10. Exhibit D.4 - EIR Appendices — Downey City Council, June 11, 2024 (part 4 of 13)

Historic topographic maps and aerial imagery included historic aerials from 1932, 1952, 1953, 1963, and 1972 (UCSB 2022; NETR Online 2022) and several historic USGS topographic maps, including the 1896 and 1902 Downey (1:62,500), the 1923 and 1936 Bell (1:24,000), 1943 Downey (1:62,500), and the 1951 Whittier (1:24,000) (USGS 2022), as well as the 1965 and 1972 Whittier (1:24,000) topographic maps.

Other maps reviewed include the Los Angeles Land Use Maps (Huntington 2022). The purpose of this research was to identify historic structures and land use in the area.

On August 3 and August 24, 2002, Ms. Khrustaleva conducted in-person archival research at the City of Downey Planning Department, the Downey Historical Society, and the Downey City Library, reviewing archived building records, aerial photography, Downey Chamber of Commerce publications, and other documents. Robert Thompson of the Downey Historical Society provided valuable photographs, printed materials, and oral history information.

3.5 PROJECT PERSONNEL
HELIX Senior Architectural Marina Khrustaleva, M.A., served as the principal investigator and author of this study. HELIX Cultural Resources Group Manager Mary Robbins-Wade, M.A., RPA, provided QA/QC review and strategic oversight. Ms. Khrustaleva meets and exceeds the Secretary of Interior’s Professional Standards for architectural history and history. Resumes for key HELIX project personnel are presented in Appendix B.

4.0 HISTORIC SETTING AND CONTEXT
National Register Bulletin 24, Guidelines for Local Surveys, states that the historic context developed in support of historic resource surveys should analyze and describe the “broad pattern of historical development in a community or its region that may be represented by historic resources” (U.S.

Department of the Interior 1985: 14). Developing a historic context for survey areas is described in the National Park Service (NPS) guidelines as vital for providing the basis for a survey effort, helping researchers successfully identify all significant resources, and helping eliminate unintended biases.

Through a review of the history and prehistory of the state and region under consideration, the historic Historic Resources Evaluation Report for the
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10 context should define important patterns of development that may be reflected in the area’s historic resources.

The National Register further defines context as “a body of information about our history according to the stages of development occurring at various times and places” (U.S. Department of the Interior 1997:
7). Theme, place, and time are the basic elements that define a historic context.

Historic context is linked to the built environment through the concept of property type. A property type is “a grouping of individual properties based on a set of shared physical or associative characteristics.

Physical characteristics may relate to structural forms, architectural styles, building materials, or site type. Associative characteristics may relate to the nature of associated events or activities, to associations with a specific individual or group of individuals” (U.S. Department of the Interior 1985: 14).

Historic contexts, therefore, become useful tools for gauging the relative importance and integrity of properties.

In order to provide a contextual framework for the assessment of the subject properties, this section provides the historic setting and context for the property, divided chronologically and according to themes of significance. Given the history of the subject properties, the context and theme that apply most closely include the following evaluative framework:

Context: Early Settlement and Development in Downey
Theme: Aerospace Industry in Downey
Property Type: Industrial
The following sections briefly summarize Downey’s early history, followed by descriptions of the context/theme used in the evaluation of the subject properties. This focused historic context section draws on original research, as well as information on the history of the City of Downey, available on the City’s online resources. Additional sources utilized in this section and report are included in Section 9, References.

4.1 MEXICAN RANCHOS AND EARLY AMERICAN PERIOD
In 1784, the first and largest land grant was deeded by Spanish Governor Pedro Fages to Manuel Nieto, a former sergeant in the Spanish Army; at the time, the Rancho Los Nietos was the largest land grant in Alta California, originally totaling 300,000 acres. During a dispute with Mission San Gabriel in 1790, the grant was reduced to 167,00 acres, stretching from just north of Whittier to the sea and from the Los Angeles River to the Santa Ana River (Buena Park Historical Society 2006; Downey Historical Society n.d.; Rancho Los Cerritos Historic Site n.d.). As with other ranchos, large tracts of Rancho Los Nietos were dedicated almost exclusively to cattle grazing; at the time, cattle hides had become a primary export from southern California. Following Nieto’s death in 1804, the Rancho was passed to his wife and four children.

Although Mexico gained its independence from Spain in 1821, Spanish patterns of culture and influence remained for a time. The missions continued to operate as they had in the past, and laws governing the distribution of land were also retained in the 1820s. Following the secularization of the missions in 1834, large ranchos were granted to prominent and well-connected individuals, ushering in the Rancho Era, with the society making a transition from one dominated by the church and the military to a more Historic Resources Evaluation Report for the
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11 civilian population, with people living on ranchos or in pueblos. With the numerous new ranchos in private hands, cattle ranching expanded and prevailed over agricultural activities In 1833, Governor Jose Figueroa split Rancho Nietos into six parts, one for each heir: Rancho Los Alamitos, Los Cerritos, Los Coyotes, Los Bolsas, Palo Alto, and Santa Gertrudes. The City of Downey lies in the area granted as Rancho Santa Gertrudes, which was granted to Josefa Cota, the widow of Manuel Nieto’s son, Antonio Nieto (City of Downey n.d.; Downey Historical Society n.d.). In 1843, the grant was purchased from Cota by Lemuel Carpenter, the husband of her niece Maria de Los Angeles Dominguez.

Carpenter, born in Kentucky, established a soap business at Chokishgna, a Tongva-Gabrieleño village on the San Gabriel River (Dyson 1927).

American governance began in 1848, when Mexico signed the Treaty of Guadalupe Hidalgo, ceding California to the United States at the conclusion of the Mexican–American War. A great influx of settlers to California and the Los Angeles region occurred during the American Period, resulting from several factors, including the discovery of gold in the state in 1848, the end of the Civil War, and the availability of free land through the passage of the Homestead Act. The increase in American and European populations quickly overwhelmed many of the Spanish and Mexican cultural traditions and greatly increased the rate of population decline among Native American communities.

While the American system required that the newly acquired land be surveyed prior to settlement, the Treaty of Guadalupe Hidalgo bound the United States to honor the land claims of Mexican citizens who were granted ownership of ranchos by the Mexican government. The Land Act of 1851 established a board of commissioners to review land grant claims, and land patents for the land grants were issued throughout the following years. Lemuel Carpenter filed a claim for part of Rancho Santa Gertrudes in 1852 (Willey 1886). At some point in 1852, Carpenter took out a $5,000 loan from John Gately Downey, an Irish immigrant who came to California during the Gold Rush and succeeded to become the state’s first governor. This loan would later balloon to more than $100,000 by 1859. Unable to pay this debt, Carpenter killed himself (Santa Fe Springs Library n.d.). The grant was then sold at a sheriff’s auction to Downey and James P. McFarland and patented to the men in 1870 (Willey 1884).

Initially sworn in as the lieutenant governor, Downey assumed the governorship of California in 1860 after Governor Milton Latham resigned after being elected to fill the Senate vacancy left by David C.

Broderick, who was killed in a duel the year prior (Brady 1905). Following the end of his term as governor, Downey returned to southern California and began subdividing Rancho Santa Gertrudes into small farms along the banks of the San Gabriel River (City of Downey n.d.). The following decades would see these farms prospering from the area’s excellent soil. Like other portions of southern California during this time, citrus would become a large part of the area’s exports, in part due to the importing of several varieties by Downey himself.

4.2 EARLY URBAN DEVELOPMENT OF DOWNEY
Two settlements were established in the mid-1800s within the area that would become the City of Downey: The College Settlement and Gallatin. While no records indicate where the College Settlement was located, based on the original roadways seen in early topographic maps, it likely was in the southwestern area of modern-day Downey. Gallatin was located where modern-day Paramount Boulevard and Florence Avenue cross, approximately 1.5 miles to the northwest of the project area (Pierce 2010). In 1873, these settlements would be joined by a third, when Downey subdivided 96 acres of the Rancho Santa Gertrudes to establish a community, which would later be known as “Downey City” Historic Resources Evaluation Report for the
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12 (Downey Chamber of Commerce n.d.). It was located 10 miles from the ocean and 10 miles from Los Angeles.

The opening of the Southern Pacific Railroad in the 1870s and the completion of the Southern Pacific Transcontinental rail line in the early 1880s resulted in an increased flow of settlers from the east coast arriving in the west coast. As such, the population of Los Angeles County boomed, requiring an increase in development. By 1883, the Southern Pacific Railroad had built a route that passed through Downey City; as a result, families and businesses from Gallatin and the College Settlement began moving closer to the railroad (Pierce 2010). This eventually united the three settlements into the larger settlement of Downey, with the new Southern Pacific Railroad Depot built in 1888 serving as the center of town.

Agriculture continued to be the primary focus of Downey over the following decades; approximately 90 percent of present-day Downey was used for agriculture–citrus, grain, corn, and castor beans were the community’s chief exports (Bruce 2017). In 1903, the Downey Board of Trade (later renamed the Downey Chamber of Commerce) was organized. In 1906, an effort to incorporate Downey into a City failed; the boundaries used in the process were “remarkably unsophisticated” (Downey Historical Society n.d.). However, the growing Downtown Downey contained a number of businesses: a Sunkist packing plant, a department store, banks, restaurants, and mercantile shops. It was also the site of Downey Union High School and Downey Grammar School.

4.3 AEROSPACE INDUSTRY IN DOWNEY
The seeds of the aerospace industry in Downey were planted by E.M. Smith, a wealthy industrialist and inventor, whose family had reaped a fortune from a drill bit patent for oil exploration. In 1929, he purchased approximately 73 acres of land one mile south of the depot from James Hughan, a castor bean and orange farmer. Smith developed the area into two runways and an assembly plant, which would later house the Emsco Aircraft Corporation (City of Downey 2022).

In 1940, Downey’s population was still only 12,000. Orange groves remained visible in the downtown area, with dairies located along the banks of the two rivers. During World War II, the aerospace industry became a significant economic factor in Downey. Several years earlier, in 1936, Gerard “Jerry” Vultee, Smith’s chief design engineer, leased his old airstrip from Baker Oil Tools Company, which had purchased the facility following the Great Depression. Vultee Aircraft Division, later Consolidated Vultee Aircraft Corporation, or “Convair,” located near Lakewood Boulevard and Alameda Street, was Downey’s largest employer during the war, producing nearly 15 percent of America’s military aircraft by 1941 (City of Downey 2022; Parker 2013). During the war, the plant built 13,000 airplanes (Latimer 2010: 111). The company was a pioneer in the use of women in manufacturing positions and was the first aircraft company to build airplanes on a powered assembly line (City of Downey n.d.).

Following World War II, Downey began to shift from its rural origins to a suburban city of industry with a focus on aviation. By the late 1950s, most of the agricultural areas were replaced by residential subdivisions, commercial centers, and industrial developments. Downey again tried to become an incorporated city in 1956; this time, the attempt was a success (Downey Historical Society n.d.). In December 1956, the City of Downey, with a population of approximately 90,000 people living within an area of 11.5 square miles, was incorporated as a general law city; in 1965, it became a charter city.

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13 Shortly after its incorporation in 1962, Glen Bell opened the first Taco Bell in Downey; the first restaurant would close in 1986, and the building was set for demolition in 2015. Fortunately, the building was saved and moved 45 miles to the Taco Bell Corporate Office in Irvine (Nichols 2015; Parvini 2015).

In the late 1940s, the Vultee plant was converted from plane to ballistic missile technology. In the 1950s, it became North American Aviation’s Downey Plant, known as Air Force Plant 16, shifting its focus from aircraft manufacturing to supersonic aerodynamics and rocket propulsion. (Latimer 2010: 118). After President John F. Kennedy committed in the early 1960s to landing a person on the moon before the end of the decade, Downey became home to the Project Apollo Spacecraft Development Program, involving over 23,000 employees (Blackburn 2009: 8). In 1967, North American Aviation, Inc. would merge with Rockwell International, and together bid and win the NASA contract to build the new Space Shuttle Orbiter Vehicle in 1972 (City of Downey 2022). For the next two decades, Downey’s Rockwell plant would produce and test many of the 20th century’s space, aviation, and missile endeavors that would become benchmarks for manned spacecraft engineering.

By the early 1970s, the Rockwell International facilities encompassed some 1,700,000 square feet of enclosed area over more than 200 acres. Following the Cold War, however, Downey was hit hard by cutbacks in the defense budget. Rockwell International, which once had more than 30,000 employees, had fewer than 5,000 in 1992. In 1996, the Rockwell International site was purchased by the Boeing Company, but two years later, Boeing decided to leave Downey. The 70-year history of airplane and space vehicle manufacturing in Downey came to an end when the plant closed in 1999. The property was purchased by the City of Downey and underwent a series of redevelopment projects. A total of 26 buildings were demolished in the early 2000s.

As of 2009, 23 original structures were still remaining on-site. The central parcel, including Building 1 (the Vultee and North American production facility), Building 6 (North American Rockwell design facility), and Building 290 (Apollo and shuttle final assembly areas), has been preserved and used by the Downey Studios (Blackburn 2009: 85; Harrison 2006: 6). More demolitions followed in the 2010s. In 2023, only a portion of historic Building 1 at 12214 Lakewood Boulevard and 8855 Apollo Way remains in place. The rest of the site became host to the Columbia Memorial Space Sciences Learning Center (built in 2009), the Downey Landing shopping center, a Kaiser Permanente hospital, and a city recreation park (City of Downey n.d.). None of the Vultee/North American Aviation structures have been designated as historic landmarks.

5.0 HISTORY OF THE PROJECT SITE
The analysis of historic topographic maps, aerial imagery, and parcel history data shows that the entire project area was agricultural from the late 19th century until 1950 (Gittelhough and Robbins-Wade 2023:14). In 1951, the industrial development of the area was started by the Rheem Corporation.

Originally, Rheem’s property included adjacent parcels 6284-019-010 and 6284-019-011 to the east (11711 Woodruff Avenue and 11899 Woodruff Avenue) and parcel 6284-019-068 to the west (9236- 9244 Hall Road) (Plates 1 and 2). Select building permits for the project site are included as Appendix C.

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14 Plate 1. Parcel Map. County of Los Angeles Assessor’s Portal

Plate 2. Site Plan. 1967. City of Downey Planning Department

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15 5.1 RHEEM MANUFACTURING COMPANY
Rheem Manufacturing Company was established by brothers Richard “R.S.” Rheem and Donald “D.L.” Rheem, in Emeryville, CA, in 1925. The founders were the sons of William S. Rheem, former Standard Oil Company of California president. Rheem is still in existence and has produced a variety of products in its nearly 100 years of operation. According to the company’s website, Rheem is currently the only manufacturer in the world that produces heating, cooling, water heating, pool and spa heating, and commercial refrigeration products, and it is the largest manufacturer of water heating products in North America (Rheem 2022a). Initially, Rheem Manufacturing Co. created galvanized steel oil drums; in 1930, it began full-scale manufacturing of water heaters, boilers, and tanks at its plants in California, Texas, Ohio, New Jersey, Illinois, Louisiana, Maryland, and Australia. In the following decades, it added shipping containers, bathroom fixtures, musical instruments, automotive parts, and war equipment (Rheem 2022b).

During World War II, much of the company’s efforts went towards wartime production, including building ships and aircraft parts. In 1942, Rheem purchased the former American Radiator and Standard Sanitary Corp. plant in Birmingham, Alabama, to produce ordnance materials. In 1944, Rheem acquired a substantial interest in Piatt-LePage Aircraft Company of Eddystone, Pennsylvania, which manufactured helicopters. In 1945, seven Rheem plants received Army-Navy "E" awards and several renewal stars for outstanding excellence in production. After the war, Rheem began an extensive reconversion program to modernize and streamline operations for peacetime production, shifting back to consumer markets (Rheem 2022c).

However, Rheem did not abandon military production. In 1951, it formed the Government Products Division to resume aircraft and ordnance work. The same year, Rheem Manufacturing Co. received a letter of intent from Northrop Aircraft for the fabrication and assembly of components for the Scorpion F-89 all-weather interceptor. Los Angeles Daily News reported that preliminary work started at Rheem’s South Gate plant, but actual fabrication and assembly were to continue at the new Downey factory (Los Angeles Daily News 1951). Another commission came from Lockheed Jet Aircraft (Long Beach Press Telegram 1951: 33).

In 1951, the $2,000,000 steel aircraft part manufacturing plant in Downey was constructed in record time on a 50-acre site at 11711 South Woodruff Avenue in Downey (the address of the Rheem Administration Building that later became a separate property outside of the project site). That year, the Los Angeles Times classified pages printed Rheem’s ads for employment on a weekly basis. The Aircraft Division was hiring tool designers, inspectors, aircraft schedulers, machinery engineers, keypunch operators, clerks, and secretaries (The Los Angeles Times 1951: 47). The original employment goal was between 800 and 1000 workers; in 1958, the Downey plant had 3,500 employers.

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16 Plate 3. Source: Blackburn, Gerald A. Downey Aerospace History: 1947-1999. P. 111

Plate 4. Winter storm flooding in Downey, on Hall Road next to Rheem plant. January 1952.

Courtesy of the Downey Historical Society.

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17 Plates 5-7. Downey: Gracious Living, Future Unlimited. Downey Chamber of Commerce, 1958. P. 106, 108, 109 Courtesy of the Downey Historical Society.

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18 Plate 8. Air Corps News Letter
Vol. 36. July 1953. P. 21
Plate 9. Air Corps News Letter
Vol. 36. November 1953. P. 17

Plate 10. Army Magazine.

Vol. 9. August 1958. P. 47
Plate 11. Western Aviation Magazine.

Vol. 39. January 1959. P. 2

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19 Plate 12. Downey: Gracious Living, Future Unlimited. Downey Chamber of Commerce, 1958. P. 106, 108, 109 Courtesy of the Downey Historical Society.

The most promoted product of Rheem’s plant in Downey was the AN/USD-2 surveillance drone designed and manufactured for the Signal Corps. The plant also produced jet engine components and airframe parts, along with fuses, rockets, practice bombs, grenades, land and underwater mines, non-nuclear warheads, and other explosives.

Rheem Aircraft Plant in Downey became an important staple for the community. It was a popular site for school field trips, such as the Lowell Cub Scouts visit in January 1953, which was a part of their study of transportation. Each boy received a packet of colored pictures and watched the aircraft parts being assembled (La Habra Star 1953). In the late 1950s, Rheem Corporation regularly appeared in newspapers because of workers’ strikes and labor union disputes.

In 1958, Richard and Donald Rheem resigned from the Board of Directors of Rheem Manufacturing Company. The same year, Rheem received a 1.2 million dollar contract from the U.S. Army Ordnance District for the fabrication of warheads and fuses for the Nike-Hercules missile. The production was supposed to be done at the Downey plant and at the newly built Ordnance Loading facility in Riverside, California (South Gate Press 1958: 1). However, in the next year (1959), both plants had been sold to Aerojet General Corporation (San Bernardino Sun 1959).

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20 5.2 ALBEN RANDOLF FROBERG
Rheem Manufacturing Company was a fast-developing and progressive business. For designing its new plants, Rheem invited experienced industrial architects and engineers and used modern technologies.

The South Gate Manufacturing Plant at 4361 Firestone Boulevard in South Gate, CA, just five miles away from Downey, was designed in the mid-1940s by the prominent architectural company of Wurdeman and Becket (Arts & Architecture 1950: 2; Online Archives of California [OAC] 2022a). Walter Wurdeman and Welton David Becket would later become famous for the Bullock’s Department Store in Pasadena.

Landscape plans for the South Gate plant were prepared by a notable landscape designer Ruth Patricia Shellhorn (OAC 2022b).

The primary architect of Rheem’s plant in Downey was Alben Randolf Froberg of Oakland (City of Downey Building Records; AIA 1953). Froberg specialized in “industrial structures of any size and dollar value” (AIA 1953: 3). Most of his projects were implemented in the Bay Area; Rheem’s Downey plant seems to be his only commission in Southern California. The clue to this commission can be the long- term acquaintance between Froberg and the Rheem brothers. In 1931, the architect designed Richard S.

Rheem’s residence at 20 Bellevue Avenue in Piedmont, California (Olds 1931: 69-71).

Alben Randolf Froberg (1890-1968) was born in Eureka, California, in a family of Finnish background. In 1913, he graduated from the University of California in Berkeley with a B.S. degree in Architecture and Civil Engineering; he obtained his architect’s license in August 1915. The 1920 city directory lists him working as a draftsman in San Francisco for Frederick Whitton; in 1925, he established his own practice.

Froberg was a member of the AIA and the President of the East Bay Chapter in 1946 (Ancestry.com; PCAD 2022). His early projects represent features of the Art Deco and Streamline Moderne styles. His work includes:
• Laher Auto Spring Company Factory, 2619-25 Magnolia Street, Oakland, CA (1925) • Gray Shop (women’s clothing), 2000 Broadway, Oakland, CA (1930, demolished) • R.S. Rheem’s Residence, 20 Bellevue Avenue, Piedmont, CA (1931) • Commercial building, 1771-1775 Broadway, Oakland, CA (1932) • Marshall Steel Company Cleaning Plant, 5427 Telegraph Avenue, Oakland, CA (1934) • Williams and Slade Building (remodel), 2029 Broadway, Oakland, CA (1935, demolished) • Office building, 2398 Valley Street, Oakland, CA (1938) • United Engineering Company Shipyard, General Engineering & Drydock, Building 19, 2900 Main Street, Alameda, CA
• Consolidated Freightways Warehouse, 1700 24th Street, Oakland, CA (1940-41) • Pacific Steel Casting Co. Foundry, 1333 Second Street, Berkeley, CA (1943) • Frozen Food Storage Distribution Plant, 955 57th Street, Oakland, CA (1945) • Frank Werner Company (women’s shoes), 2020 Broadway, Oakland, CA (1946, demolished) • Connell Motor Company, Oldsmobile Dealership, 3093 Broadway, Oakland, CA (1946-1947, demolished)
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21 • Challenge Cream and Butter Association Plant, 708 Addison Street, Berkeley, CA (1947) • Kawneer Manufacturing Co. (addition), 2547 Eighth Street, Berkeley, CA (1947-1950) • I.B.’s Hoagies & Cheesesteaks, 1601 San Pablo Avenue, Oakland, CA (1950) • Architect’s own house, 5700 La Salle Avenue, Oakland, CA (1953) In 1951-52, concurrently with Rheem’s plant in Downey, Froberg designed a number of projects in Oakland: a waxed paper plant, a filter manufacturing plant, a Greyhound bus depot, a storefront factory, as well as a research building in Whittier and an ordnance plant in Richmond (the last two, most probably, also for Rheem) (AIA 1953: 4).

Although many of Froberg’s industrial and commercial structures have been demolished over the years, he has gained certain recognition in the Bay Area. The General Engineering & Drydock, Building 19 in the United Engineering Company Shipyard historic district in Alameda has been determined eligible for the National Register of Historic Places, and the Kawneer Manufacturing Co. building is designated as the City of Berkeley Landmark (both historic resources include earlier structures from the 1910s). However, Froberg is practically unknown in South California and has not been recognized as a local master architect in any of the historic context statements.

Plate 13. Alben Randolf Froberg. Architect’s Roster. 1953. P. 5.

The American Institute of Architects (AIA) Archives.

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22 5.3 AEROJET GENERAL CORPORATION
Aerojet General Corporation purchased Rheem’s plants in Downey and Riverside in May 1959. According to some accounts, the Rheem brothers “lost control of Rheem Manufacturing through an unfriendly take-over” (Moraga Historical Society 2022). Guy Charles Throner Jr., an engineer at Aerojet, explained that the two companies had been in competition for most of the 1950s. In 1959, Aerojet was looking for a new space to manufacture metal parts for Polaris and Minuteman rocket motors. They found Rheem’s buildings in Downey, with 600,000 square feet under the roof, suitable for the task. As a side effect of the property purchase, Aerojet took over Rheem’s Ordnance operation. The merger of the two companies was not flawless, and there was a great deal of tension between the two groups of employees (Throner Jr. 2014: 157).

Aerojet Engineering Corporation was established in 1941 by a group of enthusiasts from the California Institute of Technology. The founders were professors Theodore von Karman, Frank Malina, Jack Parsons, Edward S. Forman, Martin Summerfield, and Andrew Haley. It was renamed Aerojet General in 1953. During World War II, Aerojet was producing jet-assisted takeoff (JATO) rockets. The first plant was located in Pasadena, California. Aerojet became the first major U.S. company to develop expertise in both liquid and solid propellant rockets. The Aerobee class rocket launched in 1947 became the first in the U.S. to probe the edge of space. Aerojet designed and built a total of 1,182 engines for all four incarnations of the Titan rockets, which were used for civilian projects ranging from Gemini’s manned flights to solar system explorations, including Viking, Voyager, and Cassini (Aerojet General n.d.). In 1969, rocket motors manufactured by Aerojet helped Apollo 11 transport astronauts to the moon.

Aerojet and North American Aviation / Rockwell International plants in Downey were collaborating on a number of projects.

The documentary “Aerojet General Missile & Rocket Engines,” presenting the company’s facilities in Rancho Cordova, Fullerton, Chino, Canoga Park, Azuza, and Downey, praises the Ordnance Division in Downey as “devoted to sophisticated manipulation of force” (Aerojet General n.d.: 18:14). The division developed aircraft rocket engines, T-45 and T-46 warheads for the Nike-Hercules ground to air missiles, chambers for the Hawk air defense weapon, and the Thor Able system. Aerojet continued developing SD-2 multipurpose drones for the Army launched by Rheem. Drones carried optical, radar, and infrared sensors that were supposed to gather, store, and transmit battlefield surveillance information. Built in limited numbers, SD-2 drones never saw operational service (Aerojet General n.d.: 20:02).

The 1961 Downey Chamber of Commerce booklet called Aerojet General Corporation one of the “Big Three” manufacturers in town, with 4,400 employees. Aerojet was booming during the Reagan era with its defense priorities. In October 1969, Ronald Reagan visited the Aerojet General plant in Downey with his gubernatorial campaign speech (National Archives Catalog 1969). In 1989, NASA chose Aerojet and Lockheed Corporation to produce solid fuel rocket motors for the Space Shuttle program.

Aerojet General Corporation went through a series of reorganization steps in the early 1990s (Aerojet Rocketdyne Holdings 2022). The Aerojet Ordnance Division in Downey was in operation until the mid- 1990s. It was gradually reducing its scale over the years – City of Downey Building Records show other users of the property. In the 1970s, Building B at 9300 Hall Road / 9301 Stuart and Gray Road belonged to Terminal Industrial Center, Ltd. Tenants included Mini Bus Inc., Boman Astrosonix (car radios, speakers, and accessories manufacturer), and Duray Inc. (sheet metal contractor).

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23 Plate 14. Blackburn, Gerald A. Downey Aerospace History: 1947-1999. P. 111.

Plates 15-16. Aerojet General Missile & Rocket Engines Film. Aerojet Downey plant.

Structural parts of the MO-1 reactor. 17:09 mark.

Missile chambers for Hawk weapon. 21:28 mark.

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24 Plate 17. Downey Chamber of Commerce. 1961. Cover.

Plate 18. Downey Chamber of Commerce. 1961.

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25 Plate 19. Downey Chamber of Commerce. 1966. P. 46.

Plate 20. Downey Chamber of Commerce. 1968. P. 56.

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26 6.0 ARCHITECTURAL DESCRIPTION
The following section provides an architectural description of the portions of the subject properties evaluated in this study. An overview of the facility is provided, followed by detailed descriptions of each of the four evaluated structures and features.

6.1 OVERVIEW OF SUBJECT PROPERTIES
The project site is located in the City of Downey, at the northwest corner of the intersection of Stewart and Gray Road and Woodruff Avenue. It is bordered by Hall Road to the north, commercial buildings to the east, Stewart and Gray Road to the south, and industrial buildings to the west. The 29.165-acre irregularly shaped project site consists of five parcels (APNs 6284-019-013, 6284-019-014, 6284-019- 015, 6284-019-016, and 6284-019-017) and includes four buildings:
- Building A (9400 (9350) Hall Road and 9399 (9401) Stewart and Gray Road), built in 1951; - Building B (9300 Hall Road and 9301 Stewart and Gray Road), built in 1951-1956; - Building C (9350 (9400) Hall Road), built in 1951-1957; - Building D (9333 (9363) Stewart and Gray Road), built c. 1967.

Originally, the property included adjacent parcels to the east and to the west:
- 6284-019-010 (11711 Woodruff Avenue), original Rheem Manufacturing Company Administrative Building built in 1951;
- 6284-019-011 (11899 Woodruff Avenue);
- 6284-019-068 (9236-9244 Hall Road), original Rheem Manufacturing Company Research & Development Laboratories (demolished and replaced with a new building in 2008).

The numbering of the buildings and their parts is inconsistent between the Los Angeles County Assessor’s Portal and postal addresses used by current tenants (see Figure 1 and Plates 1 and 2). The project site has multiple canopy structures that are not considered to be permanent buildings and are not described in this section.

6.2 BUILDING ONE
The main manufacturing facility, Building A, was built in 1951 in the east portion of the current project site (parcel 6284-019-013). The north portion of the building is addressed as 9400 (9350) Hall Road; the south portion of the building is addressed as 9399 (9401) Stewart and Gray Road. The building area is 244,664 square feet (per Los Angeles [LA] County Assessor’s Portal).

The building features an irregular rectangular floor plan and consists of five aisles oriented north-south.

The width of the building is 300 feet, and the length along the longer west side is about 825 feet. The primary north elevation follows the angle of Hall Road, with each aisle stepping back by approximately 35 feet, with loading docks on the face of four aisles (excluding the west one). A pedestrian access door is present on the east elevation. A concrete loading ramp with a metal canopy runs along the southmost half of the west elevation with multiple openings.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

27 North elevation from Hall Road, loading docks
(southeast perspective)

East elevation, pedestrian entrance
(southwest perspective)

West elevation, southern half of the building
(southeast perspective)

West elevation, northern and southern portions meet
(east perspective)

Interior, roof view
(south perspective)
West elevation, loading ramp
(north perspective)

Plates 21-26. Building A. 9400 (9350) Hall Road.

The walls are built of red brick (painted white in the interior). The upper portion of the walls (besides a rear part of the west elevation) is clad with non-original golden-tone corrugated metal. The southern part of the building reveals narrow horizontal windows in the upper part of the wall filled in with glass blocks. In the southmost part of the building, original glass blocks are replaced with new windows.

The height of the building is 19’ 8”. A saw-tooth roof is comprised of five ridges covering individual aisles, with west slopes glazed to admit daylight. The corrugated metal roof is supported by metal trusses resting on steel I-beams and posts. The interior is divided into two parts by a demising wall.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

28 6.3 BUILDING TWO
The manufacturing/warehouse facility, Building B, was built in 1951 in the west portion of the current project site (parcel 6284-019-015). The north portion of the building is addressed as 9300 Hall Road; the south portion of the building, added by 1956, is addressed as 9301 Stewart and Gray Road. The building area is 153,884 square feet (per LA County Assessor’s Portal).

The building features a rectangular floor plan and consists of three aisles oriented north-south. The width of the building is 180 feet, and the length along the west side is about 830 feet. The northern portion of the building facing Hall Road accommodates two-story offices. The primary north elevation is clad with red brick veneer and smooth stucco on the upper part. A wide horizontal stucco parapet screens the roof gables. Two rows of square windows are divided by fluted partitions to create a feeling of transparency. The windows have narrow steel frames with divided lights.

The central portion of the façade features a projecting entry area with glass doors and an overhanging canopy. Originally, the sides of the entry area were open, and the canopy was supported by round posts; the sides were filled in with brick later. The 1961 Downey Chamber of Commerce booklet called it an “entry to one of Aerojet-General’s handsome buildings” (see Plate 17).

The side elevations past the front area feature brick walls on the bottom and steel ribbon windows with divided lights on the upper part (mostly, painted over). The east elevation is relatively unremarkable.

The west elevation features multiple openings, loading docks with rolling doors, ramps, temporary canopies, and sheds. The south (rear) elevation features large sliding barn doors under three roof gables.

A saw-tooth roof is comprised of three ridges covering individual aisles, with west slopes glazed to admit daylight. The corrugated metal roof is supported by metal trusses resting on steel I-beams and posts.

The interior is divided into two parts by a demising wall. The rear (southern) portion of the building features a two-story built-in wood office structure.

North elevation from Hall Road
(south perspective)
North elevation, entry area
(southwest perspective)

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

29 East elevation, looking from the front
(southwest perspective)

West elevation, metal shed
(northeast perspective)

West elevation, loading ramp
(northeast perspective)

South elevation
(northeast perspective)

Interior, middle part, roof view
(south perspective)

Interior, rear part, built-in office
(southwest perspective)

Plates 27-33. Building B. 9300 Hall Road and 9301 Stewart and Gray Road.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

30 6.4 BUILDING THREE
The warehouse facility, Building C, was built in 1951 in the central portion of the current project site (parcel 6284-019-013). The south portion of the building was added by 1957. The building is addressed as 9350 or 9400 Hall Road. The building area is 24,788 square feet (per LA County Assessor’s Portal).

The building features a rectangular floor plan and a gabled roof. The height of the building is 19’ 8”. The width of the building is 61 feet, and the length is 341 feet. The walls and the roof are made of corrugated metal; the roof is supported with steel trusses. A pedestrian access door and several random openings are present on the east elevation.

A large metal shed with paper pulp recycling equipment is present on the west side of the rear portion of the building. The shed is not original to the project site.

East elevation, older part of the building
(northwest perspective)

East elevation, later addition
(west perspective)

Interior
(south perspective)

South elevation, metal shed to the west
(north perspective)

Plates 34-37. Building C. 9350 (9400) Hall Road.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

31 6.5 BUILDING FOUR
The office facility, Building D, was built circa 1967 in the south portion of the current project site (parcel 6284-019-017). The building is addressed as 9333 or 9363 Stewart and Gray Road. The building area is 6,924 square feet (per LA County Assessor’s Portal). One of the 1980s site plans indicates that the building was used as a hospital and a fire house.

The one-story building features a rectangular floor plan and a flat roof. The width of the building is 38 feet, and the length is 190 feet. The walls are stucco. The primary east elevation features an entry door, two windows, and a rolling garage door. Three cast concrete benches of Mid-century design are present at the front of the building.

East elevation
(west perspective)

East elevation, benches
(west perspective)

Southeast corner and south elevation
(northwest perspective)

Northeast corner and north elevation
(southwest perspective)

Plates 38-41. Building D. 9333 (9363) Stewart and Gray Road.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

32 7.0 EVALUATION
This section includes historical significance evaluations for the property under the NRHP and CRHR significance criteria, as well as integrity considerations.

7.1 SIGNIFICANCE CRITERIA A/1
NRHP Criterion A: Is associated with events that have made a significant contribution to the broad patterns of our history
Criterion 1: It is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage
The subject property does not appear eligible under Criteria A/1. Although Rheem Manufacturing Company and Aerojet General Corporation were important for the development of the aerospace industry in Downey, their role was secondary in comparison with the role of a much larger industrial site – Vultee Aircraft Division / North American Aviation / Rockwell International plant, once located only two blocks away. Being the ordnance plant closely connected with the U.S. Army, Rheem / Aerojet facilities remained more secretive and censored than their famous neighbor. Aerojet Ordnance Division ceased its activity by the mid-1990s; the original equipment and memorabilia were removed from the property. During the redevelopment of the Vultee / North American Aviation site, none of the structures have been considered valuable or designated as historic landmarks. The City of Downey chose to commemorate its aerospace industry history by creating Columbia Memorial Space Sciences Learning Center. The structures on the subject property also do not appear significant to the broad patterns of national or state history.

Therefore, the property does not appear eligible for listing in the NRHP or CRHR under Criteria A/1.

7.2 SIGNIFICANCE CRITERIA B/2
NRHP Criterion B: Is associated with the lives of persons significant in our past.

Criterion 2: It is associated with the lives of persons important in our past.

