No. 4892 ). aaRBee Plastic Co. celebrated its 78 th year in business in 1958 (California Eagle 1958) . That year, they listed their address at 4505 West Jefferson Boulevard, Los Angeles. In a 1958 newspaper ad, the company advertised itself as modern injection molding plant creating custom molds and offering precision work and economical precision (California Eagle 1958). By 1959, the company listed its address as 200 East A-75

DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __9__ of __13__
Beach Avenue, Inglewood in local newspaper classified ads and is first visible in the 1960 historic aerial photograph (UCSB 2024) (Los Angeles Times 1956). R.B. Gutsch was aaRBee’s president and owner as early as 1947 when he was also the chairman of the Pacific Coast section of the Society of the Plastics Industry (SBNP 1947). No further information was found on Gutsch.

aaRBee Plastic Co. is replaced with Delkay Plastics by 1964 (Los Angeles Times 1964). No further information was found on Delkay Plastics. City Directories for 1971 indicate that Farmer Bros Coffee was a second tenant, besides Delkay Plastics, at the subject location (EDI Consultants 2023). Aerial photographs show that the building footprint was expanded to the north by 1972, which was likely part of the work undertaken in the 1972 building permit filed by Delkay (NETR 2024; Permit No. 123847).

By 1982, Don Lee Farms is listed as the owner for the subject property (Permit No. 87077- 1016). The company began in the 1940s when Larry Goodman founded Larry’s Food Products and began producing and distributing frozen sandwiches. They later became one of the first companies to begin producing fully cooked burgers and assembled sandwiches that would be frozen and distributed to supermarkets and school districts. While working as a production manager at the Gardena facility in the 1970s, Larry’s son Donald was provided firsthand experience of the business and in 1982 decided to purchase the company from his father. It was at this time that the company took on the present name of Don Lee Farms. By 1982 the company moved to the subject property in Inglewood and established its headquarters and production facility. A crucial turning point for the company came in the mid-1980s when Costco, then Price Club, began purchasing Don Lee Farms’ products to sell in their San Diego store. To keep up with the demand of school districts and Costco, the company eventually opened a cold-storage and warehouse facility in downtown Los Angeles (Don Lee Farms 2024). By the 2000s, the company began to add new products to their menu including plant -based proteins and other vegetarian options. Don Lee Farms opened new production and cold storage camps in Texas in the 2010s. During this time, they were selling hundreds of products to Costco, Trader Joe’s, Whole Foods, Sam’s Club, Walmart, Kroger, and Albertsons. In the last decade they have been providing food to the NYC Department of Education, Baltimore City Public Schools, and Los Angeles Unified School District and have multiple facilities in the United States (Don Lee Farms 2024).

Donald Goodman and his family are known for their philanthropy. Donald remembered his mother working on a regular basis with a charity that helped foster children adapt and cope. Donald and his wife, Andrea, have supported many charitable organizations such as the Los Angeles Regional Foodbank and UCLA. Goodman was honored by the Los Angeles Business Journal as Philanthropist of the Year in 2022 for his leadership and donations to the food bank (LA Food Bank 2022). During the COVID-19 pandemic, the company provided over 100 million meals to those in need. The meals were distributed to USDA’s Farmers To Families Food Box Program, “mobilizing resources to support U.S. agriculture, fight hunger and support American families through ‘truck to trunk’ drive-through distribution” (Los Angeles Times 2024). In 2022, U.S. Congresswoman Maxine Waters presented Don Lee Farms and Goodman with a Congressional Certificate of Special Recognition for providing scholarships to high school students in Inglewood. He was also nominated for the Los Angeles Times CEO Leadership Award for “outstanding individuals who are impacting change” (Business Wire 2022). In 2023, Donald and Andrea, together with Renee and Meyer Luskin, made a $20 million donation to the David Geffen School of Medicine at UCLA to establish and endow the UCLA Goodman-Luskin Microbiome Center to research the links between brain- gut-microbiome (Dundjerski 2023).

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DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __10__ of __13__
Significance Evaluation
The following presents an evaluation of the subject property in consideration of CRHR designation criteria.

CRHR Criterion 1. Is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage.

The subject property was constructed in 1958 as a one -story industrial building that housed multiple businesses throughout its history. While construction of the subject property was completed during a significant growth period in the City’s history, it is one of many industrial buildings constructed during this period. In the first two decades of its history, the subject property was occupied by aaRBee Plastics Co. and Delkay Plastics. Archival research failed to indicate any significant contributions that either of these companies or their products made to history at the local, state, or national level.

However, in the early 1980s a more notable owner, Don Lee Farms, took over the subject property. Following World War II, the company that would eventually become Don Lee Farms established itself as one of the first companies to produce fully cooked burgers and assembled sandwiches that could be frozen and sold at supermarkets and school districts.

While the company’s success and growth necessitated their move to the subject property, the original development of these innovative products and the original distribution of these products did not take place at the subject property, but at their previous locations.

Further, the subject property is not the only Don Lee Farms facility For these reasons, the subject property is recommended not eligible under CRHR Criterion 1 for associations with important events.

CRHR Criterion 2. Is associated with the lives of persons important in our past.

The subject property is associated with R.B. Gutsch and the Goodman family. R.B. Gutsch was the president and owner of aaRBee Plastic Co. and the chairman of the Pacific Coast section of the Society of the Plastics Industry. However, no further information on Gutsch was found.

The building is also associated with the Goodman family. The company initially began as Larry’s Food Products in the 1940s by Larry Goodman. Larry sold the company to his son, Donald, who renamed the business Don Lee Farms in 1982. Donald moved the company to its present location by 1982. As previously discussed, Don Lee Farms is a successful business that has expanded and opened multiple locations in the United States since its founding in 1982. Following the success of Don Lee Farms, Donald and his family became known for their philanthropy and giving back to the community. The family’s generosity can be seen through their generous food donations and scholarships to local high school students. In 2023, the Goodman family also made a multi-million-dollar donation to establish and endow the UCLA Goodman-Luskin Microbiome Center. While it is clear that Goodman is a successful businessman and philanthropist and his contributions to the community are significant, they do not rise to the level of significance required for designation under these criteria. Further, the subject property, is one of numerous Don Lee Farms properties that have contributed to Donald’s financial success. For these reasons, the subject property is recommended not eligible under CRHR Criterion 2 for associations with important people.

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DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __11__ of __13__
CRHR Criterion 3. Embodies the distinctive characteristics of a type, period, region, or method of construction, or represents the work of an important creative individual, or possesses high artistic values.

The subject property was constructed in 1958 in the Late Modern style of architecture. It features a flat roof, brick veneer, metal framed clerestory windows, and little to no ornamentation. These features do not serve to distinguish it from other ubiquitous and utilitarian post -war commercial and industrial buildings seen throughout Southern California. The style does not possess high artistic value and there are no known architects associated with the subject property. Further, significant alterations have been made since its original construction including reconfiguration of the main entry point, multiple additions, removal of original signage, and connection of the original building to adjacent buildings through paved paths of circulation. These changes have all dramatically altered the subject property from a one -story manufacturing building from the 1950s to a modern industrial property with multiple buildings and components. For these reasons, the subject property is recommended not eligible under CRHR Criterion 3.

CRHR Criterion 4. Has yielded, or may be likely to yield, information important in prehistory or history.

The subject property is not significant as a source, or likely source, of important historical information nor does it appear likely to yield important information about historic construction methods, materials or technologies. Therefore, the property is not recommended eligible under CRHR Criterion 4.

Integrity

Location: The subject property retains integrity of location. The property is sited in its original location and remains in its original orientation.

Design: The subject property does not retain integrity of design. The replacement of the original main entrance, including surrounding windows and doors, multiple additions, and the acquisition of additional buildings connected by paved pathways have dramatically altered the original design intent.

Setting: The subject property does not retain integrity of setting. When it was originally constructed the subject property was one of many industrial and commercial buildings functioning independently on small and mid -sized parcels. Today the subject property dominates much of the block with acquisition of adjacent buildings, the connection of these buildings through paved pathways, the use similar materials and color palettes (brown stucco), and the installation of security fencing. All of these changes have compromised the integrity of setting to the point that it is no longer recognizable as independent commercial and industrial buildings on individual parcels.

Materials: The subject property has diminished integrity of materials as windows, doors, were replaced and an addition was made in 1972. Further additions were made to the north elevation in the late 1990s and early 2000s have further diminished the integrity of materials.

Workmanship: The subject property has diminished integrity of workmanship due to replacement windows, replacement doors, and additions.

Feeling: The subject property does not retain integrity of feeling. Much like the integrity of setting, the acquisition and incorporation of adjacent buildings into the subject A-78

DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
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CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __12__ of __13__
property have compromised its ability to read as a single industrial building on an individual parcel. It now reads as a large modern industrial building complex.

Association: The subject property lacks integrity of association. The property has no important associations with events, people, or important patterns of development in the City.

For all of the reasons provided above, the property at 200 East Beach Avenue is not eligible for designation in the CRHR.

*B12. References (Continued):

Business Wire. “Donald Goodman, Founder and President of Don lee Farms, has been named Los Angeles Business Journal’s 2022 Philanthropist of the Year.” April 21, 2022.

Accessed online:
https://www.businesswire.com/news/home/20220421006104/en/Donald-Goodman-Founder- and-President-of-Don-Lee-Farms-has-been-named-Los-Angeles-Business-Journals- 2022-Philanthropist-of-the-Year

California Eagle. 1958. Advertisement. May 22, 1958. Accessed online:
www.newspapers.com

City of Inglewood. 2024. Building Permits. Various years. Provided by City of Inglewood. December 2024.

Don Lee Farms. 2024. “Family Since the 1940s.” Accessed online:
https://www.donleefarms.com/family-food-company

Dundjerski, Mariana. “Carrying Forward an Enduring Connection and Legacy of Philanthropy.” Friends-U Magazine. Spring 2023. Accessed online:
https://www.uclahealth.org/news/publication/carrying-forward-enduring-connection- and-legacy-philanthropy

EDI Consultants. 2023. Phase 1 Environmental Site Assessment: Commercial Office/Warehouse Buildings 300 E Beach Avenue Inglewood, CA 90302. September 14, 2023.

Hamilton, Lloyd P. 1949. Inglewood Community Book. Edited and published by Arthur H.

Cawston. Accessed via Inglewood Public Library.

Inglewood Park Cemetery. 2024. Accessed online:
https://www.inglewoodparkcemetery.com/about-us/
Los Angeles Food Bank. “Congratulations to LABJ Honorees Donald Goodman and Micheal Flood, and Food Bank Finalists.” April 20, 2022. Accessed online:
https://www.lafoodbank.org/stories/labj-nonprofit-corporate-citizenship-awards/

Los Angeles Times.

1959. Classified Ad. July 13, 1959. Accessed online: www.newspapers.co

1964. Classified Ad. January 16, 1964, pg. 92. Accessed online: www.newspapers.com

2024. “Donald Goodman.” Accessed online: https://www.latimes.com/b2b/csuite/donald- A-79

DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
DEPARTMENT OF PARKS AND RECREATION HRI #
Trinomial

CONTINUATION SHEET
Property Name: Property 1, 200 East Beach Avenue ___________________________________ Page __13__ of __13__
goodman

Los Angeles Times. 2022. “A Brief History of Inglewood.” February 2, 2022. Accessed online: https://www.latimes.com/inglewoodrenaissance/story/2022-02-03/a-brief- history-of-inglewood.

NETR (Nationwide Environmental Title Research LLC). 2024. Historic Aerial Photographs of 200 East Beach Avenue. Accessed online: www.historicaerials.com/viewer.

Rosenberg, Roy. 1938. History of Inglewood. Edited and published by Arthur H. Cawston.

Accessed via Inglewood Public Library.

Santa Barbara News-Press (SBNP). 1947. “Who’s Who of Plastics to Attend Convention Here.” March 16, 1947, pg. 6. Accessed online: www.newspapers.com

University of California, Santa Barbra (UCSB). 2024. Historic Aerial Photographs of 1615- 1685 Half Road. Map & Imagery Laboratory (MIL) UCSB Library, Electronic Resource.

Accessed online: www.framefinder.com

Waddington, Gladys. 1994. The History of Inglewood. Published by the Historical Society of Centinela Valley. Accessed via Inglewood Public Library. Edited and published by Arthur H. Cawston. Accessed via Inglewood Public Library.

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P1. Other Identifier:

DPR 523A (9/2013) *Required information
State of California ⎯ The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code 6Z
Other Listings
Review Code Reviewer Date
*a. County Los Angeles and (P2c, P2e, and P2b or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad Inglewood Date 2024 T 02 S ; R 14 W ;  of  of Sec 28; MD B.M. c. Address 300 East Beach Avenue City Inglewood Zip 90302 d. UTM: (Give more than one for large and/or linear resources) Zone 11S, 375135 mE/ 3759437 mN e. Other Locational Data: (e.g., parcel #, directions to resource, elevation, decimal degrees, etc., as appropriate) APN 4015-017-011. The subject property is located on the east side of East Beach Avenue.

There are industrial and commercial buildings to the north, south, east and west of the subject property. The Metro K Line is also located to the south.

*P3a. Description:

The subject property is a light industrial property with an irregular footprint. The primary (north) elevation features three projecting bays (Photograph 1). The building is clad with smooth stucco and is capped by a flat roof with intermittent sections of clay tile at the roofline on the south and west elevations (see Continuation Sheet).

*P3b. Resource Attributes: (List attributes and codes) HP8. Industrial building *P4. Resources Present: ■ Building  Structure  Object  Site  District  Element of District  Other (Isolates, etc.) P5b. Description of Photo: (view, date, accession #) Photograph 1. Primary elevation, view to southeast *P6. Date Constructed/Age and
Source: ■ Historic  Prehistoric 
Both
1946 (ParcelQuest 2024)

*P7. Owner and Address:
308 E Beach Avenue LLC
12100 Wilshire Blvd #1150
Los Angeles, CA 90025

*P8. Recorded by:

Sarah Corder
South Environmental
2061 N. Los Robles Ave.,
Ste. 205
Pasadena, CA 91104
*P9. Date Recorded: 9/4/2024
*P10. Survey Type: Intensive-
Level Pedestrian

*P11. Report Citation : (Cite survey
report and other sources, or enter
"none.")
Cultural Resources
Technical Report for the
Beach Avenue/La Colina
Drive Development Project, City of Inglewood, California (South Environmental 2024) *Attachments: NONE ■Location Map ■Continuation Sheet ■Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record  Other (List):

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*Map Name: Inglewood, California *Scale: 1:24,000 *Date of map: _2024__

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*Resource Name or # (Assigned by recorder) Property 2, 300 East Beach Avenue *NRHP Status Code 6Z

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DPR 523B (9/2013) *Required information
State of California The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD
B1. Historic Name: Blau Mfg. Co.

B2. Common Name: n/a
B3. Original Use: Industrial B4. Present Use: Industrial * B5. Architectural Style: Altered beyond recognition
*B6. Construction History: (Construction date, alterations, and date of alterations) The subject property was constructed in 1946 (ParcelQuest 2024). • 1952: Construction of paint spray booth (Permit No. 5277) • 1955: 10X10 concrete base for 4’6”x26’ air storage tank (Permit No. 1740) • 1963: Install wall partitions in existing building (Permit No. 30231) • 1988: Install partitions in existing building (Permit No. 8711420205) • c.2012: Windows were filled in and replaced (Google Street View 2024) • Date Unknown: Removal of original windows and doors (visual inspection) • Date Unknown: Addition of security bars over windows (visual inspection)

*B7. Moved? ■No Yes Unknown Date: Original Location:
*B8. Related Features: n/a
B9a. Architect: n/a b. Builder: n/a *B10. Significance: Theme n/a Area n/a Period of Significance n/a Property Type n/a Applicable Criteria n/a

The subject property is not eligible under all CRHR designation criteria due to a lack of important historical associations and architectural merit.

(See Continuation Sheet).

B11. Additional Resource Attributes:
*B12. References: See Continuation Sheet
B13. Remarks:
*B14. Evaluator: Laura Carias, South Environmental
*Date of Evaluation: 10/31/2024
(Sketch Map with north arrow required.)

(This space reserved for official comments.)
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*P3a. Description (Continued):

The two northernmost bays are split horizontally by a cantilevered flat roof; the first bay features rounded design at the roofline. The first bay features a contemporary vinyl sash window with iron security bars and a contemporary entry door . The center bay is devoid of any windows, doors, or ornament ation (Photograph 2). A metal rollup door and a single-entry door are located at the southernmost bay (Photograph 3). A shed awning is located at the southwest elevation (Photograph 4). The rear of the building (south) features a metal roll -up door and an entry door (Photograph 5) . The building’s east elevation was not accessible. The building’s stucco shows evidence of patching and resurfacing over time (Photographs 2-5). A chain link fence is located at the western end of the building and it is clear that the building is currently functioning as part of the Don Lee Farms property located at 200 East Beach Avenue.

Photograph 2. Primary elevation, northernmost bays, view southeast A-84

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Photograph 3. Primary elevation, southernmost bay, view east

Photograph 4. West elevation, view southeast

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Photograph 5. South elevation, view northeast

*B10. Significance (Continued):

Burnett then leased the land and later sold it to Daniel Freeman, who was f rom Canada.

Freeman built a business on the land centered around dry farming and barley production, shipping out of his wharf at Playa del Rey (City of Inglewood n.d.).

DPR 523L (Rev. 1/1995) (Word 9/2013) *Required information State of California Natural Resources Agency Primary#
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incorporated in 1908 and had reached a population of 1,200. The Cemetery would serve as the resting place for many of the City’s original settlers. The Inglewood Park Cemetery Association also constructed the first community mausoleum in California (City o f Inglewood n.d.; Inglewood Park Cemetery 2024).

Later commercial and industrial developments included the construction of the Forum in 1967, which serves as a concert venue and was the home of the Los Angeles Lakers and the Los Angeles Kings for many years. The Forum drew extensive tourism and increased commerce to the City. Its unique engineering utilized forty cables in the roof that could sustain loads of up to 1.3 million pounds. The 80 columns that made up the framework of its walls were cast on site in single, 57 -foot-long pieces, then lifted into place (City of Inglewood n.d.; LAT 2022; Waddington 1994).

In the 1960s, the City also saw increased racial tension as a more diverse population A-87

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moved into the area. To combat unfair housing restrictions and practices, the federal government passed the Fair Housing Act of 1968, which changed the City’s existing housing policies. After the passage of the Act, a Black community was established on the eastern border of the City. As a result of the influx of multi-racial residents, the City began to experience the phenomenon termed “white flight.” To combat this, neighborhood groups, such as the Morningside Park Neighbors, formed as multi -racial organiz ations to demonstrate cohesive living. They changed their name to Inglewood Neighbors in 1968 in the hopes of promoting more integration citywide. They held events, such as the Afro - American Fashion Show and gave out awards to people who carried out integration efforts in the community. In addition, the youth group of the local Presbyterian Church organized a “Bumper Sticker Campaign” which supported the cause of integration. They printed 4,000 stickers reading “Good Neighbors Come In All Colors,” and encouraged all school district and City vehicles to be branded with this messaging (City of Inglewood n.d.; LAT 2022; Waddington 1994).

This ordinance was the first of its kind in any city (City of Inglewood n.d.; LAT 2022; Waddington 1994).

Property Development History
The subject property was constructed in 1946 and is first visible in the 1952 historic aerials (ParcelQuest; UCSB 2024). While the aerial image quality from 1952 is poor, the footprint of the building is still visible (NETR 2024). By 1957, the building’s current footprint is visible (UCSB 2024).

Archival research into the property generated the following tenants/owners/occupants for the subject property. Further research into each company’s name yielded no results.

Tenant/Owner/Occupant Date(s) Source
Michael Blau Women’s Clothing 1947 EDI Consultants 2023 California Baby Togs Inc 1950 EDI Consultants 2023
E.P. Fugle 1952 Permit No. 5277
Air Products, Inc. 1955 Permit No. 1740
Beljax Machine Products 1960-1963 EDI Consultants 2023; LAT 1963 A-88

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Tenant/Owner/Occupant Date(s) Source
Empco 1963 Permit No. 30231
Data Reproduction System 1966 EDI Consultants 2023
Higgason Thos C. 1971-1985 EDI Consultants 2023
Transat Trade Co. 1990-2000 EDI Consultants 2023
Hig-Gason Salvage Co. 1984 Daily Breeze 1984
Research Staffing/Select Staffing 2016 EDI Consultants 2023

A comparison of the subject property as it stands today against Google Street View from 2008 and 2012 demonstrates that the windows were changed out to contemporary vinyl sash windows, and a window at the primary elevation and windows on the south elevation were filled in sometime between 2008 and 2012 (Google Street View 2024). The images on Google Street View are blurry, but the changes are clear and visible in images found on a realtor website, LoopNet (LoopNet 2024).

Photograph 5. Primary north facing elevation, 2008, view southeast (LoopNet.com 2024)

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Photograph 6. Primary and south elevations, 2008, view east (LoopNet.com 2024)

Significance Evaluation
The following presents an evaluation of the subject property in consideration of CRHR designation criteria.

CRHR Criterion 1. Is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage.

The subject property was constructed in 1946 as a one-story industrial building that housed many businesses throughout its history. While construction of the subject property was completed during a significant growth period in the City’s history, it is one of many industrial buildings constructed during this period. Further no evidence was found to suggest that any of the companies that operated out of the subject property were associated with significant events at the local or state level within the area o f expertise.

Therefore, the subject property is recommended not eligible under CRHR Criterion 1.

CRHR Criterion 2. Is associated with the lives of persons important in our past.

Little to no information was found regarding past owners of the property. The subject property is associated with several owners /tenants/occupants throughout its history.

Archival research did not reveal any specific connections to any significant individuals related to these businesses when they operated at these locations. Therefore, the subject property is recommended not eligible under CRHR Criterion 2.

CRHR Criterion 3. Embodies the distinctive characteristics of a type, period, region, or method of construction, or represents the work of an important creative individual, or possesses high artistic values.

Constructed as a utilitarian building in 1946, the building’s design is modest and there is nothing distinctive about the building’s type, period, or method of construction that would represent a significant and distinguishable entity. Post-war industrial buildings are commonplace and ubiquitous architectural forms throughout the region, state, and nation. There was also no evidence to suggest that the design and construction of the subject property represented a significant architectural or engineering advancement.

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Further, there have been several major alterations to the property including the replacement of original doors, original windows, infilled openings, and other fenestration changes. These modifications had a cumulative impact on the overall look and feel of the original design. The subject property does not embody the distinctive characteristics of any style. Finally, no original architect, builder, or engineer was found to be associated with the subject property. For these reasons, the subject property is r ecommended not eligible under CRHR Criterion 3.