The subject property does not appear eligible under Criteria B/2. Research conducted for this study did not suggest that the subject properties, either in whole or in part, are significant for an association with important individuals who made significant contributions at the local, state, or national level. Richard S.

Rheem and Donald L. Rheem, founders of Rheem Manufacturing Company, were prominent businessmen and residents of the Bay Area; however, they do not appear to be historically significant individuals on the state or national level, and they did not play a significant role at the local level.

Therefore, the property does not appear eligible for listing in the NRHP or CRHR under Criteria B/2.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

33 7.3 SIGNIFICANCE CRITERIA C/3
NRHP Criterion C: Embodies the distinctive characteristics of a type, period, or method of installation, or represents the work of a master, possesses high artistic values, or represents a significant and distinguishable entity whose components may lack individual distinction.

Criterion 3: It 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 does not appear eligible under Criteria C/3. Buildings A and B were designed by an Oakland architect, Alben Randolf Froberg. Froberg specialized in industrial structures; his early projects represent features of the Art Deco and Streamline Moderne styles. Froberg was a member of the AIA and the President of the East Bay Chapter in 1946. Despite his active work in the Bay Area, Froberg is practically unknown in Southern California and has not been recognized as a local master architect in any historic context statements for the area. Rheem’s Downey plant seems to be his only commission in Southern California.

Although buildings A and B incorporate characteristic elements of industrial architecture from the early 1950s (stepped floor plan, brick walls, saw-tooth roof with steel trusses, windows with divided lights and glass blocks), its design and construction method are typical of industrial buildings of similar age in the region. They are neither distinctive nor representative enough to render the buildings as important examples of properties of their type. They do not reflect outstanding or distinctive design, the work of a master, method of construction, or possess high artistic value. Additionally, both buildings have undergone significant alterations compromising their integrity of design, materials, workmanship, and feeling. Buildings C and D are utilitarian structures and do not possess any architectural value.

Therefore, the subject property does not appear eligible for listing in the NRHP or CRHR under Criteria C/3.

7.4 SIGNIFICANCE CRITERIA D/4
NRHP Criterion D: It has yielded, or may be likely to yield, information important in prehistory or history.

Criterion 4: It has yielded, or has the potential to yield, information important to the prehistory or history of the local area, California, or the nation.

The subject property does not appear eligible under Criterion D/4. This Criterion is most relevant for archaeological sites, but it can be applied to historic built-environment resources if further study has the potential to yield information that cannot be obtained from other sources. However, historical information about industrial buildings operating after 1951 is prevalent, and further study of the property would not add any new information to the historic record.

Therefore, the subject property does not appear eligible for listing in the NRHP or CRHR under Criterion D/4.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

34 8.0 CONCLUSION
As noted previously, the proposed project would include the demolition of the existing four buildings (totaling approximately 433,000 square feet) and the construction of an approximately 535,110-square- foot industrial concrete tilt-up building for warehouse/logistics uses.

As a result of this intensive-level evaluation, the subject property does not appear eligible for federal or state listing. Historical background research demonstrates that industrial buildings at 9300, 9350, and 9400 Hall Road and 9301, 9333 (9363), and 9399 (9401) Stewart and Gray Road are not associated with any significant historic events or person(s). The buildings were not designed by master architects nor are they exemplary embodiments of an architectural style. All four buildings were found not historically significant and, therefore, not eligible for the NRHP/CRHR. Therefore, the buildings at 9300, 9350, and 9400 Hall Road and 9301, 9333 (9363), and 9399 (9401) Stewart and Gray Road do not qualify as historical resources for the purposes of CEQA.

A copy of this report and DPR 523 forms documenting the subject buildings will be placed on file at the SCCIC for inclusion in the California Historical Resources Information System. The DPR forms are attached as Appendix A.

Based on the results of the current study, no historic properties will be affected by the Prologis Stewart and Gray Road Warehouse Project.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

35 9.0 REFERENCES
Aerojet General
n.d. Aerojet General Missile & Rocket Engines Film. Theodore Von Karman. Electronic resources available at: https://www.youtube.com/watch?v=-blMxK8TX0Q, accessed September 15, 2022.

Aerojet Rocketdyne Holdings
2022 Aerojet Rocketdyne Company History Timeline. Electronic resources available at:
https://www.zippia.com/aerojet-rocketdyne-careers-269/history/?src=sp-popout- timed, accessed September 15, 2022.

Air Corps News Letter
1953 Air Corps News Letter. Vol. 36. July & November 1953. Accessed via Google Books.

American Institute of Architects (AIA) Historical Directory of American Architects 1953 Alben Randolf Froberg. Architect’s Roster. Electronic resources available at:
https://content.aia.org/sites/default/files/2018-09/FrobeAlben_roster.pdf, accessed September 5, 2022.

Army Magazine
1958 Army Magazine. Association of the United States Army. Vol. 9. August 1958. Accessed via Google Books.

Arts & Architecture
1950 P-F Built-Up Roofs! Arts & Architecture. December 1950. P.2. Electronic resource available at: https://usmodernist.org/AA/AA-1950-12.pdf, accessed September 6, 2022.

Blackburn, Gerald A.
2009 Downey Aerospace History: 1947-1999. Aerospace Legacy Foundation. Arcadia Publishing.

Brady, Cyrus Townsend
1905 Famous American Duels. Munsey’s Magazine Vol 33, No. 1. Electronic resource available at: https://www.google.com/books/edition/
Munsey_s_Magazine_for/sy0AAAAAYAAJ?hl=en&gbpv=1&bsq=flake+merced&pg=PA60 8&printsec=frontcover, accessed April 14, 2022.

Bruce, Bobbi
2017 Things You Didn’t Know About Downey: Downey Train Station. The Downey Patriot.

Electronic resource available at: https://www.thedowneypatriot.com/articles/things- you-didnt-know-about-downey-downey-train-station, accessed April 15, 2022.

Buena Park Historical Society
2006 The Spanish Colonization. Electronic resource available at:
https://web.archive.org/web/20080907222324/http:/www.historicalsociety.org/pages/ page2.asp, accessed April 14, 2022.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023 36 California Digital Newspaper Collection
2022 E
lectronic resource available at: https://cdnc.ucr.edu/. Accessed August-October 2022.

City of Downey
n.d. City History and Profile. Electronic resource available at:
https://www.downeyca.org/our-city/city-profile, accessed April 14, 2022. 2005 General Plan (Vision 2025), Chapter 8: Design. Electronic resource available at:
https://www.downeyca.org/home/showpublisheddocument/148/63697720179210000 0, accessed July 12, 2022.
2022 Innovators & Explorers: The Past Inspires the Future. City of Downey - Columbia Memorial Space Center. Electronic resource available at:
https://artsandculture.google.com/story/OwVBj9tTa0KNLQ?hl=en, accessed August 25, 2022.

City of Downey Planning Department
Building Records, 1951-2015.

Downey Chamber of Commerce
1958 Downey: Gracious Living, Future Unlimited.
1961 Downey, California.
1966 Downey, California.
1968 Downey, California.

Downey Historical Society
n.d. Downey Historical Chronology. Electronic resource available at:
http://downeyhistoricalsociety.org/chrono1a.htm#City, accessed April 14, 2022.

Dyson, Verne
1927 The Old Ranchos That are Buried in Los Angeles. The Los Angeles Times Sunday Magazine, December 18:12-13, 23. Los Angeles. Electronic resource available at:
https://www.newspapers.com/image/?spot=25458857, accessed April 14, 2022.

Harrison, Katrina
2006 NASA Industrial Plant, Manufacturing & Testing Facility (Building No. 11). Historic American Engineering Record (HAER No. CA-310-T).

Huntington Digital Library
2022 The Huntington Digital Library, Map Collection. Electronic resource available at:
https://cdm16003.contentdm.oclc.org/, accessed February 16, 2022.

Gittelhough, Trevor, and Mary Robbins-Wade
2023 Prologis Stewart and Gray Road Warehouse Project. Cultural Resources Study. HELIX Environmental Planning, Inc., La Mesa, California. Prepared for the City of Downey.

La Habra Star
1953 Lowell Cubs Take Trip. La Habra Star, Volume XXXVII, Number 31, 29 January 1953.

Accessed via Newspapers.com.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

37 Latimer, Larry
2010 Downey: Images of America. Downey Historical Society. Arcadia Publishing.

Long Beach Press Telegram
1951 Rheem Will Make Parts for Lockheed. Long Beach Press Telegram. 28 February 1951.

Page 33 ends

Los Angeles Daily News
1951 From Drums to Scorpions. Los Angeles Daily News, 20 April 1951. Accessed via Newspapers.com.

Moraga Historical Society
2022 Donald Laird Rheem, “father” of the Rheem Valley. Electronic recourse available at:
https://moragahistory.org/moraga-history/people/people-donald_laird_rheem/, accessed September 10, 2022.

National Archives Catalog
1966 Ronald Reagan Campaign Speech at Aerojet General in Downey, California. October 14, 1966. Electronic recourse available at: https://catalog.archives.gov/id/169488045, accessed September 15, 2022.

NETR Online
2022 Historic Aerials. Nationwide Environmental Title Research, LLC. Electronic recourse available at: https://www.historicaerials.com/viewer, accessed in February-November 2022.

Nelson, Lee F.
1988 Preservation Brief 17. Architectural Character: Identifying the Visual Aspects of Historic Buildings as an Aid to Preserving Their Character. Electronic resource available at:
https://home1.nps.gov/tps/how-to-preserve/briefs/17-architectural-character.htm, accessed in September, 2022.

Nichols, Chris
2015 The First Taco Bell Will Be Saved from Demolition! Los Angeles Magazine. Electronic resource available at: https://www.lamag.com/askchris/the-first-taco-bell-will-be- saved/, accessed April 15, 2022.

OAC (Online Archives of California)
2022a Becket (MacDonald) Papers Documenting the Work of Wurdeman and Becket.

Electronic resource available at:
https://oac.cdlib.org/findaid/ark:/13030/c82b93f2/?query=Wurdeman+and+Becket+, accessed September 7, 2022.
2022b Ruth Patricia Shellhorn papers, 1909-2006. Electronic resource available at:
https://oac.cdlib.org/findaid/ark:/13030/kt5n39s1pg/?query=Ruth+Patricia+Shellhorn+, accessed September, 7 2022.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

38 Olds, William Lee
1931 Georgian Living Room in Piedmont Residence. Architect and Engineer. May, 1931.

P. 69-71.

Parker, Dana T.
2013 Building Victory: Aircraft Manufacturing in the Los Angeles Area in World War II.

Cypress, California.

Parvini, Sarah
2015 Adios, Taco Bell: Original store moves from Downey to Irvine in late-night run. The Los Angeles Times. Electronic resource available at:
https://www.latimes.com/local/lanow/la-me-ln-original-taco-bell-move-20151120- story.html, accessed April 15, 2022.

Pacific Coast Architecture Database (PCAD)
2022 Alben Randolf Froberg. Electronic resource available at:
https://pcad.lib.washington.edu/person/6691/, accessed September 5, 2022.

Pierce, Eric
2010 Looking Back On Gallatin Elementary School. The Downey Patriot. Electronic resource available at: https://www.thedowneypatriot.com/articles/looking-back-on-gallatin- elementary-school?format=amp, accessed April 15, 2022.

Rheem
2022a A History of Comfort. Electronic resource available at: https://www.rheem.com/about, accessed August 8, 2022.
2022b Rheem Manufacturing Company. Electronic resource available at:
https://en.wikipedia.org/wiki/Rheem_Manufacturing_Company, accessed August 8, 2022.
2022c Rheem Manufacturing Company Historical Time Line. Electronic resource available at:
https://ashraemadison.org/downloads/Company_Histories/rheem_history.pdf, accessed August 8, 2022.

San Bernardino Sun
1959 Riverside Rheem Plant Sold to Aerojet Corp. San Bernardino Sun. Vol. 13, 10 May 1959.

Accessed via Newspapers.com.

Santa Fe Springs Library
n.d. Volume 7: California – A Prize Worth Taking. Electronic resource available at:
https://www.santafesprings.org/library/local_history/history/volume_7.asp, accessed April 14, 2022.

South Gate Press
1958 Rheem Gets Contracts for $1.2 Million Job. South Gate Press. 14 September 1958.

Accessed via Newspapers.com.

Historic Resources Evaluation Report for the
Prologis Stewart and Gray Road Warehouse Project | February 2023

39 Throner Jr., Guy Charles
2014 The Life and Exciting Times of Guy Charles Throner Jr. Xlibris Corporation.

The Los Angeles Times
1951 Rheem Mfg. Corp Employment Ad. The Los Angeles Times, 19 September 1951.

Accessed via Newspapers.com.

The Rancho Los Cerritos Site
n.d. History. Electronic resource, available at: https://www.rancholoscerritos.org/about- hub/history-hub/, accessed April 14, 2022.

University of California, Santa Barbara
2022 UC Santa Barbara Library. Aerial Photography Collection. Electronic resource available at: https://mil.library.ucsb.edu/ap_indexes/FrameFinder/. Accessed February- November, 2022.

U.S. Department of the Interior, National Park Service
1985 National Register Bulletin 24: Guidelines for Local Surveys: A Basis for Preservation Planning. Washington, DC. Electronic document available at:
https://www.nps.gov/subjects/nationalregister/upload/NRB24-Complete_Part1t.pdf, accessed in September, 2022.
1997 National Register Bulletin 15: How to Apply the National Register Criteria for Evaluation.

Washington D.C. (Revised in 2002).
1998 National Register Bulletin 43: Guidelines for Evaluating and Documenting Historic Aviation Properties. Washington D.C. Electronic document available at:
https://www.nps.gov/subjects/nationalregister/upload/NRB43-Complete.pdf, accessed in September, 2022.

USGS Historical Topographic Map Explorer
2022 Electronic resource available at: https://livingatlas.arcgis.com/topoexplorer/index.html.

Accessed in August-October 2022.

Western Aviation Magazine
1959 Western Aviation, including Missiles, and Space Industry. Vol. 39. January 1959.

Accessed via Google Books.

Western Machinery and Steel World
1952 Intricate Forming: New Defense Plant Had Heavy Equipment. Western Machinery and Steel World. Vol. 43, 1952. P. 101, 115.

Willey, H.I.
1886 Report of the Surveyor General of the State of California from August 1, 1884 to August 1, 1886. Sacramento, California. Electronic resource, available at:
http://www.slc.ca.gov/wp-content/uploads/2018/08/Willey_1884_1886.pdf, accessed April 14, 2022.

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40 This page intentionally left blank
Appendix A
Department of Parks and Recreation
Series 523 Forms

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

Page 1 of 7 ends

P1. Other Identifier:
*P2. Location:  Not for Publication Unrestricted *a. County : Los Angeles and
*b. USGS 7.5' Quad: Whittier Date: 1981 T 3S; R 12W; Unsectioned; S.B.B.M. c. Address: 9300, 9350, and 9400 Hall Rd and 9301, 9333, and 9399 Stewart and Gray Rd City: Downey Zip: 90241 d. UTM: Zone 11N, 396573 mE/ 3754880 mN (Approximate center of property; G.P.S.) e. Other Locational Data: The property is located at the northwest corner of the intersection of Stewart and Gray Rd and Woodruff Ave, within APNs 6284-019-013, 6284-019-014, 6284-019-015, 6284-019-016, and 6284-019-017. Elevation: 100-110 ft AMSL. *P3a. Description:

This resource consists of the following four rectangular buildings: Building A (9400 (9350) Hall Road and 9399 (9401) Stewart and Gray Road), built in 1951; Building B (9300 Hall Road and 9301 Stewart and Gray Road), built in 1951-1956; Building C (9350 (9400) Hall Road), built in 1951-1957; Building D (9333 (9363) Stewart and Gray Road), built c. 1967.

The buildings consist of one manufacturing facility (Building A), an office facility (Building D), and two warehouse facilities (Buildings B and C). While all four structures are over the age of 50 years, none are eligible for listing on the NRHP or CRHR, and do not qualify as historical resources for the purposes of CEQA.
*P3b. Resource Attributes: HP8. Industrial Building
*P4. Resources Present:  Building Structure Object  Site District Element of District Other P5b. Description of Photo:

Overview of the south elevation of Building A,
view to the north.

*P6. Date Constructed/Age and Source:
 Historic  Prehistoric Both
1951 to 1967 (LA County Assessor’s Portal)

*P7. Owner and Address:

Prologis Inc.
2141 Rosecrans Avenue
Suite 1151
El Segundo, CA 90245

*P8. Recorded by:

Marina Khrustaleva
HELIX Environmental Planning
7578 El Cajon Boulevard
La Mesa, CA 91942

*P9. Date Recorded:

June 10, 2022

*P10. Survey Type:

Historic Architectural Pedestrian Survey

*P11. Report Citation:

Khrustaleva, Marina, Trevor Gittelhough, and James Turner. 2023. Prologis Stewart and Gray Road Warehouse Project Historic Resources Evaluation Report. Prepared for the City of Downey by HELIX Environmental Planning.

*Attachments:
NONE  Location Map Sketch 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):

LEGEND
DPR 523J (Rev. 1/1995)(Word 9/2013) *Required Information Whittier 19811:24,000
SGR1-4 2
State of California - The Resources Agency

DEPARTMENT OF PARKS AND RECREATION

LOCATION MAP
Primary #:

HRI #
Trinomial:

Page of
*Map Name:
*Resource Name or #:
*Scale: *Date:

Copyright:© 2013 National Geographic Society, i-cubed
SCALE 1:24,000
1 0 10.5
Miles
1,000 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000
Feet
1 0 10.5
Kilometers
°

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

BUILDING, STRUCTURE, AND OBJECT RECORD
(This space reserved for official comments.)

*Resource Name or #: SGR1-4, Building A *NRHP Status Code: 6Z

Page 3 of 7 ends

B1. Historic Name: B2. Common Name: 9400 Hall Road and 9399 Stewart and Gray Road B3. Original Use: Manufacturing Facility B4. Present Use: Same *B5. Architectural Style: Industrial
*B6. Construction History:

Building A, located at 9400 Hall Road, was built in 1951 by the Rheem Corporation. In 1959, the property was sold to the Aerojet General Corporation who owned and operated the facility until the 1990s. *B7. Moved? No Yes Unknown Date: Original Location:
*B8. Related Features:

Related features include structures built by the Rheem Manufacturing Company or Aerojet General Corporation, such as Building B (9300 Hall Road and 9301 Stewart and Gray Road), built in 1951-1956; Building C (9350 (9400) Hall Road), built in 1951-1957; and Building D (9333 (9363) Stewart and Gray Road), built c. 1967.

Architect: Alben Randolf Froberg b. Builder: Unknown *B10. Significance: Theme: Industry Area: LA County Period of Significance: Property Type: Applicable Criteria: None Significance Criteria A/1: The subject property does not appear eligible under Criteria A/1. Although Rheem Manufacturing Company and Aerojet General Corporation were important for the development of the aerospace industry in Downey, their role was secondary in comparison with the role of a much larger industrial site – Vultee Aircraft Division / North American Aviation / Rockwell International plant, once located only two blocks away. Aerojet Ordnance Division ceased its activity by the mid-1990s; the original equipment and memorabilia was removed from the property. The structures on the subject property also do not appear significant to the broad patterns of national or state history. Therefore, the property does not appear eligible for listing in the NRHP or CRHR under Criteria A/1.

Significance Criteria B/2: The subject property does not appear eligible under Criteria B/2. Research conducted for this study did not suggest that the subject properties, either in whole or in part, are significant for an association with important individuals who made significant contributions at the local, state, or national level. Richard S. Rheem and Donald L. Rheem, founders of Rheem Manufacturing Company, were prominent businessmen and residents of the Bay Area; however, they do not appear to be historically significant individuals on the state or national level, and they did not play a significant role at the local level. Therefore, the property does not appear eligible for listing in the NRHP or CRHR under Criteria B/2.

Significance Criteria C/3:

The subject property does not appear eligible under Criteria C/3. While the building was designed Alben Randolf Froberg, Froberg is practically unknown in Southern California and has not been recognized as a local master architect in any historic context statements for the area. Rheem’s Downey plant seems to be his only commission in Southern California. Additionally the building’s design and construction method are typical of industrial buildings of similar age in the region. They are neither distinctive nor representative enough to render the buildings as important examples of properties of their type. They do not reflect outstanding or distinctive design, the work of a master, method of construction, or possess high artistic value. Additionally, it has undergone significant alterations compromising their integrity of design, materials, workmanship, and feeling. Therefore, the subject property does not appear eligible for listing in the NRHP or CRHR under Criteria C/3.

Significance Criteria D/4: The subject property does not appear eligible under Criterion D/4. Historical information about industrial buildings operating after 1951 is prevalent, and further study of the property would not add any new information to the historic record. Therefore, the subject property does not appear eligible for listing in the NRHP or CRHR under Criterion D/4.

B11. Additional Resource Attributes:
*B12. References:

B13. Remarks:
*B14. Evaluator: Marina Khrustaleva
*Date of Evaluation: June 2022

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

BUILDING, STRUCTURE, AND OBJECT RECORD
(This space reserved for official comments.)
Sketch Map with north arrow required.)
*Resource Name or #: SGR1-4, Building B *NRHP Status Code: 6Z

Page 4 of 7 ends

B1. Historic Name: B2. Common Name: 9300 Hall Road and 9301 Stewart and Gray Road B3. Original Use: Manufacturing/Warehouse Facility B4. Present Use: Same *B5. Architectural Style: Industrial
*B6. Construction History:

Building B, located at 9300 Hall Road, was built in 1951 by the Rheem Corporation. In 1959, the property was sold to the Aerojet General Corporation who owned and operated the facility until the 1990s. The southern portion of the building was added by 1956. *B7. Moved? No Yes Unknown Date: Original Location:
*B8. Related Features:

Related features include structures built by the Rheem Manufacturing Company or Aerojet General Corporation, such as Building A (9400 Hall Road and 9399 Stewart and Gray Road), built in 1951-1956; Building C (9350 (9400) Hall Road), built in 1951-1957; and Building D (9333 (9363) Stewart and Gray Road), built c. 1967.

B9a. Architect: Alben Randolf Froberg b. Builder: Unknown *B10. Significance: Theme: Industry Area: LA County Period of Significance: Property Type: Applicable Criteria: None Significance Criteria A/1: The subject property does not appear eligible under Criteria A/1. Although Rheem Manufacturing Company and Aerojet General Corporation were important for the development of the aerospace industry in Downey, their role was secondary in comparison with the role of a much larger industrial site – Vultee Aircraft Division / North American Aviation / Rockwell International plant, once located only two blocks away. Aerojet Ordnance Division ceased its activity by the mid-1990s; the original equipment and memorabilia was removed from the property. The structures on the subject property also do not appear significant to the broad patterns of national or state history. Therefore, the property does not appear eligible for listing in the NRHP or CRHR under Criteria A/1.

Significance Criteria C/3:

B11. Additional Resource Attributes:
*B12. References:

B13. Remarks:
*B14. Evaluator: Marina Khrustaleva
*Date of Evaluation: June 2022

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

BUILDING, STRUCTURE, AND OBJECT RECORD
(This space reserved for official comments.)
Sketch Map with north arrow required.)
*Resource Name or #: SGR1-4, Building C *NRHP Status Code: 6Z

Page 5 of 5 ends

B1. Historic Name: B2. Common Name: 9350 Hall Road B3. Original Use: Manufacturing/Warehouse Facility B4. Present Use: Same *B5. Architectural Style: Utilitarian/Industrial
*B6. Construction History:

Building C, located at 9350 Hall Road, was built in 1951 by the Rheem Corporation. In 1959, the property was sold to the Aerojet General Corporation who owned and operated the facility until the 1990s. The southern portion of the building was added sometime prior to 1957. *B7. Moved? No Yes Unknown Date: Original Location:
*B8. Related Features:

Related features include structures built by the Rheem Manufacturing Company or Aerojet General Corporation, such as Building A (9400 Hall Road and 9399 Stewart and Gray Road), built in 1951-1956; Building B (9300 Hall Road and 9301 Stewart and Gray Road), built in 1951-1956; and Building D (9333 (9363) Stewart and Gray Road), built c. 1967.

Significance Criteria C/3: The subject property does not appear eligible under Criteria C/3. While the building was designed Alben Randolf Froberg, Froberg is practically unknown in Southern California and has not been recognized as a local master architect in any historic context statements for the area. Rheem’s Downey plant seems to be his only commission in Southern California. Additionally, the building is a typical utilitarian structure and does not possess any architectural value. Therefore, the subject property does not appear eligible for listing in the NRHP or CRHR under Criteria C/3.

B11. Additional Resource Attributes:
*B12. References:

B13. Remarks:
*B14. Evaluator: Marina Khrustaleva
*Date of Evaluation: June 2022

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

BUILDING, STRUCTURE, AND OBJECT RECORD
(This space reserved for official comments.)

*Resource Name or #: SGR1-4, Building D *NRHP Status Code: 6Z

Page 6 of 7 ends

B1. Historic Name: B2. Common Name: 9333 Stewart and Gray Road B3. Original Use: Hospital/Firehouse B4. Present Use: Offices *B5. Architectural Style: Utilitarian
*B6. Construction History:

Building D, located at 9333 Stewart and Gray Road, was built sometime around 1967 by Aerojet General Corporation, who owned and operated the facility until the 1990s.
*B7. Moved? No Yes Unknown Date: Original Location:
*B8. Related Features:

Related features include structures built by the Rheem Manufacturing Company or Aerojet General Corporation, such as Building A (9400 Hall Road and 9399 Stewart and Gray Road), built in 1951-1956; Building B (9300 Hall Road and 9301 Stewart and Gray Road), built in 1951-1956; and Building C (9350 (9400) Hall Road), built in 1951-1957.

B9a. Architect: Unknown b. Builder: Unknown *B10. Significance: Theme: Industry Area: LA County Period of Significance: Property Type: Applicable Criteria: None Significance Criteria A/1: The subject property does not appear eligible under Criteria A/1. Although Rheem Manufacturing Company and Aerojet General Corporation were important for the development of the aerospace industry in Downey, their role was secondary in comparison with the role of a much larger industrial site – Vultee Aircraft Division / North American Aviation / Rockwell International plant, once located only two blocks away. Aerojet Ordnance Division ceased its activity by the mid-1990s; the original equipment and memorabilia was removed from the property. The structures on the subject property also do not appear significant to the broad patterns of national or state history. Therefore, the property does not appear eligible for listing in the NRHP or CRHR under Criteria A/1.

Significance Criteria C/3: The subject property does not appear eligible under Criteria C/3. The building is a typical utilitarian structure and does not possess any architectural value. Therefore, the subject property does not appear eligible for listing in the NRHP or CRHR under Criteria C/3.

B11. Additional Resource Attributes:
*B12. References:

B13. Remarks:
*B14. Evaluator: Marina Khrustaleva
*Date of Evaluation: June 2022

State of California - Natural Resources Agency Primary #:

DEPARTMENT OF PARKS AND RECREATION HRI#:

Continuation Sheet Trinomial:

DPR 523L (Rev. 1/1995)(Word 9/2013)

Page 7 of 7 ends

*Recorded by: Marina Khrustaleva, HELIX Environmental *Date: 6/10/2022  Continuation  Update

Building A, north elevation from Hall Road, loading docks (southeast perspective).

Building B, north elevation from Hall Road, (south
perspective).

Building C, South elevation, metal shed to the west
(north perspective).

Building D, Northeast corner and north elevation
(southwest perspective).

Appendix B
Resumes of Key Personnel

Marina Khrustaleva, MA
Architectural Historian

Summary of Qualifications

Ms. Khrustaleva is a qualified Historian and Architectural Historian with more than 20 years of experience preparing historic background information and historic contexts, and evaluating buildings and structures under federal, state, and local regulatory requirements. Her expertise includes applying the Secretary of the Interior’s Standards for the Treatment of Historic Properties, archival research, historic surveys, significance evaluations, landmark designations, and historic districts documentation.

She has completed studies for residential, commercial, military, and industrial properties across California and abroad. She has prepared numerous technical reports including Historical Resources Evaluation Reports (HRERs), Historic Property Survey Reports (HPSRs), Landmark Nomination Forms, and Mills Art Applications to satisfy compliance requirements under California Environmental Quality Act (CEQA) and local governments preservation ordinances. Ms. Khrustaleva has worked for government agencies, non-profit organizations, and private clients in California. She has served as a guest lecturer at the University of Southern California, the University of California at Los Angeles, Caltech, and University of Erasmus (Rotterdam).

Selected Experience

Downey Big Box Historic Resources Evaluation Report (HRER), City of Downey, Downey, California (2023). Architectural Historian for the preparation of an HRER for the Prologis Stewart and Gray Road Warehouse Project in Downey. The subject structures operated as manufacturing and warehouse facilities for Rheem Manufacturing Company and Aerojet General Corporation from 1951 through the early 1990s. Managed an intensive-level HRER that relied on a literature review, archival research, site inspection, and an evaluation of the property in accordance with applicable eligibility criteria. Evaluation included a historic context research for the aerospace industry development in Downey, an analysis of the historic integrity of the complex and its components, and recordation of the resource on the appropriate California Department of Parks and Recreation (DPR) Series 523 forms. Work performed for the City of Downey/Prologis Inc.

Hicks Canyon Channel Restoration Project Historic Resources Evaluation Report, Irvine, Orange County, California (2022). Architectural Historian for the preparation of an HRER for the improvement of a 13.5-acre portion of the existing Hicks Canyon Wash stormwater conveyance, including bank remediation for stability and access, storm drain extensions, and landscaping. Managed an intensive-level HRER that relied on a literature review, archival research, a site inspection, and an evaluation of the property in accordance with applicable eligibility criteria. Documented Education

Master of Arts in
Cultural
Management/
Historic
Preservation,
Moscow Higher
School of Social and
Economic Sciences
/University of
Manchester, UK
(2003)

Master of Arts,
Russian State
University of
Humanities, Art
History/ Architectural
History (2000)

Bachelor of Arts,
Russian State
University of
Humanities, Art
History/Architectural
History (1999)

Professional
Certification

International Visitors
Leadership Program
in Heritage
Preservation, USA,
2011

Professional
Affiliations

California
Preservation
Foundation

South Pasadena
Preservation
Foundation

My Liveable City
magazine

Getty Research
Institute

Marina Khrustaleva, MA
Architectural Historian

2 the subject structures on California Department of Parks and Recreation (DPR) Series 523 forms. Work performed for BFK Engineers.

Pure Water Southern California Project Cultural Resources Survey/Constraints Analysis, Los Angeles County, California (2022). As Architectural Historian, conducted a historic built environment constraints analysis to support the construction of water purification facilities, a new backbone conveyance system (including pipeline and pump stations), and various appurtenant facilities as required to convey purified water. Conducted a reconnaissance-level survey to examine and photo-document the exterior of potential historic buildings and structures falling within the Pure Water project area. Prepared resource descriptions, details of architectural style and sub-style, modern modifications and additions, and information on current condition and integrity. Work performed for Metropolitan Water District of Southern California.

Frank Gehry Catalogue Raisonné, Volumes 2 and 3 (2022). As Architectural Historian, researched Frank Gehry’s archive at the Getty Research Institute Special Collections to identify visual materials to be included into the printed catalog and analyzed written documents to reconstruct the history of each project, for the period of 1978-1989. Work performed for Editions Cahiers d'Art (France).

South Pasadena’s Design Standards and Design Guidelines for ADUs on Historic Properties (2021). As City of South Padadena’s Interim Associate Planner, coordinated the development of Design Standards and Design Guidelines for accessory dwelling units on historic properties. The project was a part of the State Office of Historic Preservation CLG grant program (grants for Certified Local Governments). It was implemented with the help of a consultant, Architectural Resources Group, and received the California Preservation Award in 2022. Work performed for the City of South Pasadena.

South Pasadena Local Landmark Nominations (2019-2023). As Architectural Historian, prepared HRERs, Landmark Nomination forms, Mills Act contract applications for a number of historic resources in South Pasadena, including Rollin Craftsman Cluster historic district and the mid-century Cox Residence by John Galbraith. Work performed for private clients.

Moscow Re:Industrial Report (2017-2019). Principal Historic Resources Analyst and Project Manager for a city-wide context statement on historic industrial resources. Identified and mapped over 150 industrial sites developed between 1850 and 1950; created an overview of their architectural and manufacturing history; analyzed current redevelopment strategies; and suggested best practices for adaptive reuse. The report received Golden Section award by the Moscow Union of Architects in 2021.

Work performed for CENTER Agency for Strategic Development.

Historic Resources Surveys for Cities under 25,000 Residents in Russia. As Architectural Historian, prepared historic context statements and reconnaissance-level historic resources surveys for small historic cities in the Moscow Region (cities of Klin and Ruza, 2014-2015) and Irkutsk Region, Siberia (cities of Tulun, Nizhneudinsk, Zheleznogorsk-Ilimsky, 2020-2021). Surveys were conducted as a part of Specific Plan updates leading to downtown redevelopment projects. Work performed for local governments and redevelopment agencies.

Page | 1

TREVOR GITTELHOUGH, RPA
Cultural Resources Assistant Project Manager
Mx. Gittelhough is an archaeologist and assistant project manager with 11 years of experience. They specialize in underwater cultural resources, with experience in archaeology, cultural resources management, site monitoring, surveys and excavations, laboratory sorting, cataloging and analysis, and conservation. They have conducted environmental,
paleontological, and cultural resources work throughout California in support of compliance with the California Environmental Quality Act (CEQA), National Environmental Policy Act (NEPA), and Sections 106 and 110 of the National Historic Preservation Act (NHPA) for public and private sector clients. Mx. Gittelhough has experience in team management in the terrestrial and underwater archaeological management sectors, with expertise in implementing mitigation and monitoring projects, report production, and coordination with Indigenous groups. Their technical skills include terrestrial and submerged archaeological survey, excavation, and site testing. They have authored numerous site records and technical reports detailing the results of cultural resources work, as well as academic articles. They have also had thorough training in artifact analysis and specializes in lithic analysis and maritime conservation. Mx. Gittelhough meets the Secretary of Interior Professional Qualifications Standards in History and Archaeology.

Enchanted Hills Park Project. Cultural Resource Specialist for a 22.5-acre neighborhood park project in the City of Perris, Riverside County. Provided cultural resource monitoring during initial site work and prepared monitoring letter report.

Work performed for the City of Perris.

Dam Maintenance Program. Cultural Resource Specialist for the City of San Diego Dam Maintenance Program in San Diego County. Assisted in preparing an archaeological and historic resources assessment in compliance with state and federal regulations.

Scope included a cultural resource records search, review of historic maps and aerials, and preparation of a technical report. Work performed for the City of San Diego Public Utilities Department.

Bouquet Canyon Road Project. Cultural Resource Specialist for a private residential development project in the City of Santa Clarita, Los Angeles County. Monitored all ground-disturbing activities associated with geotechnical studies, such as drilling and trenching. Provided monitoring during ground-penetrating radar studies of portions of the project area. Produced monitoring report. Work performed for Integral Communities.

Lake Morena Oak Shores/Lake Morena Views Mutual Water Company Consolidation.

Cultural Resource Specialist for a cultural resources study in support of a proposed water district consolidation project in eastern San Diego County. Assisted with the preparation of a cultural resources technical report in compliance with state and federal regulations and State Water Resources Control Board. Scope included a cultural

EDUCATION
Master of Arts,
Underwater
Archaeology, East
Carolina University, 2018
Bachelor of Arts,
Anthropology, University
of California, Santa
Barbara, 2011

REGISTRATIONS/

CERTIFICATIONS
Registered Professional
Archaeologist No. 17387
American Academy of
Underwater Sciences,
Scientific Diver
Professional Association
of Diving Instructors,
Certified Diver
No. 0110385008
Geographic Information
Systems Professional
(GISP) Certification,
HAZWOPER 40-Hour
Certification

PROFESSIONAL

AFFILIATIONS
Society of American
Archaeology
Society of Historical
Archaeology
Society of California
Archaeology (Advisory
Council of Underwater
Archaeology)
Divers Alert Network

Page | 2

resource records search, review of historic maps and aerials, and assistance with the preparation of a technical report. Work performed for Lake Morena Oak Shores Mutual Water Company and Lake Morena Views Mutual Water Company as a subconsultant to NV5.