CRHR Criterion 4. Has yielded, or may be likely to yield, information important in prehistory or history.

Integrity

Location: The subject property retains integrity of location. The property is sited in its original location and remains in its original orientation.

Design: The subject property lacks integrity of design. Alterations include the removal and replacement of the original windows, the removal and replacement of original doors, and changes in the original fenestration pattern.

Setting: The subject property has a diminished integrity of setting. While the property was constructed in a predominately industrial area, the acquisition and integration of the subject property and adjacent properties into the Don Lee Farms site have created a larger industrial complex versus a collection of independent c ommercial and light industrial buildings as originally designed and constructed.

Materials: The subject property lacks integrity of materials. Alterations, including the replacement of original doors, replacement of original windows, and the reconfiguration of original entry points, have removed original building materials.

Workmanship: The subject property lacks integrity of workmanship. Alterations, including the replacement of original doors, replacement of original windows, and reconfiguration of original entry points, have resulted in a lack of original workmanship.

Feeling: The subject property has a diminished integrity of feeling as it still resembles an industrial building but appears to now be part of a larger industrial complex versus an independent industrial building as it was originally designed.

Association: The subject property lacks integrity of association. The property has no important associations with events, people, or important patterns of development in the City.

For all of the reasons provided above, the property at 300 East Beach Avenue is not eligible for designation in the CRHR.

References
City of Inglewood. 2024. Building Permits. Various years. Provided by the City of Inglewood. December 2024.

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Daily Breeze.

1983. Public Notice. July 15, 1983, pg. 9. Accessed online:
www.newspapers.com

1984. Public Notice. March 5, 1984, pg. 17. Accessed online: www.newspapers.com

EDI Consultants. 2023. Phase 1 Environmental Site Assessment: Commercial Office/Warehouse Buildings 300 E Beach Avenue Inglewood, CA 90302. September 14, 2023.

Google Maps.
2024. Street view images of subject property. Accessed online:
https://www.google.com/maps

Hamilton, Lloyd P. 1949. Inglewood Community Book. Edited and published by Arthur H.

Cawston. Accessed via Inglewood Public Library.

Inglewood Park Cemetery. 2024. Accessed online:
https://www.inglewoodparkcemetery.com/about-us/
LoopNet.com. 2024. “Property Record: 300 E Beach Ave, Inglewood, CA 90302.” Accessed online: https://www.loopnet.com/property/300-e-beach-ave-inglewood-ca-90302/06037- 4015017011/

Los Angeles Times.

1960. Classified advertisement. April 30, 1960, pg. 38. Accessed online: www.newspapers.com

1963. Classified advertisement. June 9, 1963, p. 44. Accessed online:
www.newspapers.com.

1985. Classified advertisement. June 23, 1985, pg. 203. Accessed online:
www.newspapers.com.

1986a. Classified advertisement. May 18, 1986, pg. 200. Accessed online:
www.newspapers.com.

1986b. Classified advertisement. August 24, 1986. Accessed online:
www.newspapers.com.

1994. Classified advertisement. April 24, 1994, pg. 90. Accessed online:
www.newspapers.com.

2022. “A Brief History of Inglewood.” February 2, 2022. Accessed online:
https://www.latimes.com/inglewoodrenaissance/story/2022-02-03/a-brief-history- of-inglewood.

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NETR (Nationwide Environmental Title Research LLC). 2024. Historic Aerial Photographs of 300 East Beach Avenue. Accessed online: www.historicaerials.com/viewer.

ParcelQuest. 2024. Property information regarding 300 East Beach Avenue, Inglewood, California. Accessed online via https://www.parcelquest.com/.

Robinson, W.W. 1947. Inglewood: A Calendar of Events in the Making of a City. Los Angeles, CA: Title Insurance and Trust Company.

Rosenberg, Roy. 1938. History of Inglewood. Edited and published by Arthur H. Cawston.

Accessed via Inglewood Public Library.

Southwest Wave. 1947. Classified advertisement. September 21, 1947. Accessed online:
www.newspapers.com.

University of California, Santa Barbra (UCSB). 2024. Historic Aerial Photographs of 300 East Beach Avenue. Map & Imagery Laboratory (MIL) UCSB Library, Electronic Resource .

Accessed online: https://mil.library.ucsb.edu/ap_indexes/FrameFinder/

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P1. Other Identifier:

DPR 523A (9/2013) *Required information
State of California ⎯ The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code 6Z
Other Listings
Review Code Reviewer Date
*a. County Los Angeles and (P2c, P2e, and P2b or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad Inglewood Date 2024 T 02 S ; R 14 W ;  of  of Sec 28; MD B.M. c. Address 308-312 East Beach Avenue City Inglewood Zip 90302 d. UTM: (Give more than one for large and/or linear resources) Zone 11S, 375153 mE/ 3759480 mN e. Other Locational Data: (e.g., parcel #, directions to resource, elevation, decimal degrees, etc., as appropriate) APN 4015-017-010. The subject property is located on the southeast side of East Beach Avenue. There are commercial and industrial buildings in all directions and the Metro K Line is located to the south.

*P3a. Description:

The subject property is a one -story industrial building with a nearly rectangular footprint (Photograph 1). A projecting bay at the north end of the north-facing primary elevation features an attached room with an irregular footprint and a single door with an iron security door (Photograph 2). (see Continuation Sheet).

*P3b. Resource Attributes: (List attributes and codes) HP8. Industrial building *P4. Resources Present: ■ Building  Structure  Object  Site  District  Element of District  Other (Isolates, etc.) P5b. Description of Photo: (view, date, accession #) Photograph 1. Primary west elevation, view to south *P6. Date Constructed/Age and Source: ■ Historic  Prehistoric  Both 1946 (ParcelQuest 2024)

*P7. Owner and Address:
308 E Beach Avenue LLC
12100 Wilshire Blvd #1150
Los Angeles, CA 90302

*P8. Recorded by:

Sarah Corder
South Environmental
2061 N. Los Robles Ave.,
Ste. 205
Pasadena, CA 91104
*P9. Date Recorded: 9/4/2024
*P10. Survey Type: Intensive-
Level Pedestrian

*P11. Report Citation: (Cite survey
report and other sources, or enter
"none.")
Cultural Resources
Technical Report Beach
Avenue/La Colina Drive
Development Project, City
of Inglewood, California
(South Environmental 2024)

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*Map Name: Inglewood, California *Scale: 1:24,000 *Date of map: _2024__

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*Resource Name or # (Assigned by recorder) Property 3, 308-312 East Beach Avenue*NRHP Status Code 6Z

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DPR 523B (9/2013) *Required information
State of California The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD
B1. Historic Name: n/a
B2. Common Name: n/a
B3. Original Use: Industrial building B4. Present Use: Storage * B5. Architectural Style: Utilitarian
*B6. Construction History: (Construction date, alterations, and date of alterations) The subject property was constructed in 1946 (ParcelQuest 2024). • c.1957: Building addition to the south was added (NETR 2024) • 1957: Add partitions to interior of stucco commercial building for two offices (Permit No. 4023)
• 1960: Add 9x16 office to interior of existing building (Permit No. 7301) • 1961: Fire door between 308 and 312 E. Beach Avenue, 6ft wide and 8ft high (Permit No. 02733)
• 1962: Enlarge existing office in factory building (Permit No. 12811) • Dates Unknown: Replacement of original windows and doors (Observed)

The subject property is not eligible under all CRHR criteria due to a lack of important historical associations and architectural merit.

(See Continuation Sheet).

B11. Additional Resource Attributes:
*B12. References: See Continuation Sheet
B13. Remarks:
*B14. Evaluator: Sarah Corder and Drulena Haller, South Environmental *Date of Evaluation: 10/31/2024
(Sketch Map with north arrow required.)

(This space reserved for official comments.)
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*P3a. Description (Continued):

The building is clad in smooth stucco and capped with a flat roof. The parapet wall on the primary elevation sits at a slope descending from north to south. The roof features several skylights. Windows at the primary elevation consist of vinyl sash, single hung windows with iron security bars. Set back from the street is a loading dock with two roll-up garage doors (Photograph 3). The rear (south) elevation has an irregular fenestration pattern with a variety of window and door types, sizes, and materials that do not appear to be original to the building (Photograph 4).

Photograph 2. Primary elevation, view south
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Photograph 3. Primary elevation, loading dock, view southeast

Photograph 4. Rear (south) elevation, view west

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*B10. Significance (Continued):

Burnett then leased the land and later sold it to Daniel Freeman, who was f rom Canada.

Freeman built a business on the land centered around dry farming and barley production, shipping out of his wharf at Playa del Rey (City of Inglewood n.d.).

By 1905, a poultry colony was established in the area that is now the northern part of the City. This new business saved the City from economic downturn at the turn of the twentieth century. In addition, the Inglewood Park Cemetery (Cemetery) was establish ed roughly from Crenshaw Boulevard to Centinela Avenue along Florence Avenue by a group of businessmen. They organized the Inglewood Park Cemetery Association. The City incorporated in 1908 and had reached a population of 1,200. The Cemetery would serve as the resting place for many of the City’s original settlers. The Inglewood Park Cemetery Association also constructed the first community mausoleum in California (City of Inglewood n.d.; Inglewood Park Cemetery 2024).

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Post World War II, LAX grew even more as major airlines moved their headquarters to the site. Two new hangars and 2,000 feet of additional runway were constructed. This brought even more jobs and an influx of residents and visitors to the region. In 1949, LAX was designated by the federal government as an intercontinental airport. The same year, Morningside Park, the neighborhood on the eastern side of the City, elected its first council member, Fred Jones (LAT 2022; Waddington 1994).

This ordinance was the first of its kind in any city (City of Inglewood n.d.; LAT 2022; Waddington 1994).

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By 1977, the City reached a population of approximately 90,000. By the 1980s, the population had a Caucasian minority, with Latino and Black populations growing at a steady rate. Edward Vincent became the City’s first Black mayor in 1980. In 1990 a study conducted by the University of Maryland, discovered Inglewood was the only City with over 100,000 people to have a population increase of at least 49% Black between 1980 and 1990 (City of Inglewood n.d.; LAT 2022; Waddington 1994).

Property Development History

The subject property has always been identified as two separate addresses: 308 East Beach Avenue and 312 East Beach Avenue. The first portion of the subject property is identified as 308 East Beach Avenue and was built in 1946 (ParcelQuest 2024). The first person or company associated with the 308 portion of the subject property was Grimaud Herbert in 1947 (Ancestry 2024; EDI Consultants 2023). The next known occupant of the building was in 1958. According to classified ads and City Directories, Eelco Manufacturing occupied the building from 1958-1966 (EDI Consultants 2023; LAT various). Eelco Manufacturing was a racing products company founded by Els Lohn. During his time at the subject property, Lohn became president of the Speed Equipment Manufac turers Association or SEMA. The organization was changed to the Specialty Equipment Market Association in 1970 and became the leading company for producing performance products for street and race applications.

Today, SEMA has over 6,000 members and has been holding the annual SEMA show since their formation in 1960 (SEMA 2024). During Eelco’s occupation of the subject property, a fire started in the 312 section the property and damaged the shared wall between the two buildings (LAM 1960). In December 1970, the 308 portion of the subject property succumbed to another fire (LAT 1970).

The next identified tenant of the 308 portion of the subject property was in 1971 by a lamp factory called Sculptured Lamps -T who occupied the property until 1985 (EDI Consultants 2023). In 1986, a leasing ad was posted for the address , however, there is no other occupancy history available until 1995 (LAT 1986). From 1995-2000 the property was occupied by Wolfe M. James Studio (EDI Consultants 2023). James Wolfe is a metal and glass sculptor who moved to Inglewood , and during his time in the City, his artwork became very popular among the community. Wolfe gave away several of his pieces and eventually his artwork was displayed around the City. Today, his artwork is displayed in museums throughout the United States, some including the Whitney Museum of American Art and Washington’s Hirshorn Museum (LAT 1991). In 2000, the subject property of 308 East Beach Avenue was last occupied by Very Healthy Enterprises (EDI Consultants 2023).

The second portion of the subject property is identified as 312 East Beach Avenue, which was built between the years 1947 -1952 (UCSB 2024). The building sits directly east of 308 East Beach Avenue and is physically connected by a shared wall . While archival research for the subject property is limited, in 1948 a newspaper ad was posted for a machinist (LAT 1948). In 1950, the building was officially occupied by the company Air Products Inc. and no further information was available on how long they occupied the A-101

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building. By 1960, the building was occupied by the manufacturing plant Metal Crafts Inc., but it is unknown how long the business occupied the building (LAT 1960). In 1985 the building was then occupied by the manufacturing business Diversified Crating and Packaging Inc. (EDI Consultants 2023). The following year in 1986, the building was occupied by an emerging sign business called Clear Signs ( LAT 1986). Due to limited archival information, there are no occupancy records between the years 1986 -2008. By 2008, the company NSA Construction Group Inc . occupied the subject property (EDI Consultants 2023). According to permit records, the company altered the building for sound insulation in 2010 ( COI 2010). The last known company to occupy 312 East Beach Avenue was NSA Construction Group Inc. (EDI Consultants 2023).

Today, the subject property including both 308 and 312 East Beach Avenue sections are owned and operated by Don Lee Farms Company.

Significance Evaluation
The following presents an evaluation of the subject property in consideration of CRHR designation criteria.

CRHR Criterion 1. Is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage.

The subject property was constructed in 1946 as a o ne-story industrial building that housed many businesses throughout its history. While construction of the subject property was completed during a significant growth period in the City’s history, it is one of many industrial buildings constructed during this period. Further no evidence was found to suggest that any of the companies that operated out of the subject property were associated with significant events at the local or state level within the area o f expertise.

Therefore, the subject property is recommended not eligible under CRHR Criterion 1.

CRHR Criterion 2. Is associated with the lives of persons important in our past.

Little to no information was found regarding past owners of the property. The subject property is associated with several owners /tenants/occupants throughout its history.

Originally constructed as a utilitarian building, the building ’s design is modest and there is nothing distinctive about the building’s type, period, or method of construction that would represent a significant and distinguishable entity. Post-war industrial buildings are commonplace and ubiquitous architectural forms throughout the region, state, and nation. There was also no evidence to suggest that the design and construction of the subject property represented a significant architectural or engineering advancement. Further, there have been several major alterations to the property including the replacement of original doors, original windows, infilled openings, a nd other fenestration changes. These modifications had a cumulative impact on the overall look and feel of the original design. Currently, the subject property does not embody the distinctive characteristics of any style. Finally, while the building was not found to be associated with any significant architect, builder, and engineer. For these reasons, the subject property is recommended not eligible under CRHR Criterion 3.

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CRHR Criterion 4. Has yielded, or may be likely to yield, information important in prehistory or history.

Integrity

Location: The subject property retains integrity of location. The property is sited in its original location and remains in its original orientation.

Setting: The subject property has integrity of setting. The building continues to read as a light industrial building within an industrial area.

Feeling: The subject property has integrity of feeling as it still resembles an industrial building.

Association: The subject property lacks integrity of association. The property has no important associations with events, people, or important patterns of development in the City.

For all of the reasons provided above, the property at 308-312 East Beach Avenue is not eligible for designation in the CRHR.

References

Ancestry.com. 2024. U.S., Directories, 1822-1995. Inglewood, California, City Directory,1947. Accessed online via: Ancestry.com

Building Permit No. BAACR -2009-12-09786, Issued by the City of Inglewood, February 9,2010. Available online at:
https://www.cityofinglewood.org/Archive/ViewFile/Item/79. Accessed November 14,2024

City Data.com. Los Angeles County. Accessed online via: https://www.city-data.com/los- angeles-county/B/Beach-Avenue-4.html

City of Inglewood. n.d. “City History.” Accessed online:
https://www.cityofinglewood.org/512/City-History.

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City of Inglewood. 2024. Building Permits. Various years. Provided by City of Inglewood. December 2024.

Daily Breeze

1970. “Fire Damages Inglewood Firm”. The Daily Breeze (Torrance, California).

December 2,1970. Accessed online via:
https://www.newspapers.com/image/1096641944/

1972. “Ceramics Glaze Sprayer”. The Daily Breeze (Torrance, California). July 15,1972. Accessed Online via: https://www.newspapers.com/image/1097486354/

EDI Consultants. 2023. Phase 1 Environmental Site Assessment: Commercial Office/Warehouse Buildings 300 E Beach Avenue Inglewood, CA 90302. September 14, 2023.

Google Earth. 2024. Aerial imagery of 308-312 East Beach Avenue. Accessed online via:
https://www.google.com/maps

Google Maps.
2024. Street view images of 308-312 East Beach Avenue. Accessed online:
https://www.google.com

Inglewood Park Cemetery. 2024. Accessed online:
https://www.inglewoodparkcemetery.com/about-us/

Los Angeles Mirror

1951. “Air Products Inc”. The Los Angeles Mirror (Los Angeles, California). June 1,1951. Accessed online via: https://www.newspapers.com/image/693426709/

1960. “Flames Cause $250,000 Damage at Metal Plant.” The Los Angeles Mirror (Los Angeles, California). March 26,1960. Accessed online via:
https://www.newspapers.com/image/694820067/

Los Angeles Times

1948. “Milling Machine Operator”. The Los Angeles Times (Los Angeles, California). July 4,1948. Accessed online via:
https://www.newspapers.com/image/381218070/

1950. “Machinists for Air Products Inc”. The Los Angeles Times (Los Angeles, California). December 18, 1950. Accessed online via:
https://www.newspapers.com/image/385531668/

1951. “Draftsmen for Air Products Inc”. The Los Angeles Times (Los Angeles, California). January 2, 1951. Accessed online via:
https://www.newspapers.com/image/385579057/

1960.“Short Circuit Blamed for $200,000 Fire”. The Los Angeles Times (Los Angeles, California). March 27,1960. Accessed online via:

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https://www.newspapers.com/image/381001748/

1965. “Els John elected president of SEMA”. The Los Angeles Times (Los Angeles, California). June 27,1965. Accessed online via:
https://www.newspapers.com/image/382100512/

1985. “Driver for Diversified Crating”. The Los Angeles Times (Los Angeles, California). December 8,1985. Accessed online via:
https://www.newspapers.com/image/401592487/

1986. “For lease”. The Los Angeles Times (Los Angeles, California). June 1, 1986.Accessed online via: https://www.newspapers.com/image/402991378/

1986. “Neon Tube Bender for Clear Signs”. The Los Angeles Times (Los Angeles, California). August 24,1986. Accessed online via:
https://www.newspapers.com/image/402408188/

1991. “Sculptor Transforms the Neighborhood”. The Los Angeles Times (Los Angeles, California). September 24,1991. Accessed online via:
https://www.latimes.com/archives/la-xpm-1991-09-24-ca-3177-story.html

2022. “A Brief History of Inglewood.” February 2, 2022. Accessed online:
https://www.latimes.com/inglewoodrenaissance/story/2022-02-03/a-brief-history- of-inglewood.

NETR (Nationwide Environmental Title Research LLC). 2024. Historic Aerial Photographs 308-312 East Beach Avenue, Inglewood, California. Accessed online:
www.historicaerials.com/viewer.

ParcelQuest. 2024. Property information regarding 308-312 East Beach Avenue, Inglewood, California. Accessed online via https://www.parcelquest.com/.

Redondo Reflex. 1976. “Factory Sale Quality Decorator Lamps”. The Redondo Reflex (Redondo, California). December 15,1976. Accessed online via:
https://www.newspapers.com/image/621494907/

Robinson, W.W. 1947. Inglewood: A Calendar of Events in the Making of a City. Los Angeles, CA: Title Insurance and Trust Company.

Rosenberg, Roy. 1938. History of Inglewood. Edited and published by Arthur H. Cawston.

Accessed via Inglewood Public Library.

Sanborn Maps. Sanborn Fire Insurance Company. 1950. Sanborn Fire Insurance Map of Inglewood, California. Accessed online via Los Angeles Public Library.

Specialty Equipment Market Association History. 2024. Accessed online via:
https://www.sema.org/history

University of California, Santa Barbara (UCSB). 2024. Historic Aerial Photographs A-105

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of 308-312 East Beach Avenue. Map & Imagery Laboratory (MIL) UCSB Library Geospatial Collection. Various Dates. Accessed October 2024 via https://mil.library.ucsb.edu/ap_indexes/FrameFinder

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P1. Other Identifier:

DPR 523A (9/2013) *Required information
State of California ⎯ The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code 6Z
Other Listings
Review Code Reviewer Date
*a. County Los Angeles and (P2c, P2e, and P2b or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad Inglewood Date 2024 T 09 S ; R 03 E ;  of  of Sec 19; MD B.M. c. Address 316 East Beach Avenue City Inglewood Zip 90302 d. UTM: (Give more than one for large and/or linear resources) Zone 11S, 375170 mE/ 3759487 mN e. Other Locational Data: (e.g., parcel #, directions to resource, elevation, decimal degrees, etc., as appropriate) APN 4015-017-010. The subject property is located on the southeast side of East Beach Avenue. There are commercial buildings to the north, south, and east, the Metro K Line to the south, and residential properties to the west.

*P3a. Description:

The subject property is a one-story industrial building with an irregular footprint (Photograph 1). A projecting bay on the north -facing primary elevation features an attached room with an irregular footprint. There are two entrances to the building; one is obscured by a metal security door. Windows on the primary elevation are covered by concrete breeze blocks and metal grates (Photograph 2) (see Continuation Sheet).

*P3b. Resource Attributes: (List attributes and codes) HP8. Industrial Building *P4. Resources Present: ■ Building  Structure  Object  Site  District  Element of District  Other (Isolates, etc.) P5b. Description of Photo: (view, date, accession #) Photograph 1. Primary west elevation, view to east

*P6. Date Constructed/Age and
Source: ■ Historic  Prehistoric 
Both
1946 (ParcelQuest 2024)

*P7. Owner and Address:
308 E Beach Avenue LLC
12100 Wilshire Blvd, #1150
Los Angeles, CA 90025
*P8. Recorded by:

Sarah Corder
South Environmental
2061 N. Los Robles Ave.,
Ste. 205
Pasadena, CA 91104
*P9. Date Recorded: 9/4/2024
*P10. Survey Type: Intensive-
Level Pedestrian

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*Map Name: Inglewood, California *Scale: 1:24,000 *Date of map: _2024__

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*Resource Name or # (Assigned by recorder) Property 4, 316 East Beach Avenue *NRHP Status Code 6Z

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DPR 523B (9/2013) *Required information
State of California The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD
B1. Historic Name: n/a
B2. Common Name: n/a
B3. Original Use: Industrial building B4. Present Use: Industrial building * B5. Architectural Style: Utilitarian
*B6. Construction History: (Construction date, alterations, and date of alterations) The subject property was constructed in 1946 (ParcelQuest 2024; UCSB 2024). • 1958: Stucco front exterior of commercial building and demolish 1,200 sq ft frame shed (Permit No. 5151)
• 1970: Install non-bearing partitions to be used as offices (Permit No. 132816) • 1976: Build 10’ x 20’ insp. Rm. (Permit No. 122432)
• 1991: Covered parking area (Permit No. 91022-0073)
• Unknown: Metal grates and iron security bars added over windows (visual inspection) • Unknown: Concrete breeze blocks added over windows (visual inspection)

*B7. Moved? ■No Yes Unknown Date: Original Location:
*B8. Related Features: n/a
B9a. Architect: n/a b. Builder: n/a
*B10. Significance: n/a Theme n/a Area n/a Period of Significance n/a Property Type n/a Applicable Criteria n/a

The subject property is not eligible under all CRHR designation criteria due to a lack of important historical associations and architectural merit.

(See Continuation Sheet).

(This space reserved for official comments.)
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*P3a. Description (Continued):

The building is clad in smooth stucco and capped with a flat roof. Fenestration on the east elevation is irregular and features a mix of windows including original wood framed, double-hung windows with iron security bars , replacement vinyl slider windows, and boarded up window openings (Photograph 3).

Photograph 2. Primary elevation, view northeast

Photograph 3. East elevation, view northwest

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B10. Significance (Continued):

Burnett then leased the land and later sold it to Daniel Freeman, who was f rom Canada.

Freeman built a business on the land centered around dry farming and barley production, shipping out of his wharf at Playa del Rey (City of Inglewood n.d.).

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Post World War II, LAX grew even more as major airlines moved their headquarters to the site. Two new hangars and 2,000 feet of additional runway were constructed. This brought even more jobs and an influx of residents and visitors to the region. In 1949, LAX was designated by the federal government as an intercontinental airport. The same year, Morningside Park, the neighborhood on the eastern side of the City, elected its first council member, Fred Jones (LAT 2022; Waddington 1994).

This ordinance was the first of its kind in any city (City of Inglewood n.d.; LAT 2022; Waddington 1994).

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By 1977, the City reached a population of approximately 90,000. By the 1980s, the population had a Caucasian minority, with Latino and Black populations growing at a steady rate. Edward Vincent became the City’s first Black mayor in 1980. In 1990 a study conducted by the University of Maryland, discovered Inglewood was the only City with over 100,000 people to have a population increase of at least 49% Black between 1980 and 1990 (City of Inglewood n.d.; LAT 2022; Waddington 1994).

Property Development History

Prior to the construction of the current building, archival research indicates that there was likely a residential property located at this address. City Directories and Voter Registration information indicate that Walter G. Leonard, a laborer, resided at 316 East Beach Avenue with his wife Margie P. Leonard and stepson Grimaud Herbert in 1942 (EDI Consultants 2023; Ancestry 1946, 2024). Tax Assessor records indicate that the current property was constructed in 1946, which aligns with historic aerial photography showing the current building in place by 1947 (ParcelQuest 2024; UCSB 2024).

From 1947 to 1958, the subject property was occupied by the Phonograph pressing plant Lewis-Rubner Manufacturing Co. (LAT 1958; EDI Consultants 2023). Following the occupancy of the subject property by the Lewis -Rubner Co. , the building had numerous tenants/owners/occupants over the years. Archival research failed to indicate any significant information about any of these companies. A detailed account of all known tenants/owners/occupants are presented below.

Company Date(s) Source
Lewis-Rubner Manufacturing Co. 1947-1958 LAT 1958; EDI Consultants 2023 Sav-T Engineering Co. 1960 EDI Consultants 2023
Designed Enclosures 1971 EDI Consultants 2023
Vacant 1973-1976 LAT 1973; 1976a
Carbide Engineering 1978-1981 LAT 1976b; EDI Consultants 2023 Rechem Co. 1987-1990 LAT 1987; EDI Consultants 2023

Starting in the mid-1990s the subject property appears to have had multiple tenants with overlapping periods of occupancy, suggesting that the building was potentially subdivided at this time. The businesses associated with the subject property since 1995 include the following: Lamco Manufacturing Co., S.A. Hixson & Co., Shardz, and Rich ard Silver Glassworks (EDI Consultants 2023).

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Significance Evaluation
The following presents an evaluation of the subject property in consideration of CRHR designation criteria.

CRHR Criterion 1. Is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage.

The subject property was constructed in 1946 as a one -story industrial building that housed many businesses throughout its history. While construction of the subject property was completed during a significant growth period in the City’s history, it is one of many industrial buildings constructed during this period. Further no evidence was found to suggest that any of the companies that operated out of the subject property were associated with significant events at the local or state level within the area of expertise.

Therefore, the subject property is recommended not eligible under CRHR Criterion 1.

CRHR Criterion 2. Is associated with the lives of persons important in our past.

Little to no information was found regarding past owners of the property. The subject property is associated with several owners /tenants/occupants throughout its history.

Originally constructed as a utilitarian building, the building ’s design is modest and there is nothing distinctive about the building’s type, period, or method of construction that would represent a significant and distinguishable entity. Post-war industrial buildings are commonplace and ubiquitous architectural forms throughout the region, state, and nation. There was also no evidence to suggest that the design and construction of the subject property represented a significant architectural or engineering advancement. Further, there have been several major alterations to the property including the replacement of original doors, original windows, infilled openings, and other fenestration changes. These modifications had a cumulative impact on the overall look and feel of the original design. Currently, the subject property does not embody the distinctive characteristics of any style. Finally, the building was not found to be associated with a significant architect, builder, and engineer. For these reasons, the subject property is recommended not eligible under CRHR Criterion 3.

CRHR Criterion 4. Has yielded, or may be likely to yield, information important in prehistory or history.

Integrity

Location: The subject property retains integrity of location. The property is sited in its original location and remains in its original orientation.

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Design: The subject property lacks integrity of design. Alterations include the removal and replacement of the original windows and doors, and changes in the original fenestration pattern.

Setting: The subject property has integrity of setting. The building continues to read as a light industrial building within an industrial area.

Materials: The subject property lacks integrity of materials. Alterations, including the replacement of original doors and windows, and the reconfiguration of original entry points, have removed original building materials.

Workmanship: The subject property lacks integrity of workmanship. Alterations, including the replacement of original doors and windows, and reconfiguration of original entry points, have resulted in a lack of original workmanship.

Feeling: The subject property has integrity of feeling as it still resembles an industrial building.

Association: The subject property lacks integrity of association. The property has no important associations with events, people, or important patterns of development in the City.

For all of the reasons provided above, the property at 316 East Beach Avenue is not eligible for designation in the CRHR.

References

Ancestry.com.
1942. U.S., Directories, 1822-1995. Inglewood, California, City Directory.

Accessed online via: Ancestry.com

1946. California, U.S., Voter Registrations,1900-1968. Inglewood, California.

Accessed online via: Ancestry.com

City of Inglewood. 2024. Building Permits. Various years. Provided by the City of Inglewood. December 2024.

City of Inglewood. n.d. “City History.” Accessed online:
https://www.cityofinglewood.org/512/City-History.

EDI Consultants. 2023. Phase 1 Environmental Site Assessment: Commercial Office/Warehouse Buildings 300 E Beach Avenue Inglewood, CA 90302. September 14, 2023.

Google Earth. 2024. Aerial imagery of 316 East Beach Avenue. Accessed online via:
https://www.google.com/maps

Google Maps. 2024. Street view images of 316 East Beach Avenue. Accessed online via:
https://www.google.com/maps

Harrod J. 2012. “The First Lighthouse All Stars Recordings Part three”. November 28,2012. Accessed online via: https://jazzresearch.com/the-first-lighthouse-all- stars-recordings-part-three-contemporary-records/

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Inglewood Park Cemetery. 2024. Accessed online:
https://www.inglewoodparkcemetery.com/about-us/

Los Angeles Times

1958. “Lewis Record Co.”. Los Angeles Times (Los Angeles, California). February 6,1958. Accessed online via: https://www.newspapers.com/image/381198754/

1973. Classified Ad. Los Angeles Times (Los Angeles, California). September 16, 1973. Accessed online via: newspapers.com

1976a. “Industrial Property for lease”. Los Angeles Times (Los Angeles, California). January 3,1976. Accessed online via:
https://www.newspapers.com/image/382978980/

1976b.” Carbide Engineering”. Los Angeles Times (Los Angeles, California).

August 27,1976. Accessed online via: https://www.newspapers.com/image/383399498/

1987. “Salesperson for Rechem”. Los Angeles Times (Los Angeles, California).

February 8,1987. Accessed online via: https://www.newspapers.com/image/403060650/

2022. “A Brief History of Inglewood.” February 2, 2022. Accessed online:
https://www.latimes.com/inglewoodrenaissance/story/2022-02-03/a-brief-history- of-inglewood.

Metropolitan Transit Authority. 2010. History of Transit in Los Angeles and Current Trends in Supply and Demand. Operations Committee, Finance and Budget Committee, Los Angeles County Metropolitan Transit Authority. Accessed online:
http://www.metronet/board/items/2010/02_February/20100218OP.F&BItem25.pdf NETR (Nationwide Environmental Title Research LLC). 2024. Historic Aerial Photographs of 316 East Beach Avenue. Accessed online: www.historicaerials.com/viewer.

ParcelQuest. 2024. Property information regarding 316 East Beach Avenue, Inglewood, California. Accessed online via https://www.parcelquest.com/.

Robinson, W.W. 1947. Inglewood: A Calendar of Events in the Making of a City. Los Angeles, CA: Title Insurance and Trust Company.

Rosenberg, Roy. 1938. History of Inglewood. Edited and published by Arthur H. Cawston.

Accessed via Inglewood Public Library.

University of California, Santa Barbara (UCSB). 2024. Historic Aerial Photographs of 316 E. Beach Avenue. Map & Imagery Laboratory (MIL) UCSB Library Geospatial Collection. Various Dates. Accessed October 2024 via
https://mil.library.ucsb.edu/ap_indexes/FrameFinder

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Appendix C:

Preparers’ Qualifications
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Email: [email protected]
Mobile: 760-334-3355

EDUCATION
M.F.A., Historic Preservation,
Savannah College of Art and
Design, Savannah, Georgia,
2004
B.A., History, Bridgewater
College, Bridgewater,
Virginia, 2002

PROFESSIONAL

AFFILIATIONS
California Preservation
Foundation
Los Angeles Conservancy
Society of Architectural
Historians
National Trust for Historic
Preservation

Sarah Corder, MFA

PRINCIPAL ARCHITECTURAL HISTORIAN
Sarah Corder is the principal architectural historian at South Environmental with 20 years’ experience throughout the United States in all elements of cultural resources management, including project management, community engagement, intensive-level field investigations, citywide survey, architectural history studies, and historical significance evaluations in consideration of the California Register of Historical Resources (CRHR), the National Register of Historic Places (NRHP), and local -level evaluation criteria. Ms. Corder has conducte d thousands of historical resource evaluations and developed detailed historic context statements for a multitude of property types and architectural styles, including private residential, commercial, recreational, industrial, educational, and agricultural properties. She has also provided expertise on numerous projects requiring conformance with the Secretary of the Interior’s Standards for the Treatment of Historic Properties.

Ms. Corder meets the Secretary of the Interior’s Professional Qualification Standards for both Architectural History and History. She has experience preparing environmental compliance documentation in support of projects that fall under the California Envi ronmental Quality Act (CEQA)/National Environmental Policy Act (NEPA), and Sections 106 and 110 of the National Historic Preservation Act.

EXPERTISE
• CEQA, NEPA, and Section 106 of the NHPA compliance
documentation in consideration of impacts to historical resources, and historic properties.
• Large scale historic resources survey management and execution. • Large scale historic context statement development.
• Community engagement.
• Historic preservation.
• Resource significance evaluations in consideration of NRHP, CRHR, and local designation criteria.
• Project design review for conformance with the Secretary of the Interior’s Standards.

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Sarah Corder, MFA Resume, Page 2

SELECT PROJECT EXPERIENCE
Historical Resources Avoidance and Protection Plan for Upper and Lower Arroyo Trail Improvements Project, City of Pasadena, California (2022-2023). South Environmental was retained to prepare a Historical Resources Avoidance and Protection Plan for the One Arroyo Trail Demonstration Project located in the City of Pasadena, California. The project proposes to make improvements to existing trails, walls, bridges, and related elements that fall within the NRHP Pasadena Arroyo Parks and Recreation District, which includes the Lower Arroyo and Central Arroyo as well as numerous contributing elements comprising buildings, sites, landscape elements, and structures throughout. This project included a review of all proposed plans for SOIS conformance and conformance with the Arroyo Seco Design Guidelines and development of an Avoidance and Protection Plan to mitigate any significant impacts to the historic district.

Historical Resources Evaluation Report for the Broadway Demolition Project, City of Pasadena, California (2023). South Environmental was retained to complete a Historical Resources Technical Report for the Broadway Demolition Project located in the City of Pasadena, California . This study included the results of a records search, intensive-level survey of the project site by a qualified architectural historian; building development and archival research; and an assessment of potential impacts to historic bu ilt environment resources under CEQA. The Broadway Steam Plant (P-19-188767) was evaluated for historical significance as part of the current study and found not eligible under all NRHP, CRHR, and City designation criteria. Ms. Corder’s responsibilities included project management, co -authorship of the report, and QA/QC of all project deliverables.

Historic Structures/Sites Report (HSSR) for 3237 State Street, City of Santa Barbara, California (2022-present). South Environmental was retained by American Indian Health Services to prepare a Section 106 compliant HSSR for the Fremont Hall United States Army Reserve Center. Ms. Corder serves as the principal architectural historian, project manager, and primary author. This project included an intensive-level, pedestrian survey of the project site by a qualified architectural historian, building development and archival research; and recordation and evaluation of one military property for historical consideration in consideration of NRHP, CRHR, and City of Santa Barbara designation criteria. As part of this study, a Phase 1 HSSR was prepared for the property that included a historic context statement and significance evaluation and a Phase 2 HSSR that provided a detailed impacts analysis and Secretary of the Interior’s Standards conformance review , and the development and execution of a Memorandum of Understanding. As a result of this property significance evaluation, the property was found eligible for designation at the national, state and local level.

Historic Resource Assessment for 1501 North Marlay Drive, City of Los Angeles, California (2022).

South Environmental was retained to complete a Historic Resources Assessment Report (HRA) for a property located at 1501 North Marlay Drive in the City of Los Angeles, California. This study was prepared by qualified architectural historians in conformance with California Environmental Quality Act (CEQA) Guidelines § 15064.5 for historical resources and the City of Los Angeles Cultural Heritage Ordinance. The primary focus of the HRA was the analysis of the proposed project’s potential to impact the Stahl House, also known as Case Study House #22, an ic onic International-style residence and historical resource located directly above the project site at 1635 Woods Drive. The proposed project plans and renderings were reviewed by qualified architectural historians to determine if the proposed project would have an adverse effect on any significant viewsheds to or from the Stahl House. A survey of the project site and surrounding viewsheds to and from the Stahl House, and review of countless photographs of the property’s iconic viewsheds indicate d that the p roposed development at 1501 Marlay Drive has no potential to impact any of the Stahl House’s significant viewsheds.

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Email: [email protected]
Mobile: 760-207-9736

EDUCATION
B.A., Anthropology, minor in
American Indian Studies, San
Diego State University, 1995

PROFESSIONAL

AFFILIATIONS
Society for California
Archaeology

TRAININGS
AB 52 and CEQA Training,
2016
Cultural Side of NEPA
Seminar, 2007
Traditional Cultural
Properties Management
Seminar, 2005

Kevin Hunt, BA

PRINCIPAL ARCHAEOLOGIST
Kevin Hunt is a cultural resources management professional with more than 30 years of experience in California with specific expertise in the cultural resources requirements of the California Environmental Quality Act (CEQA), CEQA-Plus, National Historic Preservation Act (NHPA), and National Environmental Policy Act (NEPA). His re sponsibilities include the management and preparation of cultural resources studies, Native American scoping and consultation, and quality assurance and quality control for cultural resources documents. Mr. Hunt draws from his experience and training to en sure that all projects consider the full spectrum of cultural resources including archaeological, historic built environment, and tribal cultural resources. He is an expert in Native American consultation and has strong working relationships with California tribes and Native American consultants. Mr. Hunt coauthored and instructed a Native American monitor training course at the Cahuilla Reservation in 2005. Mr. Hunt also served on the City of Oceanside’s Historic Preservation Advisory Commission from 2020-2023, when he moved out of the city.

In addition to experience with cultural resources, Mr. Hunt has managed multidisciplinary projects that included biological and paleontological resources services. Mr. Hunt has conducted paleontological monitoring and salvage and is approved by the County of Orange as a paleontologist and the City of San Diego as a paleontological monitor.

EXPERTISE
• CEQA, CEQA-Plus, NEPA, and Section s 106 and 110 of the NHPA compliance documentation in consideration of impacts to historical, archaeological, and tribal cultural resources, and historic properties. • Resource significance evaluations in consideration of National Register of Historic Places ( NRHP), California Register of Historical Resources (CRHR), and local designation criteria.
• Design and execution of archaeological data recovery programs for mitigation of impacts/effects to significant archaeological resources. • Management of cultural resources and multidisciplinary construction monitoring programs.
• Third party p eer review of cultural resources technical studies and environmental document sections.

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RELEVANT PROJECT EXPERIENCE
Metro Link Union Station (Link US) Utilities Project, Los Angeles, California (2024-ongoing). South Environmental is a subconsultant to HDR Engineering, Inc. providing cultural resources services to the Los Angeles County Metropolitan Transportation Authority (Metro). Metro is providing environmental oversight for this Los Angeles Department of Water and Power (LADWP) utilities replacement project located near the Little Tokyo neighborhood of Los Angeles . Mr. Hunt is South Environmental’s Project Manager, responsible for coordination with HDR, our Native American monitoring subconsultant, and managing two archaeological monitors observing night construction.

Mill Creek Project, Laguna Hills, Orange County, California (2024). South Environmental was retained to complete a cultural resources study for this project that would demolish two commercial buildings and develop housing on a 3.22-acre project site. Mr. Hunt served as the Project Manager and conducted the cultural resources records search, Sacred Lands File search, Native American outreach, and pe destrian survey, and served as the primary author of the report. The project was subject to CEQA.

Southern California Edison (SCE) Sub consultant Agreement for Capital Projects (2021-ongoing).

South Environmental is a subconsultant to Rincon Consultants, Inc. on SCE’s Environmental Clearance contract and provides cultural resources services throughout SCE’s service territory in Southern California.

Mr. Hunt provides senior oversight and review on archaeological and ethnographic studies in support of this program and participated in pedestrian survey of project alignments. Technical reports recently completed by South Environmental and reviewed by Mr. Hunt include the following:
• Ethnographic Literature Review Report for the Cal City 115 kV Upgrade Project in Kern and San Bernardino Counties
EVMWD Rice Canyon Reservoir Access Road and New Conduit Project, City of Lake Elsinore, Riverside County, California (2022). South Environmental was retained to complete a cultural resources technical report for the Elsinore Valley Municipal Water District (EVMWD). Efforts included the results of a CHRIS records search of the project site and a one -mile radius with the Eastern Information Center; a NAHC Sacred Lands File search and informational scoping letters to local tribes; a paleontological resources r ecords search; and an intensive pedestrian survey of the project site by a qualified archaeologist and Native American monitor. Mr. Hunt conducted the pedestrian survey of the project site.

South Environmental also assisted the District with its AB 52 obli gations, including participating in meetings with tribes. This study was completed in compliance with Section 106 of the NHPA and CEQA.

Fiscal Year 2022 Section 110 Archaeological Testing and National Register of Historic Places (NRHP) Eligibility Evaluations of 13 Archaeological Sites at Marine Corps Base Camp Pendleton, San Diego County, California (2022-2024). During previous employment, Mr. Hunt served as the Project Manager for a portion of the archaeological testing of 13 prehistoric archaeological sites. Client: Naval Facilities Engineering Systems Command (NAVFAC) Southwest Evaluation of 27 Archaeological Sites at Marine Corps Air Ground Combat Center Twentynine Palms, Riverside County, CA. Project Manager (2022 –2024). During previous employment, Mr. Hunt served as the Project Manager for a portion of the archaeological testing of 27 prehistoric archaeological sites. Submittals included the Field Completion Report. Client: NAVFAC Southwest A-121
Email: [email protected]
Mobile: 818-458-1162

EDUCATION
M.A., Anthropology,
California State University,
Los Angeles, 2013
B.A., Anthropology,
California State University,
Northridge, 2003

PROFESSIONAL

AFFILIATIONS
California Preservation
Foundation
National Trust for Historic
Preservation

PROFESSIONAL

CERTIFICATIONS
Registered Professional
Archaeologist (2013)

Samantha Murray, MA, RPA

CULTURAL RESOURCES DIRECTOR
Samantha Murray is the cultural resources director and archaeological principal investigator at South Environmental with over 18 years’ experience in all elements of cultural resources management, including project management, archaeology and architectural history studies, and significance evaluations in consideration of the National Register of Historic Places (NRHP), California R egister of Historical Resources (CRHR), and local -level designation criteria. Ms. Murray has conducted thousands of Phase I archaeological studies, historical resource evaluations, and has developed detailed historic context state ments for a multitude of property types and architectural styles. She has also provided expertise on numerous projects requiring conformance with the Secretary of the Interior’s Standards for the Treatment of Historic Properties.

Ms. Murray meets the Secretary of the Interior’s Professional Qualification Standards for both Archaeology and History. She is experienced managing multidisciplinary projects in the lines of private development, transportation, transmission and generation, federal land management, land development, and state and local government. She is an expert in preparation of cultural resources compliance documentation for projects that fall under the California Environmental Quality Act (CEQA), National Environmental Policy Act (NEPA), and Sections 106 and 110 of the National Historic Preservation Act (NHPA). Ms. Murray has also served as an expert witness in legal proceedings concerning historical resources under CEQA and local ordinance protection.

EXPERTISE
• CEQA, NEPA, and Section 106 of the NHPA compliance
documentation in consideration of impacts to historical, archaeological, and tribal cultural resources, and historic properties. • Resource significance evaluations in consideration of NRHP, CRHR, and local designation criteria.
• Project design review for conformance with the Secretary of the Interior’s Standards.
• Assistance with complex mitigation including HABS/HAER/HALS, salvage, and interpretive displays.
• Peer review.