Shady View Residential Project Environmental Impact Report. Cultural Resource Specialist for a housing development project in the City of Chino Hills in San Bernardino County. The project involves the development of 159 single-family homes, open space and recreational amenities, and associated street, utility/infrastructure, and drainage improvements. Assisted in the preparation of the technical report in compliance with state and federal regulations. Project scope included a cultural resource records search, review of historic maps and aerials, field survey, and preparation of a technical report. Work performed for the City of Chino Hills.

California Crossings. Cultural Resource Specialist for a 29-acre industrial development in Otay Mesa, San Diego County. Conducted a cultural resources study in support of biological mitigation measures (burrowing owl habitat creation). Prepared an archaeological resources assessment in compliance with state and federal regulations. Scope included a cultural resources records search, review of historic maps and aerials, and preparation of a technical report. Work performed for Sudberry Development, Inc. with County of San Diego as the lead agency.

Oceanside Mission Basin Groundwater Purification Facility Well Expansion and Brine Minimization Design.

Cultural Resource Specialist for a proposed groundwater wells and brine minimization project to improve water production at an existing groundwater purification facility in the City of Oceanside, San Diego County. Assisted with the preparation of the cultural resources technical report in compliance with state and federal regulations.

Project scope included a cultural resources records search, tribal outreach, field survey, monitoring of geotechnical borings, preparation of a constraints memo, and preparation of a technical report. Work performed for the City of Oceanside Water Utilities Department as a subconsultant to GHD, Inc. 611 Island Ave Residential Tower. Cultural Resource Specialist for a residential tower project in the downtown area of the City of San Diego. The project plans include incorporating the existing historic façade into the new 32-story building. Assisted with the preparation of an archaeological and historic resources assessment in compliance with CEQA. Scope included a cultural resource records search, review of historic maps and aerials, and preparation of a technical report with a sensitivity assessment. Work performed for Cresleigh Homes.

EMWD Quail Valley III Regional Water Tank Environmental Consulting. Cultural Resource Specialist for a new water tank and associated piping and facilities in Riverside County. Prepared the technical report to summarize a records search, Native American outreach, archaeological survey, and research into the historic land uses of the project lands. Work performed for Pulte Group, with Eastern Municipal Water District as the CEQA lead agency.

Cactus II Feeder Pipeline Biological and Cultural Construction Monitoring. Cultural Resource Specialist for construction monitoring of the installation of a sewer line and associated facilities. Work performed for Eastern Municipal Water District.

Pasadena Water & Power Sunset Reservoir Replacement Historical Resources Evaluation. Cultural Resource Specialist for a reservoir replacement project in the City of Pasadena. Prepared a cultural resources technical analysis to support an EIR and provided support to the City of Pasadena for tribal consultation. Work performed as a subconsultant to Kennedy Jenks, with the City of Pasadena as the lead agency under CEQA.

Athletic Facility Borings Cultural Resources Monitoring. Cultural Resource Specialist for a cultural resource monitoring program in support of the proposed project on the Palomar College San Marcos Campus, San Diego County. Provided monitoring of ground disturbing activities in compliance with CEQA, resulting in the completion of a cultural resources monitoring letter report.

Page | 3

Arrow 32N Residential. Senior Cultural Resource Specialist for a cultural resources study in support of the proposed Project in the City of Upland, San Bernardino County. Co-authored an archaeological technical report and assisted with a historic resources assessment report in compliance with Section 106 and CEQA. Scope included a cultural resources records search, review of historic maps and aerials, preparation of a technical report and evaluation of historic resources for inclusion to the NRHP and CRHR.

Garland Battery Energy Storage System. Senior Cultural Resource Specialist for a cultural resources study in support of the proposed Project in the County of Los Angeles. Prepared an archaeological resources assessment and provided monitoring for all ground disturbing activities a in compliance with CEQA. Scope included a cultural resources records search, review of historic maps and aerials, pedestrian survey, preparation of a technical report, monitoring, and the preparation of a monitoring report.

Appendix C
Building Permits

A
TllACT
11W

REPAIR DDIOLITION
8Q. "·
81U l., ?-CJD =�= i,,,
UT. WALL

CCOYDINCI
U8K OP'ff
./ :· � ::IIINCI
I HKltUY ACKNOWLmCIK THAT I HAYK READ THI.S AP
PLICATION AND ffATS THAT THK INl'OIIMATION QIYKN 18
CORRKCT.

I AQIIU TC COMPLY WITH ALL COUNTY OllDINANCU
AND STATS LAW8 NtGULATING IIUILDINCI C:ON•nu;c:noN.

AUTHORIZKD AQT.

VALUATION FEE
711AAIIA oaa a ....

LOCALITY
NllAREST
CR088 8T.
/ --, / J
NO.OF
PLANS
PLABTIER. EXT.

HOUSS NUMBER COR

RECT AND POSTED
FINAL

Appendix E
Geotechnical Investigation

GEOTECHNICAL INVESTIGATION

PROPOSED WAREHOUSE
North Side of Stewart and Gray Road, West of
Woodruff Avenue
Downey, California
for
ProLogis

22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com May 19, 2021

ProLogis
17777 Center Court Drive North, Suite 100
Cerritos, California 90703

Attention: Mr. Tunde Ogunwole
Director, Project Management

Project No.: 21G132-1

Subject: Geotechnical Investigation
Proposed Warehouse
North Side of Stuart and Gray Road, West of Woodruff Avenue Downey, California

Gentlemen:

In accordance with your request, we have performed a geotechnical investigation at the subject site. We are pleased to present this report summarizing the conclusions and recommendations developed from our investigation.

We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,

SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Daniel W. Nielsen, GE 3166
Senior Engineer

Robert G. Trazo, GE 2655
Principal Engineer

Distribution: (1) Addressee

Proposed Warehouse – Downey, CA
Project No. 21G132-1

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY 1

2.0 SCOPE OF SERVICES 3

3.0 SITE AND PROJECT DESCRIPTION 4

3.1 Site Conditions 4

3.2 Proposed Development 4

4.0 SUBSURFACE EXPLORATION 6

4.1 Scope of Exploration/Sampling Methods 6

4.2 Geotechnical Conditions 7

5.0 LABORATORY TESTING 9

6.0 CONCLUSIONS AND RECOMMENDATIONS 11

6.1 Seismic Design Considerations 11

6.2 Geotechnical Design Considerations 15

6.3 Site Grading Recommendations 18

6.4 Construction Considerations 21

6.5 Foundation Design and Construction 22

6.6 Floor Slab Design and Construction 24

6.7 Retaining Wall Design and Construction 25

6.8 Pavement Design Parameters 27

7.0 GENERAL COMMENTS 30

8.0 REFERENCES 31

APPENDICES

A Plate 1: Site Location Map
Plate 2: Boring Location Plan
B Boring Logs
C Laboratory Test Results
D Grading Guide Specifications
E Seismic Design Parameters
F CPT Report
G CPT Liquefaction Evaluation

Proposed Warehouse – Downey, CA
Project No. 21G132-1

Page 1 ends

1.0 EXECUTIVE SUMMARY
Presented below is a brief summary of the conclusions and recommendations of this investigation.

Since this summary is not all inclusive, it should be read in complete context with the entire report.

Geotechnical Design Considerations
• The results of the liquefaction evaluation indicate that some of the on-site soils are susceptible to liquefaction during a major seismic event. Based on the liquefaction evaluation, total dynamic settlements ranging from 2.1± to 2.6± inches could occur at the site during the design seismic event concurrent with historically high groundwater levels. • Based on the predicted total settlements, the dynamic differential settlements are expected to be on the order of 1.3± inches.
• Undocumented fill soils were encountered at most of the boring locations extending to depths of 2½ to 4½± feet below the existing site grades. The near surface native alluvial soils are variable in composition and loose.
• Remedial grading will be required to remove and replace the undocumented fill soils, and a portion of the underlying compressible native alluvial soils, as compacted structural fill.

Site Preparation
• Demolition of the existing structures and any associated improvements will be necessary to facilitate construction of the new building. Demolition procedures should include all foundations, floor slabs, utilities, the existing pavements, any septic systems, and any other subsurface improvements that will no t remain in place for use with the new development.

Debris resultant from demolition activities should be disposed of off -site. Alternatively, concrete and asphalt debris may be crushed to a maximum 2 -inch particle size and re used in structural fills.
• Initial site preparation should include stripping of the existing grass, trees, and weed growth present in the landscape planter areas. Stripping should also include removal of any tree root masses.
• Remedial grading is recommended to be performed within the proposed building pad area.

The excavation should extend to a depth of at least 5 feet below existing grade, and to a depth of at least 4 feet below proposed building pad subgrade elevation. Within the foundation influence zones, the overexcavation should extend to a depth of at least 3 feet below proposed foundation bearing grade. The overexcavation should also extend to a depth sufficient to remove all of the existing artificial fill soils (and any soils disturbed during demolition) from the proposed building pad area.
• After the overexcavation has been completed, the resulting subgrade soils should be evaluated by the geotechnical engineer to identify any additional soils that should be overexcavated. The resulting subgrade should then be scarified to a depth of 12 inches, and moisture conditioned or air dried to a moisture content of 0 to 4 percent above optimum. The previously excavated soils may then be replaced as compacted structural fill. • The new parking area subgrade soils are recommended to be scarified to a depth of 12± inches, thoroughly moisture conditioned and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

Proposed Warehouse – Downey, CA
Project No. 21G132-1

Page 2 ends

Building Foundations
• Conventional shallow foundations, supported in newly placed compacted fill. • 2,500 lbs/ft2 maximum allowable soil bearing pressure. • Reinforcement consisting of at least six (6) No. 5 rebars (3 top and 3 bottom) in strip footings due to the presence of potentially liquefiable soils. Additional reinforcement may be necessary for structural considerations.

Building Floor Slabs
• Conventional Slabs-on-Grade, 6 inches thick.
• Modulus of Subgrade Reaction: k = 125 psi/in
• Reinforcement consisting of No. 3 rebars at 18 inches on center in both directions due to the presence of liquefiable soils. The actual floor slab reinforcement should be determined by the structural engineer, based on the imposed slab loading.

Pavements
ASPHALT PAVEMENTS (R = 40)

Materials
Thickness (inches)
Auto Parking and
Auto Drive Lanes
(TI = 4.0 to 5.0)
Truck Traffic
TI = 6.0 TI = 7.0 TI = 8.0 TI = 9.0
Asphalt Concrete 3 3½ 4 5 5½
Aggregate Base 4 6 7 8 10
Compacted Subgrade 12 12 12 12 12

PORTLAND CEMENT CONCRETE PAVEMENTS (R = 40)
Materials
Thickness (inches)
Autos and Light
Truck Traffic
(TI = 6.0)
Truck Traffic
TI = 7.0 TI = 8.0 TI = 9.0
PCC 5 5½ 6½ 8
Compacted Subgrade
(95% minimum
compaction)
12 12 12 12

Proposed Warehouse – Downey, CA
Project No. 21G132-1

Page 3 ends

2.0 SCOPE OF SERVICES
The scope of services performed for this project was in accordance with our Proposal No. 21P145, dated February 4, 2021. The scope of services included a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of the building foundations, building floor slab, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed development. Based on the location of this site, this investigation also included a site -specific liquefaction evaluation. The evaluation of the environmental aspects of this site was beyond the scope of services for this geotechnical investigation.

Proposed Warehouse – Downey, CA
Project No. 21G132-1

Page 4 ends

3.0 SITE AND PROJECT DESCRIPTION

3.1 Site Conditions
The subject site consists of several parcels located on the north side of Stewart and Gray Road, approximately 160 feet west of Woodruff Avenue in Downey, California. The parcels are referenced by the street addresses of 9300, 9350 and 9400 Hall Road, and 9301 and 9399 Stewart and Gray Road. The site is bounded to the north and northeast by Hal l Road, to the east and west by commercial/industrial developments, and to the south by Stewart and Gray Road. The general location of the site is illustrated on the Site Location Map, included as Plate 1 of this report.

The overall site is an irregular s haped property, approximately 28.97 acres in size. The site is presently developed with several separate commercial/industrial businesses. The existing facilities include four (4) buildings ranging in size from 7,000 to 235,000± ft² in size. The two larges t buildings are located in the eastern and western portions of the property. The two smaller buildings are located in the central portion of the property. The buildings are surrounded by asphaltic concrete pavement for automobile and truck traffic, with areas of Portland cement concrete pavement in some of the loading dock areas. The asphaltic concrete pavements are in poor condition with moderate to severe cracking throughout. Limited areas of landscaped planters with trees are present in the northern portion of the site.

Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth and visual observations made at the time of the subsurface investigation, the site slopes gently to the south at a gradient of less than 1± percent.

3.2 Proposed Development
A conceptual site plan was provided to our office by the client. Based on this plan, the site will be developed with one (1) new commercial/industrial building, 512,160± ft 2 in size, located in the central area of the site. Dock-high doors will be constructed along a portion of the east and west building walls. The building is expected to be surrounded by asphaltic concrete pavements in the parking and drive areas, Portland cement concrete pavements in the truck court areas, and limited areas of concrete flatwork and landscape planters throughout.

Detailed structural information has not been provided. It is assumed that the new building will be a single -story structure of tilt -up concrete construction, supported on a conventional shallow foundation system with a concrete slab -on-grade floor. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 100 kips and 4 to 7 kips per linear foot, respectively.

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No significant amounts of below grade construction, such as basements or crawl spaces, are expected to be included in the proposed devel opment. Based on the assumed topography, cuts and fills of up to 1 to 2± feet are expected to be necessary to achieve the proposed site grades.

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4.0 SUBSURFACE EXPLORATION

4.1 Scope of Exploration/Sampling Methods
The subsurface exploration conducted for this project consisted of eight (8) borings advanced to depths of 10 to 50± feet below the existing site grades. Two of these borings were advanced to a depth of 50± feet as a part of the liquefaction evaluation. In addition to the borings, four (4) Cone Penetration Test (CPT) soundings were advanced to depths of 50± feet at the site as part of the liquefaction evaluation. All of the borings and CPT soundings were logged during drilling by a member of our staff.

Hollow Stem Auger Borings
The borings were advanced with hollow -stem augers, by a conventional truck -mounted drilling rig. Representative bulk and relatively undisturbed soil samples were taken during drilling.

Relatively undisturbed soil samples were taken with a split barrel “California Sampler” containing a series of one inch long, 2.416± inch diameter brass rings. This sampling method is described in ASTM Test Method D -3550. Samples were also taken using a 1.4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140 -pound weight falling 30 inches. The blow counts obtained during driving are recorded for further analysis. Bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory.

Cone Penetration Test (CPT) Soundings
The CPT soundings were per formed by Kehoe Testing and Engineering (KTE) under the supervision of an SCG engineer. The cone system used for this project was manufactured by Vertek. The CPT soundings were performed in general accordance with ASTM standards (D-5778).

The cone penetrometers were pushed using 30-ton CPT rig. The cones used during the program recorded the cone resistance, sleeve friction, and dynamic core pressure at 2.5-centimeter depth intervals. Both of the CPT soundings were advanced to depths of 100± feet. A more com plete description of the CPT program as well as the results of the data interpretation are provided in the report prepared by KTE, enclosed in Appendix F of this report. The CPT soundings do not result in any recovered soil samples. However, correlations have been developed that utilize the cone resistance and the sleeve friction to estimate the soil type that is present at each 2.5 - centimeter interval in the subsurface profile. These soil classifications are presented graphically in the CPT report, dated M ay 4, 2021, enclosed in Appendix F. CPT Data obtained during the geotechnical feasibility study is also presented in a separate report prepared by KTE, dated March 20, 2019, enclosed in Appendix F of this report.

The data generated by the cone penetrometer equipment has been reduced using CPeT-IT, V2.0, published by Geologismiki Geotechnical Software. The CPeT-IT program output as well as more

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details regarding the interpretation procedure are presented a report prepared by KTE, which is provided in Appendix F of this report.

General
Based on information provided by the client and the project environmental consultant, we understand that the subject site is an environmentally sensitive area. Therefore, the cuttings generated by the drilling and sampling a ctivities were contained within 55 -gallon drums and transported to the three areas of the site for holding. In addition, the boreholes were backfilled with bentonite grout.

The approximate locations of the borings and CPT soundings are indicated on the Boring and CPT Location Plan, included as Plate 2 in Appendix A of this report. The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as the results of some of the laboratory testing, are included in Appendix B. The results of the CPT soundings are presented in two reports prepared by KTE, included in Appendix F of this report.

4.2 Geotechnical Conditions
Pavements
Asphaltic concrete pavements were encountered at the ground surface of all boring locations, except Boring No. B -5. The pavement sections generally consist of 3 to 8± inches of asphalt, underlain by 2 to 6± inches of aggregate base. Portland cement concrete, 7± inches thick, was encountered at the ground surface of Boring No. B-5.

Boring No. B-8 encountered multiple layers of asphaltic concrete separated by layers of soil or aggregate base. Asphaltic concrete was encountered at the ground surface, approximately 4± inches thick, directly underlain by 2± inches of soil. Beneath the soil, another 2± inch-thick layer of asphalt was encountered, underlain by 3± inches of aggregate base. Beneath the base layer, a third layer of asphaltic concrete was present, 3±-inches-thick.

Artificial Fill
Artificial fill soils were encountered beneath the pavements at all of the boring locations, except Boring No. B-6. The fill soils extend to depths of 2½ to 4½± feet below ground surface, at the boring locations where fill soils were encountered. The fill soils generally consist of loose to medium dense silty fine sands and fine sands. The fill soils possess a disturbed and mottled appearance, resulting in their classification as artificial fill.

Alluvium
Native alluvium was encountered beneath the pavements at Boring No. B-6 and beneath the fill soils at all of the other boring locations, extending to at least the maximum depth explored of 50± feet below ground surface. The alluvial soils encountered in the upper 8 to 17± feet generally consist of loose silty fine sands with occasional soft to stiff fine sandy clay layers and stiff to very

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stiff clayey silt layers. At greater depths, the native alluvial soils predominately consist of loose to medium dense silty sands with interbedded layers of medium dense fine sands and sandy silts.

Medium stiff to very stiff silty clay and clayey silt layers were also encountered at Boring Nos. B- 4, between depths of 37± and 47± feet. Most of the alluvial soils possess trace to little iron oxide staining and calcareous veining and nodules were observed in some of the samples.

Groundwater
Free water was not encountered during drilling of any of the borings. Based on the lack of any water within the borings, and the mois ture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 50± feet at the time of the subsurface exploration.

As part of our research, we reviewed available groundwater data in order to determine the historic high groundwater level for the site. The primary reference used to determine the historic groundwater depths in this area is the California Geological Survey (CGS) Seismic Hazard Zone Report (037) for the Whittier 7.5-Minute Quadrangle, which indicates that the historic high groundwater level for the site is about 7± feet below the ground surface.

Recent water level data was obtained from the California State Water Resources Control Board, GeoTracker, website, https://geotracker.waterboards.ca.gov/. Several monitoring wells on record are located within the subject site. Water level readings within these monitoring wells indicate a high groundwater level of 81± feet below the ground surface in December 2020.

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5.0 LABORATORY TESTING
The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths.

Classification
All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report.

Dry Density and Moisture Content
The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D -2216, and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Consolidation
Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D -2435. The testing apparatus is designed to accept either natural or remolded samples in a one -inch high ring, approximately 2.416 inches in diameter. Each sample is then loaded incrementally in a g eometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the consolidation testing are plotted on Plates C-1 through C-8 in Appendix C of this report.

Maximum Dry Density and Optimum Moisture Content
Two (2) representative bulk samples were tested for their maximum dry density and optimum moisture content. The results were obtained using the Modified Proctor procedure, per ASTM D- 1557 and is presented on Plates C-9 and C-10 in Appendix C of this report. This test is generally used for comparison with the in -situ densities of undisturbed field samples, and for later compaction testing. Additional testing of other soil types or soil mixes may be necessary at a later date.

Grain Size Analysis
Limited grain size analyses have been performed on several selected samples, in accordance with ASTM D-1140. These samples were washed over a #200 sieve to determine the percentage of

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fine-grained material in each sample, which is defined as the material which passes the #200 sieve. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these laboratory tests are shown on the attached boring logs.

Expansion Index
The expansion potential of the on -site soils was determined in general accordance with the California Building Code (CBC). The testing apparatus is designed to accept a 4-inch diameter, 1- inch high, remolded sample. The sample i s initially remolded to 50± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot. The sample is then inundated with water, and allowed to swell against the surcharge. The resultant swell or consolidation is recorded after a 24-hour period. The results of the EI testing are as follows:

Sample Identification Expansion Index Expansive Potential B-1 @ 0 to 5 feet 4 Very Low
Soluble Sulfates
Representative samples of the near -surface soils were submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes into contact with these soils. The results of the soluble sulfate testing are presented below, and are discussed further in a subsequent section of this report.

Sample Identification Soluble Sulfates (%) ACI Classification B-1 @ 0 to 5 feet 0.004 Not Applicable (S0)
B-7 @ 0 to 5 feet 0.005 Not Applicable (S0)
Corrosivity Testing
Representative bulk sample s of the near -surface soils w ere submitted to a subcontracted analytical laboratory for determination of electrical resistivity, pH, and chloride concentrations.

The resistivity of the soils is a measure of their potential to attack buried metal improvements such as utility lines. The results of the resistivity and pH testing are presented below:

Sample Identification Resistivity
(ohm-cm) pH Chlorides
(mg/kg)
Nitrates
(mg/kg)
B-1 @ 0 to 5 feet 5,200 7.8 8.7 19
B-7 @ 0 to 5 feet 4,800 7.6 7.1 12

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6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the design, construction, and grading considerations.

The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The recommendations are provided with the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during t he final design and construction phases to verify compliance with these recommendations. Maintaining Southern California Geotechnical, Inc., (SCG) as the geotechnical consultant from the beginning to the end of the project will provide continuity of services. The geotechnical engineering firm providing testing and observation services shall assume the responsibility of Geotechnical Engineer of Record.

The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications. The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development.

6.1 Seismic Design Considerations
The subject site is located in an area which is subject to strong ground motions due to earthquakes. The performance of a site-specific seismic hazards analysis was beyond the scope of this investigation. However, numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage. Therefo re, significant damage to structures may be unavoidable during large earthquakes. The proposed structure should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life.

Faulting and Seismicity
Research of available maps indicates that the subject site is not located within an Alquist -Priolo Earthquake Fault Zone. Furthermore, SCG did not identify any evidence of faulting during the geotechnical investigation. Therefore, the possibility of significant fault rupture on the site is considered to be low.

Seismic Design Parameters
The California Building Code (CBC) provides procedures for earthquake resistant structural design that include considerations fo r on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented

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below are based on the soil profile and the proximity of known faults with respect to the subject site.

Based on standards in place at the time of this report, the proposed development is expected to be designed in accordance w ith the requirements of the 2019 edition of the California Building Code (CBC), which was adopted on January 1, 2020.

The 2019 CBC Seismic Design Parameters have been generated using the SEAOC/OSHPD Seismic Design Maps Tool , a web -based software application available at the website www.seismicmaps.org. This software application calculates seismic design parameters in accordance with several building code reference documents, including ASCE 7 -16, upon which the 2019 CBC is based. The application utilizes a database of risk-targeted maximum considered earthquake (MCER) site accelerations at 0.01 -degree intervals for each of the code documents.

The tables below were created using data obtained from the application. The output generated from this program is included as Plate E-1 in Appendix E of this report.

The 2019 CBC requires that a site-specific ground motion study be performed in accordance with Section 11.4.8 of ASCE 7 -16 for Site Class D sites with a mapped S 1 value greater than 0.2.

However, Section 11.4.8 of ASCE 7-16 also indicates an exception to the requirement for a site- specific ground motion hazard analysis for certain structures on Site Class D sites. The commentary for Section 11 of ASCE 7-16 (Page 534 of Section C11 of ASCE 7-16) indicates that “In general, this exception effectively limits the requirements for site-specific hazard analysis to very tall and or flexible structures at Site Class D sites.” Based on our understanding of the proposed development, the seismic design parameters presented below were calculated assu ming that the exception in Section 11. 4.8 applies to the proposed building proposed for this site. However, the structural engineer should verify that this exception is applicable to the proposed building. Based on the exception, the spectral response accelerations presented below were calculated using the site coefficients (F a and Fv) from Tables 1613.2.3(1) and 1613.2.3(2) presented in Section 16.4.4 of the 2019 CBC.

2019 CBC SEISMIC DESIGN PARAMETERS
Parameter Value
Mapped Spectral Acceleration at 0.2 sec Period SS 1.680 Mapped Spectral Acceleration at 1.0 sec Period S1 0.603 Site Class --- D*
Site Modified Spectral Acceleration at 0.2 sec Period SMS 1.680 Site Modified Spectral Acceleration at 1.0 sec Period SM1 1.025 Design Spectral Acceleration at 0.2 sec Period SDS 1.120 Design Spectral Acceleration at 1.0 sec Period SD1 0.683 *The 2019 CBC requires that Site Class F be assigned to any profile containing soils vulnerable to potential failure or collapse under seismic loading, such as liquefiable soils. For Site Class F, the site coefficients are to be determined in accordance with Section 11.4.7 of ASCE 7-16. However, Section 20.3.1 of ASCE 7-16 indicates that for sites with structures having a fundamental period of vibration equal to or less than 0.5 seconds, the site coefficient factors (F a and F v) may be determined using the standard pro cedures. The seismic design parameters tabulated above were calculated using the site coefficient factors for Site Class D, assuming that the fundamental period of the structure is less than 0.5 seconds. However, the results of the liquefaction evaluation indicate that the

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subject site is underlain by potentially liquefiable soils. Therefore, if the proposed building has a fundamental period greater than 0.5 seconds, a site-specific seismic hazard analysis w ill be required and additional subsurface explorat ion will be necessary.

It should be noted that the site coefficient Fv and the parameters SM1 and SD1 were not included in the SEAOC/OSHPD Seismic Design Maps Tool output for the 2019 CBC. We calculated these parameters-based on Table 1613.2.3(2) in Section 16.4.4 of the 2019 CBC using the value of S1 obtained from the Seismic Design Maps Tool, assuming that a site-specific ground motion hazards analysis is not required for the proposed building at this site.

Ground Motion Parameters
For the purposes of the liquefaction analysis performed for this study, we utilized a site acceleration consistent with maximum considered earthquake ground motions, as required by the 2019 CBC. The peak ground acceleration (PGA) was determined in accordance with Section 11.8.3 of ASCE 7 -16. The parameter PGA M is the maximum considered earthquake geometric mean (MCEG) PGA, multiplied by the appropriate site coefficient from Table 11.8 -1 of ASCE 7-16. The web-based software application SEAOC/OSHPD Seismic Design Maps Tool (described in the previous section) was used to determine PGAM, which is 0.791g. A portion of the program output is included as Plate E -1 of this report. An associated earthquake magnitude was obtained from the USGS Unified Hazard Tool, Interactive Deaggregation application available on the USGS website. The deaggregated mean magnitude is 6.88, based on the peak ground acceleration and soil classification D.

Liquefaction
Research of the Seismic Hazards Zones Map for the Whittier Quadrangle, published by the California Geological Survey (CGS) indicates that the site subject site is located withi n a liquefaction hazard zone. Based on this mapping, and the subsurface conditions encountered at the borings, the scope of this investigation included a detailed liquefaction evaluation in order to determine the site-specific liquefaction potential.

Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pore-water pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure. The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and plasticity characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking. The depth within which the occurrence of liquefaction may imp act surface improvements is generally identified as the upper 50 feet below the existing ground surface. Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (d50) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss, 1971). Non-sensitive clayey (cohesive) soils which possess a plasticity index of at least 18 (Bray and Sancio, 2006) are generally not considered to be susceptible to liquefaction, nor are those soils which are above the historic static groundwater table.

The liquefaction analysis was conducted in accordance with the requirements of Special Publication 117A (CDMG, 2008), and currently accepted practice (SCEC, 1997). The liquefaction potential of the subject site was evaluated using the empirical me thod developed by Boulanger and Idriss (Boulanger and Idriss, 2008 , 2014). This method predicts the earthquake -induced liquefaction potential of the site based on a given design earthquake magnitude and peak ground acceleration at the subject site. This pr ocedure essentially compares the cyclic resistance ratio

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(CRR) [the cyclic stress ratio required to induce liquefaction for a cohesionless soil stratum at a given depth] with the earthquake-induced cyclic stress ratio (CSR) at that depth from a specified design earthquake (defined by a peak ground surface acceleration and an associated earthquake moment magnitude). CRR is determined as a function of the corrected CPT tip stress, qc1N-cs. The factor of safety against liquefaction is defined as CRR/CSR. Based on Special Publication 117A, a factor of safety of at least 1.3 is required in order to demonstrate that a given soil stratum is non- liquefiable. Additionally, in accordance with Special Publication 117A, clayey soils which do not meet the criteria for liquefiable soils defined by Bray and Sancio (2006), loose soils with a plasticity index (PI) less than 12 and moisture content greater than 85 percent of the liquid limit, are considered to be insusceptible to liquefaction. Non -sensitive soils with a PI gre ater than 18 are also considered non-liquefiable.

As part of the liquefaction evaluation, CPT-1 through CPT-4, inclusive, were extended to depths of 50± feet. Boring Nos. B-1 and B-4 were also drilled to a depth of 50± feet in order to provide physical samples for further analysis and support of the CPT data. The liquefaction potential for the on-site soils was evaluated the computer program CLiq V3.0.3.2, which was developed by Geologismiki, copyright 2007. The analysis is based on the method derived by Boulanger and Idriss, 2014. The liquefaction potential of the site was analyzed utilizing a PGAM of 0.791g for a magnitude 6.88 seismic event. The historic high groundwater table of 7± feet was used to model the groundwater conditions for the site during the design -level earthquake. The potential settlements that could occur as a result of liquefaction for each of the potentially liquefiable layers was calculated. A copy of the program output is presented in Appendix G of this report. It should be noted that the mapped historic high groundwater level used in the liquefaction evaluation is very conservative with respect to recent groundwater data for the site which is readily available at www.geotracker.ca.gov (discussed in Section 4.2 of this report).

Conclusions and Recommendations
The results of the liquefaction analysis have identified potentially liquefiable soils at all four (4) of the CPT soundings performed at the site. Soils which are located above the historic groundwater table or possess factors of safety of at least 1.3 are considered non -liquefiable. Several clayey strata encountered between depths of 7 and 50± feet are considered to be non -liquefiable due to their cohesive characteristics, as interpreted by the CPT, and based on the results of Atterberg Limits testing. Settlement analyses were performed for each of the potentially liquefiable strata.

The total dynamic settlement for each of the CPT locations, based on the results of the dynamic settlement analyses are presented below:

• CPT-1: 2.14± inches
• CPT-2: 2.24± inches
• CPT-3: 2.28± inches
• CPT-4: 2.59± inches

In accordance with Special Publication 117A, the associated differential settlements a re considered to be about ½ of the total settlement. Therefore, differential settlements of up to

1.3± inch es are expected to occur during the design -level seismic event. The estimated differential settlement could be assumed to occur across a distance of 50 feet, indicating a maximum angular distortion of about 0.002± inches per inch.

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Based on our understanding of the proposed development, it is considered feasible to support the proposed structure on shallow foundations. Such a foundation system can be designed to resist the effects of the anticipated differential settlements, to the extent that the structure would not catastrophically fail. Designing the proposed structure to remain completely undamaged during a major seismic event is not considered to be economically feasible. Based on this understanding, the use of a shallow foundation system is considered to be the most economical means of supporting the proposed structure.

In order to support the proposed building on shallow foundations (such as spread footings) the structural engineer should verify that the structure would not catastrophically fail due to the predicted dynamic differential settlements. Any utility connections to the structure should be designed to withstand the estimated differential settlements. It should also be noted that minor to moderate repairs, including re -leveling, restoration of utility connections, repair of damaged drywall and stucco, etc., would likely be required after occurrence of the liquefaction -induced settlements.

The use of a shallow foundation system, as described in this report, is typical for buildings of the type planned for this site, where they are underlain by the extent of liquefiable soils encountered at this site. The post-liquefaction damage that could occur within the building proposed for this site will also be typical of similar buildings in the vicinity of this project. However, if the owner determines that this level of potential damage is not acceptable, other geotechnical and structural options are available, including the use of ground improvement, deep foundations , or a mat foundation.

6.2 Geotechnical Design Considerations
General
Artificial fill soils were encountered at most of the boring locations, extending to depths of 2½ to 4½± feet below the existing site grades. The fill soils generally consist of loose sands and silty sands. Based on their relatively low strengths, disturbed appearance , and the lack of any documentation regarding the placement or compaction of the fill soils, the existing fill materials are considered to represent undocumented fill soils.

The fill soils are underlain by native alluvium consisting of loose sands and silty sands with occasional sandy clay and sandy silt layers. The results of consolidation testing on samples of on- site soils from the upper 10± feet indicate that these soils are subject to minor consolidation settlement when loaded. Based on the presence of undocumented fill soils and loose, low strength native alluvium within the foundation influence zones of the proposed building, the near-surface soils, in their present state are not considered suitable to support the foundations and floor slabs of the proposed building . Remedial grading is considered warranted in order to remove the artificial fill soils in their entirety and a portion of the near surface alluvial soils in order to replace these materials as compacted structural fill.

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As discussed in the previous section of this report, potentially liquefiable soils were identified at this site. The presence of the recommended layer of newly placed compacted structural fill above these liquefiable soils will help to reduce any surface manifestations that could occur as a result of liquefaction. The foundation design recommendations presented in the subsequent sections of this report also contain recommendations to provide additional rigidity in order to reduce the potential effects of differential settlement that could occur as a result of liquefaction.

Settlement
The recommended remedial grading will remove the existing undocumented fill soils and a portion of the near surface alluvium and replace these materials as compacted structural fill. The native soils that will remain in place below the recommended depth of overexcavation will not be subject to significant load increases from the foundations of the new building. Provided that th e recommended remedial grading is completed, the post -construction static settlement of the proposed building is expected to be within tolerable limits.

Soluble Sulfates
The results of the soluble sulfate testing indicate that the selected sample s of the on-site soils contain concentrations of soluble sulfates that correspond to Class S0 with respect to the American Concrete Institute (ACI) Publication 318-14 Building Code Requirements for Structural Concrete and Commentary , Section 4.3. Therefore, speciali zed concrete mix designs are not considered to be necessary, with regard to sulfate protection purposes. It is, however, recommended that additional soluble sulfate testing be conducted at the completion of rough grading to verify the soluble sulfate conce ntrations of the soils which are present at pad grade within the building area.

Expansion
The near-surface soils at this site generally consist of silty sands, fine sands, and occasional sandy silts. The results of expansion index testing indicate that the tested soils possess a very low expansive potential (EI = 4). Therefore, no design considerations related to expansive soils are considered warranted for this site. It is recommended that expansion index testing be conducted at the completion of rough grading to verify the expansion potentia l of the as -graded building pad.

Corrosion Potential
The results of the electrical resistivity and pH testing indicate that the tested samples of the near- surface soils have resistivity values of 4,800 and 5,200 ohm-cm, and pH values of 7.6 and 7.8.

These test results have been evaluated in accordance with guidelines published by the Ductile Iron Pipe Research Association (DIPRA). The DIPRA guidelines consist of a point system by which characteristics of the soils are used to quantify the corrosivity characteristics of the site. Resistivity and pH are two of the five factors that enter into the evaluation procedure. Redox potential, relative soil moisture content and sulfides are also included. Although sulfide testing was not part of the scope of services for this project, we have evaluated the corrosivity characteristics of the on-site soils using resistivity, pH and moisture content. Based on these factors, and utilizing the DIPRA procedure the on-site soils are not considered to be corrosive to ductile iron pipe. It should

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be noted that SCG does not practice in the field of corrosion engineering, and therefore, the client may also wish to contact a corrosion engineer to provide a more thorough evaluation.