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RELEVANT PROJECT EXPERIENCE
Southern California Edison (SCE) Sub consultant Agreement for Capital Projects (2021-ongoing).

South Environmental is a subconsultant on SCE’s Environmental Clearance contract and provides cultural resources services throughout SCE’s service territory in Southern California. Ms. Murray functions as an Architectural History and Archaeological Principal Investigator and oversees both historic built environment and archaeological components of large -scale utility projects subcontracted to South Environmental, including NRHP/CRHR significance evaluations for a variety of electrical substations and transmission lines and l arge-scale archaeolog ical field work and testing requiring multiple field technicians. Technical reports recently completed by South Environmental include the following:
• Historic-Era Built Environment Survey Report for the Del Valle Substation Project in Los Angeles and Ventura Counties
• Historic-Era Built Environment Survey Report for the Cal City 115 kv Upgrade Project in Los Angeles and Kern Counties
On-Call Southern California Gas Company (SoCalGas) Support (2022-ongoing). South Environmental is a subconsultant on SoCalGas’s on -call services contract and provides cultural resources services throughout SoCalGas’s service territory. Ms. Murray functions as the Archaeological Principal Investigator and oversees both historic built environment and archaeological components of various Operations & Maintenance (O&M) and Pipeline Safety Enhancement Projects (PSEP), including completion of intensive- level archaeological surveys, historic built environment surveys and evaluations, archaeological monitoring, and completion of cultural resources assessment reports in compliance with both CEQA and Section 106 of the NHPA.

Los Angeles Department of Water and Power (LADWP) As -Needed Environmental Compliance Services (2016-2021). While working for her previous firm, Ms. Murray served as the cultural resources principal investigator for both architectural history and archaeology , co-authored nearly all technical reports, and provided quality assurance/quality control (QA/QC) of numerous technical documents for a variety of projects. Ms. Murray prepared both CEQA and CEQA+ cultural resources documentation for a wide range of infrastructure projects throughout LADWP’s service territory. When LADWP project funding sources included the State Water Resources Control Board’s (SWRCB) Drinking Water State Revolving Fund (DWSRF), applications for funding must include proof of CEQA compliance and of compliance with federal requirements. CEQA+ documentation typically includes development of an area of potential effects, completion of a CHRIS records search, Native American coordination, intensive pedestrian survey, identification of historical resources/historic properties, and an assessment of project -related impacts/effects to both archaeological and historic built environment resources. A sample of some of the cultural resources technical reports overseen by Ms. Murray include:
• Power Plant 1 and 2 Transmission Line Conversion Project (2020) • Western Trunk Line Project (2020)
• Valley Generating Plant Demolition Project (2020)
• LADWP City Trunk Line South Unit 5 Phase II and Unit 6 Project (2020) • De Soto Tanks EIR Project (2019)
• Haynes Generating Station Units 3 through 6 Demolition Project (2017) • Bishop Creek Bridge Replacement Project (2016)
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D O W N T O W N I N G L E W O O D A N D F A I R V I E W H E I G H T S E I R A D D E N D U M

C I T Y O F I N G L E W O O D
Appendix
PlaceWorks
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D O W N T O W N I N G L E W O O D A N D F A I R V I E W H E I G H T S E I R A D D E N D U M

C I T Y O F I N G L E W O O D
Appendix
May 2025
Appendix B Transportation Impact Assessment
Innovating Through Informatics
Beach Avenue/La Colina Drive Development
Local Transportation Analysis
February 28, 2025
Submitted to:
12601 | Prepared byIteris, Inc.

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TABLE OF CONTENTS

1.0 Introduction..............................................................................................................................................4

1.1 Project Description ............................................................................................................................. 4

1.2 Study Area ..........................................................................................................................................7

1.3 Study Periods ......................................................................................................................................7

2.0 Environmental Setting.............................................................................................................................. 9

2.1 Roadway Configurations..................................................................................................................... 9

2.2 Existing Traffic Volumes...................................................................................................................... 9

3.0 Traffic Operations Analysis Methodology .............................................................................................. 12

4.0 Existing Conditions .................................................................................................................................13

5.0 Proposed Project Traffic......................................................................................................................... 13

6.0 Existing Plus Project Conditions ............................................................................................................. 18

7.0 Opening Year 2029 Without Project Conditions .................................................................................... 20

8.0 Opening Year 2029 With Project Conditions.......................................................................................... 21

9.0 Off site Queuing Analysis ....................................................................................................................... 22

10.0 Conclusions.............................................................................................................................................22 Appendix A Existing Traffic Counts .................................................................................................................. 24 Appendix B LOS Calculation Sheets ................................................................................................................. 25 Appendix C Opening Year 2029 Traffic Volumes .............................................................................................. 26 B-2
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TABLES
Table 1: Intersection Level of Service Definitions HCM Methodology ............................................................ 12 Table 2: Existing Intersection Peak Hour Level of Service .................................................................................. 13 Table 3: Proposed Project Trip Generation ........................................................................................................ 14 Table 4: Existing Plus Project Intersection Peak Hour LOS ................................................................................. 18 Table 5: Opening Year 2029 Without Project Intersection Peak Hour LOS ........................................................ 20 Table 6: Opening Year 2029 With Project Intersection Peak Hour LOS.............................................................. 21

FIGURES
Figure 1 300 Beach Avenue Site Plan................................................................................................................. 5 Figure 2 338 Beach Avenue Site Plan................................................................................................................. 6 Figure 3 Project Location and Study Intersections ............................................................................................ 8 Figure 4 Existing Intersection Lane Configurations.......................................................................................... 10 Figure 5 Existing Peak Hour Intersection Volumes .......................................................................................... 11 Figure 6 Project Trip Distribution..................................................................................................................... 16 Figure 7 Proposed Project Trip Assignment..................................................................................................... 17 Figure 8 Existing Plus Project Peak Hour Intersection Volumes ...................................................................... 19 B-3
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1.0 INTRODUCTION
This report summarizes the results of a local transportation analysis for the proposed Beach Avenue/La Colina Drive development located at 300 and 338 Beach Avenue (between La Brea Avenue and Centinela Avenue) in the City of Inglewood. The traffic analysis evaluates the potential impact of the proposed projects trips on existing traffic conditions and on future traffic conditions in the vicinity. This report provides detailed information concerning the methodology, findings and conclusions of the traffic analysis.

1.1 Project Description
The development is a mixed use (residential, commercial, industrial) project consisting of two sites, located at 300 and 338 Beach Avenue, in the City of Inglewood. The project is located within the Citys Downtown Inglewood Transit Oriented Development (TOD) Plan area. The proposed project consists of the following:
3 00 Beach Avenue site This site includes five total parcels. The proposed project would require approximately 11,942 square feet of demolition, for the removal of all warehouse buildings within the eastern portion of the site, while retaining the primary production facility (Don Lee Farms) on the western portion of the site. The 300 Beach Avenue site would include approximately 64,639 square feet of development, including 18,486 square feet of residential development, consisting of 24 residential townhomes, 3,727 square feet of retail space, and 3,727 square feet of open space on the eastern portion of the site, which would replace the existing warehouses that are currently on the site. Additionally, the proposed project would include the addition of 35,237 square feet of new storage space on the western portion of the site, that would include 21,858 square feet of dry storage, 12,372 square feet of freezer storage, and a 1,007 square foot loading dock, on the current Don Lee Farms site.
3 38 Beach Avenue site The project proposes the construction of a 5 story residential building with up to 115 multi family units. The site is currently vacant.

Figures 1 and 2 show the project site plans for the two sites. Vehicular access to the site will be provided via full access driveways along Beach Avenue. No vehicle access off La Colina Drive is proposed.

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1.2 Study Area
The study area for analysis includes the following four (4) intersections in the vicinity of the project site:

1. La Brea Avenue/Beach Avenue;

2. La Brea Avenue/Florence Avenue;

3. Centinela Avenue/Beach Avenue; and

4. Centinela Avenue/Florence Avenue.

The study intersections for analysis were selected based on the expected distribution of project generated trips, which typically utilize higher capacity roadways. The project site location and study intersections are shown in Figure 3.

1.3 Study Periods
Traffic operations were evaluated for each of the following scenarios during the weekday a.m. (7:00 9:00) and p.m. (4:00 6:00) peak hours:
Existing Conditions;
Existing Plus Project Conditions;
Opening Year 2029 Without Project Conditions; and
Opening Year 2029 With Project Conditions.

Based on information provided by the project applicant, the projected opening year for the proposed project is 2029. The study area and study periods were confirmed with City staff via a Scoping Document.

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2.0 ENVIRONMENTAL SETTING
This section presents an overview of the existing roadway network within the study area and the methodology used to determine existing traffic volumes.

2.1 Roadway Configurations
The existing configurations of the significant roadways within the study area are described below:

L a Brea Avenue is a four lane divided roadway, with a center two way left turn lane, oriented in a north south direction. On street parking is provided on both sides of the street and the roadways posted speed limit in the study area is 35 mph.

C entinela Avenue is a four lane divided roadway, with a center two way left turn lane, oriented in a north south direction. Centinela Avenue is classified as a major arterial in the Citys General Plan Circulation Element and has a posted speed limit of 40 mph.

Be ach Avenue is a two lane undivided roadway running in an east west orientation. Beach Avenue provides access to the project site, on street parking is provided on both sides, and the posted speed limit is 30 mph.

F lorence Avenue is a six lane divided roadway running in a northeast southwest orientation in the vicinity of the project. On street parking is prohibited and the posted speed limit is 40 mph.

Figure 4 shows the existing intersection lane configurations.

2.2 Existing Traffic Volumes
Existing traffic counts at the study intersections were collected in February 2025 on a typical weekday, with local schools in session. All counts were conducted during the a.m. peak period (7:00 9:00 a.m.) and evening peak period (4:00 6:00 p.m.). The traffic impact analysis is based on the highest single hour of traffic during each time period at each location. Detailed vehicle turning movement data is included in Appendix B. Figure 5 shows the existing peak hour volumes at the study intersections. Note that the traffic count at the Centinela Avenue/Florence Avenue intersection included the count of vehicles accessing La Colina Drive.

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3.0 TRAFFIC OPERATIONS ANALYSIS METHODOLOGY
The quality of traffic operations is characterized using the concept of level of service (LOS). Level of service is defined by a range of grades from A (best) to F (worst). At intersections, LOS A represents relatively free flow operating conditions with little or no delay. LOS F is characterized by extremely unstable flow conditions, severe congestion and delays with traffic volumes at or near the intersections design capacity.

This typically results in long vehicular queues extending from all approaches of an intersection.

Per the Citys guidelines, LOS analysis is performed using the Synchro software platform and applying the Highway Capacity Manual (HCM) methodology, which uses vehicular delay criteria to determine LOS.

Table 1 presents a brief description of each level of service letter grade per the HCM.

Table 1: Intersection Level of Service Definitions HCM Methodology Level
Of
Service
Description
HCM Average
Delay (sec)
Signalized
Intersections
HCM Average
Delay (sec)
Unsignalized
Intersections
A
Excellent operation. All approaches to the intersection appear quite open, turning movements are easily made, and nearly all drivers find freedom of operation.
10 10
B
Very good operation. Many drivers begin to feel somewhat restricted within platoons of vehicles. This represents stable flow. An approach to an intersection may occasionally be fully utilized and traffic queues start to form.
>10 20 >10 15
C
Good operation. Occasionally drivers may have to wait more than 60 seconds, and back ups may develop behind turning vehicles. Most drivers feel somewhat restricted.
>20 35 >15 25
D Fair operation. Cars are sometimes required to wait more than 60 seconds during short peaks. There are no long standing traffic queues. >35 55 >25 35 E
Poor operation. Some long standing vehicular queues develop on critical approaches to intersections. Delays may be up to several minutes.
>55
80 >35 50
F
Forced flow. Represents jammed conditions. Backups form locations downstream or on the cross street may restrict or prevent movement of vehicles out of the intersection approach lanes; therefore, volumes carried are not predictable. Potential for stop and go type traffic flow. >80 >50
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4.0 EXISTING CONDITIONS
A level of service analysis was conducted to evaluate existing intersection operations during the a.m. and p.m. peak hours at the study intersections. Table 2 summarizes the existing LOS at the study intersections.

LOS calculation sheets are provided in Appendix B.

Table 2: Existing Intersection Peak Hour Level of Service Intersection Control Type
AM Peak Hour PM Peak Hour
Delay (sec) LOS Delay (sec) LOS
1 La Brea Ave/Beach Ave Signalized 10.5 B 10.4 B
2 La Brea Ave/Florence Ave Signalized 45.8 D 51.3 D
3 Centinela Ave/Beach Ave Stop controlled 11.5 B 15.1 C 4 Centinela Ave/Florence Ave* Signalized 24.1 C 25.5 C
Notes:

LOS = Level of Service.
*Signal timing/phasing at this intersection is affected by the K Line at grade crossing, thus delay and LOS may be worse than the values projected using the Synchro platform.

As shown in Table 2 , the study intersections are currently operating at LOS D or better. Note that the Centinela Avenue/Beach Avenue intersection, which provides access to the project site, is currently a stop controlled intersection. Thus, the vehicle delays shown represent the highest stop controlled approach, rather than the average delay of all vehicles approaching the intersection.

5.0 PROPOSED PROJECT TRAFFIC
The first step in analyzing the traffic conditions with the project is to estimate the number of new trips expected to be generated by the proposed project. This section describes the analysis of the projects trip generation, using Institute of Transportation Engineers (ITE) Trip Generation 11 th Edition trip rates. The land uses used for the projects net trip generation calculation consist of:

M ultifamily Housing Mid rise (Land Use code 221);
S trip Retail Plaza < 40,000 sq ft (Land Use code 822); and W arehousing (Land Use code 150).

The number of trips forecast to be generated by the proposed development was calculated by multiplying the trip generation rates by the proposed number of units or square footage of the project. The result of this calculation is shown in Table 3.

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Trip distribution assumptions are used to determine the origin and destination of new vehicle trips associated with the project. The project trip distribution is shown in Figure 6. The new net trips generated by the project are then assigned to the surrounding roadway system based on the distribution patterns to estimate the project
related peak hour traffic at each of the study intersections. Figure 7 illustrates the proposed project trip assignment onto the roadway network during the a.m. and p.m. peak hours.

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6.0 EXISTING PLUS PROJECT CONDITIONS
Existing plus project conditions were developed by adding trips generated by the proposed project to existing volumes. Figure 8 illustrates the existing plus project traffic volumes at the study intersections.

A level of service analysis was conducted to evaluate existing plus project intersection operations during the a.m. and p.m. peak hours at the study intersections. Table 4 summarizes the existing plus project levels of service at the study intersections. Level of service calculation worksheets are included in Appendix B.

Table 4: Existing Plus Project Intersection Peak Hour LOS Intersection
Existing Conditions Existing Plus Project
Conditions
Change in
Delay
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour AM
Peak
Hour
PM
Peak
HourDelay
(sec) LOS Delay
(sec) LOS Delay
(sec) LOS Delay
(sec) LOS
1 La Brea Ave/
Beach Ave 10.5 B 10.4 B 11.6 B 11.3 B 1.1 1.2
2 La Brea Ave/
Florence Ave 45.8 D 51.3 D 46.5 D 53.5 D 0.7 2.2
3 Centinela Ave/
Beach Ave 11.5 B 15.1 C 11.6 B 15.3 C 0.1 0.2
4 Centinela Ave/
Florence Ave* 24.1 C 25.5 C 24.2 C 26.2 C 0.1 0.7
Notes:

LOS = Level of Service.
*Signal timing/phasing at this intersection is affected by the K Line at grade crossing, thus delay and LOS may be worse than the values projected using the Synchro platform.

As shown in Table 4, the proposed project is forecast to result in minimal increases in vehicle delay (less than 3 seconds per vehicle) at the study intersections and no change in existing levels of service.

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7.0 OPENING YEAR 2029 WITHOUT PROJECT CONDITIONS
The project opening year is 2029. Therefore, this section analyzes opening year 2029 traffic conditions without the proposed project. Opening year 2029 without project traffic volumes were developed by considering traffic increases due to ambient growth without consideration of the proposed project.

Ambient traffic growth is the traffic growth that will occur in the study area due to general employment growth, housing growth and growth in regional through trips in Southern California. An ambient growth rate of one percent (1.5%) per year in the study area was assumed based on discussions with City staff.

A level of service analysis was conducted to evaluate opening year 2029 without project intersection operations during the a.m. and p.m. peak hours. Opening year 2029 without project peak hour volumes at the study intersections are provided in Appendix C. Table 5 summarizes the opening year 2029 without project levels of service at the study intersections. Level of service calculation worksheets are included in Appendix B.

Table 5: Opening Year 2029 Without Project Intersection Peak Hour LOS Intersection Control Type
AM Peak Hour PM Peak Hour
Delay
(sec) LOS Delay
(sec) LOS
1 La Brea Ave/Beach Ave Signalized 11.2 B 11.1 B
2 La Brea Ave/Florence Ave Signalized 46.7 D 56.3 E
3 Centinela Ave/Beach Ave Stop controlled 11.8 B 16.6 C 4 Centinela Ave/Florence Ave* Signalized 25.7 C 33.2 C
Notes:

LOS = Level of Service.
*Signal timing/phasing at this intersection is affected by the K Line at grade crossing, thus delay and LOS may be worse than the values projected using the Synchro platform.

As shown in Table 5 , with the increases in background traffic, the La Brea Avenue/Florence Avenue intersection is forecast to operate at LOS E during the p.m. peak hour, while the other locations are forecast to remain at LOS D or better.

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8.0 OPENING YEAR 2029 WITH PROJECT CONDITIONS
Opening year 2029 with project conditions were developed by adding trips generated by the proposed project to opening year 2029 without project volumes. Opening year 2029 with project traffic volumes at the study intersections are provided in Appendix C.

A level of service analysis was conducted to evaluate opening year 2029 with project intersection operations during the a.m. and p.m. peak hours. Table 6 summarizes the opening year 2029 with project levels of service at the study intersections. Level of service calculation worksheets are included in Appendix B.

Table 6: Opening Year 2029 With Project Intersection Peak Hour LOS Intersection
Existing Conditions Existing Plus Project
Conditions
Change in
Delay
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour AM
Peak
Hour
PM
Peak
HourDelay
(sec) LOS Delay
(sec) LOS Delay
(sec) LOS Delay
(sec) LOS
1 La Brea Ave/
Beach Ave 11.2 B 11.1 B 12.5 B 12.3 B 1.3 1.2
2 La Brea Ave/
Florence Ave 46.7 D 56.3 E 47.3 D 58.7 E 0.6 2.4
3 Centinela Ave/
Beach Ave 11.8 B 16.6 C 11.9 B 16.9 C 0.1 0.3
4 Centinela Ave/
Florence Ave* 25.7 C 33.2 C 25.9 C 34.7 C 0.2 1.5
Notes:

LOS = Level of Service.
*Signal timing/phasing at this intersection is affected by the K Line at grade crossing, thus delay and LOS may be worse than the values projected using the Synchro platform.

As shown in Table 6, the proposed project is forecast to result in minimal increases in vehicle delay (less than 3 seconds per vehicle) at the study intersections and no change in without project levels of service.

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9.0 OFF SITE QUEUING ANALYSIS
The exclusive turn lane movements at the Centinela Avenue/Florence Avenue intersection was evaluated to determine if adequate storage would be provided with the addition of project related trips. Table 7 summarizes the 95 th percentile queue lengths for opening year without and with project conditions. The calculated 95th percentile queue lengths are rounded up to the nearest ten feet.

Table 7: Off site Queue Analysis Summary
Intersection Movement
Storage
Length
(ft)
Opening Year
Without Project
Opening Year
With Project
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour

4. Centinela Avenue/Florence Avenue
Southbound Left turn/Right turn 220* 270 430 280 430
Eastbound Left turn 155 120 120 120 120
Westbound Right turn 475 590 170 600 170
* Distance to Beach Avenue intersection, though storage is provided past Beach Avenue to Warren Lane.

As shown in Table 7 , the 95 th percentile vehicle queue lengths at the southbound left turn/right turn movement and westbound right turn pocket are forecast to exceed the storage in both opening year without and with project conditions. Thus, vehicle trips related to the proposed project are not forecast to cause any queue lengths to exceed the storage (where they were not already exceeding the storage without the project).

10.0 CONCLUSIONS
The proposed project is a mixed use (residential, commercial, industrial) development consisting of two sites, located at 300 and 338 Beach Avenue (between La Brea Avenue and Centinela Avenue), in the City of Inglewood. The project is located within the Citys Downtown Inglewood Transit Oriented Development (TOD) Plan area. The proposed project is forecast to generate 60 net new a.m. peak hour trips, 79 net new p.m. peak hour trips, and 811 net new daily trips. Project access will be provided along Beach Avenue.

Four intersections in the vicinity of the proposed project were evaluated as part of this study (three signalized and one stop controlled). The study intersections are all currently operating at LOS D or better.

In opening year 2029 conditions, with the increases in background traffic, the La Brea Avenue/Florence Avenue intersection is forecast to operate at LOS E during the p.m. peak hour, while the other locations are forecast to remain at LOS D or better. The proposed project is forecast to result in minimal increases in vehicle delay (less than 3 seconds per vehicle) at the study intersections and no change in without project levels of service.

B-22
Innovating Through Informatics
Beach Avenue/La Colina Drive Development
Local Transportation Analysis
Technical Appendix
Submitted to:
12601 | Prepared byIteris, Inc.

B-23
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
APPENDIX A EXISTING TRAFFIC COUNTS
B-24
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 7% 0.67
WB 2% 0.86
NB 3% 0.97
SB 2% 0.86
TOTAL 3% 0.93
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:30 AM 0 2 1 7 0 31 5 13 0 30 206 6 0 2 140 4 447 0
7:45 AM 0 3 7 17 0 41 12 6 0 23 191 17 0 6 196 4 523 0
8:00 AM 0 2 3 10 0 21 10 7 0 27 182 21 0 8 201 3 495 0
8:15 AM 0 2 7 11 0 36 10 12 0 14 205 16 0 5 158 4 480 1,945 0 9 18 45 0 129 37 38 0 94 784 60 0 21 695 15 1,945
0 0 1 4 0 5 0 0 0 2 24 2 0 0 18 0 56
- 0% 6% 9% - 4% 0% 0% - 2% 3% 3% - 0% 3% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:30 AM 1 2 3 2 0 0 0 0 3 1 2 2
7:45 AM 0 1 7 6 0 0 0 0 4 2 1 6
8:00 AM 2 0 5 6 0 0 0 0 5 4 2 6
8:15 AM 2 2 13 4 0 0 0 0 5 4 0 5
Peak Hour 5 5 28 18 0 0 0 0 17 11 5 1956 0 52
14 13 0 17
21 0
8 0 8
14 0 13
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
15-min
Total
7:30 AM to 8:30 AM
2/11/2025
7:00 AM to 9:00 AM
0 0
0 0
0 0
5 19
N
N La Brea Ave
E Beach Ave
E Beach Ave
E Beach Ave
1,945TEV:

0.9297PHF:
38 37
129
204
99045
18 9
72 146 0
Robert Donnell
(415) 757-7714 [email protected]
B-25
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 2 1 5 0 15 4 4 0 16 222 7 0 2 100 2 380 0
7:15 AM 0 0 5 9 0 20 7 3 0 19 235 10 0 0 98 2 408 0
7:30 AM 0 2 1 7 0 31 5 13 0 30 206 6 0 2 140 4 447 0
7:45 AM 0 3 7 17 0 41 12 6 0 23 191 17 0 6 196 4 523 1,758 8:00 AM 0 2 3 10 0 21 10 7 0 27 182 21 0 8 201 3 495 1,873 8:15 AM 0 2 7 11 0 36 10 12 0 14 205 16 0 5 158 4 480 1,945 8:30 AM 0 0 6 9 0 22 4 7 1 16 195 17 0 4 160 3 444 1,942 8:45 AM 0 2 5 9 0 24 4 7 0 14 159 22 0 6 164 0 416 1,835 Count Total 0 13 35 77 0 210 56 59 1 159 1,595 116 0 33 1,217 22 3,593 0 9 18 45 0 129 37 38 0 94 784 60 0 21 695 15 1,945
0 0 1 4 0 5 0 0 0 2 24 2 0 0 18 0 56
- 0% 6% 9% - 4% 0% 0% - 2% 3% 3% - 0% 3% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 1 8 3 0 0 0 0 3 0 0 1
7:15 AM 1 1 10 5 0 0 0 0 4 3 0 2
7:30 AM 1 2 3 2 0 0 0 0 3 1 2 2
7:45 AM 0 1 7 6 0 0 0 0 4 2 1 6
8:00 AM 2 0 5 6 0 0 0 0 5 4 2 6
8:15 AM 2 2 13 4 0 0 0 0 5 4 0 5
8:30 AM 0 2 8 8 0 0 0 0 3 9 1 1
8:45 AM 0 1 8 7 0 0 1 0 5 7 2 4
Count Total 6 10 62 41 0 0 1 0 32 30 8 27
Peak Hour 5 5 28 18 0 0 0 0 17 11 5 19
119 1 97
56 0 52
18 0 14
16 1 18
13 0 17
21 0 14
8 0 8
14 0 13
12 0 4
17 0 9
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-26
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 1 0 0 7 1 0 0 3 0 12 0
7:15 AM 0 0 0 1 0 1 0 0 0 1 7 2 0 0 5 0 17 0
7:30 AM 0 0 0 1 0 2 0 0 0 0 3 0 0 0 2 0 8 0
7:45 AM 0 0 0 0 0 1 0 0 0 0 7 0 0 0 6 0 14 51
8:00 AM 0 0 0 2 0 0 0 0 0 0 4 1 0 0 6 0 13 52
8:15 AM 0 0 1 1 0 2 0 0 0 2 10 1 0 0 4 0 21 56
8:30 AM 0 0 0 0 0 1 0 1 0 0 8 0 0 0 8 0 18 66
8:45 AM 0 0 0 0 0 1 0 0 0 0 8 0 0 0 7 0 16 68
Count Total 0 0 1 5 0 8 0 2 0 3 54 5 0 0 41 0 119
Pk Hr Heavy 0 0 1 4 0 5 0 0 0 2 24 2 0 0 18 0 56
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 1
Count Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-27
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.91
WB 1% 0.85
NB 1% 0.91
SB 2% 0.93
TOTAL 1% 0.91
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:45 PM 0 2 21 19 0 25 11 15 0 9 199 28 0 13 198 2 542 0 5:00 PM 0 1 11 19 0 24 9 15 0 11 168 19 0 14 176 2 469 0 5:15 PM 0 4 13 24 0 19 8 9 0 9 179 20 0 10 187 4 486 0
5:30 PM 0 3 14 22 0 25 5 8 1 17 172 24 0 11 169 6 477 1,974 0 10 59 84 0 93 33 47 1 46 718 91 0 48 730 14 1,974
0 0 0 0 0 1 0 0 0 0 12 0 0 0 12 1 26
- 0% 0% 0% - 1% 0% 0% 0% 0% 2% 0% - 0% 2% 7% 1%

EB WB NB SB EB WB NB SB E W N S
4:45 PM 0 0 4 5 0 0 0 0 5 2 3 3
5:00 PM 0 0 3 2 0 0 0 1 6 3 3 3
5:15 PM 0 1 3 2 0 0 0 0 4 2 0 3
5:30 PM 0 0 2 4 0 0 0 0 6 9 1 3
Peak Hour 0 1 12 13 0 0 0 1 21 16 7 1226 1 56
19 6 0 9
6 0
9 0 13
5 1 15
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
15-min
Total
4:45 PM to 5:45 PM
2/11/2025
4:00 PM to 6:00 PM
0 0
0 0
0 0
7 12
N
N La Brea Ave
E Beach Ave
E Beach Ave
E Beach Ave
1,974TEV:

0.9105PHF:
47 33
93 173
198084
59 10
153
93 0
Robert Donnell
(415) 757-7714 [email protected]
B-28
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 3 5 13 0 37 8 2 0 9 155 22 0 13 171 7 445 0
4:15 PM 0 1 17 20 0 17 13 5 0 11 149 14 0 13 199 5 464 0 4:30 PM 0 1 23 17 0 25 8 6 1 5 159 19 0 18 178 8 468 0
4:45 PM 0 2 21 19 0 25 11 15 0 9 199 28 0 13 198 2 542 1,919 5:00 PM 0 1 11 19 0 24 9 15 0 11 168 19 0 14 176 2 469 1,943 5:15 PM 0 4 13 24 0 19 8 9 0 9 179 20 0 10 187 4 486 1,965 5:30 PM 0 3 14 22 0 25 5 8 1 17 172 24 0 11 169 6 477 1,974 5:45 PM 0 0 7 48 0 15 8 11 0 11 163 36 1 16 199 7 522 1,954 Count Total 0 15 111 182 0 187 70 71 2 82 1,344 182 1 108 1,477 41 3,873 0 10 59 84 0 93 33 47 1 46 718 91 0 48 730 14 1,974
0 0 0 0 0 1 0 0 0 0 12 0 0 0 12 1 26
- 0% 0% 0% - 1% 0% 0% 0% 0% 2% 0% - 0% 2% 7% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 1 7 1 1 0 0 1 3 4 3 4
4:15 PM 1 0 3 4 0 0 0 0 7 2 0 7
4:30 PM 0 1 3 4 0 0 0 0 3 8 0 5
4:45 PM 0 0 4 5 0 0 0 0 5 2 3 3
5:00 PM 0 0 3 2 0 0 0 1 6 3 3 3
5:15 PM 0 1 3 2 0 0 0 0 4 2 0 3
5:30 PM 0 0 2 4 0 0 0 0 6 9 1 3
5:45 PM 1 0 4 5 0 0 0 0 2 8 5 2
Count Total 2 3 29 27 1 0 0 2 36 38 15 30
Peak Hour 0 1 12 13 0 0 0 1 21 16 7 12
61 3 119
26 1 56
6 0 19
10 0 17
5 1 15
6 0 9
8 0 16
9 0 13
9 2 14
8 0 16
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-29
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 1 0 0 0 0 7 0 0 0 1 0 9 0
4:15 PM 0 0 1 0 0 0 0 0 0 1 2 0 0 1 3 0 8 0
4:30 PM 0 0 0 0 0 0 0 1 0 0 3 0 0 0 4 0 8 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 5 0 9 34
5:00 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 5 30
5:15 PM 0 0 0 0 0 1 0 0 0 0 3 0 0 0 2 0 6 28
5:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 3 1 6 26
5:45 PM 0 0 0 1 0 0 0 0 0 1 3 0 0 0 5 0 10 27
Count Total 0 0 1 1 0 2 0 1 0 2 27 0 0 1 25 1 61
Pk Hr Heavy 0 0 0 0 0 1 0 0 0 0 12 0 0 0 12 1 26
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 2 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 0 3
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
Interval
Start
E Beach Ave E Beach Ave N La Brea Ave N La Brea Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-30
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 4% 0.79
WB 5% 0.87
NB 4% 0.96
SB 3% 0.85
TOTAL 4% 0.95
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:30 AM 0 7 32 3 0 18 146 33 0 2 231 9 0 11 158 21 671 0 7:45 AM 0 14 64 4 0 32 156 27 0 6 195 10 0 27 188 16 739 0 8:00 AM 0 12 55 8 0 26 110 39 0 5 212 23 0 30 215 15 750 0 8:15 AM 0 14 74 4 1 36 90 30 0 5 211 18 0 28 164 12 687 2,847 0 47 225 19 1 112 502 129 0 18 849 60 0 96 725 64 2,847 0 3 6 3 0 18 10 9 0 0 20 19 0 10 13 3 114
- 6% 3% 16% 0% 16% 2% 7% - 0% 2% 32% - 10% 2% 5% 4%

EB WB NB SB EB WB NB SB E W N S
7:30 AM 2 10 9 5 0 0 0 1 13 3 1 2
7:45 AM 4 9 7 8 0 0 0 0 14 5 0 3
8:00 AM 3 9 10 7 0 0 0 0 20 6 0 2
8:15 AM 3 9 13 6 0 0 0 0 10 8 4 0
Peak Hour 12 37 39 26 0 0 0 1 57 22 5 7114 1 91
22 29 0 28
31 0
26 1 19
28 0 22
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave 15-min
Total
7:30 AM to 8:30 AM
2/11/2025
7:00 AM to 9:00 AM
0 0
0 0
0 0
5 7
N
N La Brea Ave
E Florence Ave
E Florence Ave
W Florence Ave
2,847TEV:

0.9490PHF:
129
502
112
744
382119
225
47 291
584 0
Robert Donnell
(415) 757-7714 [email protected]
B-31
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 7 25 14 0 7 82 18 0 0 236 7 0 15 104 12 527 0 7:15 AM 0 7 42 2 0 17 104 13 0 1 241 16 0 11 88 14 556 0 7:30 AM 0 7 32 3 0 18 146 33 0 2 231 9 0 11 158 21 671 0 7:45 AM 0 14 64 4 0 32 156 27 0 6 195 10 0 27 188 16 739 2,493 8:00 AM 0 12 55 8 0 26 110 39 0 5 212 23 0 30 215 15 750 2,716 8:15 AM 0 14 74 4 1 36 90 30 0 5 211 18 0 28 164 12 687 2,847 8:30 AM 0 12 46 7 0 37 86 26 0 2 202 19 0 16 176 18 647 2,823 8:45 AM 0 10 60 2 0 41 86 31 0 10 168 17 0 19 151 12 607 2,691 Count Total 0 83 398 44 1 214 860 217 0 31 1,696 119 0 157 1,244 120 5,184 0 47 225 19 1 112 502 129 0 18 849 60 0 96 725 64 2,847 0 3 6 3 0 18 10 9 0 0 20 19 0 10 13 3 114
- 6% 3% 16% 0% 16% 2% 7% - 0% 2% 32% - 10% 2% 5% 4%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 7 10 11 4 0 1 0 0 6 7 2 3
7:15 AM 0 9 12 5 0 0 0 0 8 5 0 0
7:30 AM 2 10 9 5 0 0 0 1 13 3 1 2
7:45 AM 4 9 7 8 0 0 0 0 14 5 0 3
8:00 AM 3 9 10 7 0 0 0 0 20 6 0 2
8:15 AM 3 9 13 6 0 0 0 0 10 8 4 0
8:30 AM 1 15 8 8 0 1 0 0 9 14 1 3
8:45 AM 3 9 9 7 0 0 0 0 10 3 4 1
Count Total 23 80 79 50 0 2 0 1 90 51 12 14
Peak Hour 12 37 39 26 0 0 0 1 57 22 5 7
232 3 167
114 1 91
32 1 27
28 0 18
29 0 28
31 0 22
26 1 19
28 0 22
32 1 18
26 0 13
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-32
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 7 0 0 8 2 0 0 8 3 0 2 2 0 32 0
7:15 AM 0 0 0 0 0 4 3 2 0 0 6 6 0 2 2 1 26 0
7:30 AM 0 1 1 0 0 3 5 2 0 0 4 5 0 0 4 1 26 0
7:45 AM 0 1 1 2 0 4 3 2 0 0 4 3 0 7 1 0 28 112
8:00 AM 0 0 3 0 0 6 1 2 0 0 4 6 0 2 4 1 29 109
8:15 AM 0 1 1 1 0 5 1 3 0 0 8 5 0 1 4 1 31 114
8:30 AM 0 0 1 0 0 6 7 2 0 0 4 4 0 6 2 0 32 120
8:45 AM 0 0 3 0 0 5 1 3 0 1 5 3 0 1 5 1 28 120
Count Total 0 3 10 10 0 33 29 18 0 1 43 35 0 21 24 5 232 Pk Hr Heavy 0 3 6 3 0 18 10 9 0 0 20 19 0 10 13 3 114
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 1 3
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-33
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.85
WB 9% 0.88
NB 3% 0.92
SB 1% 0.94
TOTAL 3% 0.95
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:45 PM 0 17 132 10 0 16 36 49 0 3 193 29 0 39 198 8 730 0 5:00 PM 0 13 117 9 0 12 47 26 0 3 158 27 0 23 193 6 634 0 5:15 PM 0 21 133 10 0 16 41 35 0 2 187 26 0 37 198 4 710 0 5:30 PM 0 12 164 17 0 25 43 42 0 4 168 27 0 31 170 10 713 2,787 0 63 546 46 0 69 167 152 0 12 706 109 0 130 759 28 2,787 0 1 13 0 0 16 10 7 0 1 5 19 0 6 5 0 83
- 2% 2% 0% - 23% 6% 5% - 8% 1% 17% - 5% 1% 0% 3%

EB WB NB SB EB WB NB SB E W N S
4:45 PM 3 9 9 5 0 0 0 0 13 14 1 2
5:00 PM 2 7 6 1 0 0 0 1 6 5 1 4
5:15 PM 6 10 5 3 0 0 0 0 11 2 2 3
5:30 PM 3 7 5 2 0 1 0 0 7 11 2 5
Peak Hour 14 33 25 11 0 1 0 1 37 32 6 1483 2 89
25 24 0 18
17 1
26 0 30
16 1 16
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave 15-min
Total
4:45 PM to 5:45 PM
2/11/2025
4:00 PM to 6:00 PM
0 0
0 0
1 0
6 14
N
N La Brea Ave
E Florence Ave
E Florence Ave
W Florence Ave
2,787TEV:

0.9545PHF:
152
167
69 388
785046
546
63 655
207 0
Robert Donnell
(415) 757-7714 [email protected]
B-34
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 11 169 6 0 36 47 42 0 1 156 34 0 32 182 8 724 0 4:15 PM 0 8 104 10 0 17 59 31 0 7 155 30 0 31 200 11 663 0 4:30 PM 0 14 148 16 1 14 47 29 0 1 142 25 0 36 176 7 656 0 4:45 PM 0 17 132 10 0 16 36 49 0 3 193 29 0 39 198 8 730 2,773 5:00 PM 0 13 117 9 0 12 47 26 0 3 158 27 0 23 193 6 634 2,683 5:15 PM 0 21 133 10 0 16 41 35 0 2 187 26 0 37 198 4 710 2,730 5:30 PM 0 12 164 17 0 25 43 42 0 4 168 27 0 31 170 10 713 2,787 5:45 PM 0 45 118 9 0 25 50 26 0 3 159 20 0 35 220 13 723 2,780 Count Total 0 141 1,085 87 1 161 370 280 0 24 1,318 218 0 264 1,537 67 5,553 0 63 546 46 0 69 167 152 0 12 706 109 0 130 759 28 2,787 0 1 13 0 0 16 10 7 0 1 5 19 0 6 5 0 83
- 2% 2% 0% - 23% 6% 5% - 8% 1% 17% - 5% 1% 0% 3%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 3 7 8 3 0 0 0 1 6 5 4 1
4:15 PM 2 7 7 4 0 0 1 0 16 8 5 6
4:30 PM 2 8 5 3 1 0 0 0 15 6 7 6
4:45 PM 3 9 9 5 0 0 0 0 13 14 1 2
5:00 PM 2 7 6 1 0 0 0 1 6 5 1 4
5:15 PM 6 10 5 3 0 0 0 0 11 2 2 3
5:30 PM 3 7 5 2 0 1 0 0 7 11 2 5
5:45 PM 3 4 4 7 0 0 0 0 16 10 3 2
Count Total 24 59 49 28 1 1 1 2 90 61 25 29
Peak Hour 14 33 25 11 0 1 0 1 37 32 6 14
160 5 205
83 2 89
17 1 25
18 0 31
16 1 16
24 0 18
18 1 34
26 0 30
21 1 16
20 1 35
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-35
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 3 0 0 6 0 1 0 0 5 3 0 3 0 0 21 0
4:15 PM 0 0 2 0 0 4 1 2 0 0 1 6 0 2 2 0 20 0
4:30 PM 0 0 2 0 0 5 2 1 0 0 2 3 0 1 2 0 18 0
4:45 PM 0 0 3 0 0 5 2 2 0 0 2 7 0 2 3 0 26 85
5:00 PM 0 1 1 0 0 4 2 1 0 0 2 4 0 1 0 0 16 80
5:15 PM 0 0 6 0 0 3 4 3 0 0 1 4 0 1 2 0 24 84
5:30 PM 0 0 3 0 0 4 2 1 0 1 0 4 0 2 0 0 17 83
5:45 PM 0 1 2 0 0 3 0 1 0 0 1 3 0 4 3 0 18 75
Count Total 0 2 22 0 0 34 13 12 0 1 14 34 0 16 12 0 160 Pk Hr Heavy 0 1 13 0 0 16 10 7 0 1 5 19 0 6 5 0 83
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 3
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
Count Total 0 1 0 0 0 0 1 0 0 0 1 0 0 0 1 1 5
Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave Interval
Start
W Florence Ave E Florence Ave N La Brea Ave N La Brea Ave 15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-36
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.67

WB -- --
NB 1% 0.95
SB 1% 0.84
TOTAL 1% 0.90
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:30 AM 0 0 0 8 0 0 0 0 0 2 340 0 0 0 158 4 512 0
7:45 AM 0 0 0 18 0 0 0 0 0 1 357 0 0 0 205 4 585 0
8:00 AM 0 0 0 14 0 0 0 0 0 2 333 0 0 0 171 5 525 0
8:15 AM 0 0 0 8 0 0 0 0 0 3 325 0 0 0 143 10 489 2,111
0 0 0 48 0 0 0 0 0 8 1,355 0 0 0 677 23 2,111
0 0 0 1 0 0 0 0 0 0 12 0 0 0 6 0 19
- - - 2% - - - - - 0% 1% - - - 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
7:30 AM 0 0 3 2 0 0 0 1 0 5 0 0
7:45 AM 0 0 3 1 0 0 0 1 0 2 0 0
8:00 AM 1 0 2 2 0 0 0 0 0 4 0 1
8:15 AM 0 0 4 1 0 0 0 0 0 4 0 0
Peak Hour 1 0 12 6 0 0 0 2 0 15 0 119 2 16
4 5 0 5
5 0
5 1 5
4 1 2
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
15-min
Total
7:30 AM to 8:30 AM
2/11/2025
7:00 AM to 9:00 AM
0 0
0 1
N
Centinela Ave
E Beach Ave
E Beach Ave
2,111TEV:

0.9021PHF:
48 048
31 0
Robert Donnell
(415) 757-7714 [email protected]
B-37
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 7 0 0 0 0 0 3 337 0 0 0 87 2 436 0
7:15 AM 0 0 0 7 0 0 0 0 0 2 356 0 0 0 121 2 488 0
7:30 AM 0 0 0 8 0 0 0 0 0 2 340 0 0 0 158 4 512 0
7:45 AM 0 0 0 18 0 0 0 0 0 1 357 0 0 0 205 4 585 2,021
8:00 AM 0 0 0 14 0 0 0 0 0 2 333 0 0 0 171 5 525 2,110
8:15 AM 0 0 0 8 0 0 0 0 0 3 325 0 0 0 143 10 489 2,111
8:30 AM 0 0 0 11 0 0 0 0 0 1 331 0 0 0 130 5 478 2,077
8:45 AM 0 0 0 7 0 0 0 0 0 2 329 0 0 0 129 0 467 1,959
Count Total 0 0 0 80 0 0 0 0 0 16 2,708 0 0 0 1,144 32 3,980 0 0 0 48 0 0 0 0 0 8 1,355 0 0 0 677 23 2,111
0 0 0 1 0 0 0 0 0 0 12 0 0 0 6 0 19
- - - 2% - - - - - 0% 1% - - - 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 4 5 0 0 0 1 0 2 0 0
7:15 AM 0 0 4 1 0 0 0 1 1 4 0 0
7:30 AM 0 0 3 2 0 0 0 1 0 5 0 0
7:45 AM 0 0 3 1 0 0 0 1 0 2 0 0
8:00 AM 1 0 2 2 0 0 0 0 0 4 0 1
8:15 AM 0 0 4 1 0 0 0 0 0 4 0 0
8:30 AM 0 0 7 2 0 0 0 0 0 3 0 1
8:45 AM 0 0 8 2 0 0 0 1 0 4 0 0
Count Total 1 0 35 16 0 0 0 5 1 28 0 2
Peak Hour 1 0 12 6 0 0 0 2 0 15 0 1
52 5 31
19 2 16
9 0 4
10 1 4
5 0 5
5 0 4
5 1 5
4 1 2
9 1 2
5 1 5
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-38
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 1 9 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 5 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 5 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 4 23
8:00 AM 0 0 0 1 0 0 0 0 0 0 2 0 0 0 2 0 5 19
8:15 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 5 19
8:30 AM 0 0 0 0 0 0 0 0 0 0 7 0 0 0 2 0 9 23
8:45 AM 0 0 0 0 0 0 0 0 0 0 8 0 0 0 2 0 10 29
Count Total 0 0 0 1 0 0 0 0 0 0 35 0 0 0 15 1 52
Pk Hr Heavy 0 0 0 1 0 0 0 0 0 0 12 0 0 0 6 0 19
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 4
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-39
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.84