Relatively low concentration s of chlorides, 7.1 and 8.7 mg/kg, were detected in the sample s submitted for corrosivity testing. In general, soils possessing chloride concentrations in excess of 500 parts per million (ppm) are considered to be corrosive with respect to steel reinforcement within reinforced concrete. Based on the relatively low chl oride concentration in the tested sample, the site is considered to have a C1 chloride exposure in accordance with the American Concrete Institute (ACI) Publication 318 Building Code Requirements for Structural Concrete and Commentary. Therefore, a special ized concrete mix design for protection against chloride exposure is not considered warranted.

Nitrates present in soil can be corrosive to copper tubing at concentrations greater than 50 mg/kg.

The tested sample s possess nitrate concentration s of 12 and 19 mg/kg. Based on these test results, the on-site soils are not considered to be corrosive to copper pipe with respect to their nitrate concentrations.

Shrinkage/Subsidence
Removal and recompaction of the near surface fill soils and alluvium is estimated to result in an average shrinkage of 7 to 17 percent. Minor ground subsidence is expected to occur in the soils below the zone of removal, due to settlement and machinery working. The s ubsidence is estimated to be 0.10± feet. This estimate may be used for grading in areas that are underlain by native alluvial soils.

These estimates are based on previous experience and the subsurface conditions encountered at the boring locations. The actual amount of subsidence is expected to be variable and will be dependent on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely.

The potential shrinkage estimate is based on dry density testing performed on small -diameter samples taken at the boring locations. If a more accurate and precise shrinkage estimate is desired, SCG can perform a shrinkage study involving several excavated test-pits where in-place densities are determined using in -situ testing methods instead of laboratory density testing on small-diameter samples. Please contact SCG for details and a cost estimate regarding a shrinkage study, if desired.

Grading and Foundation Plan Review
No grading or foundation plans were available at the time of this report. It is therefore recommended that we be provided with copies of the preliminary plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report.

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6.3 Site Grading Recommendations
The grading recommendations pre sented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development. We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site -specific recommendations presented below.

Site Stripping and Demolition
It is anticipated that the existing structures and associated improvements will be demolished. Any existing subsurface improvements that will not remain in place for use with the new development should be removed in their entirety. This should include all foundations, slabs, septic systems, utilities, and any other subsurface improvements associated with the existing structure and associated improvements . Debris resultant from demolition should be disposed of offsite in accordance with any applicable regulations . Alternatively, concrete and asphalt debris may be crushed to a maximum 2 -inch particle size, well mixed with the on -site soils, and incorporated into new structural fills or it may be crushed and processed into CMB, if desired.

Initial site stripping should also include removal of any surficial vegetation from the site. At the time of drilling, some trees were present in isolated landscape planter areas located in the northern portion of the site. This should include any weeds, grasses, shrubs, and trees. Root masses associated with the trees should be removed in their e ntirety, and the resultant excavations should be backfilled with compacted structural fill soils. The actual extent of site stripping should be determined in the field by the geotechnical engineer, based on the organic content and stability of the materials encountered.

Treatment of Existing Soils: Building Pad
Remedial grading should be performed within the proposed building area to remove all of the existing undocumented fill materials, which extend to depths of 2½ to 4½± feet at the boring locations. In order to provide more uniform support characteristics for the proposed structure and to remove a portion of the compressible soils from the foundation influence zones, the overexcavation should extend to a depth of at least 5 feet below the existing site grades and to a depth of at least 4 feet below the proposed building pad grades. Within the influence zones of the new foundations, the overexcavation should extend to a depth of at least 3 feet below proposed foundation bearing grade.

The overexcavation areas should extend at least 5 feet beyond the building perimeter s and foundations, and to an extent equal to the depth of fill below the new foundations. If the proposed structure incorporate s any exterior columns (such as for a canopy or overhang) the overexcavation should also encompass these areas.

Following completion of the overexcavation, the subgrade soils within the building area should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation loads of the new structure. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must

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be removed. Some localized areas of deeper excavation may be required if additional fill materials or loose, porous, or low-density native soils are encountered at the base of the overexcavation.

Based on the conditions encountered at the exploratory boring locations, very moist soils will be encountered at or near the base of the recommended overexcavation in some areas. Stabilization of the exposed overexcavation subgrade soils may be necessary.

Scarification and air drying of these materials may be sufficient to obtain a stable subgrade, but it is expected that an extended period of drying may be required . If highly unstable soils are identified, and/or if the construction schedule does not allow for delays associated with drying, mechanical stabilization, usually consisting of coarse cr ushed stone or geotextile, will likely be necessary. In this event, the geotechnical engineer should be contacted for supplementary recommendations. Typically, an unstable subgrade can be stabilized using a suitable geotextile fabric, such as Mirafi RS580I, and/or a 12 to 18-inch thick layer of coarse (2 to 4 -inch particle size) crushed stone. Crushed asphalt and concrete debris resultant from demolition may be used as a subgrade stabilization material. Other options, including lime or cement treatment are also available. Typically, an unstable subgrade may be stabilized by treating the upper 12 inches of subgrade material with cement to a concentration of 5 percent (by dry weight of soil).

After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of at least 12 inches, thoroughly moisture conditioned , and recompacted.

Overexcavation bottoms should be thoroughly moisture conditioned to achieve a moisture content of 0 to 4 percent above the optimum moisture content. The previously excavated soils may then be replaced as compacted structural fill.

Treatment of Existing Soils: Retaining Walls and Site Walls The existing soils within the areas of proposed retaining and non -retaining site walls should be overexcavated to a depth of at least 3 feet below foundation bearing grade and replaced as compacted structural fill as discussed above for the proposed building pad . Any undocumented fill soils within the foundation areas should be removed in their entirety. The overexcavation areas should extend horizontally beyond the foundation perimeters to a distance equal to the depth of fill below the new foundations. These overexcavation recommendations also apply to any erection pads for tilt -up concrete walls, since these pads are part of the foundation system. The overexcavation subgrade soils should be evaluated by the geotechnical engineer prior to scarifying, moisture conditioning, and recompacting the upper 12 inches of exposed subgrade soils, as discussed for the building area. The previously excavated soils may then be replaced as compacted structural fill. If the recommended lateral and/or vertical extents of overexcavation are not achievable for the retaining walls or site walls, as may occur along the property lines, then additional recommendations including, but not limited to reduced design bearing pressures may be required. Additionally, specialized grading techniques such as slot cutting or shoring may be required in order to facilitate construction.

Treatment of Existing Soils: Flatwork, Parking and Drive Areas Based on economic considerations, overexcavation of the existing undocumented fill soils and the lower strength, compressible, native alluvium in the new parking and flatwork areas is not considered warranted, with the exception of areas where lower strength or unstable soils are identified by the geotechnical engineer during grading.

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Subgrade preparation in the new parking and flatwork areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12  inches, moisture conditioned to 0 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D -1557 maximum dry density.

Based on the presence of variable strength alluvial soils throughout the site, it is expected that some isolated areas of additional overexcavation may be required to remove zones of lower strength, unsuitable soils.

The grading recommendations presented above for the proposed flatwork, parking and drive areas assume that the owner and/or developer can tolerate minor amounts of settlement within the proposed parking and flatwork areas. The grading recommendations presented above do not mitigate the extent of potentially compressible and low expansive soils and undocumented fill soils in the parking, drive and flatwork areas. As such, some movement settlement and associated pavement distress could occur. Typically, repair of such distressed areas involves significantly lower costs than completely mitigating these soils at the time of construction. If the owner cannot tolerate the risk of such settlements, the parking and drive areas should be overexcavated to a depth of 2 feet below proposed pavement subgrade elevation, with the resulting s oils replaced as compacted structural fill.

Fill Placement
• Fill soils should be placed in thin (6± inches), near -horizontal lifts, moisture conditioned to 0 to 4 percent above the optimum moisture content, and compacted. • On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer. Drying of some of the on-site soils may be necessary to achieve a moisture content suitable for recompaction. Additionally, highly organic material should be stripped from the site.
• All grading and fill placement activities should be completed in accordance with the requirements of the 2019 CBC and the grading code of the city of Downey. • All new structural fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed.
• Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content. These tests are intended to aid the contractor. Since the tests are taken at discrete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications.

Imported Structural Fill
All imported structural fill should consist of very low expansive (EI < 50), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve).

Additional spe cifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D.

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Utility Trench Backfill
In general, all utility trench backfill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. As an alternative, a clean sand (minimum Sand Equivalent of 30) may be placed within trenches and compacted in place (jetting or flooding is not recommended).

It is recommended that materials in excess of 3 inches in size not be used for utility trench backfill.

Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by city of Downey. All utility trench backfills should be witnessed by the geotechnical engineer. The trench backfill soils should be compaction tested where possible; probed and visually evaluated elsewhere.

Utility trenches which parallel a footing, and extending below a 1h:1v plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard. Pea gravel backfill should not be used for these trenches.

6.4 Construction Considerations
Excavation Considerations
The near surface soils generally consist of sands, silty sands, and sandy silts. These materials will likely be subject to caving within shallow excavations. Where caving occurs within shallow excavations, flattened excavation slopes may be sufficient to provide excavation stability. On a preliminary basis, t he inclination of temporary slopes should not exceed 2h:1v. Deeper excavations may require some form of external stabilization such as shoring or bracing.

Maintaining adequate moisture content within the near -surface soils will improve excavation stability. All excavation activities on this site should be conducted in accordance with Cal -OSHA regulations.

Moisture Sensitive Subgrade Soils
Most of the near surface soils possess appreciable silt content and may become unstable if exposed to significant moisture infiltration or disturbance by construction traffic. In addition, based on their granular content, some of the on-site soils will also be susceptible to erosion. The site should, therefore, be graded to prevent ponding of surface water and to prevent water from running into excavations.

As noted previously, some of the soils that are expected to be encountered at or slightly below the anticipated overexcavation subgrade elevation possess elevated moisture contents. Based on their silt content, these materials may be subject to significant subgrade instability, especially if exposed to rubber -tire grading equipment. Therefore, it may be necessary to use track - mounted grading equipment on unstable overexcavation subgrade areas to reduce the potential for “pumping” and/or creating further subgrade instability.

If the construction schedule dictates that site grading will occur during a period of wet weather, allowances should be made for costs and delays associated with drying the on-site soils or import

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of a drier, less moisture sensitive fill material. Grading during wet or cool weather may also increase the depth of overexcavation in the pad area.

Groundwater
Ground water was not encountered during the drilling of any of the borings, which were advanced to depths of 10 to 50± feet below the ground surface. Groundwater is therefore not expected to impact the grading or foundation construction activities.

6.5 Foundation Design and Construction
Based on the preceding grading recommendations, it is assumed that the new building pad will be underlain by structural fill soils used to replace the undocumented fill soils and near-surface alluvial soils. These new structural f ill soils are expected to extend to depths of at least 3 feet below proposed foundation bearing grades, underlain by 1± foot of additional soil that has been densified in place. Based on this subsurface profile, and based on the design considerations presented in Section 6.1 of this report, the proposed structure may be supported on conventional shallow foundations.

Foundation Design Parameters
New square and rectangular footings may be designed as follows:

• Maximum, net allowable soil bearing pressure: 2,500 lbs/ft2.

• Minimum wall/column footing width: 14 inches/24 inches.

• Minimum longitudinal steel reinforcement within strip footings: Six (6) No. 5 rebars (3 top and 3 bottom) in strip footings, due to the presence of potentially liquefiable soils.

• Minimum foundation embedment: 12 inches into suitable structural fill soils, and at least 18 inches below adjacent exterior grade. Interior column footings may be placed immediately beneath the floor slab.

• It is recommended that the perimeter building foundations be continuous across all exterior doorways. Any flatwork adjacent to the exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer.

The allowable bearing pressures presented above may be increased by 1/3 when considering short duration wind or seismic loads. The minimum steel reinforcement recommended above is based on standard geotechnical practice. Additional rigidity may be necessary for structural considerations, or to resist the effec ts of the liquefaction -induced differential settlements, as discussed in Section 6.1. The actual design of the foundations should be determined by the structural engineer.

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Foundation Construction
The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report. It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement. Soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 percent of the ASTM D -1557 maximum dry density. Any unsuitable materials should be removed to a depth of suitable bearing compacted structural fill, with the resulting excavations backfilled with compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations.

The foundation subgrade soils should also be properly moisture conditioned to 0 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade. Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process.

Estimated Foundation Settlements
Post-construction total and differential static settlements of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1.0 and 0.5 inches, respectively. Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch. These settlements are in addition to the liquefaction-induced settlements previously discussed in Section

6.1 of this report. However, the likelihood of these two settlements combining is considered remote. The static settlements are expected to occur in a relatively short period of time after the building loads being applied to the foundations, during and immediately subsequent to construction. It should be noted that the projected potential dynamic settlement is related to a major seismic event with a return period of about 2,475 years.

Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces:

• Passive Earth Pressure: 275 lbs/ft3
• Friction Coefficient: 0.29

These are allowable values, and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against compacted structural fill. The maximum allowable passive pressure is 2500 lbs/ft2.

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6.6 Floor Slab Design and Construction
Subgrades which will support the new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report.

Based on the anticipated grading which will occur at this site, and based on the de sign considerations presented in Section 6.1 of this report, the floor of the proposed structure may be constructed as a conventional slab-on-grade supported on newly placed structural fill, extending to a depth of at least 4 feet below proposed finished pad grade. Based on geotechnical considerations, the floor slab may be designed as follows:

• Minimum slab thickness: 6 inches, due to the liquefaction potential of the on-site soils.

• Modulus of Subgrade Reaction: k = 125 psi/in.

• Minimum slab reinforcement: No. 3 bars at 18 inches on-center, in both directions, due to the presence of potentially liquefiab le soils at the site . The actual floor slab reinforcement should be determined by the structural engineer, based on the imposed loading, and the liquefaction-induced settlements.

• Slab underlayment: If moisture sensitive fl oor coverings will be used then minimum slab underlayment should consist of a moisture vapor barrier constructed below the entire slab area where such moisture sensitive floor coverings are expected . The moisture vapor barrier should meet or exceed the Class A rating as defined by ASTM E 1745-97 and have a permeance rating less than 0.01 perms as described in ASTM E 96-95 and ASTM E 154-88. A polyolefin material such as Stego ® Wrap Vapor Barrier or equivalent will meet these specifications. The moisture vapor barrier should be properly constructed in accordance with all applicable manufacturer specifications.

Given that a rock free subgrade is anticipated and that a capillary break is not required, sand below the barrier is not required. The need for sand and/or the amount of sand above the mo isture vapor barrier should be specified by the structural engineer or concrete contractor. The selection of sand above the barrier is not a geotechnical engineering issue and hence outside our purview . Where moisture sensitive floor coverings are not anticipated, the vapor barrier may be eliminated.

• Moisture condition the floor slab subgrade soils to 0 to 4 percent above the Modified Proctor optimum moisture content, to a depth of 12 inches. The moisture content of the floor slab subgrade soils should be verified by the geotechnical engineer within 24 hours prior to concrete placement.

• Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks.

The actual design of the floo r slabs should be completed by the structural engineer to verify adequate thickness and reinforcement. The steel reinforcement recommendations presented above are based on standard geotechnical practice, given the magnitude of predicted liquefaction- induced settlements, and the structure type proposed for the site. Additional rigidity may be

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necessary for structural considerations, or to resist the effects of the liquefaction -induced differential settlements discussed in Section 6.1.

6.7 Retaining Wall Design and Construction
Although not indicated on the site plan, some small (less than 6 feet in height) retaining walls may be required to facilitate the new site grades and in the dock-high area of the building. The parameters recommended for use in the design of these walls are presented below.

Retaining Wall Design Parameters
Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site. We have provided parameters assuming the use of on-site soils for retaining wall backfill. The near-surface soils generally consist of sands, silty sands, and sandy silts. Based on their classification, silty sand and sandy silt materials are expected to possess a friction angle of at least 29 degrees when compacted to at least 90 percent of the ASTM D-1557 maximum dry density.

If desired, SCG could provide design parameters for an alternative select backfill material behind the retaining walls. The use of select backfill material could result in lower lateral earth pressures.

In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge. This wedge is defined as extending from the heel of the retaining wall upwards at an angle of approximately 60° from horizontal. If select backfill material behind the retaining wall is desired, SCG should be contacted for supplementary recommendations.

RETAINING WALL DESIGN PARAMETERS

Design Parameter
Soil Type
On-site Silty Sands and Sandy Silts
Internal Friction Angle () 29
Unit Weight 125 lbs/ft3
Equivalent
Fluid Pressure:

Active Condition
(level backfill) 43 lbs/ft3
Active Condition
(2h:1v backfill) 73 lbs/ft3
At-Rest Condition
(level backfill) 65 lbs/ft3

The walls should be designed using a soil-footing coefficient of friction of 0.29 and an equivalent passive pressure of 275 lbs/ft3. The structural engineer should incorporate appropriate factors of safety in the design of the retaining walls.

The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to

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deflect. The at-rest earth pressure should be u sed for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly.

Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure.

Seismic Lateral Earth Pressures
In addition to the lateral earth pressures presented in the previous section, retaining walls which are more than 6 feet in height should be designed for a seismic lateral earth pressure, in accordance with the 2019 CBC. Based on the current site plan, it is not expected that any walls in excess of 6 feet in height will be required for this project. If any such walls are proposed, our office should be contacted for supplementary design recommendations.

Retaining Wall Foundation Design
The retaining wall foundations should be supported within newly placed compacted structural fill, extending to a depth of at least 3 feet below the proposed bearing grade. Foundations to support new retaining walls should be designed in accord ance with the general Foundation Design Parameters presented in a previous section of this report.

Backfill Material
On-site sands, silty sands and sandy silts may be used to backfill the retaining walls. All backfill material placed within 3 feet of the back-wall face should have a particle size no greater than 3 inches. The retaining wall backfill materials should be well graded.

It is recommended that a minimum 1-foot thick layer of free-draining granular material (less than 5 percent passing the No. 200 sieve) be placed against the face of the retaining walls. This material should extend from the top of the retaining wall footing to within 1 foot of the ground surface on the back side of the retaining wall. This material should be approved by the geotechnical engineer. In lieu of the 1 -foot thick layer of free -draining material, a properly installed prefabricated drainage composite such as the MiraDRAIN 6000XL (or approved equivalent), which is specifically designed for use behind retaining walls, ma y be used. If the layer of free-draining material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the under lying soils. The layer of free draining granular material should be separated from the backfill soils by a suitable geotextile, approved by the geotechnical engineer.

All retaining wall backfill should be placed and compacted under engineering-controlled conditions in the necessary layer thicknesses to ensure an in -place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557). Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided.

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Subsurface Drainage
As previously indicated, the retaining wall design parameters are based upon drained backfill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either:

• A weep hole drainage system typically consisting of a series of 4 -inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spacing. The weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location.

• A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the wall, above the retaining wall footing. The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system.

Weep holes or a footing drain will not be required for building stem walls.

6.8 Pavement Design Parameters
Site preparation in the pavement areas should be completed as previously recommended in the Site Grading Recommendations section of this report. The subsequent pavement recommendations assume proper drainage and construction monitoring, and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period. However, these designs also assume a routine pavement maintenance program to obtain the anticipated 20-year pavement service life.

Pavement Subgrades
It is anticipated that the new pavements will be primarily supporte d on a layer of compacted structural fill, consisting of scarified, thoroughly moisture conditioned and recompacted existing soils. The near-surface soils consist of various soil materials including fine sands, silty sands, and fine sandy silts. These soils are considered to possess good pavement support characteristics with estimated R-values ranging from 40 to 50. The subsequent pavement design is therefore based upon a n assumed R -value of 40. Any fill material imported to the site should have support characteristics equal to or greater than that of the on -site soils and be placed and compacted under engineering-controlled conditions. It is recommended that R -value testing be performed after completion of rough grading. Depending upon the results of the R-value testing, it may be feasible to use thinner pavement sections in some areas of the site.

Asphaltic Concrete
Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base. The pavement designs are based on the traffic indices (TI’s) indicated. The client and/or civil engineer should veri fy that these TI’s are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that

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the expected traffic volume will exceed the applicable traffic index, we should be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming six operational traffic days per week.

Traffic Index No. of Heavy Trucks per Day

4.0 0

5.0 1

6.0 3

7.0 11

8.0 35

9.0 93

For the purpose of the traffic volumes indicated above, a truck is defined as a 5-axle tractor trailer unit with one 8 -kip axle and two 32 -kip tandem axles. All of the traffic indices allow for 1,000 automobiles per day.

ASPHALT PAVEMENTS (R = 40)

The aggregate base course should be compacted to at least 95 percent of the ASTM D -1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D -2726. The aggregate ba se course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material. The gradation, R -Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropri ate specifications contained in the current edition of the “Greenbook” Standard Specifications for Public Works Construction.

Portland Cement Concrete
The preparation of the subgrade soils within concrete pavement areas should be performed as previously de scribed for proposed asphalt pavement areas. The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows:

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The concrete should have a 28-day compressive strength of at least 3,000 psi. Any reinforcement within the PCC pavements should be determined by the project structural engineer. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness.

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7.0 GENERAL COMMENTS
This report has been prepared as an instrument of service for use by the client, in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The client(s)’ reliance upon this report is subject to the Engineering Services Agreement, incorporated into our proposal for this project.

The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locat ions and sample depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development.

It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted.

The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

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8.0 REFERENCES
California Division of Mines and Geology (CDMG), “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” State of California, Department of Conservation, Division of Mines and Geology, Special Publication 117A, 2008.

Idriss, I. M. and Boulanger, R.W., “Soil Liquefaction During Earthquakes”, Earthquake Engineering Research Institute, 2008.

National Research Council (NRC), “Liquefaction of Soils During Earthquakes,” Committee on Earthquake Engineering, National Research Council, Washington D. C., Report No. CETS-EE-001, 1985.

Seed, H. B., and Idriss, I. M., “Simplified Procedure for Evaluating Soil Liquefaction Potential using field Performance Data,” Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, September 1971, pp. 1249-1273.

Sadigh, K., Chang, C. –Y., Egan, J. A., Makdisi. F., Youngs, R. R., “Attenuation Relationships for Shallow Crustal Earthquakes Based on California Strong Motion Data” , Seismological Research Letters, Seismological Society of America, Volume 68, Number 1, January/ February 1997, pp. 180-189.

Southern California Earthquake Center (SCEC), University of Southern California, “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California,” Committee formed 1997.

Tokimatsu K., and Seed, H. B., “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of the Geotechnical Engineering Division , American society of Civil Engineers, Volume 113, No. 8, August 1987, pp. 861-878.

Tokimatsu, K. and Yoshimi, Y., “Empirical Correlations of Soil Liquefaction Based on SPT N-value and Fines Content,” Seismological Research Letters, Eastern Section Seismological Society Of America, Volume 63, Number 1, p. 73.

Youd, T. L. and Idriss, I. M. (Editors), “Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils,” Salt Lake City, UT, January 5-6 1996, NCEER Technical Report NCEER-97-0022, Buffalo, NY.

SITE
SCALE: 1" = 2000'DRAWN: MDCHKD: RGTSCG PROJECT21G132-1PLATE 1 SITE LOCATION MAPDOWNEY, CALIFORNIASOURCE: USGS TOPOGRAPHIC MAP OF THE SOUTHGATEAND WHITTIER QUADRANGLES, LOS ANGELES COUNTY,CALIFORNIA, 2018

PROPOSED WAREHOUSE
B-5
B-1
B-6 B-4B-7
B-3
B-8
B-2
CPT-3
CPT-2
CPT-4
CPT-1
PROPOSEDBUILDING512, 160 SQ. FT.

STEWART AND GRAY ROAD

HALL ROAD

WOODRUFF AVENUE
SCALE: 1" = 150'DRAWN:MDCHKD: RGTPLATE 2SCG PROJECT21G132-1

DOWNEY, CALIFORNIA
0146*SoCalGeo
(SCG PROJECT 21G132-1)

PROPOSED WAREHOUSEBORING AND CPT LOCATION PLAN
0146*SoCalGeo
APPROXIMATE BORING LOCATION (SCG PROJECT 21G132-1)APPROXIMATE CPT LOCATION

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION
AUGER

SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1

SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)

NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS

DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.
: Approximate shear strength of a cohesi ve soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft 3.

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample fine r than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

LETTERGRAPH

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLSMAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS
14 14
12 6
13 12
13 27
10 64
4 23
43 76

2.0 102
111
107
101
16 14
11 24
3 8
21 6
35 6± inches Asphaltic concrete; 4± inches of Aggregate baseFILL: Gray Brown Silty fine Sand, trace Silt nodules, mottled,loose-very moist ALLUVIUM: Gray Brown Silty fine Sand, little Iron oxide staining,slightly porous, loose-moist to very moist Gray Brown fine Sandy Clay, little Iron oxide staining, traceCalcareous nodules/veining, medium stiff-very moistGray Brown Silty fine Sand, trace Clay, loose-very moist Light Gray fine Sand, little Iron oxide staining, mediumdense-damp Interbedded Gray to Gray Brown fine Sand and fine Sandy Silt,little Iron oxide staining, medium dense-moist Gray Brown Silty fine Sand, little Iron oxide staining, mediumdense-very moist Light Gray fine Sand, medium dense-damp
Gray to Dark Gray Interbedded fine Sand and fine Sandy Silt,trace Charcoal, medium dense-very moist EI = 4, 0 to 5 feet

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-1a
5 10
15 20
25 30

DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/22/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 41 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-1
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
10 16
29 46
92 4
21 356
4 Gray Silty fine Sand, trace Clay, trace Calcareous veining,medium dense-very moist Gray fine Sandy Silt, little Clay, trace organic content, mediumdense-very moist Gray fine Sand, medium dense-damp
@ 48½ feet, trace fine Gravel
Boring Terminated at 50'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-1b
40 45
50 DESCRIPTION
(Continued)

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/22/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 41 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-1
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
4 4
5 10
10 13
17 9
29 24
16 19
24 3412
3± inches Asphaltic Concrete; 6± inches of Aggregate baseFILL: Gray Brown fine Sand, trace to little Silt, very loose toloose-moist to very moist ALLUVIUM: Gray Brown fine Sandy Silt, 2-inch Silty fine Sandlense, little Calcareous nodules/veining, little Iron oxide staining,very loose to loose-very moist Gray Brown Silty fine Sand, trace Iron oxide staining, slightlyporous, medium dense-very moist Gray Brown fine Sandy Silt, trace Clay, trace to little Iron oxidestaining, medium dense-very moist Gray Brown Silt, trace Clay, little Iron oxide staining, mediumdense-very moistGray Brown Silty fine Sand, little Iron oxide staining, mediumdense-very moistBoring Terminated at 25'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-2
5 10
15 20
25 DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/23/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 23 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-2
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
8 7
6 11
10 10
16 2.0
9 29
24 1619
24 34
12 4½± inches Asphaltic Concrete; 6± inches of Aggregate baseFILL: Gray Brown Silty fine Sand, loose-damp to moist ALLUVIUM: Gray Brown fine Sandy Silt, slightly porous,loose-very moist Gray Brown Silty fine Sand, little Iron oxide staining, mediumdense-very moistGray Brown Silty Clay, slightly porous, trace Iron oxide staining,trace Calcareous nodules/veining, stiff-very moist Gray Brown Silty fine Sand to fine Sandy Silt, little Clay, trace Ironoxide staining, little Calcareous nodules/veining, mediumdense-moist to very moist @ 23½ feet, 2-inch fine Sandy Silt lense with Iron oxide staining Boring Terminated at 25'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-3
5 10
15 20
25 DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/23/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 17 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-3
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
6 7
7 9
11 10
11 11
20 26
31 48
90 8940
7 101
100
101
115
116
11 13
20 18
12 18
17 1919
6 5
3± inches Asphaltic Concrete; 2± inches of Aggregate baseFILL: Gray Brown Silty fine Sand, slightly mottled, loose-moist ALLUVIUM: Gray Brown Silty fine Sand, slightly porous,loose-moist to very moist @ 7 to 10 feet, porous, little Calcareous nodules/veining, trace tolittle Iron oxide staining @ 13½ feet, trace Clay, little Iron oxide staining
Gray Brown fine Sandy Silt, trace organics, little Iron oxidestaining, slightly porous, medium dense-very moist Gray Brown Silt, little Clay, little fine Sand, little Iron oxide staining,medium dense-very moistGray Brown Silty fine Sand, 2-inch fine Sandy Silt lense, little Ironoxide staining, medium dense-very moist Gray Brown fine Sand, trace Silt, medium dense-damp

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-4a
5 10
15 20
25 30

DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/22/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 44 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-4
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
14 17
10 9
35 82
91 2.0

3.0 27
31 3
41 43
Gray Clayey Silt, trace organics, 1-inch fine Sand lense,mediumstiff to stiff-very moist Gray Silty Clay, trace Maganese staining, stiff-very moist Gray fine to coarse Sand, little fine to coarse Gravel, dense-damp Boring Terminated at 50'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-4b
40 45
50 DESCRIPTION
(Continued)

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/22/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 44 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-4
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
13 9
13 12
10 12
15 16
17 109
95 102
112
115
100
99 96
87 12
16 21
16 14
22 18
25 33
7± inches Portland Cement ConcreteFILL: Gray Brown Silty fine Sand, trace medium Sand, mottled,loose-moistALLUVIUM: Gray Brown Silty fine Sand, slightly porous,loose-very moist @ 5 feet, porous, trace organics, trace Iron oxide staining Gray Brown fine Sandy Silt, little Iron oxide staining, littleCalcareous nodules/veining, porous, loose-very moist Gray Brown Silty fine Sand to fine Sandy Silt, slightly porous, littleIron oxide staining, medium dense-very moist Gray Brown Silty fine Sand, little Iron oxide staining, trace to littleCalcareous veining, medium dense-very moist Gray Brown fine Sandy Silt, little Iron oxide staining, mediumdense-very moist Gray fine Sand, medium dense-very moistBoring Terminated at 30'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-5
5 10
15 20
25 30

DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/23/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 23 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-5
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
4 5
8 10
10 11
12 25

3.0 17
13 16
13 29
20 24
4 4± inches Asphaltic Concrete; 2± inches of Aggregate baseALLUVIUM: Gray Brown Silty fine Sand, slightly porous, veryloose to loose-very moist @ 3½ feet, trace Iron oxide staining
@ 6 feet, porous
@ 8½ feet, moist
Gray Brown Clayey Silt, trace fine Sand, little Iron oxide staining,little Calcareous nodules/veining, slightly porous, stiff to verystiff-very moist Gray Brown fine Sandy Silt, little Iron oxide staining, mediumdense-very moist Gray Brown Silty fine Sand, little Iron oxide staining, mediumdense-very moist Gray fine Sand, medium dense-damp
Boring Terminated at 30'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-6
5 10
15 20
25 30

DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/22/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 24 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-6
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
8 7
10 16
12 10
10 19
106
100
97 105
98 14
20 10
16 22
27 12
4 8± inches Asphaltic Concrete; 3± inches of Aggregate baseFILL: Gray Brown Silty fine Sand to fine Sandy Silt, trace fine tocoarse Gravel, slightly mottled, loose-very moist ALLUVIUM: Gray Brown Silty fine Sand, trace Iron oxide staining,slightly porous, loose-moist to very moist @ 7 feet, trace Calcareous veining, medium dense
@ 9 feet, little Calcareous nodules and veining
Gray Brown fine Sandy Silt, little Clay, little Iron oxide staining,little Calcareous veining/nodules, loose to medium dense-verymoist Gray Brown Silty fine Sand, 2-inch Silty Clay lense, little Iron oxidestaining, loose to medium dense-moist Gray Brown fine Sand, medium dense-damp
Boring Terminated at 25'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-7
5 10
15 20
25 DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/22/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 18 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-7
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21
10 6
4 7
6 18
1223
19 4± inches Asphaltic Concrete underlain by 2± inches Silty Sand,over 2± inches Asphaltic Concrete underlain by 3± inchesAggregate Base over 2± inches Asphaltic ConcreteFILL: Gray Brown fine Sand, trace Silt, loose to mediumdense-dampALLUVIUM: Light Gray Brown fine Sand, little Silt, little Iron oxidestaining, 2±-inch fine Sandy Silt lense with Iron oxide staining,loose-very moistLight Gray Brown Silty fine Sand, little Clay, trace Iron oxidestaining, very loose to loose-moistGray Brown Silty fine Sand to fine Sandy Silt, trace Iron oxidestaining, trace Calcareous nodules/veining, porous, very loose toloose-moist to very moist Boring Terminated at 10'

DRY DENSITY(PCF)

DEPTH (FEET)
MOISTURECONTENT (%)
JOB NO.: 21G132-1PROJECT: Proposed WarehouseLOCATION: Downey, California PLATE B-8
5 10

DESCRIPTION
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
SAMPLE

FIELD RESULTS
GRAPHIC LOGPOCKET PEN.(TSF)
DRILLING DATE: 4/23/21DRILLING METHOD: Hollow Stem AugerLOGGED BY: Jamie Hayward

TEST BORING LOG
ORGANICCONTENT (%)
WATER DEPTH: DryCAVE DEPTH: 8 feetREADING TAKEN: At CompletionLABORATORY RESULTS

COMMENTS
BORING NO.B-8
PASSING#200 SIEVE (%)

BLOW COUNT
TBL 21G132-1.GPJ SOCALGEO.GDT 5/28/21

Classification: Gray Brown Silty fine Sand
Boring Number: B-4 Initial Moisture Content (%) 13
Sample Number: --- Final Moisture Content (%) 19
Depth (ft) 3 to 4 Initial Dry Density (pcf) 99.5
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 107.4 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.39
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 1
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-4 Initial Moisture Content (%) 19
Sample Number: --- Final Moisture Content (%) 22
Depth (ft) 5 to 6 Initial Dry Density (pcf) 101.3
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 105.9 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.03
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-4 Initial Moisture Content (%) 18
Sample Number: --- Final Moisture Content (%) 16
Depth (ft) 7 to 8 Initial Dry Density (pcf) 115.4
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 121.3 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.02
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 3
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-4 Initial Moisture Content (%) 12
Sample Number: --- Final Moisture Content (%) 13
Depth (ft) 9 to 10 Initial Dry Density (pcf) 116.7
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 121.9 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.12
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 4
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-5 Initial Moisture Content (%) 16
Sample Number: --- Final Moisture Content (%) 25
Depth (ft) 3 to 4 Initial Dry Density (pcf) 95.2
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 106.2 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.84
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 5
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-5 Initial Moisture Content (%) 22
Sample Number: --- Final Moisture Content (%) 24
Depth (ft) 5 to 6 Initial Dry Density (pcf) 102.7
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 109.3 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.02
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 6
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-5 Initial Moisture Content (%) 15
Sample Number: --- Final Moisture Content (%) 18
Depth (ft) 7 to 8 Initial Dry Density (pcf) 112.2
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 116.8 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.20
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 7
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Classification: Gray Brown Silty fine Sand
Boring Number: B-5 Initial Moisture Content (%) 14
Sample Number: --- Final Moisture Content (%) 16
Depth (ft) 9 to 10 Initial Dry Density (pcf) 114.7
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 119.6 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.20
Proposed Warehouse
Downey, California
Project No. 21G132-1
PLATE C- 8
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf

Proposesd Warehouse
Downey, California
Project No. 21G132-1
PLATE C-9
110
112
114
116
118
120
122
124
126
128
130
132
4 6 8 10 12 14 16 18
Dry Density (lbs/ft3)
Moisture Content (%)
Moisture/Density Relationship
ASTM D-1557
Soil ID Number B-1 @ 0-5'
Optimum Moisture (%) 11
Maximum Dry Density (pcf) 123
Soil Gray Brown Silty fine Sand
Classification
Zero Air Voids Curve:

Specific Gravity = 2.7

Proposesd Warehouse
Downey, California
Project No. 21G132-1
PLATE C-10
110
112
114
116
118
120
122
124
126
128
130
132
4 6 8 10 12 14 16 18
Dry Density (lbs/ft3)
Moisture Content (%)
Moisture/Density Relationship
ASTM D-1557
Soil ID Number B-7 @ 0-5'
Optimum Moisture (%) 9.5
Maximum Dry Density (pcf) 126
Soil Gray Brown Silty fine Sand to
Classification fine Sandy Silt, trace fine
to coarse Gravel
Zero Air Voids Curve:

Specific Gravity = 2.7

Grading Guide Specifications Page 1

GRADING GUIDE SPECIFICATIONS

These grading guide specifications are intended to provide typical procedures for grading operations.