WB -- --
NB 1% 0.95
SB 1% 0.94
TOTAL 1% 0.95
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
5:00 PM 0 0 0 28 0 0 0 0 0 0 194 0 0 0 276 1 499 0
5:15 PM 0 1 0 31 0 0 0 0 0 0 192 0 0 0 246 2 472 0
5:30 PM 0 0 0 23 0 0 0 0 0 0 172 0 0 0 260 4 459 0
5:45 PM 0 0 0 24 0 0 0 0 0 0 200 0 0 0 249 1 474 1,904
0 1 0 106 0 0 0 0 0 0 758 0 0 0 1,031 8 1,904
0 0 0 0 0 0 0 0 0 0 5 0 0 0 15 0 20
- 0% - 0% - - - - - - 1% - - - 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
5:00 PM 0 0 1 4 0 0 0 0 0 2 0 0
5:15 PM 0 0 2 4 1 0 0 0 0 4 0 0
5:30 PM 0 0 1 4 0 0 0 0 3 7 0 0
5:45 PM 0 0 1 3 0 0 0 0 0 3 0 0
Peak Hour 0 0 5 15 1 0 0 0 3 16 0 020 1 19
3 5 0 10
4 0
5 0 2
6 1 4
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
15-min
Total
5:00 PM to 6:00 PM
2/11/2025
4:00 PM to 6:00 PM
1 0
0 0
N
Centinela Ave
E Beach Ave
E Beach Ave
1,904TEV:

0.9539PHF:
106
1107
8 0
Robert Donnell
(415) 757-7714 [email protected]
B-40
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 29 0 0 0 0 0 0 192 0 0 0 256 1 478 0
4:15 PM 0 0 0 31 0 0 0 0 0 0 180 0 0 0 238 2 451 0
4:30 PM 0 0 0 26 0 0 0 0 0 0 167 0 0 0 239 4 436 0
4:45 PM 0 0 0 12 0 0 0 0 0 0 156 0 1 0 229 2 400 1,765
5:00 PM 0 0 0 28 0 0 0 0 0 0 194 0 0 0 276 1 499 1,786
5:15 PM 0 1 0 31 0 0 0 0 0 0 192 0 0 0 246 2 472 1,807
5:30 PM 0 0 0 23 0 0 0 0 0 0 172 0 0 0 260 4 459 1,830
5:45 PM 0 0 0 24 0 0 0 0 0 0 200 0 0 0 249 1 474 1,904
Count Total 0 1 0 204 0 0 0 0 0 0 1,453 0 1 0 1,993 17 3,669 0 1 0 106 0 0 0 0 0 0 758 0 0 0 1,031 8 1,904
0 0 0 0 0 0 0 0 0 0 5 0 0 0 15 0 20
- 0% - 0% - - - - - - 1% - - - 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 1 3 0 0 0 0 1 4 1 0
4:15 PM 0 0 2 1 0 0 0 0 2 7 0 0
4:30 PM 0 0 0 4 0 0 0 1 1 1 0 0
4:45 PM 0 0 0 1 0 0 0 0 2 4 0 0
5:00 PM 0 0 1 4 0 0 0 0 0 2 0 0
5:15 PM 0 0 2 4 1 0 0 0 0 4 0 0
5:30 PM 0 0 1 4 0 0 0 0 3 7 0 0
5:45 PM 0 0 1 3 0 0 0 0 0 3 0 0
Count Total 0 0 8 24 1 0 0 1 9 32 1 0
Peak Hour 0 0 5 15 1 0 0 0 3 16 0 0
32 2 42
20 1 19
5 0 10
4 0 3
5 0 2
6 1 4
4 1 2
1 0 6
4 0 6
3 0 9
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-41
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 4 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 12
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 4 0 5 13
5:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 4 0 6 16
5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 4 0 5 17
5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 4 20
Count Total 0 0 0 0 0 0 0 0 0 0 8 0 0 0 24 0 32
Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 5 0 0 0 15 0 20
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:15 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 2
Pk Hr Bike 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
Interval
Start
E Beach Ave n/a Centinela Ave Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-42
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 5% 0.86
WB 2% 0.90

NB -- --
SB 1% 0.84
TOTAL 2% 0.90
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:30 AM 0 32 63 0 0 0 217 305 0 0 0 0 0 132 0 36 785 0
7:45 AM 1 36 89 0 1 0 245 321 0 0 0 0 0 175 0 40 908 0
8:00 AM 0 39 106 0 0 0 193 291 0 0 0 0 0 138 0 43 810 0 8:15 AM 0 26 106 0 0 0 168 295 0 0 0 0 0 126 0 30 751 3,254 1 133 364 0 1 0 823 1,212 0 0 0 0 0 571 0 149 3,254
0 0 26 0 0 0 31 11 0 0 0 0 0 5 0 2 75
0% 0% 7% - 0% - 4% 1% - - - - - 1% - 1% 2%

EB WB NB SB EB WB NB SB E W N S
7:30 AM 5 13 0 2 0 1 0 1 0 5 4 6
7:45 AM 8 10 0 2 0 0 0 0 0 3 4 6
8:00 AM 9 8 0 2 0 0 0 0 0 2 3 3
8:15 AM 4 11 0 1 0 0 0 0 0 4 9 7
Peak Hour 26 42 0 7 0 1 0 1 0 14 20 2275 2 56
20 19 0 8
16 0
20 2 15
20 0 13
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
15-min
Total
7:30 AM to 8:30 AM
2/11/2025
7:00 AM to 9:00 AM
0 0
0 1
20 22
N
Centinela Ave
E Florence Ave
E Florence Ave
E Florence Ave
3,254TEV:

0.895PHF
1,212
823 2,036
936
1 364
133498
973
1 Robert Donnell
(415) 757-7714 [email protected]
B-43
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 17 64 0 0 0 129 351 0 0 0 0 0 77 0 5 643 0
7:15 AM 0 9 79 0 0 0 142 354 0 0 0 0 0 114 0 26 724 0
7:30 AM 0 32 63 0 0 0 217 305 0 0 0 0 0 132 0 36 785 0
7:45 AM 1 36 89 0 1 0 245 321 0 0 0 0 0 175 0 40 908 3,060 8:00 AM 0 39 106 0 0 0 193 291 0 0 0 0 0 138 0 43 810 3,227 8:15 AM 0 26 106 0 0 0 168 295 0 0 0 0 0 126 0 30 751 3,254 8:30 AM 0 42 91 0 0 0 170 282 0 0 0 0 0 118 0 28 731 3,200 8:45 AM 0 34 98 0 0 0 157 292 0 0 0 0 0 113 0 24 718 3,010 Count Total 1 235 696 0 1 0 1,421 2,491 0 0 0 0 0 993 0 232 6,070 1 133 364 0 1 0 823 1,212 0 0 0 0 0 571 0 149 3,254
0 0 26 0 0 0 31 11 0 0 0 0 0 5 0 2 75
0% 0% 7% - 0% - 4% 1% - - - - - 1% - 1% 2%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 6 18 0 3 0 0 0 0 0 3 6 6
7:15 AM 6 9 0 2 0 0 0 0 0 3 3 5
7:30 AM 5 13 0 2 0 1 0 1 0 5 4 6
7:45 AM 8 10 0 2 0 0 0 0 0 3 4 6
8:00 AM 9 8 0 2 0 0 0 0 0 2 3 3
8:15 AM 4 11 0 1 0 0 0 0 0 4 9 7
8:30 AM 8 19 0 2 0 2 0 0 0 5 5 5
8:45 AM 3 9 0 2 0 0 0 0 0 0 3 4
Count Total 49 97 0 16 0 3 0 1 0 25 37 42
Peak Hour 26 42 0 7 0 1 0 1 0 14 20 22
162 4 104
75 2 56
29 2 15
14 0 7
19 0 8
16 0 20
20 2 15
20 0 13
27 0 15
17 0 11
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-44
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 6 0 0 0 14 4 0 0 0 0 0 3 0 0 27 0
7:15 AM 0 0 6 0 0 0 4 5 0 0 0 0 0 2 0 0 17 0
7:30 AM 0 0 5 0 0 0 10 3 0 0 0 0 0 2 0 0 20 0
7:45 AM 0 0 8 0 0 0 7 3 0 0 0 0 0 2 0 0 20 84
8:00 AM 0 0 9 0 0 0 6 2 0 0 0 0 0 1 0 1 19 76
8:15 AM 0 0 4 0 0 0 8 3 0 0 0 0 0 0 0 1 16 75
8:30 AM 0 0 8 0 0 0 11 8 0 0 0 0 0 2 0 0 29 84
8:45 AM 0 0 3 0 0 0 2 7 0 0 0 0 0 1 0 1 14 78
Count Total 0 0 49 0 0 0 62 35 0 0 0 0 0 13 0 3 162
Pk Hr Heavy 0 0 26 0 0 0 31 11 0 0 0 0 0 5 0 2 75
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:30 AM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2 2
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
Count Total 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 1 4
Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-45
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 3% 0.97
WB 2% 0.94

NB -- --
SB 1% 0.97
TOTAL 2% 0.97
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
5:00 PM 0 38 191 0 0 0 101 144 0 0 0 0 0 255 0 36 765 0 5:15 PM 1 38 211 0 0 0 91 143 0 0 0 0 0 255 0 33 772 0
5:30 PM 0 27 223 0 0 0 133 137 0 0 0 0 0 233 0 48 801 0 5:45 PM 0 51 189 0 1 0 119 146 0 0 0 0 0 246 0 28 780 3,118 1 154 814 0 1 0 444 570 0 0 0 0 0 989 0 145 3,118
0 0 28 0 0 0 15 4 0 0 0 0 0 12 0 1 60
0% 0% 3% - 0% - 3% 1% - - - - - 1% - 1% 2%

EB WB NB SB EB WB NB SB E W N S
5:00 PM 6 4 0 2 0 0 0 0 0 4 5 2
5:15 PM 8 8 0 4 0 0 0 0 0 6 4 2
5:30 PM 6 6 0 4 0 1 0 0 0 1 8 5
5:45 PM 8 1 0 3 0 0 0 0 0 0 2 1
Peak Hour 28 19 0 13 0 1 0 0 0 11 19 1060 1 40
3 16 1 14
12 0
12 0 11
20 0 12
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
15-min
Total
5:00 PM to 6:00 PM
2/11/2025
4:00 PM to 6:00 PM
0 0
0 1
19 10
N
Centinela Ave
E Florence Ave
E Florence Ave
E Florence Ave
3,118TEV:

0.973PHF
570
444 1,015
1,804
1 814
154969
590
1 Robert Donnell
(415) 757-7714 [email protected]
B-46
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 37 223 0 0 0 113 156 0 0 0 0 0 243 0 29 801 0 4:15 PM 1 29 163 0 0 0 100 151 0 0 0 0 0 247 0 36 727 0 4:30 PM 0 33 202 0 0 0 107 144 0 0 0 0 0 234 0 32 752 0 4:45 PM 0 26 199 0 0 0 112 151 0 0 0 0 0 209 0 31 728 3,008 5:00 PM 0 38 191 0 0 0 101 144 0 0 0 0 0 255 0 36 765 2,972 5:15 PM 1 38 211 0 0 0 91 143 0 0 0 0 0 255 0 33 772 3,017 5:30 PM 0 27 223 0 0 0 133 137 0 0 0 0 0 233 0 48 801 3,066 5:45 PM 0 51 189 0 1 0 119 146 0 0 0 0 0 246 0 28 780 3,118 Count Total 2 279 1,601 0 1 0 876 1,172 0 0 0 0 0 1,922 0 273 6,126 1 154 814 0 1 0 444 570 0 0 0 0 0 989 0 145 3,118
0 0 28 0 0 0 15 4 0 0 0 0 0 12 0 1 60
0% 0% 3% - 0% - 3% 1% - - - - - 1% - 1% 2%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 6 4 0 3 0 0 0 0 0 3 6 7
4:15 PM 7 6 0 2 0 0 0 0 0 2 2 3
4:30 PM 5 4 0 3 0 0 0 0 0 4 3 5
4:45 PM 6 8 0 3 0 0 0 0 0 3 4 5
5:00 PM 6 4 0 2 0 0 0 0 0 4 5 2
5:15 PM 8 8 0 4 0 0 0 0 0 6 4 2
5:30 PM 6 6 0 4 0 1 0 0 0 1 8 5
5:45 PM 8 1 0 3 0 0 0 0 0 0 2 1
Count Total 52 41 0 24 0 1 0 0 0 23 34 30
Peak Hour 28 19 0 13 0 1 0 0 0 11 19 10
117 1 87
60 1 40
16 1 14
12 0 3
12 0 11
20 0 12
12 0 12
17 0 12
13 0 16
15 0 7
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-47
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 6 0 0 0 3 1 0 0 0 0 0 3 0 0 13 0
4:15 PM 0 0 7 0 0 0 3 3 0 0 0 0 0 2 0 0 15 0
4:30 PM 0 0 5 0 0 0 4 0 0 0 0 0 0 3 0 0 12 0
4:45 PM 0 0 6 0 0 0 8 0 0 0 0 0 0 2 0 1 17 57
5:00 PM 0 0 6 0 0 0 3 1 0 0 0 0 0 2 0 0 12 56
5:15 PM 0 0 8 0 0 0 6 2 0 0 0 0 0 3 0 1 20 61
5:30 PM 0 0 6 0 0 0 5 1 0 0 0 0 0 4 0 0 16 65
5:45 PM 0 0 8 0 0 0 1 0 0 0 0 0 0 3 0 0 12 60
Count Total 0 0 52 0 0 0 33 8 0 0 0 0 0 22 0 2 117
Pk Hr Heavy 0 0 28 0 0 0 15 4 0 0 0 0 0 12 0 1 60
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
Interval
Start
E Florence Ave E Florence Ave n/a Centinela Ave
15-min
Total
Robert Donnell
(415) 757-7714 [email protected]
B-48
Date: Tuesday, February 11th 2025
Location: La Colina Dr, West of Centinela Ave
Time: 7:00AM 9:00AM | 4:00PM 6:00PM
Time IN OUT Total IN Total OUT
7:00 1 0
7:15 0 1
7:30 0 0
7:45 0 0
8:00 0 0
8:15 0 0
8:30 0 0
8:45 0 1
AM Total 1 2
16:00 1 0
16:15 1 1
16:30 0 1
16:45 2 1
17:00 0 1
17:15 0 3
17:30 1 0
17:45 0 0
PM Total 5 7
Total: 6 9 15
(01) La Colina Dr
1 3
4 3
12 11
0 4
1 B-49
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
APPENDIX B LOS CALCULATION SHEETS
B-50
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
Existing LOS Calculation Sheets
B-51
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 18 45 129 37 38 94 784 60 21 695 15 Future Volume (vph) 9 18 45 129 37 38 94 784 60 21 695 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.916 0.975 0.989 0.997
Flt Protected 0.994 0.969 0.950 0.950
Satd. Flow (prot) 0 1696 0 0 1760 0 1770 3500 0 1770 3529 0 Flt Permitted 0.948 0.762 0.344 0.275
Satd. Flow (perm) 0 1618 0 0 1384 0 641 3500 0 512 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 48 10 13 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 10 19 48 139 40 41 101 843 65 23 747 16 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 77 0 0 220 0 101 908 0 23 763 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-52
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 12.9 12.9 23.9 23.9 23.9 23.9
Actuated g/C Ratio 0.27 0.27 0.50 0.50 0.50 0.50
v/c Ratio 0.16 0.58 0.31 0.52 0.09 0.43
Control Delay 8.9 22.1 11.0 9.4 8.0 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.9 22.1 11.0 9.4 8.0 8.7

LOS A C B A A A
Approach Delay 8.9 22.1 9.5 8.7
Approach LOS A C A A
Queue Length 50th (ft) 6 46 14 74 3 60
Queue Length 95th (ft) 34 127 49 148 14 120
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1206 1024 641 3500 512 3529
Starvation Cap Reductn 0 0 0 37 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.21 0.16 0.26 0.04 0.22
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 47.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 10.5 Intersection LOS: B
Intersection Capacity Utilization 60.8% ICU Level of Service B B-53
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-54
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 225 19 113 502 129 18 849 60 96 725 64 Future Volume (vph) 47 225 19 113 502 129 18 849 60 96 725 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.969 0.850 0.988
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3497 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3497 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 7 27 90 6
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 49 237 20 119 528 136 19 894 63 101 763 67 Shared Lane Traffic (%)
Lane Group Flow (vph) 49 257 0 119 664 0 19 894 63 101 830 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-55
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 60.0 19.0 60.0 17.0 44.0 44.0 17.0 44.0 Total Split (%) 13.6% 42.9% 13.6% 42.9% 12.1% 31.4% 31.4% 12.1% 31.4% Maximum Green (s) 14.5 54.5 14.5 54.5 12.5 38.5 38.5 12.5 38.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Min None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 27.0 27.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 8.1 52.2 12.5 58.7 6.1 43.3 43.3 12.0 53.2 Actuated g/C Ratio 0.06 0.37 0.09 0.42 0.04 0.31 0.31 0.09 0.38 v/c Ratio 0.49 0.20 0.75 0.46 0.25 0.82 0.11 0.67 0.62
Control Delay 78.9 31.7 72.7 40.3 72.3 51.2 2.9 82.5 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8
Total Delay 78.9 31.7 72.7 40.3 72.3 51.2 2.9 82.5 41.0

LOS E C E D E D A F D
Approach Delay 39.3 45.3 48.5 45.5
Approach LOS D D D D
Queue Length 50th (ft) 44 82 108 300 17 393 0 91 330
Queue Length 95th (ft) 86 131 m#187 354 45 455 16 150 369 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1452 186 1527 158 1104 555 173 1331 Starvation Cap Reductn 0 0 0 0 0 0 0 0 403
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.18 0.64 0.43 0.12 0.81 0.11 0.58 0.89 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 42 (30%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 45.8 Intersection LOS: D
B-56
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 6
Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-57
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 48 8 1355 677 23
Future Volume (vph) 0 48 8 1355 677 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frt 0.865 0.995
Flt Protected
Satd. Flow (prot) 1611 0 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 1611 0 0 3539 3522 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 53 9 1506 752 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 53 0 0 1515 778 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
B-58
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 48 8 1355 677 23
Future Vol, veh/h 0 48 8 1355 677 23
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 53 9 1506 752 26

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1536 389 778 0 - 0
Stage 1 765 - - - - -
Stage 2 771 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 107 610 834 - - -
Stage 1 420 - - - - -
Stage 2 417 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 100 610 834 - - -
Mov Cap-2 Maneuver 100 - - - - -
Stage 1 392 - - - - -
Stage 2 417 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.5 0.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 834 - 610 - -
HCM Lane V/C Ratio 0.011 - 0.087 - -
HCM Control Delay (s) 9.4 - 11.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
B-59
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 134 364 824 1212 571 149
Future Volume (vph) 134 364 824 1212 571 149
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.996 0.850
Flt Protected 0.950 0.954
Satd. Flow (prot) 3433 5085 5085 2787 4991 1362
Flt Permitted 0.950 0.954
Satd. Flow (perm) 3433 5085 5085 2787 4991 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 149 404 916 1347 634 166
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 149 404 916 1347 651 149
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-60
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 10.0 66.5 52.5 93.2 27.2 27.2
Actuated g/C Ratio 0.07 0.48 0.38 0.67 0.19 0.19
v/c Ratio 0.61 0.17 0.48 0.73 0.67 0.56
Control Delay 83.5 20.9 34.4 18.2 11.7 16.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8
Total Delay 83.5 20.9 34.4 18.2 11.7 17.1

LOS F C C B B B
Approach Delay 37.8 24.8 12.7
Approach LOS D C B
Queue Length 50th (ft) 72 61 231 427 9 6
Queue Length 95th (ft) 110 86 274 523 #63 #241
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 245 2415 1852 1855 969 264
Starvation Cap Reductn 0 0 0 0 0 20
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.61 0.17 0.49 0.73 0.67 0.61
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 54 (39%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 24.1 Intersection LOS: C
B-61
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: AM Peak Hour Page 11
Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-62
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 59 84 93 33 47 47 718 91 48 730 14 Future Volume (vph) 10 59 84 93 33 47 47 718 91 48 730 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.926 0.963 0.983 0.997
Flt Protected 0.997 0.974 0.950 0.950
Satd. Flow (prot) 0 1720 0 0 1747 0 1770 3479 0 1770 3529 0 Flt Permitted 0.974 0.793 0.316 0.281
Satd. Flow (perm) 0 1680 0 0 1423 0 589 3479 0 523 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 51 16 22 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 11 65 92 102 36 52 52 789 100 53 802 15 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 168 0 0 190 0 52 889 0 53 817 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-63
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 12.5 12.5 21.4 21.4 21.4 21.4
Actuated g/C Ratio 0.28 0.28 0.48 0.48 0.48 0.48
v/c Ratio 0.33 0.47 0.19 0.53 0.21 0.49
Control Delay 12.6 18.0 9.2 9.5 9.9 9.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.6 18.0 9.2 9.5 9.9 9.2

LOS B B A A A A
Approach Delay 12.6 18.0 9.5 9.2
Approach LOS B B A A
Queue Length 50th (ft) 22 35 6 69 7 63
Queue Length 95th (ft) 74 103 27 142 28 130
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1330 1121 589 3479 523 3529
Starvation Cap Reductn 0 0 0 18 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.17 0.09 0.26 0.10 0.23
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 44.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 10.4 Intersection LOS: B
Intersection Capacity Utilization 64.6% ICU Level of Service C B-64
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-65
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 63 546 46 69 167 152 12 706 109 130 759 28 Future Volume (vph) 63 546 46 69 167 152 12 706 109 130 759 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.929 0.850 0.995
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3288 0 1770 3539 1583 1770 3522 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3288 0 1770 3539 1583 1770 3522 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 7 160 160 3
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 66 575 48 73 176 160 13 743 115 137 799 29 Shared Lane Traffic (%)
Lane Group Flow (vph) 66 623 0 73 336 0 13 743 115 137 828 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-66
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 57.0 25.0 63.0 10.0 39.0 39.0 19.0 48.0 Total Split (%) 13.6% 40.7% 17.9% 45.0% 7.1% 27.9% 27.9% 13.6% 34.3% Maximum Green (s) 14.5 51.5 20.5 57.5 5.5 33.5 33.5 14.5 42.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Max None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 26.0 26.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 9.2 66.2 9.7 66.7 5.5 33.0 33.0 13.1 46.6 Actuated g/C Ratio 0.07 0.47 0.07 0.48 0.04 0.24 0.24 0.09 0.33 v/c Ratio 0.57 0.38 0.59 0.20 0.19 0.89 0.23 0.83 0.71
Control Delay 81.2 25.7 86.1 24.0 71.5 65.7 2.9 97.8 44.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.2
Total Delay 81.2 25.7 86.1 24.0 71.5 65.7 2.9 97.8 62.1

LOS F C F C E E A F E
Approach Delay 31.0 35.1 57.5 67.2
Approach LOS C D E E
Queue Length 50th (ft) 60 196 67 45 12 345 0 123 321
Queue Length 95th (ft) 109 262 m124 m154 36 #447 17 #227 440 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1656 259 1649 69 851 502 183 1174 Starvation Cap Reductn 0 0 0 0 0 0 0 0 350
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.38 0.28 0.20 0.19 0.87 0.23 0.75 1.00 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 13 (9%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 51.3 Intersection LOS: D
B-67
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 6
Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-68
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 106 0 758 1031 8
Future Volume (vph) 1 106 0 758 1031 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95
Frt 0.866 0.999
Flt Protected
Satd. Flow (prot) 1613 0 0 3539 3536 0
Flt Permitted
Satd. Flow (perm) 1613 0 0 3539 3536 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1 112 0 798 1085 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 113 0 0 798 1093 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 60 60 60 60
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15
B-69
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 106 0 758 1031 8
Future Vol, veh/h 1 106 0 758 1031 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 112 0 798 1085 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1488 547 - 0 - 0
Stage 1 1089 - - - - -
Stage 2 399 - - - - -
Critical Hdwy 6.84 6.94 - - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - - -
Pot Cap-1 Maneuver 115 481 0 - - -
Stage 1 284 - 0 - - -
Stage 2 647 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 115 481 - - - -
Mov Cap-2 Maneuver 115 - - - - -
Stage 1 284 - - - - -
Stage 2 647 - - - - -

Approach EB NB SB
HCM Control Delay, s 15.1 0 0

HCM LOS C

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 467 - -
HCM Lane V/C Ratio - 0.241 - -
HCM Control Delay (s) - 15.1 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.9 - -
B-70
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 155 814 444 570 989 145
Future Volume (vph) 155 814 444 570 989 145
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.998 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot) 3433 5085 5085 2787 4996 1362
Flt Permitted 0.950 0.953
Satd. Flow (perm) 3433 5085 5085 2787 4996 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 160 839 458 588 1020 149
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 160 839 458 588 1035 134
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-71
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 12.1 79.3 63.1 102.0 28.5 28.5
Actuated g/C Ratio 0.09 0.57 0.45 0.73 0.20 0.20
v/c Ratio 0.54 0.29 0.20 0.29 1.02 0.48
Control Delay 62.7 17.2 24.0 7.4 38.4 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 6.3
Total Delay 62.7 17.2 24.0 7.4 38.4 18.7

LOS E B C A D B
Approach Delay 24.5 14.7 36.1
Approach LOS C B D
Queue Length 50th (ft) 77 133 88 92 24 3
Queue Length 95th (ft) m114 207 128 147 m#446 m20
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 297 2878 2293 2310 1015 277
Starvation Cap Reductn 0 0 0 0 0 97
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.29 0.20 0.25 1.02 0.74
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 20 (14%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 25.5 Intersection LOS: C
B-72
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing Synchro 11 Report
Timing Plan: PM Peak Hour Page 11
Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-73
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
Existing Plus Project LOS Calculation Sheets
B-74
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 18 45 152 37 50 94 784 70 26 695 15 Future Volume (vph) 9 18 45 152 37 50 94 784 70 26 695 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.916 0.972 0.988 0.997
Flt Protected 0.994 0.969 0.950 0.950
Satd. Flow (prot) 0 1696 0 0 1754 0 1770 3497 0 1770 3529 0 Flt Permitted 0.947 0.762 0.337 0.264
Satd. Flow (perm) 0 1616 0 0 1380 0 628 3497 0 492 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 48 11 15 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 10 19 48 163 40 54 101 843 75 28 747 16 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 77 0 0 257 0 101 918 0 28 763 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-75
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 14.5 14.5 24.4 24.4 24.4 24.4
Actuated g/C Ratio 0.29 0.29 0.49 0.49 0.49 0.49
v/c Ratio 0.15 0.63 0.33 0.53 0.12 0.44
Control Delay 8.8 23.7 12.1 10.3 9.2 9.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.8 23.7 12.1 10.3 9.2 9.5

LOS A C B B A A
Approach Delay 8.8 23.7 10.4 9.5
Approach LOS A C B A
Queue Length 50th (ft) 6 58 15 82 4 65
Queue Length 95th (ft) 35 153 54 165 18 133
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1168 989 628 3497 492 3529
Starvation Cap Reductn 0 0 0 52 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.26 0.16 0.27 0.06 0.22
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 50
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 11.6 Intersection LOS: B
Intersection Capacity Utilization 63.1% ICU Level of Service B B-76
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-77
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 56 225 19 113 502 129 18 851 60 96 729 82 Future Volume (vph) 56 225 19 113 502 129 18 851 60 96 729 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.969 0.850 0.985
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3486 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3486 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 7 27 90 8
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 59 237 20 119 528 136 19 896 63 101 767 86 Shared Lane Traffic (%)
Lane Group Flow (vph) 59 257 0 119 664 0 19 896 63 101 853 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-78
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 60.0 19.0 60.0 17.0 44.0 44.0 17.0 44.0 Total Split (%) 13.6% 42.9% 13.6% 42.9% 12.1% 31.4% 31.4% 12.1% 31.4% Maximum Green (s) 14.5 54.5 14.5 54.5 12.5 38.5 38.5 12.5 38.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Min None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 27.0 27.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 8.7 52.3 12.5 58.0 6.1 43.3 43.3 12.0 53.1 Actuated g/C Ratio 0.06 0.37 0.09 0.41 0.04 0.31 0.31 0.09 0.38 v/c Ratio 0.54 0.20 0.75 0.46 0.25 0.82 0.11 0.67 0.64
Control Delay 80.5 31.6 72.8 41.2 72.3 51.4 2.9 82.5 37.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.7
Total Delay 80.5 31.6 72.8 41.2 72.3 51.4 2.9 82.5 42.4

LOS F C E D E D A F D
Approach Delay 40.7 46.0 48.7 46.6
Approach LOS D D D D
Queue Length 50th (ft) 53 82 108 305 17 394 0 91 341
Queue Length 95th (ft) 100 130 m#187 354 45 458 16 150 384 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1451 186 1519 158 1103 555 173 1328 Starvation Cap Reductn 0 0 0 0 0 0 0 0 396
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.32 0.18 0.64 0.44 0.12 0.81 0.11 0.58 0.92 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 42 (30%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 46.5 Intersection LOS: D
B-79
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 6
Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-80
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 54 11 1355 677 24
Future Volume (vph) 0 54 11 1355 677 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frt 0.865 0.995
Flt Protected
Satd. Flow (prot) 1611 0 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 1611 0 0 3539 3522 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 60 12 1506 752 27
Shared Lane Traffic (%)
Lane Group Flow (vph) 60 0 0 1518 779 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15
B-81
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 54 11 1355 677 24
Future Vol, veh/h 0 54 11 1355 677 24
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 60 12 1506 752 27

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1543 390 779 0 - 0
Stage 1 766 - - - - -
Stage 2 777 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 106 609 834 - - -
Stage 1 419 - - - - -
Stage 2 414 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 97 609 834 - - -
Mov Cap-2 Maneuver 97 - - - - -
Stage 1 382 - - - - -
Stage 2 414 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.6 0.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 834 - 609 - -
HCM Lane V/C Ratio 0.015 - 0.099 - -
HCM Control Delay (s) 9.4 - 11.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
B-82
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 134 364 824 1215 577 149
Future Volume (vph) 134 364 824 1215 577 149
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.996 0.850
Flt Protected 0.950 0.954
Satd. Flow (prot) 3433 5085 5085 2787 4991 1362
Flt Permitted 0.950 0.954
Satd. Flow (perm) 3433 5085 5085 2787 4991 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 149 404 916 1350 641 166
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 149 404 916 1350 658 149
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-83
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 10.0 66.5 52.5 93.2 27.2 27.2
Actuated g/C Ratio 0.07 0.48 0.38 0.67 0.19 0.19
v/c Ratio 0.61 0.17 0.48 0.73 0.68 0.56
Control Delay 83.5 20.9 34.4 18.3 12.2 16.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 1.0
Total Delay 83.5 20.9 34.4 18.3 12.2 17.5

LOS F C C B B B
Approach Delay 37.8 24.8 13.2
Approach LOS D C B
Queue Length 50th (ft) 72 61 231 428 11 8
Queue Length 95th (ft) 110 87 274 525 #67 #240
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 245 2415 1852 1855 969 264
Starvation Cap Reductn 0 0 0 0 0 24
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.61 0.17 0.49 0.73 0.68 0.62
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 54 (39%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 24.2 Intersection LOS: C
B-84
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 11
Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-85
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 59 84 112 33 58 47 718 115 59 730 14 Future Volume (vph) 10 59 84 112 33 58 47 718 115 59 730 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.926 0.961 0.979 0.997
Flt Protected 0.997 0.973 0.950 0.950
Satd. Flow (prot) 0 1720 0 0 1742 0 1770 3465 0 1770 3529 0 Flt Permitted 0.973 0.783 0.310 0.264
Satd. Flow (perm) 0 1678 0 0 1402 0 577 3465 0 492 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 51 17 29 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 11 65 92 123 36 64 52 789 126 65 802 15 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 168 0 0 223 0 52 915 0 65 817 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-86
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 14.3 14.3 23.4 23.4 23.4 23.4
Actuated g/C Ratio 0.29 0.29 0.48 0.48 0.48 0.48
v/c Ratio 0.32 0.53 0.19 0.55 0.28 0.48
Control Delay 12.6 19.6 10.1 10.3 12.2 9.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.6 19.6 10.1 10.3 12.2 9.9

LOS B B B B B A
Approach Delay 12.6 19.6 10.3 10.1
Approach LOS B B B B
Queue Length 50th (ft) 24 45 7 79 9 70
Queue Length 95th (ft) 77 125 30 165 39 146
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1247 1035 577 3465 492 3529
Starvation Cap Reductn 0 0 0 37 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.22 0.09 0.27 0.13 0.23
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 48.8
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 11.3 Intersection LOS: B
Intersection Capacity Utilization 67.1% ICU Level of Service C B-87
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-88
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 83 546 46 69 167 152 12 710 109 130 763 44 Future Volume (vph) 83 546 46 69 167 152 12 710 109 130 763 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.929 0.850 0.992
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3288 0 1770 3539 1583 1770 3511 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3288 0 1770 3539 1583 1770 3511 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 7 160 160 4
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 87 575 48 73 176 160 13 747 115 137 803 46 Shared Lane Traffic (%)
Lane Group Flow (vph) 87 623 0 73 336 0 13 747 115 137 849 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-89
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 57.0 25.0 63.0 10.0 39.0 39.0 19.0 48.0 Total Split (%) 13.6% 40.7% 17.9% 45.0% 7.1% 27.9% 27.9% 13.6% 34.3% Maximum Green (s) 14.5 51.5 20.5 57.5 5.5 33.5 33.5 14.5 42.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Max None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 26.0 26.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 10.6 66.1 9.7 63.3 5.5 33.1 33.1 13.1 46.7 Actuated g/C Ratio 0.08 0.47 0.07 0.45 0.04 0.24 0.24 0.09 0.33 v/c Ratio 0.65 0.38 0.59 0.21 0.19 0.89 0.23 0.83 0.72
Control Delay 84.7 25.8 86.0 25.7 71.5 65.9 2.9 97.8 45.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.0
Total Delay 84.7 25.8 86.0 25.7 71.5 65.9 2.9 97.8 67.5

LOS F C F C E E A F E
Approach Delay 33.0 36.5 57.7 71.7
Approach LOS C D E E
Queue Length 50th (ft) 78 196 67 45 12 347 0 123 332
Queue Length 95th (ft) 135 262 m124 m157 36 #452 17 #227 454 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1654 259 1573 69 852 502 183 1173 Starvation Cap Reductn 0 0 0 0 0 0 0 0 343
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.38 0.28 0.21 0.19 0.88 0.23 0.75 1.02 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 13 (9%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 53.5 Intersection LOS: D
B-90
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 6
Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-91
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 111 7 758 1031 10
Future Volume (vph) 1 111 7 758 1031 10
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frt 0.866 0.998
Flt Protected
Satd. Flow (prot) 1613 0 0 3539 3532 0
Flt Permitted
Satd. Flow (perm) 1613 0 0 3539 3532 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1 117 7 798 1085 11
Shared Lane Traffic (%)
Lane Group Flow (vph) 118 0 0 805 1096 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 60 60 60 60
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15
B-92
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 111 7 758 1031 10
Future Vol, veh/h 1 111 7 758 1031 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 117 7 798 1085 11

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1504 548 1096 0 - 0
Stage 1 1091 - - - - -
Stage 2 413 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 112 480 633 - - -
Stage 1 283 - - - - -
Stage 2 636 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 110 480 633 - - -
Mov Cap-2 Maneuver 110 - - - - -
Stage 1 277 - - - - -
Stage 2 636 - - - - -

Approach EB NB SB
HCM Control Delay, s 15.3 0.1 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 633 - 466 - -
HCM Lane V/C Ratio 0.012 - 0.253 - -
HCM Control Delay (s) 10.8 - 15.3 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 0 - 1 - -
B-93
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 155 814 444 577 994 145
Future Volume (vph) 155 814 444 577 994 145
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.998 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot) 3433 5085 5085 2787 4996 1362
Flt Permitted 0.950 0.953
Satd. Flow (perm) 3433 5085 5085 2787 4996 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 160 839 458 595 1025 149
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 160 839 458 595 1040 134
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-94
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 12.1 78.9 62.8 102.0 28.4 28.4
Actuated g/C Ratio 0.09 0.56 0.45 0.73 0.20 0.20
v/c Ratio 0.54 0.29 0.20 0.29 1.03 0.49
Control Delay 62.9 17.3 24.2 7.4 40.2 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 6.5
Total Delay 62.9 17.3 24.2 7.4 40.2 18.9

LOS E B C A D B
Approach Delay 24.6 14.7 37.8
Approach LOS C B D
Queue Length 50th (ft) 77 133 88 93 25 3
Queue Length 95th (ft) m114 207 128 149 m#449 m20
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 297 2864 2279 2300 1014 276
Starvation Cap Reductn 0 0 0 0 0 97
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.29 0.20 0.26 1.03 0.75
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 20 (14%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 26.2 Intersection LOS: C
B-95
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
Existing plus Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 11
Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-96
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
Opening Year 2029 Without Project LOS Calculation Sheets B-97
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 20 48 137 40 41 100 833 64 23 738 16 Future Volume (vph) 10 20 48 137 40 41 100 833 64 23 738 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.917 0.975 0.989 0.997
Flt Protected 0.994 0.970 0.950 0.950
Satd. Flow (prot) 0 1698 0 0 1762 0 1770 3500 0 1770 3529 0 Flt Permitted 0.947 0.759 0.317 0.249
Satd. Flow (perm) 0 1618 0 0 1378 0 590 3500 0 464 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 52 10 13 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 11 22 52 147 43 44 108 896 69 25 794 17 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 85 0 0 234 0 108 965 0 25 811 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-98
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 14.0 14.0 25.6 25.6 25.6 25.6
Actuated g/C Ratio 0.28 0.28 0.51 0.51 0.51 0.51
v/c Ratio 0.18 0.60 0.36 0.54 0.11 0.45
Control Delay 9.4 23.9 12.5 10.0 8.7 9.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.4 23.9 12.5 10.0 8.7 9.2

LOS A C B A A A
Approach Delay 9.4 23.9 10.2 9.2
Approach LOS A C B A
Queue Length 50th (ft) 7 53 16 85 3 68
Queue Length 95th (ft) 39 146 58 171 16 138
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1157 976 590 3500 464 3529
Starvation Cap Reductn 0 0 0 74 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.24 0.18 0.28 0.05 0.23
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 50.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 11.2 Intersection LOS: B
Intersection Capacity Utilization 63.1% ICU Level of Service B B-99
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-100
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 239 21 120 533 137 20 902 64 102 770 68 Future Volume (vph) 50 239 21 120 533 137 20 902 64 102 770 68 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.969 0.850 0.988
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3497 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3497 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 8 27 90 6
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 53 252 22 126 561 144 21 949 67 107 811 72 Shared Lane Traffic (%)
Lane Group Flow (vph) 53 274 0 126 705 0 21 949 67 107 883 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-101
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 60.0 19.0 60.0 17.0 44.0 44.0 17.0 44.0 Total Split (%) 13.6% 42.9% 13.6% 42.9% 12.1% 31.4% 31.4% 12.1% 31.4% Maximum Green (s) 14.5 54.5 14.5 54.5 12.5 38.5 38.5 12.5 38.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Min None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 27.0 27.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 8.3 48.7 13.1 55.4 6.2 45.7 45.7 12.6 56.1 Actuated g/C Ratio 0.06 0.35 0.09 0.40 0.04 0.33 0.33 0.09 0.40 v/c Ratio 0.50 0.22 0.76 0.51 0.27 0.82 0.12 0.68 0.63
Control Delay 79.6 33.7 74.2 45.8 73.0 50.2 3.3 81.7 35.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.4
Total Delay 79.6 33.7 74.2 45.8 73.0 50.2 3.3 81.7 40.3

LOS E C E D E D A F D
Approach Delay 41.2 50.1 47.6 44.7
Approach LOS D D D D
Queue Length 50th (ft) 48 92 118 346 19 410 0 96 340
Queue Length 95th (ft) 93 135 m#204 380 48 505 20 156 411 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1410 188 1472 158 1155 577 177 1403 Starvation Cap Reductn 0 0 0 0 0 0 0 0 434
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.29 0.19 0.67 0.48 0.13 0.82 0.12 0.60 0.91 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 42 (30%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 46.7 Intersection LOS: D
B-102
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 6
Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-103
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 51 9 1439 719 25
Future Volume (vph) 0 51 9 1439 719 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frt 0.865 0.995
Flt Protected
Satd. Flow (prot) 1611 0 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 1611 0 0 3539 3522 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 57 10 1599 799 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 57 0 0 1609 827 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15
B-104
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 51 9 1439 719 25
Future Vol, veh/h 0 51 9 1439 719 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 57 10 1599 799 28

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1633 414 827 0 - 0
Stage 1 813 - - - - -
Stage 2 820 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 92 587 800 - - -
Stage 1 396 - - - - -
Stage 2 393 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 82 587 800 - - -
Mov Cap-2 Maneuver 82 - - - - -
Stage 1 352 - - - - -
Stage 2 393 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.8 0.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 800 - 587 - -
HCM Lane V/C Ratio 0.013 - 0.097 - -
HCM Control Delay (s) 9.6 - 11.8 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
B-105
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 143 387 875 1287 607 159
Future Volume (vph) 143 387 875 1287 607 159
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.996 0.850
Flt Protected 0.950 0.954
Satd. Flow (prot) 3433 5085 5085 2787 4991 1362
Flt Permitted 0.950 0.954
Satd. Flow (perm) 3433 5085 5085 2787 4991 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 159 430 972 1430 674 177
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 159 430 972 1430 692 159
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-106
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 10.0 66.5 52.5 92.9 27.2 27.2
Actuated g/C Ratio 0.07 0.48 0.38 0.66 0.19 0.19
v/c Ratio 0.65 0.18 0.51 0.77 0.71 0.60
Control Delay 83.1 20.9 35.0 20.1 15.3 20.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 1.0
Total Delay 83.1 20.9 35.0 20.1 15.3 21.5

LOS F C C C B C
Approach Delay 37.7 26.1 16.5
Approach LOS D C B
Queue Length 50th (ft) 77 66 249 481 20 15
Queue Length 95th (ft) 117 93 294 589 #267 #267
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 245 2415 1881 1849 969 264
Starvation Cap Reductn 0 0 0 0 0 20
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.18 0.52 0.77 0.71 0.65
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 54 (39%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 25.7 Intersection LOS: C
B-107
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 11
Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-108
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 63 90 99 36 50 50 763 97 51 775 15 Future Volume (vph) 11 63 90 99 36 50 50 763 97 51 775 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.926 0.964 0.983 0.997
Flt Protected 0.997 0.974 0.950 0.950
Satd. Flow (prot) 0 1720 0 0 1749 0 1770 3479 0 1770 3529 0 Flt Permitted 0.973 0.780 0.289 0.255
Satd. Flow (perm) 0 1678 0 0 1401 0 538 3479 0 475 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 51 15 22 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 12 69 99 109 40 55 55 838 107 56 852 16 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 180 0 0 204 0 55 945 0 56 868 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-109
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 13.8 13.8 24.0 24.0 24.0 24.0
Actuated g/C Ratio 0.28 0.28 0.49 0.49 0.49 0.49
v/c Ratio 0.35 0.50 0.21 0.55 0.24 0.50
Control Delay 13.6 19.8 10.2 10.1 11.1 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.6 19.8 10.2 10.1 11.1 9.7

LOS B B B B B A
Approach Delay 13.6 19.8 10.1 9.8
Approach LOS B B B A
Queue Length 50th (ft) 27 42 8 82 8 75
Queue Length 95th (ft) 84 117 31 167 33 151
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1245 1033 538 3479 475 3529
Starvation Cap Reductn 0 0 0 50 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.20 0.10 0.28 0.12 0.25
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 48.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 11.1 Intersection LOS: B
Intersection Capacity Utilization 67.4% ICU Level of Service C B-110
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-111
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 580 49 74 178 162 13 750 116 138 806 30 Future Volume (vph) 67 580 49 74 178 162 13 750 116 138 806 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.928 0.850 0.995
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3284 0 1770 3539 1583 1770 3522 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3284 0 1770 3539 1583 1770 3522 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 7 171 160 3
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 71 611 52 78 187 171 14 789 122 145 848 32 Shared Lane Traffic (%)
Lane Group Flow (vph) 71 663 0 78 358 0 14 789 122 145 880 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-112
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 57.0 25.0 63.0 10.0 39.0 39.0 19.0 48.0 Total Split (%) 13.6% 40.7% 17.9% 45.0% 7.1% 27.9% 27.9% 13.6% 34.3% Maximum Green (s) 14.5 51.5 20.5 57.5 5.5 33.5 33.5 14.5 42.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Max None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 26.0 26.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 9.6 63.0 10.1 65.5 5.5 33.5 33.5 13.5 47.4 Actuated g/C Ratio 0.07 0.45 0.07 0.47 0.04 0.24 0.24 0.10 0.34 v/c Ratio 0.59 0.42 0.61 0.22 0.20 0.93 0.24 0.85 0.74
Control Delay 82.0 27.6 85.0 29.6 72.2 70.6 3.5 100.8 45.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.2
Total Delay 82.0 27.6 85.0 29.6 72.2 70.6 3.5 100.8 70.9