They are intended to supplement the recommendations contained in the geotechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more si te specific recommendations in the geotechnical investigation report will govern.

General

• The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and applicable building codes.

• The Geotechnical Engineer is the representati ve of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor.

• The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance.

• The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site to process, moisture condition, mix and compact the amount of fill being placed to the approved compaction. In addition, suitable support equipment should be available to conform with recommendations and guidelines in this report.

• Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection.

• Excavation, filling, and subgrade preparatio n should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation co nstruction for possible revision to the recommended construction procedures and/or installation of subdrains.

Site Preparation

• The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance wi th the recommendations of the Geotechnical Engineer.

• If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and Owner/Builder should be notified immediately.

Grading Guide Specifications Page 2

• Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer.

• Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies. If such st ructures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated.

• Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement.

• Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill.

• Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted

• The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Ge otechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing and/or discing.

Compacted Fills

• Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as “contaminated,” and shall be very low to non-expansive with a maximum expansion index (EI) of 50. The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below.

• All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor grad ation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer.

• Rock fragments or rocks less than 6 inch es in their largest dimensions, or as otherwise
determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion of the Geotechnical Engineer.

• Rock fragments or rocks greater than 12 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. These materials should be placed in accordance with Plate D-8 of these Grading Guide Specifications and in accordance with the following recommendations:

• Rocks 12 inches or more in diameter should be placed in rows at least 15 feet apart, 15 feet from the edge of the fill, and 10 feet or more below subgrade. Spaces should be l e f t b e tw e e n e a c h r o c k f r a g m e n t to p r o vide for placement and compaction of soil around the fragments.

• Fill materials consisting of soil meeting the minimum moisture content requirements and free of oversize material should be placed between and over the rows of rock or Grading Guide Specifications Page 3

concrete. Ample water and compactive effort should be applied to the fill materials as they are placed in order that all of the voids between each of the fragments are filled and compacted to the specified density.

• Subsequent rows of rocks should be placed such that they are not directly above a row placed in the previous lift of fill. A minimum 5-foot offset between rows is recommended.

• To facilitate future trenching, oversized material should not be placed within the range of foundation excavations, future utilities or other underground construction unless specifically approved by the soil engineer and the developer/owner representative.

• Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer for the project.

• Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. Af ter proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-1557-78 unless otherwise indicated.

• Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the Geotechnical Engineer. These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, equipment effectiveness and site conditions. The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies.

• Fill areas unused for a period of time may re quire moisture conditioning, processing and recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made.

• Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable materials, as directed by the Geotechnical Engineer. Typical details of benching are illustrated on Plates D-2, D-4, and D-5.

• Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet and rebuilt with fill (see Plate D-1), as determined by the Geotechnical Engineer.

• All cut lots should be inspected by the Ge otechnical Engineer for fracturing and other bedrock conditions. If necessary, the pads should be overexcavated to a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration.

• Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration.

• Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care to ensure that excessive unbalanced lateral pre ssures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design.

Grading Guide Specifications Page 4

Foundations

• The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a ½ horizontal to 1 vertical (0.5:1) inclination.

• Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above.

• Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation.

Fill Slopes

• The placement and compaction of fill describe d above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core

• Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope. Upon completion of slope construction, the slope face should be compacted with a sheepsfoot connected to a sideboom and then grid rolled. This method of slope compaction should only be used if approved by the Geotechnical Engineer.

• Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face.

• All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate D-5).

• All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling.

• The cut portion of fill over cut slopes sh ould be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed through all surficial soils an d into bedrock or suitable material. Soils should be removed from the transition zone between the cut and fill portions (see Plate D- 2).

Cut Slopes

• All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations.

• Cut slopes exposing loose, cohesionless sand s should be reported to the Geotechnical Engineer for possible stabilization recommendations.

• All stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate D-5.

Grading Guide Specifications Page 5

• Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates D-6.

Subdrains

• Subdrains may be required in canyons and swales where fill placement is proposed. Typical subdrain details for canyons are shown on Plate D-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer.

• Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent.

Pipe should be protected against breakage , typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer.

• Filter material for subdrains should confor m to CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for th e specific site conditions. Clean ¾-inch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fills.

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-2

FILL ABOVE CUT SLOPE DETAIL
9' MIN.
4' TYP.

MINIMUM 1' TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)

REMOVE UNSUITABLE MATERIAL

BENCHING DIMENSIONS IN ACCORDANCE

WITH PLAN OR AS RECOMMENDED

BY THE GEOTECHNICAL ENGINEER

CUT SLOPE TO BE CONSTRUCTED

PRIOR TO PLACEMENT OF FILL

BEDROCK OR APPROVED

COMPETENT MATERIAL

CUT SLOPE

NATURAL GRADE

CUT/FILL CONTACT TO BE
SHOWN ON "AS-BUILT"

COMPETENT MATERIAL CUT/FILL CONTACT SHOWN

ON GRADING PLAN

NEW COMPACTED FILL
10' TYP.

KEYWAY IN COMPETENT MATERIAL
MINIMUM WIDTH OF 15 FEET OR AS

RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. KEYWAY MAY NOT BE
REQUIRED IF FILL SLOPE IS LESS THAN 5

FEET IN HEIGHT AS RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-4

FILL ABOVE NATURAL SLOPE DETAIL
10' TYP.
4' TYP.
(WHICHEVER IS GREATER)
OR 2% SLOPE
MINIMUM 1' TILT BACK

REMOVE UNSUITABLE MATERIAL

NEW COMPACTED FILL

COMPETENT MATERIAL
KEYWAY IN COMPETENT MATERIAL.

RECOMMENDED BY THE GEOTECHNIAL
ENGINEER. KEYWAY MAY NOT BE REQUIRED
IF FILL SLOPE IS LESS THAN 5' IN HEIGHT

AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER.
2' MINIMUM

KEY DEPTH

OVERFILL REQUIREMENTS

PER GRADING GUIDE SPECIFICATIONS

TOE OF SLOPE SHOWN

ON GRADING PLAN

BACKCUT - VARIES

PLACE COMPACTED BACKFILL

TO ORIGINAL GRADE

PROJECT SLOPE GRADIENT
(1:1 MAX.)
NOTE:

BENCHING SHALL BE REQUIRED

WHEN NATURAL SLOPES ARE
EQUAL TO OR STEEPER THAN 5:1

OR WHEN RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.

FINISHED SLOPE FACE
MINIMUM WIDTH OF 15 FEET OR AS

BENCHING DIMENSIONS IN ACCORDANCE

WITH PLAN OR AS RECOMMENDED

BY THE GEOTECHNICAL ENGINEER

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-5

STABILIZATION FILL DETAIL

FACE OF FINISHED SLOPE

COMPACTED FILL
MINIMUM 1' TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)
10' TYP.
2' MINIMUM

KEY DEPTH
3' TYPICAL

BLANKET FILL IF RECOMMENDED

BY THE GEOTECHNICAL ENGINEER

COMPETENT MATERIAL ACCEPTABLE

TO THE SOIL ENGINEER

KEYWAY WIDTH, AS SPECIFIED

BY THE GEOTECHNICAL ENGINEER

TOP WIDTH OF FILL

AS SPECIFIED BY THE

GEOTECHNICAL ENGINEER

BENCHING DIMENSIONS IN ACCORDANCE

WITH PLAN OR AS RECOMMENDED

BY THE GEOTECHNICAL ENGINEER
4' TYP.

PROPOSED WAREHOUSEDRAWN: MDCHKD: RGTSCG PROJECT21G132-1PLATE E-1 SEISMIC DESIGN PARAMETERS - 2019 CBCDOWNEY, CALIFORNIASOURCE: SEAOC/OSHPD Seismic Design Maps Tool<https://seismicmaps.org/>

SUMMARY

CONE PENETRATION TEST DATA

Prepared by:

KEHOE TESTING & ENGINEERING
5415 Industrial Drive
Huntington Beach, CA 92649-1518
Office (714) 901-7270 / Fax (714) 901-7289
www.kehoetesting.com
Project:

9300 Hall Road
Downey, CA
May 4, 2021

Prepared for:

Mr. Daryl Kas
Southern California Geotechnical, Inc.
22885 E. Savi Ranch Parkway, Ste E
Yorba Linda, CA 92887
Office (714) 685-1115 / Fax (714) 685-1118

TABLE OF CONTENTS

1. INTRODUCTION

2. SUMMARY OF FIELD WORK

3. FIELD EQUIPMENT & PROCEDURES

4. CONE PENETRATION TEST DATA & INTERPRETATION

APPENDIX

• CPT Plots
• CPT Classification/Soil Behavior Chart
• CPT Data Files (sent via email)

SUMMARY

CONE PENETRATION TEST DATA

1. INTRODUCTION

This report presents the results of a Cone Penetration Test (CPT) program carried out for the project located at 9300 Hall Road in Downey, California. The work was performed by Kehoe Testing & Engineering (KTE) on May 4, 2021. The scope of work was performed as directed by Southern California Geotechnical, Inc. personnel.

2. SUMMARY OF FIELD WORK

The fieldwork consisted of performing CPT soundings at four locations to determine the soil lithology. A summary is provided in TABLE 2.1.

LOCATION

DEPTH OF
CPT (ft)

COMMENTS/NOTES:

CPT-1 50
CPT-2 50
CPT-3 50
CPT-4 50
TABLE 2.1 - Summary of CPT Soundings

3. FIELD EQUIPMENT & PROCEDURES

The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone used during the program was a 15 cm^2 cone and recorded the following parameters at approximately 2.5 cm depth intervals:

• Cone Resistance (qc) • Inclination
• Sleeve Friction (fs) • Penetration Speed
• Dynamic Pore Pressure (u)

The above parameters were recorded and viewed in real time using a laptop computer. Data is stored at the KTE office for up to 2 years for future analysis and reference. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly.

4. CONE PENETRATION TEST DATA & INTERPRETATION

The Cone Penetration Test data is presented in graphical form in the attached Appendix. These plots were generated using the CPeT-IT program. Penetration depths are referenced to ground surface. The soil behavior type on the CPT plots is derived from the attached CPT SBT plot (Robertson, “Interpretation of Cone Penetration Test…”, 2009) and presents major soil lithologic changes. The stratigraphic interpretation is based on relationships between cone resistance (qc), sleeve friction (fs), and penetration pore pressure (u). The friction ratio (Rf), which is sleeve friction divided by cone resistance, is a calculated parameter that is used along with cone resistance to infer soil behavior type. Generally, cohesive soils (clays) have high friction ratios, low cone resistance and generate excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little (or negative) excess pore water pressures.

The CPT data files have also been provided. These files can be imported in CPeT-IT (software by GeoLogismiki) and other programs to calculate various geotechnical parameters.

It should be noted that it is not always possible to clearly identify a soil type based on qc, fs and u. In these situations, experience, judgement and an assessment of the pore pressure data should be used to infer the soil behavior type.

If you have any questions regarding this information, please do not hesitate to call our office at (714) 901-7270.

Sincerely,

KEHOE TESTING & ENGINEERING

Steven P. Kehoe
President

05/05/21-kk-2833

APPENDIX

Project:

Southern California Geotechnical
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
Total depth: 50.41 ft, Date: 5/4/2021
9300 Hall Rd, Downey, CA
CPT-1
Location:

Cone resistance
Tip resistance (tsf)
500
400
300
200
100
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance
Sleeve friction
Friction (tsf)
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Sleeve friction
Pore pressure u
Pressure (psi)
20 10
0 -10
-20
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Pore pressure u
Friction ratio
Rf (%)
8 7
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction ratio
Soil Behaviour Type
SBT (Robertson, 2010)
18 16
14 12
10 8
6 4
2 0
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Soil Behaviour Type
Sand & silty sand
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Sand & silty sand
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 5/5/2021, 11:13:11 AM 1 Project file: C:\CPT Project Data\SoCalGeo-Downey5-21\CPT Report\Plots.cpt Project:

Southern California Geotechnical
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
Total depth: 50.34 ft, Date: 5/4/2021
9300 Hall Rd, Downey, CA
CPT-2
Location:

Cone resistance
Tip resistance (tsf)
500
400
300
200
100
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance
Sleeve friction
Friction (tsf)
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Sleeve friction
Pore pressure u
Pressure (psi)
20 10
0 -10
-20
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Pore pressure u
Friction ratio
Rf (%)
8 7
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction ratio
Soil Behaviour Type
SBT (Robertson, 2010)
18 16
14 12
10 8
6 4
2 0
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 5/5/2021, 11:13:44 AM 1 Project file: C:\CPT Project Data\SoCalGeo-Downey5-21\CPT Report\Plots.cpt Project:

Southern California Geotechnical
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
Total depth: 50.35 ft, Date: 5/4/2021
9300 Hall Rd, Downey, CA
CPT-3
Location:

Cone resistance
Tip resistance (tsf)
500
400
300
200
100
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance
Sleeve friction
Friction (tsf)
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Sleeve friction
Pore pressure u
Pressure (psi)
20 10
0 -10
-20
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Pore pressure u
Friction ratio
Rf (%)
8 7
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction ratio
Soil Behaviour Type
SBT (Robertson, 2010)
18 16
14 12
10 8
6 4
2 0
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Soil Behaviour Type
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Clay & silty clay
Clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Clay & silty clay
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Sand & silty sand
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 5/5/2021, 11:14:17 AM 1 Project file: C:\CPT Project Data\SoCalGeo-Downey5-21\CPT Report\Plots.cpt Project:

Southern California Geotechnical
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
Total depth: 50.07 ft, Date: 5/4/2021
9300 Hall Rd, Downey, CA
CPT-4
Location:

Cone resistance
Tip resistance (tsf)
500
400
300
200
100
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance
Sleeve friction
Friction (tsf)
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Sleeve friction
Pore pressure u
Pressure (psi)
20 10
0 -10
-20
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Pore pressure u
Friction ratio
Rf (%)
8 7
6 5
4 3
2 1
0 Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction ratio
Soil Behaviour Type
SBT (Robertson, 2010)
18 16
14 12
10 8
6 4
2 0
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Soil Behaviour Type
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay
Sand & silty sand
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 5/5/2021, 11:14:46 AM 1 Project file: C:\CPT Project Data\SoCalGeo-Downey5-21\CPT Report\Plots.cpt

K
ehoe Testing &
Engineering

714
-
901
-
7270

[email protected]

www.kehoetesting.com

TABLE OF CONTENTS

1 2
3 10
11 12

19 20
21 28
29 30

CPT-1 results
Summary data report
Vertical settlements summary report
Vertical settlements data report

CPT-2 results
Summary data report
Vertical settlements summary report
Vertical settlements data report

CPT-3 results
Summary data report
Vertical settlements summary report
Vertical settlements data report

CPT-4 results
Summary data report
Vertical settlements summary report
Vertical settlements data report
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:27 PM Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

6.88 0.79
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Southern California Geotechnical Location : 9300 Hall Rd, Downey, CA Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-1

80.00 ft

7.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
4002000
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot CRR plot

CRR & CSR

0.60.40.20 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
During earthq.
qc1N,cs
200180160140120100806040200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
1086420
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety

21.510.50
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1 : Cyclic liq uefaction likely depending on size and dur ation of cycli c loadi ng Zone A 2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post- earthquake strength l oss unlikely, check cyclic softeni ng Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, br ittl eness/sensi tivi ty, strain to peak undrained streng th and g round geometry CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq 1 This software is licensed to: Southern California Geotechnical CPT name: CPT-1 Cone resistance
qt (tsf)
400300200100
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot FS Plot
Factor of safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Vertical settlements
Settlement (in)

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6543210
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 2 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

7.07 109.14 0.35 2.58 0.020.88 7.21 113.52 0.37 2.47 0.040.88

7.23 111.48 0.36 2.52 0.000.88 7.30 112.94 0.36 2.48 0.020.88

7.37 113.39 0.36 2.47 0.020.88 7.46 115.84 0.37 2.41 0.030.87

7.50 116.58 0.37 2.39 0.010.87 7.55 117.23 0.38 2.37 0.010.87

7.64 118.89 0.38 2.33 0.020.87 7.72 120.62 0.39 2.29 0.020.87

7.75 121.41 0.39 2.28 0.010.87 7.84 123.67 0.41 2.23 0.030.87

7.90 124.57 0.41 2.21 0.010.87 7.99 126.03 0.42 2.18 0.020.86

8.03 126.48 0.42 2.17 0.010.86 8.11 126.16 0.41 2.17 0.020.86

8.16 125.72 0.41 2.18 0.010.86 8.22 125.11 0.41 2.18 0.010.86

8.34 123.26 0.39 2.21 0.030.86 8.39 122.24 0.38 2.23 0.010.86

8.47 121.36 0.38 2.25 0.020.86 8.51 120.48 0.37 2.26 0.010.86

8.58 119.59 0.37 2.28 0.020.85 8.65 118.54 0.36 2.30 0.020.85

8.69 117.66 0.35 2.31 0.010.85 8.76 116.55 0.35 2.33 0.020.85

8.82 115.14 0.34 2.36 0.020.85 8.87 114.36 0.34 2.37 0.010.85

8.94 113.66 2.00 0.00 0.000.85 9.00 113.60 2.00 0.00 0.000.85

9.06 114.43 2.00 0.00 0.000.85 9.13 116.42 2.00 0.00 0.000.85

9.23 116.40 2.00 0.00 0.000.84 9.30 112.03 2.00 0.00 0.000.84

9.35 105.82 2.00 0.00 0.000.84 9.41 99.13 2.00 0.00 0.000.84

9.48 93.40 2.00 0.00 0.000.84 9.53 29.81 2.00 0.00 0.000.84

9.58 26.60 2.00 0.00 0.000.84 9.66 24.46 2.00 0.00 0.000.84

9.71 26.32 2.00 0.00 0.000.84 9.78 23.69 2.00 0.00 0.000.83

9.89 83.98 0.23 3.18 0.040.83 10.01 91.57 0.24 2.92 0.040.83

10.07 92.53 0.24 2.88 0.020.83 10.13 95.72 0.25 2.78 0.020.83

10.18 95.61 0.25 2.78 0.020.83 10.27 34.01 2.00 0.00 0.000.83

10.32 34.37 2.00 0.00 0.000.83 10.41 35.47 2.00 0.00 0.000.82

10.46 35.94 2.00 0.00 0.000.82 10.52 35.84 2.00 0.00 0.000.82

10.58 35.49 2.00 0.00 0.000.82 10.67 35.11 2.00 0.00 0.000.82

10.75 34.98 2.00 0.00 0.000.82 10.79 34.91 2.00 0.00 0.000.82

10.85 35.50 2.00 0.00 0.000.82 10.91 36.15 2.00 0.00 0.000.82

10.98 36.83 2.00 0.00 0.000.81 11.04 37.93 2.00 0.00 0.000.81

11.11 38.69 2.00 0.00 0.000.81 11.23 40.02 2.00 0.00 0.000.81

11.28 104.48 0.26 2.48 0.020.81 11.33 105.76 0.27 2.45 0.010.81

11.39 105.53 0.27 2.45 0.020.81 11.46 103.70 0.26 2.49 0.020.81

11.51 38.69 2.00 0.00 0.000.81 11.58 36.08 2.00 0.00 0.000.80

11.64 36.00 2.00 0.00 0.000.80 11.69 32.13 2.00 0.00 0.000.80

11.81 31.65 2.00 0.00 0.000.80 11.88 28.63 2.00 0.00 0.000.80

11.95 31.14 2.00 0.00 0.000.80 12.00 34.92 2.00 0.00 0.000.80

12.07 36.53 2.00 0.00 0.000.80 12.12 35.29 2.00 0.00 0.000.79

12.25 30.31 2.00 0.00 0.000.79 12.30 28.22 2.00 0.00 0.000.79

12.48 29.39 2.00 0.00 0.000.79 12.60 28.50 2.00 0.00 0.000.79

12.66 27.60 2.00 0.00 0.000.79 12.73 27.93 2.00 0.00 0.000.78

12.78 29.33 2.00 0.00 0.000.78 12.84 31.45 2.00 0.00 0.000.78

12.91 34.07 2.00 0.00 0.000.78 12.96 98.09 2.00 0.00 0.000.78

13.03 97.52 2.00 0.00 0.000.78 13.09 100.48 0.24 2.49 0.020.78

13.14 103.23 0.25 2.42 0.020.78 13.22 107.58 0.26 2.31 0.020.78

13.26 107.91 0.26 2.30 0.010.78 13.28 107.46 0.26 2.31 0.000.77

13.34 117.03 0.29 2.11 0.020.77 13.40 124.60 0.33 1.97 0.020.77

13.50 127.56 0.34 1.92 0.020.77 13.53 128.15 0.35 1.91 0.000.77 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 3 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

13.62 130.09 0.36 1.87 0.020.77 13.72 134.35 0.38 1.80 0.020.77

13.78 136.70 0.40 1.77 0.010.77 13.84 137.13 0.41 1.76 0.010.77

13.90 137.68 0.41 1.75 0.010.76 13.96 139.14 0.42 1.72 0.010.76

14.02 140.83 0.44 1.70 0.010.76 14.14 143.34 0.46 1.66 0.020.76

14.21 143.42 0.46 1.66 0.020.76 14.27 143.19 0.46 1.66 0.010.76

14.32 143.72 0.46 1.65 0.010.76 14.39 144.97 0.47 1.63 0.010.76

14.44 145.80 0.48 1.62 0.010.76 14.51 145.68 0.48 1.62 0.010.75

14.58 144.21 0.46 1.63 0.010.75 14.62 143.74 0.46 1.64 0.010.75

14.69 143.23 0.45 1.64 0.010.75 14.75 143.05 0.45 1.64 0.010.75

14.81 142.14 0.44 1.65 0.010.75 14.89 140.85 0.43 1.67 0.010.75

14.93 139.54 0.41 1.68 0.010.75 15.01 138.35 0.40 1.69 0.020.75

15.06 137.43 0.40 1.71 0.010.74 15.12 136.82 0.39 1.71 0.010.74

15.19 136.43 0.39 1.71 0.010.74 15.24 135.78 0.38 1.72 0.010.74

15.31 135.37 0.38 1.72 0.010.74 15.37 134.71 0.37 1.73 0.010.74

15.43 134.05 0.37 1.74 0.010.74 15.50 133.71 0.36 1.74 0.010.74

15.62 126.60 0.32 1.84 0.030.74 15.68 127.85 0.33 1.82 0.010.73

15.73 129.00 0.33 1.80 0.010.73 15.80 130.37 0.34 1.78 0.020.73

15.85 131.14 0.34 1.76 0.010.73 15.91 130.82 0.34 1.77 0.010.73

15.95 133.61 0.36 1.72 0.010.73 16.05 138.35 0.39 1.65 0.020.73

16.10 141.24 0.42 1.61 0.010.73 16.17 143.69 0.44 1.58 0.010.73

16.22 144.82 0.45 1.57 0.010.73 16.28 144.63 0.45 1.57 0.010.72

16.35 142.98 0.43 1.58 0.010.72 16.47 137.40 0.38 1.65 0.030.72

16.52 132.83 0.35 1.71 0.010.72 16.57 127.86 0.32 1.78 0.010.72

16.64 123.50 2.00 0.00 0.000.72 16.70 120.49 2.00 0.00 0.000.72

16.76 118.56 2.00 0.00 0.000.72 16.83 116.48 2.00 0.00 0.000.71

16.88 113.65 2.00 0.00 0.000.71 16.94 110.99 2.00 0.00 0.000.71

17.01 106.57 2.00 0.00 0.000.71 17.12 33.98 2.00 0.00 0.000.71

17.19 28.16 2.00 0.00 0.000.71 17.23 23.00 2.00 0.00 0.000.71

17.30 19.94 2.00 0.00 0.000.71 17.36 17.62 2.00 0.00 0.000.71

17.41 17.32 2.00 0.00 0.000.70 17.49 21.19 2.00 0.00 0.000.70

17.54 22.06 2.00 0.00 0.000.70 17.60 23.83 2.00 0.00 0.000.70

17.66 23.33 2.00 0.00 0.000.70 17.77 17.58 2.00 0.00 0.000.70

17.84 17.81 2.00 0.00 0.000.70 17.89 19.30 2.00 0.00 0.000.70

17.97 21.06 2.00 0.00 0.000.70 18.02 24.60 2.00 0.00 0.000.69

18.10 30.72 2.00 0.00 0.000.69 18.15 30.67 2.00 0.00 0.000.69

18.20 107.53 2.00 0.00 0.000.69 18.26 98.80 2.00 0.00 0.000.69

18.33 94.37 2.00 0.00 0.000.69 18.39 105.43 2.00 0.00 0.000.69

18.45 118.10 0.27 1.86 0.010.69 18.51 124.29 0.29 1.75 0.010.69

18.58 125.12 0.30 1.74 0.020.69 18.68 135.36 0.35 1.59 0.020.68

18.73 136.44 0.36 1.58 0.010.68 18.85 128.58 0.31 1.68 0.020.68

18.93 120.61 0.27 1.79 0.020.68 18.98 112.39 0.24 1.93 0.010.68

19.03 106.40 0.23 2.04 0.010.68 19.11 110.70 0.24 1.96 0.020.68

19.16 119.26 0.27 1.80 0.010.68 19.21 124.47 0.29 1.72 0.010.67

19.28 126.33 0.30 1.69 0.020.67 19.38 121.07 0.27 1.77 0.020.67

19.46 120.98 0.27 1.76 0.020.67 19.51 117.61 0.26 1.82 0.010.67

19.56 111.15 0.24 1.93 0.010.67 19.63 106.25 0.22 2.01 0.020.67

19.68 106.10 0.22 2.01 0.010.67 19.77 106.43 0.22 2.00 0.020.66

19.81 106.31 0.22 2.00 0.010.66 19.83 105.43 2.00 0.00 0.000.66 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 4 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

19.90 125.41 2.00 0.00 0.000.66 19.97 142.26 2.00 0.00 0.000.66

20.04 149.31 2.00 0.00 0.000.66 20.08 150.26 2.00 0.00 0.000.66

20.16 149.14 2.00 0.00 0.000.66 20.21 151.33 2.00 0.00 0.000.66

20.30 166.36 2.00 0.00 0.000.66 20.35 174.08 1.04 0.47 0.000.66

20.41 180.52 1.36 0.24 0.000.65 20.53 191.94 2.00 0.00 0.000.65

20.60 196.86 2.00 0.00 0.000.65 20.65 201.59 2.00 0.00 0.000.65

20.71 204.49 2.00 0.00 0.000.65 20.78 205.33 2.00 0.00 0.000.65

20.82 205.26 2.00 0.00 0.000.65 20.88 204.18 2.00 0.00 0.000.65

21.00 202.07 2.00 0.00 0.000.64 21.13 197.43 2.00 0.00 0.000.64

21.18 195.38 2.00 0.00 0.000.64 21.23 193.10 2.00 0.00 0.000.64

21.31 190.32 2.00 0.00 0.000.64 21.35 182.80 1.48 0.17 0.000.64

21.40 158.99 0.61 1.14 0.010.64 21.50 175.92 1.10 0.40 0.000.64

21.56 174.43 1.04 0.45 0.000.63 21.59 171.86 0.94 0.56 0.000.63

21.66 168.62 0.83 0.70 0.010.63 21.75 159.09 2.00 0.00 0.000.63

21.80 155.48 2.00 0.00 0.000.63 21.92 154.08 2.00 0.00 0.000.63

21.97 156.87 2.00 0.00 0.000.63 22.02 158.70 2.00 0.00 0.000.63

22.07 157.07 2.00 0.00 0.000.63 22.13 153.70 2.00 0.00 0.000.62

22.19 148.73 2.00 0.00 0.000.62 22.28 137.33 2.00 0.00 0.000.62

22.33 131.84 2.00 0.00 0.000.62 22.43 121.93 2.00 0.00 0.000.62

22.50 117.54 2.00 0.00 0.000.62 22.55 114.63 2.00 0.00 0.000.62

22.61 113.70 2.00 0.00 0.000.62 22.72 127.83 2.00 0.00 0.000.61

22.78 142.71 2.00 0.00 0.000.61 22.85 155.29 2.00 0.00 0.000.61

22.90 160.17 2.00 0.00 0.000.61 22.98 161.75 0.65 0.99 0.010.61

23.03 163.24 0.68 0.94 0.000.61 23.08 164.93 0.72 0.89 0.010.61

23.21 166.88 0.77 0.78 0.010.61 23.27 166.31 0.75 0.81 0.010.61

23.33 164.05 0.70 0.91 0.010.60 23.38 160.64 0.63 1.02 0.010.60

23.47 157.49 0.57 1.13 0.010.60 23.51 155.55 0.54 1.20 0.010.60

23.56 153.81 0.51 1.21 0.010.60 23.63 151.44 0.48 1.23 0.010.60

23.69 149.35 0.46 1.25 0.010.60 23.75 139.64 2.00 0.00 0.000.60

23.81 134.66 2.00 0.00 0.000.60 23.86 128.71 2.00 0.00 0.000.60

23.93 120.74 2.00 0.00 0.000.59 23.99 112.89 2.00 0.00 0.000.59

24.05 41.41 2.00 0.00 0.000.59 24.12 40.09 2.00 0.00 0.000.59

24.16 40.05 2.00 0.00 0.000.59 24.25 43.87 2.00 0.00 0.000.59

24.30 117.49 2.00 0.00 0.000.59 24.35 133.07 2.00 0.00 0.000.59

24.44 162.29 2.00 0.00 0.000.59 24.48 166.55 2.00 0.00 0.000.59

24.64 166.99 0.76 0.76 0.010.58 24.69 166.14 0.74 0.81 0.000.58

24.73 165.82 0.73 0.82 0.000.58 24.78 166.45 0.75 0.79 0.000.58

24.83 168.66 0.81 0.68 0.000.58 24.89 171.84 0.91 0.54 0.000.58

24.95 175.25 1.03 0.41 0.000.58 25.04 180.10 1.26 0.25 0.000.58

25.14 182.05 1.37 0.20 0.000.57 25.21 182.50 1.40 0.19 0.000.57

25.25 182.76 1.42 0.18 0.000.57 25.30 183.06 1.44 0.17 0.000.57

25.35 182.87 1.42 0.18 0.000.57 25.43 183.03 1.43 0.17 0.000.57

25.48 183.11 1.44 0.17 0.000.57 25.54 182.50 1.40 0.19 0.000.57

25.61 181.27 1.32 0.22 0.000.57 25.72 178.54 1.17 0.30 0.000.56

25.78 168.01 0.78 0.70 0.010.56 25.83 163.28 0.67 0.87 0.000.56

25.90 161.31 0.63 0.93 0.010.56 25.96 158.98 0.58 1.00 0.010.56

26.02 155.70 0.53 1.11 0.010.56 26.09 151.32 0.47 1.15 0.010.56

26.15 145.15 0.41 1.20 0.010.56 26.19 145.25 2.00 0.00 0.000.56 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 5 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

26.25 142.20 2.00 0.00 0.000.56 26.32 138.53 2.00 0.00 0.000.55

26.50 125.49 2.00 0.00 0.000.55 26.54 121.25 2.00 0.00 0.000.55

26.61 119.14 2.00 0.00 0.000.55 26.67 117.19 2.00 0.00 0.000.55

26.78 122.43 2.00 0.00 0.000.55 26.84 148.14 2.00 0.00 0.000.55

26.89 171.20 2.00 0.00 0.000.54 26.95 182.69 2.00 0.00 0.000.54

27.02 186.28 2.00 0.00 0.000.54 27.07 184.96 2.00 0.00 0.000.54

27.13 185.51 2.00 0.00 0.000.54 27.25 197.23 2.00 0.00 0.000.54

27.31 205.63 2.00 0.00 0.000.54 27.37 214.03 2.00 0.00 0.000.54

27.43 221.33 2.00 0.00 0.000.54 27.56 228.24 2.00 0.00 0.000.53

27.60 229.24 2.00 0.00 0.000.53 27.68 230.37 2.00 0.00 0.000.53

27.78 232.79 2.00 0.00 0.000.53 27.90 235.91 2.00 0.00 0.000.53

27.96 237.59 2.00 0.00 0.000.53 28.04 242.22 2.00 0.00 0.000.52

28.08 213.78 2.00 0.00 0.000.52 28.17 220.16 2.00 0.00 0.000.52

28.21 226.93 2.00 0.00 0.000.52 28.28 231.98 2.00 0.00 0.000.52

28.34 233.95 2.00 0.00 0.000.52 28.39 231.10 2.00 0.00 0.000.52

28.44 210.91 2.00 0.00 0.000.52 28.49 221.05 2.00 0.00 0.000.52

28.57 223.51 2.00 0.00 0.000.52 28.61 226.04 2.00 0.00 0.000.52

28.71 231.83 2.00 0.00 0.000.51 28.75 233.12 2.00 0.00 0.000.51

28.86 232.39 2.00 0.00 0.000.51 28.93 231.98 2.00 0.00 0.000.51

28.97 232.02 2.00 0.00 0.000.51 29.05 232.60 2.00 0.00 0.000.51

29.10 235.23 2.00 0.00 0.000.51 29.15 238.95 2.00 0.00 0.000.51

29.20 246.29 2.00 0.00 0.000.51 29.33 254.00 2.00 0.00 0.000.50

29.37 254.00 2.00 0.00 0.000.50 29.42 254.00 2.00 0.00 0.000.50

29.50 254.00 2.00 0.00 0.000.50 29.54 254.00 2.00 0.00 0.000.50

29.62 254.00 2.00 0.00 0.000.50 29.68 254.00 2.00 0.00 0.000.50

29.80 254.00 2.00 0.00 0.000.49 29.85 254.00 2.00 0.00 0.000.49

29.90 251.32 2.00 0.00 0.000.49 29.96 245.10 2.00 0.00 0.000.49

30.02 238.39 2.00 0.00 0.000.49 30.09 233.15 2.00 0.00 0.000.49

30.20 228.71 2.00 0.00 0.000.49 30.28 225.92 2.00 0.00 0.000.49

30.33 223.99 2.00 0.00 0.000.49 30.39 219.43 2.00 0.00 0.000.48

30.46 191.74 2.00 0.00 0.000.48 30.51 194.26 2.00 0.00 0.000.48

30.56 198.76 2.00 0.00 0.000.48 30.64 206.23 2.00 0.00 0.000.48

30.68 211.69 2.00 0.00 0.000.48 30.74 217.50 2.00 0.00 0.000.48

30.78 223.35 2.00 0.00 0.000.48 30.87 234.40 2.00 0.00 0.000.48

30.91 240.83 2.00 0.00 0.000.48 30.99 252.27 2.00 0.00 0.000.47

31.04 254.00 2.00 0.00 0.000.47 31.13 254.00 2.00 0.00 0.000.47

31.17 254.00 2.00 0.00 0.000.47 31.26 254.00 2.00 0.00 0.000.47

31.30 254.00 2.00 0.00 0.000.47 31.40 254.00 2.00 0.00 0.000.47

31.44 254.00 2.00 0.00 0.000.47 31.57 254.00 2.00 0.00 0.000.46

31.61 254.00 2.00 0.00 0.000.46 31.65 254.00 2.00 0.00 0.000.46

31.71 254.00 2.00 0.00 0.000.46 31.83 254.00 2.00 0.00 0.000.46

31.87 254.00 2.00 0.00 0.000.46 31.92 254.00 2.00 0.00 0.000.46

31.97 254.00 2.00 0.00 0.000.46 32.03 254.00 2.00 0.00 0.000.46

32.10 251.52 2.00 0.00 0.000.46 32.18 243.28 2.00 0.00 0.000.45

32.25 232.85 2.00 0.00 0.000.45 32.32 221.60 2.00 0.00 0.000.45

32.36 215.24 2.00 0.00 0.000.45 32.48 200.65 2.00 0.00 0.000.45

32.51 196.05 2.00 0.00 0.000.45 32.59 173.65 0.93 0.39 0.000.45

32.63 169.75 0.81 0.52 0.000.45 32.72 160.09 0.59 0.77 0.010.45 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 6 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