LOS F C F C E E A F E
Approach Delay 32.9 39.5 61.8 75.1
Approach LOS C D E E
Queue Length 50th (ft) 64 213 72 87 13 373 0 131 348
Queue Length 95th (ft) 114 283 m129 m169 38 #494 24 #244 475 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1576 259 1627 69 850 502 183 1194 Starvation Cap Reductn 0 0 0 0 0 0 0 0 343
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.39 0.42 0.30 0.22 0.20 0.93 0.24 0.79 1.03 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 13 (9%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 56.3 Intersection LOS: E
B-113
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 6
Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-114
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 113 0 805 1095 9
Future Volume (vph) 2 113 0 805 1095 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95
Frt 0.867 0.999
Flt Protected 0.999
Satd. Flow (prot) 1613 0 0 3539 3536 0
Flt Permitted 0.999
Satd. Flow (perm) 1613 0 0 3539 3536 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 2 119 0 847 1153 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 121 0 0 847 1162 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 60 60 60 60
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15
B-115
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 113 0 805 1095 9
Future Vol, veh/h 2 113 0 805 1095 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 119 0 847 1153 9

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1582 581 - 0 - 0
Stage 1 1158 - - - - -
Stage 2 424 - - - - -
Critical Hdwy 6.84 6.94 - - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - - -
Pot Cap-1 Maneuver 99 457 0 - - -
Stage 1 261 - 0 - - -
Stage 2 628 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 99 457 - - - -
Mov Cap-2 Maneuver 99 - - - - -
Stage 1 261 - - - - -
Stage 2 628 - - - - -

Approach EB NB SB
HCM Control Delay, s 16.6 0 0

HCM LOS C

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 430 - -
HCM Lane V/C Ratio - 0.282 - -
HCM Control Delay (s) - 16.6 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 1.1 - -
B-116
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 165 864 472 605 1050 154
Future Volume (vph) 165 864 472 605 1050 154
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.998 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot) 3433 5085 5085 2787 4996 1362
Flt Permitted 0.950 0.953
Satd. Flow (perm) 3433 5085 5085 2787 4996 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 170 891 487 624 1082 159
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 170 891 487 624 1098 143
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-117
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 12.4 76.8 60.4 100.7 28.2 28.2
Actuated g/C Ratio 0.09 0.55 0.43 0.72 0.20 0.20
v/c Ratio 0.56 0.32 0.22 0.31 1.09 0.52
Control Delay 64.2 19.6 26.1 8.1 58.6 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 9.9
Total Delay 64.2 19.6 26.1 8.1 58.6 21.2

LOS E B C A E C
Approach Delay 26.7 16.0 54.2
Approach LOS C B D
Queue Length 50th (ft) 83 143 98 103 21 3
Queue Length 95th (ft) m120 231 142 163 m#423 m19
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 304 2790 2193 2229 1007 274
Starvation Cap Reductn 0 0 0 0 0 99
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.56 0.32 0.22 0.28 1.09 0.82
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 20 (14%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 33.2 Intersection LOS: C
B-118
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 without Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 11
Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-119
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
Opening Year 2029 With Project LOS Calculation Sheets
B-120
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 20 48 160 40 53 100 833 74 28 738 16 Future Volume (vph) 10 20 48 160 40 53 100 833 74 28 738 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.917 0.972 0.988 0.997
Flt Protected 0.994 0.969 0.950 0.950
Satd. Flow (prot) 0 1698 0 0 1754 0 1770 3497 0 1770 3529 0 Flt Permitted 0.946 0.758 0.310 0.237
Satd. Flow (perm) 0 1616 0 0 1372 0 577 3497 0 441 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 52 11 15 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 11 22 52 172 43 57 108 896 80 30 794 17 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 85 0 0 272 0 108 976 0 30 811 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-121
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 15.8 15.8 26.2 26.2 26.2 26.2
Actuated g/C Ratio 0.30 0.30 0.49 0.49 0.49 0.49
v/c Ratio 0.16 0.65 0.38 0.56 0.14 0.47
Control Delay 9.1 25.4 14.1 11.1 10.2 10.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.1 25.4 14.1 11.1 10.2 10.1

LOS A C B B B B
Approach Delay 9.1 25.4 11.4 10.1
Approach LOS A C B B
Queue Length 50th (ft) 7 67 18 95 4 75
Queue Length 95th (ft) 39 172 65 194 21 155
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1113 934 577 3497 441 3529
Starvation Cap Reductn 0 0 0 76 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.29 0.19 0.29 0.07 0.23
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 53.2
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 12.5 Intersection LOS: B
Intersection Capacity Utilization 65.4% ICU Level of Service C B-122
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-123
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 59 239 21 120 533 137 20 904 64 102 774 86 Future Volume (vph) 59 239 21 120 533 137 20 904 64 102 774 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.969 0.850 0.985
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3486 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3429 0 1770 3539 1583 1770 3486 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 8 27 90 8
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 62 252 22 126 561 144 21 952 67 107 815 91 Shared Lane Traffic (%)
Lane Group Flow (vph) 62 274 0 126 705 0 21 952 67 107 906 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-124
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 60.0 19.0 60.0 17.0 44.0 44.0 17.0 44.0 Total Split (%) 13.6% 42.9% 13.6% 42.9% 12.1% 31.4% 31.4% 12.1% 31.4% Maximum Green (s) 14.5 54.5 14.5 54.5 12.5 38.5 38.5 12.5 38.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Min None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 27.0 27.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 9.0 48.5 13.1 54.6 6.2 45.8 45.8 12.6 56.2 Actuated g/C Ratio 0.06 0.35 0.09 0.39 0.04 0.33 0.33 0.09 0.40 v/c Ratio 0.55 0.23 0.76 0.52 0.27 0.82 0.12 0.68 0.65
Control Delay 80.8 33.8 74.3 46.8 73.0 50.1 3.3 81.7 36.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.3
Total Delay 80.8 33.8 74.3 46.8 73.0 50.1 3.3 81.7 41.4

LOS F C E D E D A F D
Approach Delay 42.4 51.0 47.6 45.7
Approach LOS D D D D
Queue Length 50th (ft) 56 93 118 346 19 410 0 96 351
Queue Length 95th (ft) 104 135 m#204 380 48 509 20 156 426 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1408 188 1465 158 1158 578 177 1403 Starvation Cap Reductn 0 0 0 0 0 0 0 0 426
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.19 0.67 0.48 0.13 0.82 0.12 0.60 0.93 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 42 (30%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 47.3 Intersection LOS: D
B-125
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 6
Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-126
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 57 12 1439 719 26
Future Volume (vph) 0 57 12 1439 719 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frt 0.865 0.995
Flt Protected
Satd. Flow (prot) 1611 0 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 1611 0 0 3539 3522 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 63 13 1599 799 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 63 0 0 1612 828 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15
B-127
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 8
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 57 12 1439 719 26
Future Vol, veh/h 0 57 12 1439 719 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 63 13 1599 799 29

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1640 414 828 0 - 0
Stage 1 814 - - - - -
Stage 2 826 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 91 587 799 - - -
Stage 1 396 - - - - -
Stage 2 390 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 78 587 799 - - -
Mov Cap-2 Maneuver 78 - - - - -
Stage 1 338 - - - - -
Stage 2 390 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.9 0.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 799 - 587 - -
HCM Lane V/C Ratio 0.017 - 0.108 - -
HCM Control Delay (s) 9.6 - 11.9 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
B-128
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 143 387 875 1290 613 159
Future Volume (vph) 143 387 875 1290 613 159
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.996 0.850
Flt Protected 0.950 0.954
Satd. Flow (prot) 3433 5085 5085 2787 4991 1362
Flt Permitted 0.950 0.954
Satd. Flow (perm) 3433 5085 5085 2787 4991 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 159 430 972 1433 681 177
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 159 430 972 1433 699 159
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-129
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 10.0 66.5 52.5 92.9 27.2 27.2
Actuated g/C Ratio 0.07 0.48 0.38 0.66 0.19 0.19
v/c Ratio 0.65 0.18 0.51 0.78 0.72 0.60
Control Delay 83.1 20.9 35.0 20.1 15.8 20.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 1.1
Total Delay 83.1 20.9 35.0 20.1 15.8 22.0

LOS F C C C B C
Approach Delay 37.7 26.1 16.9
Approach LOS D C B
Queue Length 50th (ft) 77 67 249 482 22 16
Queue Length 95th (ft) 117 93 294 592 #272 #268
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 245 2415 1881 1849 969 264
Starvation Cap Reductn 0 0 0 0 0 22
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.18 0.52 0.78 0.72 0.66
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 54 (39%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 25.9 Intersection LOS: C
B-130
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: AM Peak Hour Page 11
Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-131
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 63 90 118 36 61 50 763 121 62 775 15 Future Volume (vph) 11 63 90 118 36 61 50 763 121 62 775 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 75 0 175 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.926 0.962 0.979 0.997
Flt Protected 0.997 0.973 0.950 0.950
Satd. Flow (prot) 0 1720 0 0 1744 0 1770 3465 0 1770 3529 0 Flt Permitted 0.973 0.766 0.282 0.238
Satd. Flow (perm) 0 1678 0 0 1373 0 525 3465 0 443 3529 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 51 16 28 3
Link Speed (mph) 30 30 35 35
Link Distance (ft) 683 564 473 484
Travel Time (s) 15.5 12.8 9.2 9.4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 12 69 99 130 40 67 55 838 133 68 852 16 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 180 0 0 237 0 55 971 0 68 868 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
B-132
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 8.0 8.0 8.0 8.0 7.0 7.0 7.0 7.0
Minimum Split (s) 39.0 39.0 39.0 39.0 26.5 26.5 26.5 26.5 Total Split (s) 39.0 39.0 39.0 39.0 81.0 81.0 81.0 81.0 Total Split (%) 32.5% 32.5% 32.5% 32.5% 67.5% 67.5% 67.5% 67.5% Maximum Green (s) 34.0 34.0 34.0 34.0 75.5 75.5 75.5 75.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.5 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 3.0 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Time To Reduce (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Recall Mode None None None None Min Min Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0
Flash Dont Walk (s) 27.0 27.0 27.0 27.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 16.1 16.1 25.9 25.9 25.9 25.9
Actuated g/C Ratio 0.30 0.30 0.49 0.49 0.49 0.49
v/c Ratio 0.33 0.56 0.22 0.57 0.32 0.50
Control Delay 13.5 21.3 11.4 11.3 14.2 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.5 21.3 11.4 11.3 14.2 10.8

LOS B C B B B B
Approach Delay 13.5 21.3 11.3 11.0
Approach LOS B C B B
Queue Length 50th (ft) 29 55 9 95 11 84
Queue Length 95th (ft) 86 142 35 197 46 173
Internal Link Dist (ft) 603 484 393 404
Turn Bay Length (ft) 75 175
Base Capacity (vph) 1157 938 525 3465 443 3529
Starvation Cap Reductn 0 0 0 63 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.16 0.25 0.10 0.29 0.15 0.25
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 53.2
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 12.3 Intersection LOS: B
Intersection Capacity Utilization 69.9% ICU Level of Service C B-133
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 1: La Brea Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 3
Analysis Period (min) 15
Splits and Phases: 1: La Brea Ave & Beach Ave
B-134
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 87 580 49 74 178 162 13 754 116 138 810 46 Future Volume (vph) 87 580 49 74 178 162 13 754 116 138 810 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 175 0 150 150 200 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.988 0.928 0.850 0.992
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3497 0 1770 3284 0 1770 3539 1583 1770 3511 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3497 0 1770 3284 0 1770 3539 1583 1770 3511 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 7 171 160 4
Link Speed (mph) 40 40 35 35
Link Distance (ft) 786 581 450 473
Travel Time (s) 13.4 9.9 8.8 9.2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 92 611 52 78 187 171 14 794 122 145 853 48 Shared Lane Traffic (%)
Lane Group Flow (vph) 92 663 0 78 358 0 14 794 122 145 901 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 18 18 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 60 60 60 60
Number of Detectors 1 2 1 2 1 2 1 1 2
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4
B-135
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 5 2 7 4 4 3 8
Switch Phase
Minimum Initial (s) 5.5 19.5 5.5 18.5 5.5 21.5 21.5 5.5 21.5 Minimum Split (s) 10.0 25.0 10.0 24.0 10.0 27.0 27.0 10.0 27.0 Total Split (s) 19.0 57.0 25.0 63.0 10.0 39.0 39.0 19.0 48.0 Total Split (%) 13.6% 40.7% 17.9% 45.0% 7.1% 27.9% 27.9% 13.6% 34.3% Maximum Green (s) 14.5 51.5 20.5 57.5 5.5 33.5 33.5 14.5 42.5 Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 4.5 5.5 4.5 5.5 5.5 4.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 4.0 1.5 4.0 1.5 4.0 4.0 1.5 4.0 Minimum Gap (s) 1.5 3.0 1.5 3.0 1.5 3.0 3.0 1.5 3.0
Time Before Reduce (s) 1.5 5.0 1.5 5.0 1.5 5.0 5.0 1.5 5.0 Time To Reduce (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5
Recall Mode None C-Max None C-Min None Min Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 24.0 26.0 26.0 27.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 10.9 62.9 10.1 62.2 5.5 33.5 33.5 13.5 47.5 Actuated g/C Ratio 0.08 0.45 0.07 0.44 0.04 0.24 0.24 0.10 0.34 v/c Ratio 0.67 0.42 0.61 0.23 0.20 0.94 0.24 0.85 0.76
Control Delay 85.6 27.6 85.0 30.3 72.2 71.2 3.5 100.8 46.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.9
Total Delay 85.6 27.6 85.0 30.3 72.2 71.2 3.5 100.8 77.2

LOS F C F C E E A F E
Approach Delay 34.7 40.1 62.3 80.5
Approach LOS C D E F
Queue Length 50th (ft) 83 213 72 88 13 376 0 131 359
Queue Length 95th (ft) 141 283 m129 m171 38 #500 24 #244 489 Internal Link Dist (ft) 706 501 370 393
Turn Bay Length (ft) 200 175 150 150 200
Base Capacity (vph) 183 1575 259 1553 69 850 502 183 1193 Starvation Cap Reductn 0 0 0 0 0 0 0 0 336
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.42 0.30 0.23 0.20 0.93 0.24 0.79 1.05 Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 13 (9%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 58.7 Intersection LOS: E
B-136
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 2: La Brea Ave & Florence Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 6
Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: La Brea Ave & Florence Ave
B-137
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 3: Centinela Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 118 7 805 1095 11
Future Volume (vph) 2 118 7 805 1095 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95
Frt 0.867 0.998
Flt Protected 0.999
Satd. Flow (prot) 1613 0 0 3539 3532 0
Flt Permitted 0.999
Satd. Flow (perm) 1613 0 0 3539 3532 0
Link Speed (mph) 30 30 30
Link Distance (ft) 524 265 313
Travel Time (s) 11.9 6.0 7.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 2 124 7 847 1153 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 126 0 0 854 1165 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 60 60 60 60
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15
B-138
HCM 6th TWSC Beach Ave La Colina Dr Development
3: Centinela Ave & Beach Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 8
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 118 7 805 1095 11
Future Vol, veh/h 2 118 7 805 1095 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 124 7 847 1153 12

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1597 583 1165 0 - 0
Stage 1 1159 - - - - -
Stage 2 438 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 97 456 595 - - -
Stage 1 261 - - - - -
Stage 2 618 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 95 456 595 - - -
Mov Cap-2 Maneuver 95 - - - - -
Stage 1 255 - - - - -
Stage 2 618 - - - - -

Approach EB NB SB
HCM Control Delay, s 16.9 0.1 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 595 - 429 - -
HCM Lane V/C Ratio 0.012 - 0.294 - -
HCM Control Delay (s) 11.1 - 16.9 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 0 - 1.2 - -
B-139
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 9
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Lane Configurations
Traffic Volume (vph) 165 864 472 612 1055 154
Future Volume (vph) 165 864 472 612 1055 154
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 500 0 0
Storage Lanes 2 1 3 1
Taper Length (ft) 25 25
Lane Util. Factor 0.97 0.91 0.91 0.88 0.94 0.86
Frt 0.850 0.998 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot) 3433 5085 5085 2787 4996 1362
Flt Permitted 0.950 0.953
Satd. Flow (perm) 3433 5085 5085 2787 4996 1362
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 40 40 40
Link Distance (ft) 510 1003 148
Travel Time (s) 8.7 17.1 2.5
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 170 891 487 631 1088 159
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 170 891 487 631 1104 143
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 24 24 36
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1 1
Detector Template Left Thru Thru Right Left Right
Leading Detector (ft) 20 100 100 20 20 20
Trailing Detector (ft) 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 6 20 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type Prot NA NA custom Prot Prot
Protected Phases 1 6 2 9 2 7 8 4 4 2 3 7 8 9
Permitted Phases
B-140
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 10
Lane Group EBL EBT WBT WBR SBL SBR Ø2 Ø3 Ø7 Ø8 Ø9
Detector Phase 1 6 2 9 2 7 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 4.0 10.0 1.0 1.0 Minimum Split (s) 14.0 17.5 15.5 15.5 15.5 7.0 15.5 30.0 28.0 Total Split (s) 14.0 72.0 24.0 24.0 30.0 13.0 37.0 31.0 28.0 Total Split (%) 10.0% 51.4% 17.1% 17.1% 21% 9% 26% 22% 20% Maximum Green (s) 10.0 66.5 18.5 18.5 24.5 10.0 31.5 28.0 25.0 Yellow Time (s) 3.0 4.5 4.5 4.5 4.5 3.0 4.5 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 0.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.5 5.5 5.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 1.5 2.0 3.0 3.0 3.0 3.0 0.2 0.2 0.2
Time Before Reduce (s) 0.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 1.5 1.5 1.5 1.5 0.0 0.0 0.0 0.0
Recall Mode None C-Min None None C-Min None None None None Walk Time (s) 7.0 7.0 7.0
Flash Dont Walk (s) 5.0 20.0 23.0
Pedestrian Calls (#/hr) 0 0 0
Act Effct Green (s) 12.4 76.9 60.5 100.7 28.1 28.1
Actuated g/C Ratio 0.09 0.55 0.43 0.72 0.20 0.20
v/c Ratio 0.56 0.32 0.22 0.31 1.10 0.52
Control Delay 64.2 19.6 26.0 8.1 63.0 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 10.2
Total Delay 64.2 19.6 26.0 8.1 63.0 21.5

LOS E B C A E C
Approach Delay 26.7 15.9 58.3
Approach LOS C B E
Queue Length 50th (ft) 83 143 98 104 23 3
Queue Length 95th (ft) m120 231 142 166 m#423 m19
Internal Link Dist (ft) 430 923 68
Turn Bay Length (ft) 200 500
Base Capacity (vph) 304 2793 2197 2230 1003 273
Starvation Cap Reductn 0 0 0 0 0 99
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.56 0.32 0.22 0.28 1.10 0.82
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 20 (14%), Referenced to phase 2:WBT and 6:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 34.7 Intersection LOS: C
B-141
Lanes, Volumes, Timings Beach Ave La Colina Dr Development 4: Florence Ave & Centinela Ave 02/27/2025
2029 with Project Synchro 11 Report
Timing Plan: PM Peak Hour Page 11
Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Florence Ave & Centinela Ave
B-142
Beach/La Colina Development
Local Transportation Analysis
Iteris, Inc. |
APPENDIX C OPENING YEAR 2029 TRAFFIC VOLUMES
B-143
Appendix C Opening Year Traffic Volumes
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 La Brea Ave/Beach Ave 100 833 64 23 738 16 10 20 48 137 40 41 2 La Brea Ave/Florence Ave 20 902 64 102 770 68 50 239 21 120 533 137 3 Centinela Ave/Beach Ave 9 1,439 0 0 719 25 0 0 51 0 0 0 4 Centinela Ave/Florence Ave 0 0 0 607 0 159 143 387 0 0 875 1,287 Opening Year (2029) Without Project AM Peak Hour Volumes # Intersection Northbound Southbound Eastbound Westbound B-144
Appendix C Opening Year Traffic Volumes
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 La Brea Ave/Beach Ave 50 763 97 51 775 15 11 63 90 99 36 50 2 La Brea Ave/Florence Ave 13 750 116 138 806 30 67 580 49 74 178 162 3 Centinela Ave/Beach Ave 0 805 0 0 1,095 9 2 0 113 0 0 0 4 Centinela Ave/Florence Ave 0 0 0 1,050 0 154 165 864 0 0 472 605 Opening Year (2029) Without Project PM Peak Hour Volumes # Intersection Northbound Southbound Eastbound Westbound B-145
Appendix C Opening Year Traffic Volumes
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 La Brea Ave/Beach Ave 100 833 74 28 738 16 10 20 48 160 40 53 2 La Brea Ave/Florence Ave 20 904 64 102 774 86 59 239 21 120 533 137 3 Centinela Ave/Beach Ave 12 1,439 0 0 719 26 0 0 57 0 0 0 4 Centinela Ave/Florence Ave 0 0 0 613 0 159 143 387 0 0 875 1,290 Opening Year (2029) With Project AM Peak Hour Volumes
# Intersection Northbound Southbound Eastbound Westbound B-146
Appendix C Opening Year Traffic Volumes
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 La Brea Ave/Beach Ave 50 763 121 62 775 15 11 63 90 118 36 61 2 La Brea Ave/Florence Ave 13 754 116 138 810 46 87 580 49 74 178 162 3 Centinela Ave/Beach Ave 7 805 0 0 1,095 11 2 0 118 0 0 0 4 Centinela Ave/Florence Ave 0 0 0 1,055 0 154 165 864 0 0 472 612 Opening Year (2029) With Project PM Peak Hour Volumes
# Intersection Northbound Southbound Eastbound Westbound B-147

D O W N T O W N I N G L E W O O D A N D F A I R V I E W H E I G H T S E I R A D D E N D U M

C I T Y O F I N G L E W O O D
Appendix
PlaceWorks
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D O W N T O W N I N G L E W O O D A N D F A I R V I E W H E I G H T S E I R A D D E N D U M

C I T Y O F I N G L E W O O D
Appendix
May 2025
Appendix C Air Quality and Greenhouse Gas
Emissions Data
Air Quality and Greenhouse Gas Appendix

Page 1 ends

Inglewood City CouncilJuly 8, 2025

Inglewood City Council
July 8, 2025