32.77 154.36 0.50 0.89 0.010.44 32.84 148.47 2.00 0.00 0.000.44

32.88 146.10 2.00 0.00 0.000.44 32.94 142.37 2.00 0.00 0.000.44

33.02 138.05 2.00 0.00 0.000.44 33.09 129.82 2.00 0.00 0.000.44

33.15 119.00 2.00 0.00 0.000.44 33.24 107.22 2.00 0.00 0.000.44

33.29 38.26 2.00 0.00 0.000.44 33.37 31.52 2.00 0.00 0.000.43

33.41 30.22 2.00 0.00 0.000.43 33.48 28.09 2.00 0.00 0.000.43

33.53 25.86 2.00 0.00 0.000.43 33.62 19.95 2.00 0.00 0.000.43

33.68 17.08 2.00 0.00 0.000.43 33.77 14.49 2.00 0.00 0.000.43

33.80 13.34 2.00 0.00 0.000.43 33.90 11.68 2.00 0.00 0.000.43

33.95 10.73 2.00 0.00 0.000.42 34.03 11.65 2.00 0.00 0.000.42

34.08 10.46 2.00 0.00 0.000.42 34.13 11.64 2.00 0.00 0.000.42

34.20 13.50 2.00 0.00 0.000.42 34.30 17.16 2.00 0.00 0.000.42

34.34 18.04 2.00 0.00 0.000.42 34.39 17.64 2.00 0.00 0.000.42

34.49 17.49 2.00 0.00 0.000.42 34.56 17.47 2.00 0.00 0.000.41

34.61 21.24 2.00 0.00 0.000.41 34.66 22.46 2.00 0.00 0.000.41

34.71 24.98 2.00 0.00 0.000.41 34.78 28.30 2.00 0.00 0.000.41

34.87 33.05 2.00 0.00 0.000.41 34.91 40.00 2.00 0.00 0.000.41

35.00 112.23 2.00 0.00 0.000.41 35.09 123.92 2.00 0.00 0.000.41

35.13 126.74 2.00 0.00 0.000.40 35.18 127.31 2.00 0.00 0.000.40

35.27 122.33 2.00 0.00 0.000.40 35.35 45.55 2.00 0.00 0.000.40

35.40 38.41 2.00 0.00 0.000.40 35.46 32.25 2.00 0.00 0.000.40

35.57 25.04 2.00 0.00 0.000.40 35.66 22.81 2.00 0.00 0.000.40

35.70 19.23 2.00 0.00 0.000.39 35.79 16.12 2.00 0.00 0.000.39

35.85 15.48 2.00 0.00 0.000.39 35.92 15.10 2.00 0.00 0.000.39

35.97 14.53 2.00 0.00 0.000.39 36.03 14.33 2.00 0.00 0.000.39

36.10 19.93 2.00 0.00 0.000.39 36.22 107.88 2.00 0.00 0.000.39

36.27 119.05 2.00 0.00 0.000.39 36.33 125.30 2.00 0.00 0.000.38

36.45 129.24 2.00 0.00 0.000.38 36.51 127.50 2.00 0.00 0.000.38

36.58 122.88 2.00 0.00 0.000.38 36.63 114.91 2.00 0.00 0.000.38

36.69 40.34 2.00 0.00 0.000.38 36.76 31.02 2.00 0.00 0.000.38

36.81 23.62 2.00 0.00 0.000.38 36.87 17.89 2.00 0.00 0.000.38

36.93 14.79 2.00 0.00 0.000.37 36.99 13.75 2.00 0.00 0.000.37

37.05 12.58 2.00 0.00 0.000.37 37.11 11.67 2.00 0.00 0.000.37

37.17 11.64 2.00 0.00 0.000.37 37.24 11.62 2.00 0.00 0.000.37

37.29 11.58 2.00 0.00 0.000.37 37.35 13.73 2.00 0.00 0.000.37

37.42 21.76 2.00 0.00 0.000.37 37.51 110.35 2.00 0.00 0.000.36

37.57 131.30 2.00 0.00 0.000.36 37.64 142.68 2.00 0.00 0.000.36

37.69 147.81 2.00 0.00 0.000.36 37.77 145.27 2.00 0.00 0.000.36

37.80 141.80 2.00 0.00 0.000.36 37.86 131.99 2.00 0.00 0.000.36

37.95 123.29 2.00 0.00 0.000.36 38.01 52.12 2.00 0.00 0.000.36

38.08 121.21 2.00 0.00 0.000.35 38.15 139.40 2.00 0.00 0.000.35

38.20 155.28 2.00 0.00 0.000.35 38.26 181.29 2.00 0.00 0.000.35

38.32 189.36 2.00 0.00 0.000.35 38.40 191.88 2.00 0.00 0.000.35

38.48 194.84 2.00 0.00 0.000.35 38.52 196.31 2.00 0.00 0.000.35

38.61 199.30 2.00 0.00 0.000.35 38.67 200.20 2.00 0.00 0.000.34

38.73 201.20 2.00 0.00 0.000.34 38.78 202.39 2.00 0.00 0.000.34

38.91 201.85 2.00 0.00 0.000.34 38.96 200.13 2.00 0.00 0.000.34

39.04 197.42 2.00 0.00 0.000.34 39.09 194.18 2.00 0.00 0.000.34 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 7 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

39.16 190.96 2.00 0.00 0.000.34 39.22 185.09 2.00 0.00 0.000.34

39.27 176.37 2.00 0.00 0.000.33 39.40 153.90 2.00 0.00 0.000.33

39.45 145.35 2.00 0.00 0.000.33 39.50 140.03 2.00 0.00 0.000.33

39.57 136.96 2.00 0.00 0.000.33 39.62 133.82 2.00 0.00 0.000.33

39.67 61.91 2.00 0.00 0.000.33 39.74 59.29 2.00 0.00 0.000.33

39.79 55.11 2.00 0.00 0.000.33 39.90 40.98 2.00 0.00 0.000.32

39.97 35.40 2.00 0.00 0.000.32 40.08 35.71 2.00 0.00 0.000.32

40.11 35.70 2.00 0.00 0.000.32 40.19 36.02 2.00 0.00 0.000.32

40.23 37.92 2.00 0.00 0.000.32 40.33 39.58 2.00 0.00 0.000.32

40.37 39.82 2.00 0.00 0.000.32 40.46 39.71 2.00 0.00 0.000.31

40.52 39.36 2.00 0.00 0.000.31 40.60 37.87 2.00 0.00 0.000.31

40.67 36.75 2.00 0.00 0.000.31 40.71 35.14 2.00 0.00 0.000.31

40.77 33.47 2.00 0.00 0.000.31 40.85 30.64 2.00 0.00 0.000.31

40.90 28.87 2.00 0.00 0.000.31 40.99 27.97 2.00 0.00 0.000.31

41.03 27.82 2.00 0.00 0.000.30 41.08 27.25 2.00 0.00 0.000.30

41.17 25.32 2.00 0.00 0.000.30 41.22 24.08 2.00 0.00 0.000.30

41.28 25.40 2.00 0.00 0.000.30 41.42 23.59 2.00 0.00 0.000.30

41.47 25.46 2.00 0.00 0.000.30 41.51 28.63 2.00 0.00 0.000.30

41.56 31.41 2.00 0.00 0.000.30 41.64 37.92 2.00 0.00 0.000.29

41.74 42.12 2.00 0.00 0.000.29 41.80 43.31 2.00 0.00 0.000.29

41.87 44.13 2.00 0.00 0.000.29 41.91 47.49 2.00 0.00 0.000.29

41.98 56.96 2.00 0.00 0.000.29 42.04 139.08 2.00 0.00 0.000.29

42.09 150.92 2.00 0.00 0.000.29 42.16 159.29 2.00 0.00 0.000.29

42.22 163.57 2.00 0.00 0.000.28 42.29 160.75 0.59 0.48 0.000.28

42.34 155.61 0.51 0.56 0.000.28 42.40 151.35 0.46 0.58 0.000.28

42.47 148.38 0.42 0.59 0.010.28 42.52 146.86 0.41 0.59 0.000.28

42.60 145.56 0.40 0.60 0.010.28 42.66 144.98 0.39 0.60 0.000.28

42.74 144.75 0.39 0.60 0.010.28 42.78 145.50 0.40 0.59 0.000.27

42.92 151.29 0.46 0.56 0.010.27 42.97 155.25 0.51 0.54 0.000.27

43.04 153.07 0.48 0.55 0.000.27 43.09 154.09 0.49 0.54 0.000.27

43.17 155.21 0.51 0.54 0.000.27 43.23 156.13 0.52 0.53 0.000.27

43.28 156.93 0.53 0.51 0.000.27 43.35 157.36 0.54 0.50 0.000.27

43.40 156.69 0.53 0.51 0.000.26 43.45 156.30 0.52 0.52 0.000.26

43.54 161.31 0.60 0.43 0.000.26 43.58 162.90 0.63 0.41 0.000.26

43.64 166.18 0.70 0.36 0.000.26 43.71 169.26 0.78 0.32 0.000.26

43.80 172.66 0.88 0.25 0.000.26 43.86 176.76 1.03 0.18 0.000.26

43.93 182.11 1.29 0.11 0.000.26 43.97 185.21 1.48 0.07 0.000.25

44.04 191.32 1.96 0.00 0.000.25 44.12 197.50 2.00 0.00 0.000.25

44.20 204.15 2.00 0.00 0.000.25 44.24 208.35 2.00 0.00 0.000.25

44.32 217.85 2.00 0.00 0.000.25 44.36 222.71 2.00 0.00 0.000.25

44.46 234.27 2.00 0.00 0.000.25 44.50 238.19 2.00 0.00 0.000.25

44.59 241.78 2.00 0.00 0.000.24 44.63 242.39 2.00 0.00 0.000.24

44.76 245.13 2.00 0.00 0.000.24 44.79 245.41 2.00 0.00 0.000.24

44.85 243.12 2.00 0.00 0.000.24 44.89 242.32 2.00 0.00 0.000.24

44.98 242.16 2.00 0.00 0.000.24 45.03 242.37 2.00 0.00 0.000.24

45.14 248.22 2.00 0.00 0.000.23 45.20 250.55 2.00 0.00 0.000.23

45.24 251.29 2.00 0.00 0.000.23 45.28 252.76 2.00 0.00 0.000.23

45.38 254.00 2.00 0.00 0.000.23 45.46 254.00 2.00 0.00 0.000.23 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:23 PM 8 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-1 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

45.48 254.00 2.00 0.00 0.000.23 45.56 254.00 2.00 0.00 0.000.23

45.65 254.00 2.00 0.00 0.000.23 45.69 254.00 2.00 0.00 0.000.23

45.77 254.00 2.00 0.00 0.000.22 45.82 254.00 2.00 0.00 0.000.22

45.90 254.00 2.00 0.00 0.000.22 45.99 254.00 2.00 0.00 0.000.22

46.04 254.00 2.00 0.00 0.000.22 46.09 254.00 2.00 0.00 0.000.22

46.19 254.00 2.00 0.00 0.000.22 46.22 254.00 2.00 0.00 0.000.22

46.27 254.00 2.00 0.00 0.000.22 46.33 254.00 2.00 0.00 0.000.21

46.41 254.00 2.00 0.00 0.000.21 46.48 254.00 2.00 0.00 0.000.21

46.56 254.00 2.00 0.00 0.000.21 46.61 254.00 2.00 0.00 0.000.21

46.67 254.00 2.00 0.00 0.000.21 46.74 254.00 2.00 0.00 0.000.21

46.79 254.00 2.00 0.00 0.000.21 46.87 254.00 2.00 0.00 0.000.21

46.93 254.00 2.00 0.00 0.000.20 47.01 254.00 2.00 0.00 0.000.20

47.05 254.00 2.00 0.00 0.000.20 47.14 254.00 2.00 0.00 0.000.20

47.18 254.00 2.00 0.00 0.000.20 47.27 254.00 2.00 0.00 0.000.20

47.31 254.00 2.00 0.00 0.000.20 47.41 254.00 2.00 0.00 0.000.20

47.45 254.00 2.00 0.00 0.000.20 47.53 254.00 2.00 0.00 0.000.19

47.57 254.00 2.00 0.00 0.000.19 47.71 254.00 2.00 0.00 0.000.19

47.76 254.00 2.00 0.00 0.000.19 47.80 254.00 2.00 0.00 0.000.19

47.84 254.00 2.00 0.00 0.000.19 47.93 254.00 2.00 0.00 0.000.19

47.97 254.00 2.00 0.00 0.000.19 48.06 254.00 2.00 0.00 0.000.19

48.11 254.00 2.00 0.00 0.000.18 48.20 254.00 2.00 0.00 0.000.18

48.26 254.00 2.00 0.00 0.000.18 48.31 254.00 2.00 0.00 0.000.18

48.37 254.00 2.00 0.00 0.000.18 48.45 254.00 2.00 0.00 0.000.18

48.50 254.00 2.00 0.00 0.000.18 48.57 254.00 2.00 0.00 0.000.18

48.64 254.00 2.00 0.00 0.000.18 48.72 254.00 2.00 0.00 0.000.17

48.76 254.00 2.00 0.00 0.000.17 48.85 254.00 2.00 0.00 0.000.17

48.90 254.00 2.00 0.00 0.000.17 48.99 254.00 2.00 0.00 0.000.17

49.03 254.00 2.00 0.00 0.000.17 49.12 254.00 2.00 0.00 0.000.17

49.16 254.00 2.00 0.00 0.000.17 49.25 254.00 2.00 0.00 0.000.17

49.29 254.00 2.00 0.00 0.000.16 49.42 254.00 2.00 0.00 0.000.16

49.44 254.00 2.00 0.00 0.000.16 49.49 254.00 2.00 0.00 0.000.16

49.56 254.00 2.00 0.00 0.000.16 49.69 254.00 2.00 0.00 0.000.16

49.78 254.00 2.00 0.00 0.000.16 49.82 254.00 2.00 0.00 0.000.16

49.91 254.00 2.00 0.00 0.000.15 49.96 254.00 2.00 0.00 0.000.15

50.03 254.00 2.00 0.00 0.000.15 50.08 287.78 2.00 0.00 0.000.15

50.17 292.35 2.00 0.00 0.000.15 50.21 294.00 2.00 0.00 0.000.15

50.31 297.34 2.00 0.00 0.000.15 50.37 298.83 2.00 0.00 0.000.15

50.41 302.29 2.00 0.00 0.000.15
Total estimated settlement: 2.14
Abbreviations
Qtn, c s:

FS:
ev (%):

DF:

Settlement:

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

6.88 0.79
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Southern California Geotechnical Location : 9300 Hall Rd, Downey, CA Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-2

80.00 ft

7.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
2000
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot CRR plot

CRR & CSR

0.60.40.20 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
During earthq.
qc1N,cs
200180160140120100806040200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

21.510.50
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1 : Cyclic liq uefaction likely depending on size and dur ation of cycli c loadi ng Zone A 2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post- earthquake strength l oss unlikely, check cyclic softeni ng Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, br ittl eness/sensi tivi ty, strain to peak undrained streng th and g round geometry CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq 10 This software is licensed to: Southern California Geotechnical CPT name: CPT-2 Cone resistance
qt (tsf)
3002001000
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot FS Plot
Factor of safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Vertical settlements
Settlement (in)

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6543210
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 11 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

7.03 119.94 0.40 2.34 0.010.88 7.11 119.62 0.40 2.34 0.020.88

7.16 120.44 0.40 2.32 0.010.88 7.34 120.86 0.40 2.31 0.050.88

7.40 109.12 0.34 2.57 0.020.87 7.47 111.06 0.35 2.52 0.020.87

7.51 112.70 0.35 2.48 0.010.87 7.59 114.58 0.36 2.43 0.020.87

7.64 116.23 0.37 2.39 0.010.87 7.71 117.56 0.37 2.36 0.020.87

7.73 117.53 0.37 2.36 0.010.87 7.77 118.07 0.37 2.35 0.010.87

7.84 118.76 2.00 0.00 0.000.87 7.90 118.45 2.00 0.00 0.000.87

7.97 117.66 2.00 0.00 0.000.86 8.02 117.05 2.00 0.00 0.000.86

8.08 113.86 2.00 0.00 0.000.86 8.15 109.65 2.00 0.00 0.000.86

8.23 106.88 2.00 0.00 0.000.86 8.30 106.83 0.31 2.58 0.020.86

8.35 106.67 0.31 2.58 0.010.86 8.41 106.59 2.00 0.00 0.000.86

8.50 111.46 2.00 0.00 0.000.86 8.56 113.41 2.00 0.00 0.000.85

8.60 115.25 2.00 0.00 0.000.85 8.70 116.47 2.00 0.00 0.000.85

8.75 115.25 0.34 2.36 0.020.85 8.85 116.52 0.35 2.33 0.030.85

8.90 118.16 0.35 2.29 0.010.85 8.94 119.21 0.36 2.27 0.010.85

9.03 120.94 0.37 2.23 0.020.85 9.08 121.86 0.37 2.21 0.010.85

9.13 122.71 0.37 2.19 0.010.85 9.21 123.68 0.38 2.17 0.020.84

9.30 125.38 0.39 2.13 0.020.84 9.42 126.88 0.39 2.10 0.030.84

9.47 128.22 0.40 2.07 0.010.84 9.54 128.97 0.41 2.06 0.020.84

9.60 129.85 0.41 2.04 0.020.84 9.65 130.99 0.42 2.02 0.010.84

9.78 132.96 0.43 1.98 0.030.83 9.83 133.51 0.43 1.97 0.010.83

9.96 134.15 0.44 1.95 0.030.83 10.01 134.05 0.44 1.95 0.010.83

10.09 133.95 0.43 1.95 0.020.83 10.13 128.48 0.39 2.04 0.010.83

10.22 113.95 0.31 2.32 0.020.83 10.27 115.93 0.32 2.28 0.010.83

10.40 119.24 0.33 2.20 0.030.82 10.45 116.77 0.32 2.25 0.010.82

10.47 109.80 0.29 2.40 0.010.82 10.51 111.51 2.00 0.00 0.000.82

10.60 105.28 2.00 0.00 0.000.82 10.68 98.51 2.00 0.00 0.000.82

10.72 96.78 2.00 0.00 0.000.82 10.78 34.20 2.00 0.00 0.000.82

10.84 33.44 2.00 0.00 0.000.82 10.91 31.98 2.00 0.00 0.000.82

10.98 31.43 2.00 0.00 0.000.81 11.04 31.00 2.00 0.00 0.000.81

11.11 29.81 2.00 0.00 0.000.81 11.17 27.49 2.00 0.00 0.000.81

11.26 25.59 2.00 0.00 0.000.81 11.30 24.98 2.00 0.00 0.000.81

11.41 25.20 2.00 0.00 0.000.81 11.45 26.38 2.00 0.00 0.000.81

11.52 27.72 2.00 0.00 0.000.80 11.57 29.41 2.00 0.00 0.000.80

11.62 30.33 2.00 0.00 0.000.80 11.72 32.14 2.00 0.00 0.000.80

11.79 33.34 2.00 0.00 0.000.80 11.84 35.09 2.00 0.00 0.000.80

11.97 38.94 2.00 0.00 0.000.80 12.02 103.51 0.26 2.47 0.020.80

12.09 105.98 0.26 2.41 0.020.80 12.21 109.82 0.27 2.31 0.030.79

12.27 112.16 0.28 2.26 0.020.79 12.33 105.67 2.00 0.00 0.000.79

12.45 109.87 2.00 0.00 0.000.79 12.51 110.91 2.00 0.00 0.000.79

12.57 112.99 2.00 0.00 0.000.79 12.63 110.29 2.00 0.00 0.000.79

12.67 107.43 2.00 0.00 0.000.79 12.77 105.50 2.00 0.00 0.000.78

12.81 39.08 2.00 0.00 0.000.78 12.86 35.29 2.00 0.00 0.000.78

13.04 27.21 2.00 0.00 0.000.78 13.16 24.80 2.00 0.00 0.000.78

13.23 24.23 2.00 0.00 0.000.78 13.30 23.74 2.00 0.00 0.000.77

13.36 23.59 2.00 0.00 0.000.77 13.47 21.95 2.00 0.00 0.000.77

13.53 21.27 2.00 0.00 0.000.77 13.60 21.01 2.00 0.00 0.000.77

13.66 20.55 2.00 0.00 0.000.77 13.73 20.09 2.00 0.00 0.000.77 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 12 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

13.76 20.11 2.00 0.00 0.000.77 13.80 20.08 2.00 0.00 0.000.77

13.86 20.08 2.00 0.00 0.000.77 13.95 20.02 2.00 0.00 0.000.76

13.98 19.99 2.00 0.00 0.000.76 14.08 19.92 2.00 0.00 0.000.76

14.13 19.98 2.00 0.00 0.000.76 14.20 20.13 2.00 0.00 0.000.76

14.25 20.19 2.00 0.00 0.000.76 14.33 20.83 2.00 0.00 0.000.76

14.38 21.10 2.00 0.00 0.000.76 14.46 21.93 2.00 0.00 0.000.75

14.51 22.88 2.00 0.00 0.000.75 14.60 24.50 2.00 0.00 0.000.75

14.64 23.77 2.00 0.00 0.000.75 14.73 22.51 2.00 0.00 0.000.75

14.77 22.38 2.00 0.00 0.000.75 14.86 19.65 2.00 0.00 0.000.75

14.90 18.93 2.00 0.00 0.000.75 14.99 18.28 2.00 0.00 0.000.75

15.03 18.74 2.00 0.00 0.000.75 15.12 18.20 2.00 0.00 0.000.74

15.17 18.17 2.00 0.00 0.000.74 15.25 17.52 2.00 0.00 0.000.74

15.35 18.14 2.00 0.00 0.000.74 15.40 19.17 2.00 0.00 0.000.74

15.47 20.59 2.00 0.00 0.000.74 15.52 23.24 2.00 0.00 0.000.74

15.58 26.36 2.00 0.00 0.000.74 15.65 28.88 2.00 0.00 0.000.73

15.71 32.45 2.00 0.00 0.000.73 15.78 39.32 2.00 0.00 0.000.73

15.83 110.78 2.00 0.00 0.000.73 15.89 120.67 2.00 0.00 0.000.73

15.96 127.72 2.00 0.00 0.000.73 16.08 133.57 2.00 0.00 0.000.73

16.14 135.86 2.00 0.00 0.000.73 16.20 135.65 2.00 0.00 0.000.73

16.27 132.69 2.00 0.00 0.000.72 16.38 121.02 2.00 0.00 0.000.72

16.45 116.22 2.00 0.00 0.000.72 16.50 112.79 2.00 0.00 0.000.72

16.52 112.85 0.26 2.04 0.010.72 16.55 108.97 0.24 2.12 0.010.72

16.61 109.12 2.00 0.00 0.000.72 16.71 121.73 2.00 0.00 0.000.72

16.75 125.64 2.00 0.00 0.000.72 16.83 131.33 2.00 0.00 0.000.71

16.87 132.33 0.34 1.70 0.010.71 16.96 132.68 0.35 1.70 0.020.71

17.00 133.01 0.35 1.69 0.010.71 17.09 133.34 0.35 1.68 0.020.71

17.17 133.99 0.35 1.67 0.020.71 17.22 134.12 0.35 1.67 0.010.71

17.27 134.08 0.35 1.66 0.010.71 17.36 133.52 0.35 1.67 0.020.71

17.41 133.00 0.35 1.67 0.010.70 17.46 132.56 0.34 1.68 0.010.70

17.55 132.54 0.34 1.67 0.020.70 17.62 132.52 0.34 1.67 0.010.70

17.66 133.13 0.35 1.66 0.010.70 17.75 134.48 0.35 1.64 0.020.70

17.86 135.07 0.36 1.63 0.020.70 17.98 135.61 0.36 1.62 0.020.70

18.02 136.17 0.36 1.61 0.010.69 18.09 136.78 0.37 1.60 0.010.69

18.15 137.45 0.37 1.59 0.010.69 18.20 138.21 0.38 1.57 0.010.69

18.28 138.90 0.38 1.56 0.010.69 18.39 139.51 0.39 1.55 0.020.69

18.45 135.23 0.36 1.60 0.010.69 18.50 121.78 0.28 1.79 0.010.69

18.57 122.38 0.28 1.78 0.010.69 18.63 125.23 0.30 1.73 0.010.68

18.69 126.35 0.30 1.72 0.010.68 18.77 129.52 0.32 1.67 0.010.68

18.79 124.16 0.29 1.74 0.000.68 18.85 132.32 0.33 1.63 0.010.68

18.90 135.32 0.35 1.58 0.010.68 18.98 134.96 0.35 1.58 0.020.68

19.04 136.12 0.36 1.57 0.010.68 19.13 138.33 0.37 1.54 0.020.68

19.17 138.92 0.38 1.53 0.010.68 19.25 138.14 0.37 1.53 0.020.67

19.30 136.80 0.36 1.55 0.010.67 19.43 134.54 0.35 1.57 0.030.67

19.47 134.38 0.34 1.57 0.010.67 19.50 134.38 0.34 1.57 0.010.67

19.58 134.36 0.34 1.57 0.020.67 19.65 133.71 0.34 1.57 0.010.67

19.70 133.34 0.34 1.58 0.010.67 19.78 132.74 0.33 1.58 0.020.66

19.85 131.91 0.33 1.59 0.010.66 19.89 131.94 0.33 1.59 0.010.66

19.96 133.23 0.33 1.57 0.010.66 20.05 135.40 0.35 1.54 0.020.66 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 13 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

20.09 136.18 0.35 1.53 0.010.66 20.18 137.40 0.36 1.51 0.020.66

20.22 137.79 0.36 1.50 0.010.66 20.31 138.10 0.37 1.49 0.020.66

20.36 138.01 0.37 1.49 0.010.65 20.44 137.57 0.36 1.49 0.020.65

20.49 137.42 0.36 1.49 0.010.65 20.58 136.53 0.35 1.50 0.020.65

20.62 136.29 0.35 1.50 0.010.65 20.72 120.57 0.27 1.71 0.020.65

20.75 121.23 0.27 1.70 0.010.65 20.84 123.70 0.28 1.66 0.020.65

20.88 124.73 0.29 1.65 0.010.65 20.96 126.44 0.29 1.62 0.010.64

21.01 117.33 0.26 1.75 0.010.64 21.07 121.06 2.00 0.00 0.000.64

21.14 118.82 2.00 0.00 0.000.64 21.23 112.64 2.00 0.00 0.000.64

21.28 109.32 2.00 0.00 0.000.64 21.33 39.93 2.00 0.00 0.000.64

21.41 35.03 2.00 0.00 0.000.64 21.48 32.64 2.00 0.00 0.000.64

21.55 30.34 2.00 0.00 0.000.63 21.59 30.64 2.00 0.00 0.000.63

21.72 29.64 2.00 0.00 0.000.63 21.76 28.78 2.00 0.00 0.000.63

21.83 27.66 2.00 0.00 0.000.63 21.89 26.71 2.00 0.00 0.000.63

21.95 26.68 2.00 0.00 0.000.63 22.02 26.63 2.00 0.00 0.000.63

22.07 24.41 2.00 0.00 0.000.63 22.12 24.05 2.00 0.00 0.000.63

22.19 25.63 2.00 0.00 0.000.62 22.25 29.57 2.00 0.00 0.000.62

22.36 102.64 2.00 0.00 0.000.62 22.42 106.19 2.00 0.00 0.000.62

22.47 107.70 2.00 0.00 0.000.62 22.54 108.15 2.00 0.00 0.000.62

22.60 106.79 2.00 0.00 0.000.62 22.66 104.48 2.00 0.00 0.000.62

22.73 102.78 2.00 0.00 0.000.61 22.79 101.09 0.21 1.95 0.010.61

22.85 99.11 0.20 1.99 0.020.61 22.91 97.53 0.20 2.02 0.010.61

23.04 95.22 0.19 2.06 0.030.61 23.10 93.89 0.19 2.08 0.010.61

23.17 31.73 2.00 0.00 0.000.61 23.22 30.42 2.00 0.00 0.000.61

23.28 29.50 2.00 0.00 0.000.61 23.35 29.45 2.00 0.00 0.000.60

23.40 29.42 2.00 0.00 0.000.60 23.48 30.00 2.00 0.00 0.000.60

23.53 30.77 2.00 0.00 0.000.60 23.57 31.12 2.00 0.00 0.000.60

23.65 90.23 0.18 2.13 0.020.60 23.72 90.37 0.18 2.13 0.020.60

23.79 30.17 2.00 0.00 0.000.60 23.84 28.73 2.00 0.00 0.000.60

23.89 28.81 2.00 0.00 0.000.60 23.97 28.25 2.00 0.00 0.000.59

24.03 28.85 2.00 0.00 0.000.59 24.12 29.11 2.00 0.00 0.000.59

24.16 28.77 2.00 0.00 0.000.59 24.25 27.00 2.00 0.00 0.000.59

24.28 25.49 2.00 0.00 0.000.59 24.39 22.03 2.00 0.00 0.000.59

24.43 21.23 2.00 0.00 0.000.59 24.49 20.13 2.00 0.00 0.000.58

24.57 20.02 2.00 0.00 0.000.58 24.61 19.92 2.00 0.00 0.000.58

24.68 19.04 2.00 0.00 0.000.58 24.76 20.54 2.00 0.00 0.000.58

24.81 25.29 2.00 0.00 0.000.58 24.90 112.59 2.00 0.00 0.000.58

24.95 126.72 2.00 0.00 0.000.58 25.00 135.52 2.00 0.00 0.000.58

25.10 144.27 2.00 0.00 0.000.57 25.18 147.53 0.43 1.21 0.010.57

25.23 137.47 0.35 1.31 0.010.57 25.28 129.85 0.30 1.39 0.010.57

25.36 137.72 0.35 1.30 0.010.57 25.41 142.96 0.39 1.25 0.010.57

25.48 150.68 0.47 1.17 0.010.57 25.53 155.11 0.52 1.13 0.010.57

25.60 160.42 0.61 0.96 0.010.57 25.70 167.01 0.76 0.75 0.010.56

25.74 169.90 0.84 0.61 0.000.56 25.82 176.14 1.06 0.38 0.000.56

25.87 179.55 1.22 0.27 0.000.56 25.96 182.50 1.39 0.19 0.000.56

26.01 182.71 1.40 0.18 0.000.56 26.07 182.51 1.39 0.19 0.000.56

26.13 181.64 1.34 0.21 0.000.56 26.22 175.22 1.02 0.41 0.000.56

26.26 170.46 0.85 0.58 0.000.55 26.32 165.28 0.71 0.80 0.010.55 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 14 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

26.39 158.58 0.57 1.00 0.010.55 26.49 147.51 0.43 1.17 0.010.55

26.55 145.18 0.40 1.18 0.010.55 26.61 146.96 0.42 1.17 0.010.55

26.66 152.91 0.49 1.11 0.010.55 26.71 161.18 0.62 0.91 0.000.55

26.78 169.10 0.81 0.64 0.010.55 26.84 174.69 0.99 0.42 0.000.55

26.94 177.70 1.12 0.32 0.000.54 27.00 177.70 1.12 0.32 0.000.54

27.11 176.45 1.06 0.36 0.000.54 27.18 175.88 1.04 0.38 0.000.54

27.24 175.28 1.02 0.40 0.000.54 27.29 175.01 1.00 0.41 0.000.54

27.36 174.97 1.00 0.41 0.000.54 27.42 174.95 1.00 0.41 0.000.54

27.49 174.77 0.99 0.41 0.000.53 27.55 177.17 1.09 0.33 0.000.53

27.61 180.27 1.25 0.24 0.000.53 27.68 187.72 1.75 0.06 0.000.53

27.72 193.69 2.00 0.00 0.000.53 27.85 206.98 2.00 0.00 0.000.53

27.98 215.49 2.00 0.00 0.000.53 28.03 211.19 2.00 0.00 0.000.52

28.07 211.48 2.00 0.00 0.000.52 28.13 211.59 2.00 0.00 0.000.52

28.20 211.89 2.00 0.00 0.000.52 28.25 211.56 2.00 0.00 0.000.52

28.30 210.04 2.00 0.00 0.000.52 28.37 208.15 2.00 0.00 0.000.52

28.44 207.94 2.00 0.00 0.000.52 28.48 208.20 2.00 0.00 0.000.52

28.55 209.45 2.00 0.00 0.000.52 28.65 215.69 2.00 0.00 0.000.51

28.71 219.92 2.00 0.00 0.000.51 28.77 225.49 2.00 0.00 0.000.51

28.82 231.15 2.00 0.00 0.000.51 28.90 238.45 2.00 0.00 0.000.51

29.00 248.51 2.00 0.00 0.000.51 29.08 252.31 2.00 0.00 0.000.51

29.18 252.48 2.00 0.00 0.000.51 29.25 249.16 2.00 0.00 0.000.50

29.30 243.88 2.00 0.00 0.000.50 29.37 236.87 2.00 0.00 0.000.50

29.43 231.61 2.00 0.00 0.000.50 29.52 225.77 2.00 0.00 0.000.50

29.60 227.31 2.00 0.00 0.000.50 29.65 225.99 2.00 0.00 0.000.50

29.71 228.72 2.00 0.00 0.000.50 29.78 233.85 2.00 0.00 0.000.50

29.89 241.10 2.00 0.00 0.000.49 29.95 243.19 2.00 0.00 0.000.49

30.00 243.31 2.00 0.00 0.000.49 30.09 241.56 2.00 0.00 0.000.49

30.13 239.19 2.00 0.00 0.000.49 30.20 235.33 2.00 0.00 0.000.49

30.26 230.67 2.00 0.00 0.000.49 30.32 226.44 2.00 0.00 0.000.49

30.39 221.03 2.00 0.00 0.000.48 30.44 217.97 2.00 0.00 0.000.48

30.50 214.89 2.00 0.00 0.000.48 30.57 212.07 2.00 0.00 0.000.48

30.63 210.44 2.00 0.00 0.000.48 30.70 208.85 2.00 0.00 0.000.48

30.75 207.43 2.00 0.00 0.000.48 30.82 208.33 2.00 0.00 0.000.48

30.88 187.12 1.67 0.07 0.000.48 30.93 176.03 1.03 0.34 0.000.48

31.01 175.58 1.01 0.35 0.000.47 31.06 175.83 1.02 0.35 0.000.47

31.11 175.80 1.02 0.35 0.000.47 31.17 172.33 0.89 0.45 0.000.47

31.26 174.59 0.97 0.38 0.000.47 31.37 178.24 1.12 0.28 0.000.47

31.41 179.27 1.17 0.25 0.000.47 31.46 179.21 1.17 0.25 0.000.47

31.50 178.59 1.14 0.27 0.000.47 31.59 177.67 1.09 0.29 0.000.46

31.66 179.34 1.17 0.25 0.000.46 31.71 181.47 1.28 0.19 0.000.46

31.79 186.37 1.61 0.09 0.000.46 31.83 188.71 1.79 0.04 0.000.46

31.90 191.21 2.00 0.00 0.000.46 31.99 192.89 2.00 0.00 0.000.46

32.03 192.48 2.00 0.00 0.000.46 32.16 187.52 1.69 0.06 0.000.45

32.21 185.50 1.54 0.10 0.000.45 32.27 184.16 1.45 0.13 0.000.45

32.33 184.52 1.47 0.12 0.000.45 32.38 185.29 1.52 0.11 0.000.45

32.44 186.42 1.60 0.08 0.000.45 32.52 188.22 1.74 0.05 0.000.45

32.57 189.73 1.87 0.02 0.000.45 32.64 190.92 1.97 0.00 0.000.45

32.70 192.28 2.00 0.00 0.000.45 32.75 193.57 2.00 0.00 0.000.44 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 15 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

32.82 194.68 2.00 0.00 0.000.44 32.93 194.49 2.00 0.00 0.000.44

33.00 193.09 2.00 0.00 0.000.44 33.05 191.56 2.00 0.00 0.000.44

33.17 187.90 1.71 0.06 0.000.44 33.22 166.45 0.72 0.60 0.000.44

33.28 162.69 0.63 0.69 0.000.44 33.35 162.72 0.63 0.68 0.010.43

33.42 164.09 0.66 0.65 0.000.43 33.49 168.67 0.77 0.55 0.000.43

33.51 171.54 0.86 0.45 0.000.43 33.57 175.87 1.01 0.32 0.000.43

33.61 176.30 1.03 0.31 0.000.43 33.69 176.56 1.04 0.30 0.000.43

33.74 175.72 1.00 0.32 0.000.43 33.83 169.79 0.80 0.50 0.010.43

33.87 168.32 0.76 0.55 0.000.43 33.95 161.56 0.61 0.69 0.010.42

34.01 155.90 0.52 0.84 0.010.42 34.10 151.11 0.46 0.87 0.010.42

34.23 162.62 0.63 0.66 0.010.42 34.28 171.17 0.84 0.45 0.000.42

34.32 170.59 0.82 0.46 0.000.42 34.40 163.25 0.64 0.64 0.010.42

34.45 163.31 0.64 0.64 0.000.42 34.51 166.42 0.71 0.58 0.000.42

34.58 169.17 0.78 0.51 0.000.41 34.65 163.15 0.64 0.64 0.010.41

34.72 168.76 0.77 0.52 0.000.41 34.81 170.66 0.83 0.45 0.000.41

34.86 171.23 0.84 0.43 0.000.41 34.91 171.10 0.84 0.44 0.000.41

35.01 170.02 0.81 0.47 0.010.41 35.07 169.27 0.79 0.49 0.000.41

35.11 168.45 0.76 0.52 0.000.40 35.22 166.41 0.71 0.56 0.010.40

35.28 165.13 0.68 0.58 0.000.40 35.33 163.62 0.65 0.61 0.000.40

35.44 160.46 2.00 0.00 0.000.40 35.56 154.94 2.00 0.00 0.000.40

35.64 149.89 2.00 0.00 0.000.40 35.69 143.69 2.00 0.00 0.000.40

35.75 135.87 2.00 0.00 0.000.39 35.81 126.88 2.00 0.00 0.000.39

35.87 51.69 2.00 0.00 0.000.39 35.91 45.19 2.00 0.00 0.000.39

35.99 41.43 2.00 0.00 0.000.39 36.04 39.61 2.00 0.00 0.000.39

36.11 38.22 2.00 0.00 0.000.39 36.17 40.09 2.00 0.00 0.000.39

36.23 45.92 2.00 0.00 0.000.39 36.30 117.62 2.00 0.00 0.000.38

36.41 134.88 2.00 0.00 0.000.38 36.47 148.53 2.00 0.00 0.000.38

36.53 161.77 2.00 0.00 0.000.38 36.58 173.06 2.00 0.00 0.000.38

36.66 181.30 2.00 0.00 0.000.38 36.70 186.14 2.00 0.00 0.000.38

36.78 188.07 2.00 0.00 0.000.38 36.83 188.09 2.00 0.00 0.000.38

36.91 186.49 2.00 0.00 0.000.37 36.97 187.93 1.69 0.05 0.000.37

37.01 182.12 1.30 0.15 0.000.37 37.10 164.24 0.66 0.55 0.010.37

37.15 166.95 0.72 0.50 0.000.37 37.22 172.13 0.87 0.37 0.000.37

37.27 176.05 1.01 0.27 0.000.37 37.35 180.20 1.19 0.19 0.000.37

37.42 183.84 1.40 0.12 0.000.37 37.49 186.98 1.62 0.07 0.000.36

37.54 188.83 1.76 0.04 0.000.36 37.63 192.06 2.00 0.00 0.000.36

37.69 192.80 2.00 0.00 0.000.36 37.75 189.72 1.83 0.03 0.000.36

37.82 184.78 1.46 0.10 0.000.36 37.86 189.85 1.84 0.02 0.000.36

37.93 177.62 1.07 0.23 0.000.36 38.04 192.40 2.00 0.00 0.000.36

38.12 201.34 2.00 0.00 0.000.35 38.17 205.76 2.00 0.00 0.000.35

38.22 207.23 2.00 0.00 0.000.35 38.30 206.56 2.00 0.00 0.000.35

38.35 204.87 2.00 0.00 0.000.35 38.40 206.15 2.00 0.00 0.000.35

38.52 203.77 2.00 0.00 0.000.35 38.59 205.42 2.00 0.00 0.000.35

38.65 207.68 2.00 0.00 0.000.34 38.70 209.40 2.00 0.00 0.000.34

38.76 210.53 2.00 0.00 0.000.34 38.88 207.95 2.00 0.00 0.000.34

38.95 202.33 2.00 0.00 0.000.34 39.01 194.75 2.00 0.00 0.000.34

39.06 188.01 2.00 0.00 0.000.34 39.13 179.90 2.00 0.00 0.000.34

39.19 171.16 2.00 0.00 0.000.34 39.27 160.81 2.00 0.00 0.000.33 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 16 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

39.32 148.76 2.00 0.00 0.000.33 39.37 132.93 2.00 0.00 0.000.33

39.51 37.02 2.00 0.00 0.000.33 39.58 28.56 2.00 0.00 0.000.33

39.63 23.17 2.00 0.00 0.000.33 39.69 19.16 2.00 0.00 0.000.33

39.75 16.52 2.00 0.00 0.000.33 39.78 16.30 2.00 0.00 0.000.33

39.84 16.48 2.00 0.00 0.000.32 39.90 16.03 2.00 0.00 0.000.32

39.99 16.42 2.00 0.00 0.000.32 40.05 16.87 2.00 0.00 0.000.32

40.09 17.62 2.00 0.00 0.000.32 40.20 18.54 2.00 0.00 0.000.32

40.25 18.77 2.00 0.00 0.000.32 40.32 19.30 2.00 0.00 0.000.32

40.36 20.24 2.00 0.00 0.000.32 40.49 23.43 2.00 0.00 0.000.31

40.54 25.25 2.00 0.00 0.000.31 40.61 27.64 2.00 0.00 0.000.31

40.67 28.87 2.00 0.00 0.000.31 40.73 28.73 2.00 0.00 0.000.31

40.84 29.56 2.00 0.00 0.000.31 40.90 28.00 2.00 0.00 0.000.31

40.97 26.13 2.00 0.00 0.000.31 41.02 27.74 2.00 0.00 0.000.30

41.09 27.50 2.00 0.00 0.000.30 41.15 33.75 2.00 0.00 0.000.30

41.21 40.87 2.00 0.00 0.000.30 41.25 46.81 2.00 0.00 0.000.30

41.33 117.04 2.00 0.00 0.000.30 41.38 121.52 2.00 0.00 0.000.30

41.45 125.33 2.00 0.00 0.000.30 41.51 126.93 2.00 0.00 0.000.30

41.56 126.18 2.00 0.00 0.000.30 41.63 120.91 2.00 0.00 0.000.29

41.69 46.06 2.00 0.00 0.000.29 41.77 36.65 2.00 0.00 0.000.29

41.81 36.61 2.00 0.00 0.000.29 41.87 26.22 2.00 0.00 0.000.29

41.94 22.29 2.00 0.00 0.000.29 42.06 17.66 2.00 0.00 0.000.29

42.12 17.65 2.00 0.00 0.000.29 42.17 15.62 2.00 0.00 0.000.29

42.23 15.37 2.00 0.00 0.000.28 42.30 15.65 2.00 0.00 0.000.28

42.36 17.13 2.00 0.00 0.000.28 42.42 20.34 2.00 0.00 0.000.28

42.47 25.33 2.00 0.00 0.000.28 42.53 31.98 2.00 0.00 0.000.28

42.60 99.97 0.20 0.89 0.010.28 42.65 103.91 0.21 0.86 0.010.28

42.73 106.67 0.21 0.83 0.010.28 42.78 108.77 0.22 0.81 0.010.27

42.88 112.77 0.23 0.78 0.010.27 42.92 112.19 0.23 0.78 0.000.27

43.01 45.33 2.00 0.00 0.000.27 43.05 42.65 2.00 0.00 0.000.27

43.14 36.35 2.00 0.00 0.000.27 43.22 31.30 2.00 0.00 0.000.27

43.27 29.46 2.00 0.00 0.000.27 43.32 27.95 2.00 0.00 0.000.27

43.40 23.49 2.00 0.00 0.000.26 43.45 20.74 2.00 0.00 0.000.26

43.53 16.91 2.00 0.00 0.000.26 43.59 15.60 2.00 0.00 0.000.26

43.64 14.52 2.00 0.00 0.000.26 43.75 13.00 2.00 0.00 0.000.26

43.80 13.38 2.00 0.00 0.000.26 43.85 13.92 2.00 0.00 0.000.26

43.91 14.19 2.00 0.00 0.000.26 44.01 15.01 2.00 0.00 0.000.25

44.07 15.45 2.00 0.00 0.000.25 44.11 15.44 2.00 0.00 0.000.25

44.21 16.65 2.00 0.00 0.000.25 44.28 18.11 2.00 0.00 0.000.25

44.33 21.03 2.00 0.00 0.000.25 44.37 26.29 2.00 0.00 0.000.25

44.44 33.54 2.00 0.00 0.000.25 44.51 102.93 2.00 0.00 0.000.25

44.57 109.53 2.00 0.00 0.000.24 44.64 115.70 2.00 0.00 0.000.24

44.75 124.16 2.00 0.00 0.000.24 44.87 130.89 0.30 0.58 0.010.24

44.95 134.98 0.32 0.56 0.010.24 44.99 132.86 0.31 0.56 0.000.24

45.07 134.35 0.32 0.55 0.010.24 45.12 141.29 0.36 0.52 0.000.24

45.18 147.58 0.42 0.50 0.000.23 45.25 154.79 0.50 0.47 0.000.23

45.31 157.97 0.55 0.43 0.000.23 45.36 163.26 0.64 0.36 0.000.23

45.43 169.67 0.79 0.28 0.000.23 45.48 172.07 0.86 0.23 0.000.23

45.61 171.84 0.85 0.23 0.000.23 45.68 168.47 0.76 0.29 0.000.23 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:24 PM 17 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-2 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

45.74 164.09 2.00 0.00 0.000.22 45.79 159.09 2.00 0.00 0.000.22

45.87 153.13 2.00 0.00 0.000.22 45.92 145.16 2.00 0.00 0.000.22

45.99 135.05 2.00 0.00 0.000.22 46.05 123.14 2.00 0.00 0.000.22

46.12 45.10 2.00 0.00 0.000.22 46.18 34.26 2.00 0.00 0.000.22

46.23 27.12 2.00 0.00 0.000.22 46.32 22.70 2.00 0.00 0.000.21

46.36 22.68 2.00 0.00 0.000.21 46.42 19.72 2.00 0.00 0.000.21

46.48 18.59 2.00 0.00 0.000.21 46.53 18.55 2.00 0.00 0.000.21

46.62 18.53 2.00 0.00 0.000.21 46.69 18.49 2.00 0.00 0.000.21

46.74 18.59 2.00 0.00 0.000.21 46.82 18.40 2.00 0.00 0.000.21

46.87 18.33 2.00 0.00 0.000.21 46.92 18.32 2.00 0.00 0.000.20

47.00 18.41 2.00 0.00 0.000.20 47.05 18.56 2.00 0.00 0.000.20

47.22 17.10 2.00 0.00 0.000.20 47.28 16.60 2.00 0.00 0.000.20

47.35 16.75 2.00 0.00 0.000.20 47.40 17.73 2.00 0.00 0.000.20

47.53 20.51 2.00 0.00 0.000.19 47.61 19.67 2.00 0.00 0.000.19

47.66 17.62 2.00 0.00 0.000.19 47.71 15.60 2.00 0.00 0.000.19

47.78 13.66 2.00 0.00 0.000.19 47.84 15.95 2.00 0.00 0.000.19

47.91 25.29 2.00 0.00 0.000.19 47.97 39.54 2.00 0.00 0.000.19

48.02 119.59 2.00 0.00 0.000.19 48.09 136.84 2.00 0.00 0.000.18

48.15 156.83 2.00 0.00 0.000.18 48.20 174.44 2.00 0.00 0.000.18

48.28 179.65 2.00 0.00 0.000.18 48.37 173.28 2.00 0.00 0.000.18

48.45 191.87 2.00 0.00 0.000.18 48.50 208.94 2.00 0.00 0.000.18

48.56 224.39 2.00 0.00 0.000.18 48.63 239.19 2.00 0.00 0.000.18

48.68 250.56 2.00 0.00 0.000.17 48.74 254.00 2.00 0.00 0.000.17

48.81 254.00 2.00 0.00 0.000.17 48.85 249.70 2.00 0.00 0.000.17

48.92 240.96 2.00 0.00 0.000.17 48.99 231.03 2.00 0.00 0.000.17

49.04 221.84 2.00 0.00 0.000.17 49.09 226.28 2.00 0.00 0.000.17

49.16 238.77 2.00 0.00 0.000.17 49.22 245.68 2.00 0.00 0.000.17

49.30 236.96 2.00 0.00 0.000.16 49.38 244.49 2.00 0.00 0.000.16

49.47 235.81 2.00 0.00 0.000.16 49.52 244.83 2.00 0.00 0.000.16

49.56 244.73 2.00 0.00 0.000.16 49.61 241.53 2.00 0.00 0.000.16

49.68 235.92 2.00 0.00 0.000.16 49.74 238.52 2.00 0.00 0.000.16

49.81 235.16 2.00 0.00 0.000.16 49.88 233.37 2.00 0.00 0.000.15

49.94 232.24 2.00 0.00 0.000.15 50.00 186.45 2.00 0.00 0.000.15

50.09 192.30 2.00 0.00 0.000.15 50.13 199.33 2.00 0.00 0.000.15

50.22 214.83 2.00 0.00 0.000.15 50.31 243.89 2.00 0.00 0.000.15

50.34 260.71 2.00 0.00 0.000.15
Total estimated settlement: 2.24
Abbreviations
Qtn, c s:

FS:
ev (%):

DF:

Settlement:

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

6.88 0.79
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Southern California Geotechnical Location : 9300 Hall Rd, Downey, CA Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-3

80.00 ft

7.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

CRR & CSR

0.60.40.20 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
During earthq.
qc1N,cs
200180160140120100806040200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

21.510.50
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1 : Cyclic liq uefaction likely depending on size and dur ation of cycli c loadi ng Zone A 2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post- earthquake strength l oss unlikely, check cyclic softeni ng Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, br ittl eness/sensi tivi ty, strain to peak undrained streng th and g round geometry CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq 19 This software is licensed to: Southern California Geotechnical CPT name: CPT-3 Cone resistance
qt (tsf)
3002001000
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot FS Plot
Factor of safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Vertical settlements
Settlement (in)

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6543210
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 20 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

7.01 147.10 0.67 1.87 0.030.88 7.07 147.80 0.68 1.86 0.010.88

7.13 152.31 0.76 1.40 0.010.88 7.17 152.78 0.77 1.37 0.010.88

7.25 153.03 0.77 1.36 0.010.88 7.37 152.88 0.76 1.39 0.020.88

7.42 152.16 0.74 1.47 0.010.87 7.49 150.91 0.72 1.61 0.010.87

7.56 148.20 0.67 1.83 0.020.87 7.65 142.95 0.59 1.91 0.020.87

7.73 138.62 2.00 0.00 0.000.87 7.79 135.27 2.00 0.00 0.000.87

7.86 131.93 2.00 0.00 0.000.87 7.91 129.09 2.00 0.00 0.000.87

7.98 125.33 2.00 0.00 0.000.86 8.04 121.94 2.00 0.00 0.000.86

8.10 117.10 2.00 0.00 0.000.86 8.17 112.72 2.00 0.00 0.000.86

8.22 108.79 2.00 0.00 0.000.86 8.35 107.67 0.32 2.56 0.040.86

8.39 107.36 2.00 0.00 0.000.86 8.47 109.59 2.00 0.00 0.000.86

8.52 113.07 2.00 0.00 0.000.86 8.65 117.19 2.00 0.00 0.000.85

8.70 118.88 2.00 0.00 0.000.85 8.78 120.10 0.36 2.26 0.020.85

8.83 121.45 0.37 2.23 0.010.85 8.89 118.58 0.36 2.28 0.020.85

8.96 111.93 0.32 2.42 0.020.85 9.01 114.56 0.33 2.36 0.010.85

9.07 115.23 0.34 2.35 0.020.85 9.14 116.48 0.34 2.32 0.020.85

9.19 112.99 0.32 2.39 0.010.84 9.24 113.20 0.32 2.38 0.010.84

9.26 113.57 0.32 2.37 0.010.84 9.34 114.46 0.33 2.35 0.020.84

9.41 117.66 0.34 2.28 0.020.84 9.48 119.61 0.35 2.24 0.020.84

9.55 120.67 0.35 2.21 0.020.84 9.58 120.40 0.35 2.22 0.010.84

9.67 122.85 0.36 2.16 0.020.84 9.72 123.55 0.37 2.15 0.010.84

9.80 125.03 0.38 2.12 0.020.83 9.85 125.72 0.38 2.10 0.010.83

9.93 127.29 0.39 2.07 0.020.83 9.98 128.00 0.39 2.06 0.010.83

10.06 129.12 0.40 2.03 0.020.83 10.11 129.95 0.40 2.02 0.010.83

10.20 132.00 0.42 1.98 0.020.83 10.24 133.02 0.42 1.96 0.010.83

10.36 134.64 0.43 1.93 0.030.82 10.42 134.93 0.44 1.92 0.010.82

10.47 135.40 0.44 1.91 0.010.82 10.55 136.81 0.45 1.89 0.020.82

10.60 137.46 0.45 1.88 0.010.82 10.64 138.06 0.46 1.87 0.010.82

10.75 138.60 0.46 1.86 0.020.82 10.80 138.45 0.46 1.86 0.010.82

10.87 138.37 0.46 1.85 0.010.82 10.90 138.80 0.46 1.85 0.010.82

11.03 140.40 0.48 1.82 0.030.81 11.08 140.28 0.47 1.82 0.010.81

11.15 138.98 0.46 1.83 0.020.81 11.21 137.73 0.45 1.85 0.010.81

11.26 135.75 0.43 1.88 0.010.81 11.39 130.23 0.38 1.96 0.030.81

11.44 126.46 0.36 2.02 0.010.81 11.51 122.13 0.33 2.10 0.020.81

11.56 117.41 0.31 2.19 0.020.80 11.62 113.94 0.29 2.25 0.020.80

11.69 111.59 0.29 2.30 0.020.80 11.75 109.79 0.28 2.34 0.020.80

11.83 107.53 0.27 2.38 0.020.80 11.87 105.57 0.26 2.43 0.010.80

11.95 104.60 0.26 2.45 0.020.80 12.01 99.96 2.00 0.00 0.000.80

12.07 100.86 2.00 0.00 0.000.80 12.13 100.10 2.00 0.00 0.000.79

12.18 97.68 2.00 0.00 0.000.79 12.25 94.69 2.00 0.00 0.000.79

12.28 28.41 2.00 0.00 0.000.79 12.36 28.32 2.00 0.00 0.000.79

12.42 28.24 2.00 0.00 0.000.79 12.49 28.16 2.00 0.00 0.000.79

12.54 28.94 2.00 0.00 0.000.79 12.62 31.36 2.00 0.00 0.000.79

12.68 33.07 2.00 0.00 0.000.79 12.73 33.54 2.00 0.00 0.000.78

12.80 32.71 2.00 0.00 0.000.78 12.89 29.07 2.00 0.00 0.000.78

12.93 26.62 2.00 0.00 0.000.78 13.02 22.03 2.00 0.00 0.000.78

13.06 20.43 2.00 0.00 0.000.78 13.16 18.15 2.00 0.00 0.000.78

13.20 17.17 2.00 0.00 0.000.78 13.28 15.76 2.00 0.00 0.000.77 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 21 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

13.37 14.66 2.00 0.00 0.000.77 13.41 14.64 2.00 0.00 0.000.77

13.46 14.61 2.00 0.00 0.000.77 13.55 14.56 2.00 0.00 0.000.77

13.59 14.84 2.00 0.00 0.000.77 13.68 16.44 2.00 0.00 0.000.77

13.85 22.67 2.00 0.00 0.000.77 13.90 24.14 2.00 0.00 0.000.76

13.98 24.47 2.00 0.00 0.000.76 14.03 23.72 2.00 0.00 0.000.76

14.09 22.66 2.00 0.00 0.000.76 14.16 22.49 2.00 0.00 0.000.76

14.21 22.15 2.00 0.00 0.000.76 14.34 21.25 2.00 0.00 0.000.76

14.40 19.80 2.00 0.00 0.000.76 14.52 17.65 2.00 0.00 0.000.75

14.57 17.50 2.00 0.00 0.000.75 14.65 16.55 2.00 0.00 0.000.75

14.70 16.92 2.00 0.00 0.000.75 14.77 16.48 2.00 0.00 0.000.75

14.79 12.98 2.00 0.00 0.000.75 14.86 14.53 2.00 0.00 0.000.75

14.91 15.61 2.00 0.00 0.000.75 15.04 15.92 2.00 0.00 0.000.75

15.08 16.59 2.00 0.00 0.000.74 15.12 16.16 2.00 0.00 0.000.74

15.17 16.34 2.00 0.00 0.000.74 15.25 16.97 2.00 0.00 0.000.74

15.34 19.75 2.00 0.00 0.000.74 15.39 23.01 2.00 0.00 0.000.74

15.43 28.01 2.00 0.00 0.000.74 15.52 101.82 2.00 0.00 0.000.74

15.56 110.03 2.00 0.00 0.000.74 15.65 122.65 2.00 0.00 0.000.73

15.69 127.71 2.00 0.00 0.000.73 15.78 134.65 2.00 0.00 0.000.73

15.84 137.05 0.39 1.68 0.010.73 15.90 139.67 0.41 1.64 0.010.73

15.96 142.75 0.43 1.60 0.010.73 16.09 145.98 0.47 1.56 0.020.73

16.19 146.85 0.48 1.54 0.020.73 16.27 147.94 0.49 1.53 0.010.72

16.32 149.43 0.51 1.51 0.010.72 16.39 150.39 0.52 1.49 0.010.72

16.45 151.18 0.53 1.48 0.010.72 16.50 152.16 0.54 1.47 0.010.72

16.58 153.62 0.56 1.45 0.010.72 16.62 153.95 0.57 1.45 0.010.72

16.70 147.31 0.48 1.52 0.010.72 16.75 120.15 0.28 1.90 0.010.72

16.82 126.58 0.31 1.79 0.020.71 16.88 131.36 0.34 1.72 0.010.71

16.94 136.11 0.37 1.65 0.010.71 17.02 141.16 0.41 1.58 0.020.71

17.11 143.43 0.43 1.55 0.020.71 17.16 146.46 0.46 1.51 0.010.71

17.22 147.79 0.48 1.49 0.010.71 17.26 148.40 0.48 1.49 0.010.71

17.35 149.12 0.49 1.47 0.020.71 17.40 149.36 0.49 1.47 0.010.71

17.49 149.59 0.50 1.46 0.020.70 17.55 149.46 0.49 1.46 0.010.70

17.60 149.39 0.49 1.46 0.010.70 17.66 149.24 0.49 1.46 0.010.70

17.75 148.63 0.48 1.47 0.020.70 17.80 148.55 0.48 1.47 0.010.70

17.86 148.45 0.48 1.46 0.010.70 17.92 148.52 0.48 1.46 0.010.70

18.02 149.16 0.49 1.45 0.020.69 18.06 149.20 0.49 1.45 0.010.69

18.17 149.78 0.49 1.44 0.020.69 18.22 150.19 0.50 1.43 0.010.69

18.27 150.42 0.50 1.43 0.010.69 18.32 151.16 0.51 1.42 0.010.69

18.38 151.37 0.51 1.41 0.010.69 18.50 151.41 0.51 1.41 0.020.69

18.56 151.59 0.51 1.41 0.010.69 18.63 151.63 0.51 1.40 0.010.68

18.68 151.31 0.51 1.40 0.010.68 18.76 150.84 0.50 1.41 0.010.68

18.81 150.37 0.50 1.41 0.010.68 18.86 149.86 0.49 1.41 0.010.68

18.99 148.75 0.48 1.42 0.020.68 19.06 148.09 0.47 1.43 0.010.68

19.12 147.38 0.46 1.43 0.010.68 19.17 146.60 0.45 1.44 0.010.68

19.25 145.44 0.44 1.45 0.010.67 19.32 141.53 0.40 1.49 0.010.67

19.38 137.13 0.36 1.54 0.010.67 19.47 137.75 0.37 1.53 0.020.67

19.53 138.32 0.37 1.52 0.010.67 19.60 138.89 0.38 1.51 0.010.67

19.65 134.52 0.34 1.56 0.010.67 19.70 134.15 0.34 1.57 0.010.67

19.79 138.41 0.37 1.51 0.020.66 19.86 139.37 0.38 1.50 0.010.66 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 22 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

19.91 139.11 0.38 1.50 0.010.66 19.98 138.78 0.37 1.50 0.010.66

20.05 138.25 0.37 1.50 0.010.66 20.10 138.01 0.37 1.50 0.010.66

20.18 137.57 0.36 1.50 0.020.66 20.22 136.94 0.36 1.51 0.010.66

20.29 135.64 2.00 0.00 0.000.66 20.35 134.09 2.00 0.00 0.000.66

20.42 131.33 2.00 0.00 0.000.65 20.49 126.60 2.00 0.00 0.000.65

20.61 114.56 2.00 0.00 0.000.65 20.66 109.24 2.00 0.00 0.000.65

20.71 41.56 2.00 0.00 0.000.65 20.84 34.69 2.00 0.00 0.000.65

20.90 32.70 2.00 0.00 0.000.65 20.97 31.64 2.00 0.00 0.000.64

21.02 31.18 2.00 0.00 0.000.64 21.10 29.36 2.00 0.00 0.000.64

21.15 27.16 2.00 0.00 0.000.64 21.23 24.70 2.00 0.00 0.000.64

21.28 23.09 2.00 0.00 0.000.64 21.34 21.90 2.00 0.00 0.000.64

21.41 21.78 2.00 0.00 0.000.64 21.48 23.80 2.00 0.00 0.000.64

21.60 27.59 2.00 0.00 0.000.63 21.68 28.03 2.00 0.00 0.000.63

21.73 27.99 2.00 0.00 0.000.63 21.78 25.91 2.00 0.00 0.000.63

21.85 27.62 2.00 0.00 0.000.63 21.90 27.29 2.00 0.00 0.000.63

21.99 35.53 2.00 0.00 0.000.63 22.05 103.33 0.21 1.95 0.010.63

22.12 103.25 0.21 1.94 0.020.63 22.18 37.85 2.00 0.00 0.000.62

22.25 34.41 2.00 0.00 0.000.62 22.31 30.36 2.00 0.00 0.000.62

22.39 26.82 2.00 0.00 0.000.62 22.44 25.01 2.00 0.00 0.000.62

22.56 23.01 2.00 0.00 0.000.62 22.62 30.36 2.00 0.00 0.000.62

22.67 27.78 2.00 0.00 0.000.62 22.74 30.80 2.00 0.00 0.000.61

22.79 33.42 2.00 0.00 0.000.61 22.86 95.96 2.00 0.00 0.000.61

22.92 96.86 2.00 0.00 0.000.61 22.98 104.12 2.00 0.00 0.000.61

23.05 111.45 2.00 0.00 0.000.61 23.11 109.95 0.23 1.77 0.010.61

23.17 115.94 0.25 1.67 0.010.61 23.27 120.37 2.00 0.00 0.000.61

23.31 118.63 2.00 0.00 0.000.60 23.36 115.43 2.00 0.00 0.000.60

23.49 109.63 2.00 0.00 0.000.60 23.55 109.03 2.00 0.00 0.000.60

23.62 112.90 2.00 0.00 0.000.60 23.66 117.59 2.00 0.00 0.000.60

23.73 121.73 2.00 0.00 0.000.60 23.80 123.52 2.00 0.00 0.000.60

23.85 123.69 2.00 0.00 0.000.60 23.92 122.16 2.00 0.00 0.000.59

23.97 117.64 2.00 0.00 0.000.59 24.03 112.25 2.00 0.00 0.000.59

24.11 107.15 2.00 0.00 0.000.59 24.16 40.65 2.00 0.00 0.000.59

24.28 41.74 2.00 0.00 0.000.59 24.33 108.40 0.22 1.74 0.010.59

24.41 109.82 0.22 1.71 0.020.59 24.46 109.71 0.22 1.71 0.010.59

24.51 42.57 2.00 0.00 0.000.58 24.59 42.02 2.00 0.00 0.000.58

24.64 41.98 2.00 0.00 0.000.58 24.71 110.85 2.00 0.00 0.000.58

24.77 116.91 2.00 0.00 0.000.58 24.82 121.45 2.00 0.00 0.000.58

24.90 126.01 2.00 0.00 0.000.58 24.94 129.66 2.00 0.00 0.000.58

25.01 132.58 2.00 0.00 0.000.58 25.08 134.85 2.00 0.00 0.000.57

25.14 136.86 0.34 1.32 0.010.57 25.20 138.67 0.35 1.30 0.010.57

25.33 140.49 0.37 1.27 0.020.57 25.38 136.84 0.34 1.31 0.010.57

25.44 128.79 0.29 1.40 0.010.57 25.52 130.15 0.30 1.38 0.010.57

25.56 132.43 0.31 1.35 0.010.57 25.63 135.65 0.33 1.31 0.010.57

25.69 138.58 0.35 1.28 0.010.56 25.80 140.56 0.37 1.26 0.020.56

25.85 141.30 0.37 1.25 0.010.56 25.91 141.66 0.38 1.24 0.010.56

25.97 141.37 0.37 1.24 0.010.56 26.02 140.36 0.36 1.25 0.010.56

26.07 139.02 0.35 1.26 0.010.56 26.13 137.18 0.34 1.28 0.010.56

26.20 134.52 2.00 0.00 0.000.56 26.29 125.48 2.00 0.00 0.000.55 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 23 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

26.34 118.50 2.00 0.00 0.000.55 26.43 39.77 2.00 0.00 0.000.55

26.48 33.86 2.00 0.00 0.000.55 26.53 29.81 2.00 0.00 0.000.55

26.58 26.70 2.00 0.00 0.000.55 26.68 22.70 2.00 0.00 0.000.55

26.71 21.50 2.00 0.00 0.000.55 26.81 18.94 2.00 0.00 0.000.55

26.86 18.19 2.00 0.00 0.000.54 26.90 17.73 2.00 0.00 0.000.54

26.99 17.19 2.00 0.00 0.000.54 27.04 17.03 2.00 0.00 0.000.54

27.17 18.37 2.00 0.00 0.000.54 27.21 19.37 2.00 0.00 0.000.54

27.26 20.08 2.00 0.00 0.000.54 27.31 20.35 2.00 0.00 0.000.54

27.42 24.25 2.00 0.00 0.000.54 27.47 32.49 2.00 0.00 0.000.53

27.52 109.27 2.00 0.00 0.000.53 27.56 127.00 2.00 0.00 0.000.53

27.70 153.28 2.00 0.00 0.000.53 27.75 157.54 2.00 0.00 0.000.53

27.83 162.31 0.64 0.84 0.010.53 27.88 165.46 0.71 0.76 0.000.53

27.96 169.80 0.82 0.59 0.010.53 28.01 171.35 0.87 0.53 0.000.53

28.09 174.39 0.97 0.42 0.000.52 28.14 176.42 1.06 0.35 0.000.52

28.20 140.93 0.36 1.16 0.010.52 28.27 129.44 0.29 1.27 0.010.52

28.33 138.71 0.35 1.18 0.010.52 28.40 148.54 0.43 1.09 0.010.52

28.44 153.22 0.49 1.05 0.010.52 28.50 161.81 0.63 0.84 0.010.52

28.56 168.19 0.77 0.65 0.000.52 28.65 179.52 1.20 0.26 0.000.51

28.71 185.01 1.53 0.12 0.000.51 28.78 187.83 1.74 0.06 0.000.51

28.83 189.97 1.92 0.02 0.000.51 28.89 191.35 2.00 0.00 0.000.51

28.95 193.01 2.00 0.00 0.000.51 29.01 193.00 2.00 0.00 0.000.51

29.07 192.15 2.00 0.00 0.000.51 29.18 191.45 2.00 0.00 0.000.51

29.26 191.43 2.00 0.00 0.000.50 29.31 191.48 2.00 0.00 0.000.50

29.39 192.73 2.00 0.00 0.000.50 29.44 194.02 2.00 0.00 0.000.50

29.49 194.99 2.00 0.00 0.000.50 29.57 197.27 2.00 0.00 0.000.50

29.62 198.31 2.00 0.00 0.000.50 29.66 199.07 2.00 0.00 0.000.50

29.74 199.24 2.00 0.00 0.000.50 29.80 199.14 2.00 0.00 0.000.50

29.86 199.07 2.00 0.00 0.000.49 29.92 198.33 2.00 0.00 0.000.49

30.03 193.44 2.00 0.00 0.000.49 30.10 188.29 1.77 0.05 0.000.49

30.17 182.76 1.37 0.17 0.000.49 30.22 177.86 1.11 0.30 0.000.49

30.28 173.74 0.94 0.42 0.000.49 30.36 170.58 0.83 0.53 0.010.49

30.41 168.83 0.78 0.60 0.000.48 30.47 166.49 0.72 0.67 0.000.48

30.54 162.63 2.00 0.00 0.000.48 30.67 150.04 2.00 0.00 0.000.48

30.72 139.75 2.00 0.00 0.000.48 30.80 128.77 2.00 0.00 0.000.48

30.85 120.45 2.00 0.00 0.000.48 30.92 113.09 2.00 0.00 0.000.48

30.98 109.04 2.00 0.00 0.000.47 31.03 111.59 2.00 0.00 0.000.47

31.16 130.19 2.00 0.00 0.000.47 31.22 134.18 0.32 1.11 0.010.47

31.26 126.45 0.28 1.18 0.010.47 31.38 142.04 0.37 1.03 0.010.47

31.43 147.44 0.42 0.99 0.010.47 31.47 155.65 0.52 0.93 0.010.47

31.52 164.96 0.68 0.68 0.000.47 31.62 178.40 1.12 0.27 0.000.46

31.68 183.39 1.40 0.15 0.000.46 31.73 186.05 1.58 0.09 0.000.46

31.78 186.15 1.59 0.09 0.000.46 31.83 188.34 1.75 0.05 0.000.46

31.94 204.48 2.00 0.00 0.000.46 31.99 213.12 2.00 0.00 0.000.46

32.05 220.99 2.00 0.00 0.000.46 32.09 228.20 2.00 0.00 0.000.46

32.19 242.68 2.00 0.00 0.000.45 32.26 250.12 2.00 0.00 0.000.45

32.31 254.00 2.00 0.00 0.000.45 32.35 254.00 2.00 0.00 0.000.45

32.46 254.00 2.00 0.00 0.000.45 32.50 254.00 2.00 0.00 0.000.45

32.57 254.00 2.00 0.00 0.000.45 32.62 254.00 2.00 0.00 0.000.45 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 24 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

32.71 254.00 2.00 0.00 0.000.45 32.76 254.00 2.00 0.00 0.000.44

32.83 254.00 2.00 0.00 0.000.44 32.88 254.00 2.00 0.00 0.000.44

33.01 254.00 2.00 0.00 0.000.44 33.07 254.00 2.00 0.00 0.000.44

33.14 254.00 2.00 0.00 0.000.44 33.19 254.00 2.00 0.00 0.000.44

33.26 254.00 2.00 0.00 0.000.44 33.32 254.00 2.00 0.00 0.000.44

33.38 252.31 2.00 0.00 0.000.43 33.45 242.58 2.00 0.00 0.000.43

33.51 237.23 2.00 0.00 0.000.43 33.57 229.97 2.00 0.00 0.000.43

33.63 206.07 2.00 0.00 0.000.43 33.68 199.19 2.00 0.00 0.000.43

33.76 194.10 2.00 0.00 0.000.43 33.81 191.51 2.00 0.00 0.000.43

33.89 183.02 2.00 0.00 0.000.43 33.94 171.28 2.00 0.00 0.000.42

33.99 150.87 2.00 0.00 0.000.42 34.07 138.27 2.00 0.00 0.000.42

34.14 120.55 2.00 0.00 0.000.42 34.21 40.61 2.00 0.00 0.000.42

34.28 31.86 2.00 0.00 0.000.42 34.32 28.22 2.00 0.00 0.000.42

34.43 19.95 2.00 0.00 0.000.42 34.47 19.93 2.00 0.00 0.000.42

34.56 19.79 2.00 0.00 0.000.41 34.60 19.77 2.00 0.00 0.000.41

34.68 19.67 2.00 0.00 0.000.41 34.72 20.50 2.00 0.00 0.000.41

34.78 23.08 2.00 0.00 0.000.41 34.86 29.18 2.00 0.00 0.000.41

34.95 44.52 2.00 0.00 0.000.41 35.01 120.20 2.00 0.00 0.000.41

35.08 135.13 2.00 0.00 0.000.41 35.13 150.01 2.00 0.00 0.000.40

35.19 165.80 2.00 0.00 0.000.40 35.26 174.59 2.00 0.00 0.000.40

35.31 177.74 2.00 0.00 0.000.40 35.39 175.10 2.00 0.00 0.000.40

35.44 173.17 2.00 0.00 0.000.40 35.50 174.14 0.94 0.34 0.000.40

35.57 175.80 1.00 0.30 0.000.40 35.75 186.63 1.60 0.08 0.000.39

35.80 188.69 1.75 0.04 0.000.39 35.92 156.52 0.52 0.76 0.010.39

35.97 146.23 0.40 0.83 0.000.39 36.05 149.29 0.43 0.81 0.010.39

36.10 153.78 0.49 0.78 0.000.39 36.16 161.27 0.60 0.64 0.000.39

36.21 166.69 0.72 0.53 0.000.39 36.23 169.99 0.80 0.45 0.000.39

36.30 181.42 1.26 0.17 0.000.38 36.36 189.61 1.83 0.03 0.000.38

36.46 196.32 2.00 0.00 0.000.38 36.51 199.06 2.00 0.00 0.000.38

36.58 201.90 2.00 0.00 0.000.38 36.63 202.24 2.00 0.00 0.000.38

36.68 201.28 2.00 0.00 0.000.38 36.76 198.83 2.00 0.00 0.000.38

36.89 194.38 2.00 0.00 0.000.37 36.94 193.34 2.00 0.00 0.000.37

36.99 192.44 2.00 0.00 0.000.37 37.07 189.74 1.84 0.03 0.000.37

37.12 186.21 1.56 0.08 0.000.37 37.18 181.90 1.29 0.15 0.000.37

37.24 176.38 1.02 0.27 0.000.37 37.30 172.91 2.00 0.00 0.000.37

37.36 173.50 2.00 0.00 0.000.37 37.42 177.42 2.00 0.00 0.000.37

37.49 173.07 2.00 0.00 0.000.36 37.56 158.00 2.00 0.00 0.000.36

37.62 140.37 2.00 0.00 0.000.36 37.69 134.57 2.00 0.00 0.000.36

37.82 119.82 2.00 0.00 0.000.36 37.87 114.78 2.00 0.00 0.000.36

37.88 42.34 2.00 0.00 0.000.36 37.95 110.20 0.22 1.04 0.010.36

38.00 43.69 2.00 0.00 0.000.36 38.09 39.65 2.00 0.00 0.000.35

38.17 35.30 2.00 0.00 0.000.35 38.22 32.75 2.00 0.00 0.000.35

38.30 30.39 2.00 0.00 0.000.35 38.35 30.36 2.00 0.00 0.000.35

38.39 23.64 2.00 0.00 0.000.35 38.48 20.69 2.00 0.00 0.000.35

38.54 19.63 2.00 0.00 0.000.35 38.59 18.75 2.00 0.00 0.000.35

38.65 18.00 2.00 0.00 0.000.34 38.74 16.47 2.00 0.00 0.000.34

38.79 16.03 2.00 0.00 0.000.34 38.89 16.37 2.00 0.00 0.000.34

38.93 15.76 2.00 0.00 0.000.34 39.03 16.28 2.00 0.00 0.000.34 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 25 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

39.10 17.10 2.00 0.00 0.000.34 39.14 17.57 2.00 0.00 0.000.34

39.19 17.98 2.00 0.00 0.000.34 39.28 18.14 2.00 0.00 0.000.33

39.32 18.01 2.00 0.00 0.000.33 39.38 17.99 2.00 0.00 0.000.33

39.45 17.98 2.00 0.00 0.000.33 39.54 17.95 2.00 0.00 0.000.33

39.62 18.95 2.00 0.00 0.000.33 39.67 20.64 2.00 0.00 0.000.33

39.72 21.72 2.00 0.00 0.000.33 39.78 22.44 2.00 0.00 0.000.33

39.84 22.41 2.00 0.00 0.000.32 39.96 21.04 2.00 0.00 0.000.32

40.02 19.81 2.00 0.00 0.000.32 40.09 18.63 2.00 0.00 0.000.32

40.16 17.85 2.00 0.00 0.000.32 40.21 18.62 2.00 0.00 0.000.32

40.28 17.34 2.00 0.00 0.000.32 40.33 18.58 2.00 0.00 0.000.32

40.41 19.70 2.00 0.00 0.000.32 40.43 19.69 2.00 0.00 0.000.31

40.51 26.20 2.00 0.00 0.000.31 40.58 40.38 2.00 0.00 0.000.31

40.64 119.07 2.00 0.00 0.000.31 40.72 139.23 2.00 0.00 0.000.31

40.79 167.05 2.00 0.00 0.000.31 40.81 175.93 2.00 0.00 0.000.31

40.90 177.54 2.00 0.00 0.000.31 40.96 169.58 2.00 0.00 0.000.31

41.01 173.60 2.00 0.00 0.000.30 41.08 187.03 2.00 0.00 0.000.30

41.17 193.32 2.00 0.00 0.000.30 41.21 197.59 2.00 0.00 0.000.30

41.27 203.27 2.00 0.00 0.000.30 41.34 208.58 2.00 0.00 0.000.30

41.43 220.98 2.00 0.00 0.000.30 41.48 230.13 2.00 0.00 0.000.30

41.55 244.12 2.00 0.00 0.000.30 41.64 254.00 2.00 0.00 0.000.29

41.69 254.00 2.00 0.00 0.000.29 41.74 254.00 2.00 0.00 0.000.29

41.83 254.00 2.00 0.00 0.000.29 41.88 254.00 2.00 0.00 0.000.29

41.97 254.00 2.00 0.00 0.000.29 42.05 254.00 2.00 0.00 0.000.29

42.16 254.00 2.00 0.00 0.000.29 42.27 254.00 2.00 0.00 0.000.28

42.32 254.00 2.00 0.00 0.000.28 42.40 254.00 2.00 0.00 0.000.28

42.45 254.00 2.00 0.00 0.000.28 42.49 254.00 2.00 0.00 0.000.28

42.54 254.00 2.00 0.00 0.000.28 42.61 254.00 2.00 0.00 0.000.28

42.66 254.00 2.00 0.00 0.000.28 42.77 254.00 2.00 0.00 0.000.28

42.84 254.00 2.00 0.00 0.000.27 42.89 254.00 2.00 0.00 0.000.27

42.94 254.00 2.00 0.00 0.000.27 43.04 254.00 2.00 0.00 0.000.27

43.09 254.00 2.00 0.00 0.000.27 43.15 254.00 2.00 0.00 0.000.27

43.18 254.00 2.00 0.00 0.000.27 43.25 254.00 2.00 0.00 0.000.27

43.33 254.00 2.00 0.00 0.000.27 43.41 254.00 2.00 0.00 0.000.26

43.45 254.00 2.00 0.00 0.000.26 43.54 254.00 2.00 0.00 0.000.26

43.60 254.00 2.00 0.00 0.000.26 43.68 254.00 2.00 0.00 0.000.26

43.73 254.00 2.00 0.00 0.000.26 43.77 254.00 2.00 0.00 0.000.26

43.86 254.00 2.00 0.00 0.000.26 43.91 254.00 2.00 0.00 0.000.26

43.99 254.00 2.00 0.00 0.000.25 44.08 254.00 2.00 0.00 0.000.25

44.16 254.00 2.00 0.00 0.000.25 44.30 254.00 2.00 0.00 0.000.25

44.34 254.00 2.00 0.00 0.000.25 44.40 254.00 2.00 0.00 0.000.25

44.47 254.00 2.00 0.00 0.000.25 44.53 254.00 2.00 0.00 0.000.25

44.61 254.00 2.00 0.00 0.000.24 44.65 254.00 2.00 0.00 0.000.24

44.72 254.00 2.00 0.00 0.000.24 44.78 254.00 2.00 0.00 0.000.24

44.83 254.00 2.00 0.00 0.000.24 44.91 254.00 2.00 0.00 0.000.24

45.02 254.00 2.00 0.00 0.000.24 45.09 254.00 2.00 0.00 0.000.24

45.15 254.00 2.00 0.00 0.000.23 45.22 254.00 2.00 0.00 0.000.23

45.27 254.00 2.00 0.00 0.000.23 45.33 254.00 2.00 0.00 0.000.23

45.40 251.96 2.00 0.00 0.000.23 45.52 254.00 2.00 0.00 0.000.23 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:25 PM 26 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-3 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

45.57 254.00 2.00 0.00 0.000.23 45.64 254.00 2.00 0.00 0.000.23

45.68 254.00 2.00 0.00 0.000.23 45.76 254.00 2.00 0.00 0.000.22

45.83 254.00 2.00 0.00 0.000.22 45.90 251.24 2.00 0.00 0.000.22

45.94 248.40 2.00 0.00 0.000.22 46.03 244.96 2.00 0.00 0.000.22

46.07 246.77 2.00 0.00 0.000.22 46.16 254.00 2.00 0.00 0.000.22

46.20 254.00 2.00 0.00 0.000.22 46.27 254.00 2.00 0.00 0.000.22

46.34 254.00 2.00 0.00 0.000.21 46.43 254.00 2.00 0.00 0.000.21

46.47 254.00 2.00 0.00 0.000.21 46.52 254.00 2.00 0.00 0.000.21

46.62 254.00 2.00 0.00 0.000.21 46.66 254.00 2.00 0.00 0.000.21

46.74 254.00 2.00 0.00 0.000.21 46.83 254.00 2.00 0.00 0.000.21

46.87 251.31 2.00 0.00 0.000.21 46.95 247.41 2.00 0.00 0.000.20

47.00 248.05 2.00 0.00 0.000.20 47.09 243.99 2.00 0.00 0.000.20

47.13 242.59 2.00 0.00 0.000.20 47.22 242.92 2.00 0.00 0.000.20

47.28 244.57 2.00 0.00 0.000.20 47.31 245.84 2.00 0.00 0.000.20

47.38 248.62 2.00 0.00 0.000.20 47.45 240.01 2.00 0.00 0.000.20

47.52 241.66 2.00 0.00 0.000.19 47.61 238.30 2.00 0.00 0.000.19

47.66 238.59 2.00 0.00 0.000.19 47.76 232.04 2.00 0.00 0.000.19

47.79 232.32 2.00 0.00 0.000.19 47.87 234.42 2.00 0.00 0.000.19

47.95 237.92 2.00 0.00 0.000.19 48.01 240.48 2.00 0.00 0.000.19

48.06 242.94 2.00 0.00 0.000.19 48.13 246.58 2.00 0.00 0.000.18

48.18 252.31 2.00 0.00 0.000.18 48.25 254.00 2.00 0.00 0.000.18

48.31 254.00 2.00 0.00 0.000.18 48.41 254.00 2.00 0.00 0.000.18

48.48 254.00 2.00 0.00 0.000.18 48.53 254.00 2.00 0.00 0.000.18

48.59 254.00 2.00 0.00 0.000.18 48.67 254.00 2.00 0.00 0.000.18

48.72 254.00 2.00 0.00 0.000.17 48.78 254.00 2.00 0.00 0.000.17

48.84 252.20 2.00 0.00 0.000.17 48.89 250.53 2.00 0.00 0.000.17

49.02 244.02 2.00 0.00 0.000.17 49.08 240.69 2.00 0.00 0.000.17

49.15 234.44 2.00 0.00 0.000.17 49.20 229.52 2.00 0.00 0.000.17

49.28 227.46 2.00 0.00 0.000.16 49.32 223.65 2.00 0.00 0.000.16

49.37 220.14 2.00 0.00 0.000.16 49.46 214.18 2.00 0.00 0.000.16

49.50 209.32 2.00 0.00 0.000.16 49.56 197.23 2.00 0.00 0.000.16

49.64 189.90 1.83 0.01 0.000.16 49.69 180.68 1.22 0.08 0.000.16

49.76 170.10 0.81 0.18 0.000.16 49.81 157.38 0.54 0.29 0.000.16

49.88 128.83 0.29 0.38 0.000.15 49.96 127.09 0.28 0.38 0.000.15

50.01 126.93 2.00 0.00 0.000.15 50.10 104.47 2.00 0.00 0.000.15

50.14 98.43 2.00 0.00 0.000.15 50.22 80.33 2.00 0.00 0.000.15

50.28 70.68 2.00 0.00 0.000.15 50.35 68.57 2.00 0.00 0.000.15 Total estimated settlement: 2.28
Abbreviations
Qtn, c s:

FS:
ev (%):

DF:

Settlement:

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
A nalysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

6.88 0.79
.

G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Southern California Geotechnical Location : 9300 Hall Rd, Downey, CA Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-4

80.00 ft

7.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

CRR & CSR

0.60.40.20 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
During earthq.
qc1N,cs
200180160140120100806040200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
N o Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
1086420
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety

21.510.50
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1 : Cyclic liq uefaction likely depending on size and dur ation of cycli c loadi ng Zone A 2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post- earthquake strength l oss unlikely, check cyclic softeni ng Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, br ittl eness/sensi tivi ty, strain to peak undrained streng th and g round geometry CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq 28 This software is licensed to: Southern California Geotechnical CPT name: CPT-4 Cone resistance
qt (tsf)
4003002001000
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
SBTn Plot FS Plot
Factor of safety

21.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Vertical settlements
Settlement (in)

2.521.510.50
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
6543210
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Strain plot
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 29 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq Abbreviations
qt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance q c corrected for pore water effects) Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

7.03 115.31 0.38 2.44 0.020.88 7.09 117.15 0.39 2.40 0.020.88

7.16 116.51 0.38 2.41 0.020.88 7.28 115.67 0.37 2.42 0.040.88

7.34 114.87 0.37 2.44 0.020.88 7.40 113.99 0.36 2.45 0.020.87

7.47 113.73 0.36 2.46 0.020.87 7.52 113.55 0.36 2.46 0.010.87

7.58 108.82 0.34 2.57 0.020.87 7.65 108.00 0.33 2.58 0.020.87

7.71 107.81 0.33 2.58 0.020.87 7.78 107.05 0.32 2.60 0.020.87

7.83 106.61 0.32 2.61 0.020.87 7.91 106.10 0.32 2.62 0.020.87

7.96 105.68 0.32 2.63 0.010.87 8.04 104.69 0.31 2.65 0.030.86

8.09 104.50 0.31 2.65 0.020.86 8.17 104.33 0.31 2.65 0.030.86

8.22 105.06 0.31 2.63 0.010.86 8.30 105.56 0.31 2.61 0.020.86

8.35 106.00 0.31 2.60 0.020.86 8.41 105.98 0.31 2.60 0.020.86

8.48 106.59 0.31 2.58 0.020.86 8.55 106.93 0.31 2.56 0.020.86

8.62 107.29 0.31 2.55 0.020.85 8.68 107.17 0.31 2.55 0.020.85

8.75 106.48 0.30 2.57 0.020.85 8.81 105.64 0.30 2.58 0.020.85

8.88 104.91 0.30 2.60 0.020.85 9.01 103.51 0.29 2.63 0.040.85

9.07 101.77 0.28 2.67 0.020.85 9.14 99.72 0.28 2.72 0.030.85

9.26 100.79 0.28 2.69 0.040.84 9.32 97.66 2.00 0.00 0.000.84

9.40 99.59 2.00 0.00 0.000.84 9.46 102.01 2.00 0.00 0.000.84

9.51 105.04 2.00 0.00 0.000.84 9.59 106.06 2.00 0.00 0.000.84

9.71 101.90 2.00 0.00 0.000.84 9.77 104.90 0.28 2.55 0.020.83

9.85 106.32 0.29 2.51 0.020.83 9.91 106.51 0.29 2.51 0.020.83

9.94 106.58 0.29 2.50 0.010.83 10.01 106.85 0.29 2.49 0.020.83

10.06 108.48 0.29 2.45 0.020.83 10.12 109.19 0.29 2.43 0.020.83

10.20 107.82 0.29 2.46 0.020.83 10.25 104.34 0.27 2.54 0.010.83

10.32 100.77 0.26 2.63 0.020.83 10.38 99.85 0.26 2.65 0.020.82

10.45 100.26 0.26 2.64 0.020.82 10.51 102.61 0.27 2.57 0.020.82

10.57 106.09 0.28 2.48 0.020.82 10.64 109.75 0.29 2.39 0.020.82

10.77 117.57 0.32 2.22 0.030.82 10.83 122.43 0.34 2.12 0.020.82

10.91 127.43 0.37 2.03 0.020.82 10.93 122.20 0.34 2.12 0.010.81

10.96 122.32 0.34 2.12 0.010.81 11.05 138.15 0.45 1.85 0.020.81

11.11 142.54 0.49 1.78 0.010.81 11.17 148.34 0.56 1.70 0.010.81

11.23 153.44 0.64 1.64 0.010.81 11.29 156.71 0.70 1.41 0.010.81

11.41 160.45 0.78 1.10 0.020.81 11.48 161.98 0.81 1.00 0.010.81

11.55 163.45 0.85 0.90 0.010.80 11.61 163.88 0.86 0.88 0.010.80

11.67 163.19 0.84 0.92 0.010.80 11.74 161.30 0.79 1.05 0.010.80

11.82 157.44 0.70 1.37 0.010.80 11.88 152.33 0.61 1.63 0.010.80

11.95 146.17 0.52 1.70 0.010.80 12.01 139.41 0.45 1.79 0.010.80

12.09 131.11 0.38 1.92 0.020.80 12.14 122.69 2.00 0.00 0.000.79

12.21 113.14 2.00 0.00 0.000.79 12.27 106.44 2.00 0.00 0.000.79

12.32 110.75 2.00 0.00 0.000.79 12.41 112.49 2.00 0.00 0.000.79

12.47 115.99 2.00 0.00 0.000.79 12.54 116.66 2.00 0.00 0.000.79

12.60 112.93 2.00 0.00 0.000.79 12.67 107.63 2.00 0.00 0.000.79

12.72 104.06 2.00 0.00 0.000.78 12.80 99.49 2.00 0.00 0.000.78

12.87 32.12 2.00 0.00 0.000.78 12.93 27.21 2.00 0.00 0.000.78

12.99 22.93 2.00 0.00 0.000.78 13.07 19.39 2.00 0.00 0.000.78

13.12 17.44 2.00 0.00 0.000.78 13.20 15.47 2.00 0.00 0.000.78

13.26 15.54 2.00 0.00 0.000.78 13.33 14.86 2.00 0.00 0.000.77

13.34 11.88 2.00 0.00 0.000.77 13.41 13.33 2.00 0.00 0.000.77 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 30 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

13.46 13.30 2.00 0.00 0.000.77 13.55 12.83 2.00 0.00 0.000.77

13.62 12.48 2.00 0.00 0.000.77 13.68 12.98 2.00 0.00 0.000.77

13.74 14.10 2.00 0.00 0.000.77 13.80 15.21 2.00 0.00 0.000.77

13.86 17.15 2.00 0.00 0.000.77 13.98 20.05 2.00 0.00 0.000.76

14.03 20.62 2.00 0.00 0.000.76 14.09 21.49 2.00 0.00 0.000.76

14.16 22.45 2.00 0.00 0.000.76 14.21 23.42 2.00 0.00 0.000.76

14.28 24.47 2.00 0.00 0.000.76 14.34 24.92 2.00 0.00 0.000.76

14.40 25.27 2.00 0.00 0.000.76 14.46 25.41 2.00 0.00 0.000.75

14.52 25.35 2.00 0.00 0.000.75 14.63 24.04 2.00 0.00 0.000.75

14.69 23.30 2.00 0.00 0.000.75 14.74 22.46 2.00 0.00 0.000.75

14.80 23.10 2.00 0.00 0.000.75 14.87 22.06 2.00 0.00 0.000.75

14.92 22.89 2.00 0.00 0.000.75 15.00 25.30 2.00 0.00 0.000.75

15.05 28.31 2.00 0.00 0.000.74 15.12 31.67 2.00 0.00 0.000.74

15.18 34.91 2.00 0.00 0.000.74 15.23 36.50 2.00 0.00 0.000.74

15.30 36.30 2.00 0.00 0.000.74 15.35 34.69 2.00 0.00 0.000.74

15.49 35.11 2.00 0.00 0.000.74 15.54 35.05 2.00 0.00 0.000.74

15.60 108.77 2.00 0.00 0.000.74 15.66 115.22 2.00 0.00 0.000.73

15.73 125.67 2.00 0.00 0.000.73 15.80 137.26 2.00 0.00 0.000.73

15.86 143.40 2.00 0.00 0.000.73 16.03 104.32 2.00 0.00 0.000.73

16.11 113.06 2.00 0.00 0.000.73 16.16 117.63 2.00 0.00 0.000.73

16.23 118.13 2.00 0.00 0.000.72 16.26 108.53 2.00 0.00 0.000.72

16.30 105.74 2.00 0.00 0.000.72 16.34 104.81 2.00 0.00 0.000.72

16.46 100.14 2.00 0.00 0.000.72 16.49 100.23 0.22 2.31 0.010.72

16.57 34.66 2.00 0.00 0.000.72 16.62 34.60 2.00 0.00 0.000.72

16.77 102.74 0.22 2.24 0.040.72 16.84 102.45 0.22 2.24 0.020.71

16.88 37.67 2.00 0.00 0.000.71 16.95 34.71 2.00 0.00 0.000.71

17.01 32.43 2.00 0.00 0.000.71 17.06 30.61 2.00 0.00 0.000.71

17.12 28.70 2.00 0.00 0.000.71 17.19 27.91 2.00 0.00 0.000.71

17.23 28.97 2.00 0.00 0.000.71 17.29 31.13 2.00 0.00 0.000.71

17.41 35.24 2.00 0.00 0.000.70 17.46 36.84 2.00 0.00 0.000.70

17.51 38.98 2.00 0.00 0.000.70 17.57 104.66 2.00 0.00 0.000.70

17.63 108.17 2.00 0.00 0.000.70 17.69 110.94 2.00 0.00 0.000.70

17.76 112.74 2.00 0.00 0.000.70 17.81 113.91 2.00 0.00 0.000.70

17.85 115.15 2.00 0.00 0.000.70 17.93 115.97 2.00 0.00 0.000.70

17.98 116.88 2.00 0.00 0.000.70 18.08 118.05 0.27 1.87 0.020.69

18.14 118.74 0.27 1.86 0.010.69 18.20 119.24 2.00 0.00 0.000.69

18.25 118.69 2.00 0.00 0.000.69 18.34 114.33 2.00 0.00 0.000.69

18.42 110.70 2.00 0.00 0.000.69 18.47 107.49 2.00 0.00 0.000.69

18.52 104.81 2.00 0.00 0.000.69 18.58 40.91 2.00 0.00 0.000.69

18.64 40.66 2.00 0.00 0.000.68 18.73 39.93 2.00 0.00 0.000.68

18.80 40.40 2.00 0.00 0.000.68 18.85 101.49 0.21 2.15 0.010.68

18.91 97.78 2.00 0.00 0.000.68 19.00 98.75 2.00 0.00 0.000.68

19.04 99.21 2.00 0.00 0.000.68 19.13 98.04 2.00 0.00 0.000.68

19.18 34.89 2.00 0.00 0.000.68 19.24 37.46 2.00 0.00 0.000.67

19.33 105.38 0.22 2.05 0.020.67 19.37 39.96 2.00 0.00 0.000.67

19.46 39.26 2.00 0.00 0.000.67 19.50 40.43 2.00 0.00 0.000.67

19.57 36.61 2.00 0.00 0.000.67 19.65 35.40 2.00 0.00 0.000.67

19.69 35.19 2.00 0.00 0.000.67 19.77 33.98 2.00 0.00 0.000.66 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 31 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

19.86 33.90 2.00 0.00 0.000.66 19.90 33.86 2.00 0.00 0.000.66

20.03 106.44 0.22 1.99 0.030.66 20.08 110.06 0.23 1.92 0.010.66

20.17 110.88 0.24 1.90 0.020.66 20.21 110.54 0.23 1.90 0.010.66

20.29 108.55 0.23 1.94 0.020.66 20.35 104.92 0.22 2.00 0.010.66

20.47 33.19 2.00 0.00 0.000.65 20.52 29.73 2.00 0.00 0.000.65

20.65 25.90 2.00 0.00 0.000.65 20.70 25.53 2.00 0.00 0.000.65

20.77 26.49 2.00 0.00 0.000.65 20.83 27.56 2.00 0.00 0.000.65

20.89 27.59 2.00 0.00 0.000.65 20.96 26.62 2.00 0.00 0.000.64

21.01 25.49 2.00 0.00 0.000.64 21.07 24.53 2.00 0.00 0.000.64

21.14 24.07 2.00 0.00 0.000.64 21.21 23.69 2.00 0.00 0.000.64

21.27 24.24 2.00 0.00 0.000.64 21.32 25.45 2.00 0.00 0.000.64

21.44 33.29 2.00 0.00 0.000.64 21.50 99.70 0.20 2.05 0.010.64

21.57 104.42 0.21 1.95 0.020.63 21.62 107.03 0.22 1.90 0.010.63

21.69 106.94 0.22 1.90 0.010.63 21.76 109.86 0.23 1.84 0.020.63

21.81 111.22 0.23 1.81 0.010.63 21.87 109.29 0.23 1.84 0.010.63

21.93 105.71 0.22 1.91 0.010.63 21.99 106.88 0.22 1.88 0.010.63

22.06 107.98 0.22 1.86 0.020.63 22.11 109.11 0.23 1.84 0.010.63

22.16 106.65 0.22 1.88 0.010.62 22.18 101.79 0.21 1.97 0.000.62

22.28 116.79 0.25 1.70 0.020.62 22.32 119.87 0.26 1.65 0.010.62

22.42 125.63 0.28 1.57 0.020.62 22.46 126.94 0.29 1.55 0.010.62

22.54 127.52 0.29 1.54 0.010.62 22.59 128.34 0.30 1.52 0.010.62

22.68 136.88 0.35 1.42 0.020.62 22.74 142.29 0.39 1.35 0.010.61

22.79 146.72 0.43 1.31 0.010.61 22.85 150.50 0.47 1.27 0.010.61

22.94 153.24 0.51 1.24 0.010.61 23.00 153.09 0.50 1.24 0.010.61

23.08 151.68 0.48 1.25 0.010.61 23.12 148.80 0.45 1.27 0.010.61

23.20 144.65 0.41 1.31 0.010.61 23.26 140.62 0.37 1.35 0.010.61

23.32 137.55 0.35 1.38 0.010.60 23.38 137.47 0.35 1.38 0.010.60

23.44 139.01 0.36 1.36 0.010.60 23.51 138.85 0.36 1.36 0.010.60

23.56 136.56 0.34 1.39 0.010.60 23.63 133.05 2.00 0.00 0.000.60

23.69 129.66 2.00 0.00 0.000.60 23.82 120.84 2.00 0.00 0.000.60

23.87 114.94 2.00 0.00 0.000.60 23.95 109.22 2.00 0.00 0.000.59

24.00 104.65 2.00 0.00 0.000.59 24.08 100.61 0.20 1.89 0.020.59

24.13 97.23 0.19 1.95 0.010.59 24.27 30.01 2.00 0.00 0.000.59

24.33 26.74 2.00 0.00 0.000.59 24.39 23.74 2.00 0.00 0.000.59

24.44 21.06 2.00 0.00 0.000.59 24.52 19.17 2.00 0.00 0.000.58

24.57 17.75 2.00 0.00 0.000.58 24.63 16.80 2.00 0.00 0.000.58

24.71 15.95 2.00 0.00 0.000.58 24.75 15.16 2.00 0.00 0.000.58

24.82 14.38 2.00 0.00 0.000.58 24.89 15.23 2.00 0.00 0.000.58

24.90 11.70 2.00 0.00 0.000.58 24.97 15.32 2.00 0.00 0.000.58

25.02 17.21 2.00 0.00 0.000.58 25.13 20.91 2.00 0.00 0.000.57

25.24 107.04 2.00 0.00 0.000.57 25.30 111.78 2.00 0.00 0.000.57

25.36 114.98 2.00 0.00 0.000.57 25.42 119.25 2.00 0.00 0.000.57

25.48 123.76 2.00 0.00 0.000.57 25.55 113.69 2.00 0.00 0.000.57

25.60 120.47 0.26 1.50 0.010.57 25.66 123.77 0.27 1.45 0.010.57

25.73 125.69 0.28 1.42 0.010.56 25.78 126.61 0.28 1.41 0.010.56

25.83 126.89 0.28 1.41 0.010.56 25.86 128.19 0.29 1.39 0.000.56

25.95 136.57 0.34 1.29 0.010.56 25.99 138.20 0.35 1.27 0.010.56

26.10 140.66 0.36 1.24 0.020.56 26.16 147.09 0.42 1.18 0.010.56 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 32 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

26.21 152.64 0.48 1.13 0.010.56 26.29 161.90 0.63 0.90 0.010.55

26.34 169.08 0.80 0.65 0.000.55 26.47 181.45 1.32 0.22 0.000.55

26.52 184.80 1.53 0.13 0.000.55 26.58 187.43 1.73 0.07 0.000.55

26.65 190.16 1.97 0.01 0.000.55 26.70 192.01 2.00 0.00 0.000.55

26.76 194.16 2.00 0.00 0.000.55 26.82 196.78 2.00 0.00 0.000.55

26.88 197.96 2.00 0.00 0.000.54 26.95 199.49 2.00 0.00 0.000.54

27.00 201.24 2.00 0.00 0.000.54 27.18 202.62 2.00 0.00 0.000.54

27.31 198.70 2.00 0.00 0.000.54 27.36 196.26 2.00 0.00 0.000.54

27.43 192.26 2.00 0.00 0.000.54 27.48 187.60 1.73 0.06 0.000.53

27.54 182.91 1.39 0.18 0.000.53 27.62 176.64 1.06 0.35 0.000.53

27.72 168.19 0.77 0.67 0.010.53 27.80 165.31 0.70 0.76 0.010.53

27.91 165.51 0.70 0.75 0.010.53 27.97 168.24 0.77 0.66 0.010.53

28.02 169.74 0.82 0.60 0.000.53 28.08 171.72 0.88 0.52 0.000.52

28.15 173.25 0.93 0.46 0.000.52 28.20 161.49 0.62 0.86 0.010.52

28.27 160.01 0.59 0.90 0.010.52 28.33 157.90 0.55 0.96 0.010.52

28.46 152.40 0.48 1.06 0.020.52 28.51 153.93 0.50 1.04 0.010.52

28.59 159.40 0.58 0.91 0.010.52 28.64 167.01 0.74 0.70 0.000.51

28.69 178.00 1.12 0.30 0.000.51 28.76 189.16 1.85 0.03 0.000.51

28.81 197.06 2.00 0.00 0.000.51 28.94 201.89 2.00 0.00 0.000.51

29.01 200.62 2.00 0.00 0.000.51 29.07 197.72 2.00 0.00 0.000.51

29.12 193.95 2.00 0.00 0.000.51 29.18 188.68 1.80 0.04 0.000.51

29.25 182.07 1.33 0.19 0.000.50 29.29 176.21 1.04 0.35 0.000.50

29.35 170.36 0.83 0.55 0.000.50 29.42 169.47 0.80 0.59 0.010.50

29.48 169.78 0.81 0.58 0.000.50 29.55 169.33 0.80 0.59 0.000.50

29.60 171.66 0.87 0.50 0.000.50 29.68 173.67 0.94 0.43 0.000.50

29.80 184.34 1.47 0.14 0.000.49 29.86 191.25 2.00 0.00 0.000.49

29.91 193.65 2.00 0.00 0.000.49 29.98 195.95 2.00 0.00 0.000.49

30.04 197.65 2.00 0.00 0.000.49 30.09 199.01 2.00 0.00 0.000.49

30.17 201.96 2.00 0.00 0.000.49 30.22 203.67 2.00 0.00 0.000.49

30.29 205.99 2.00 0.00 0.000.49 30.35 208.26 2.00 0.00 0.000.49

30.48 214.68 2.00 0.00 0.000.48 30.54 218.33 2.00 0.00 0.000.48

30.62 222.85 2.00 0.00 0.000.48 30.69 226.48 2.00 0.00 0.000.48

30.75 230.69 2.00 0.00 0.000.48 30.88 237.54 2.00 0.00 0.000.48

30.92 240.38 2.00 0.00 0.000.48 30.99 243.14 2.00 0.00 0.000.47

31.05 243.67 2.00 0.00 0.000.47 31.11 243.22 2.00 0.00 0.000.47

31.18 240.13 2.00 0.00 0.000.47 31.24 240.02 2.00 0.00 0.000.47

31.31 218.47 2.00 0.00 0.000.47 31.36 218.27 2.00 0.00 0.000.47

31.50 217.53 2.00 0.00 0.000.47 31.54 216.42 2.00 0.00 0.000.47

31.60 202.13 2.00 0.00 0.000.46 31.67 200.62 2.00 0.00 0.000.46

31.71 202.36 2.00 0.00 0.000.46 31.77 201.25 2.00 0.00 0.000.46

31.85 193.29 2.00 0.00 0.000.46 31.92 188.76 1.78 0.04 0.000.46

31.99 184.00 1.43 0.14 0.000.46 32.04 178.74 1.14 0.26 0.000.46

32.11 173.89 0.93 0.40 0.000.46 32.17 173.37 0.92 0.41 0.000.45

32.25 177.27 1.07 0.30 0.000.45 32.30 179.61 1.18 0.24 0.000.45

32.35 179.94 1.19 0.23 0.000.45 32.43 177.86 1.09 0.28 0.000.45

32.54 173.19 0.91 0.41 0.010.45 32.61 169.65 0.80 0.53 0.000.45

32.66 165.47 0.69 0.64 0.000.45 32.74 159.78 0.58 0.77 0.010.45

32.78 155.01 0.50 0.89 0.000.44 32.84 149.45 0.44 0.92 0.010.44 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 33 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

32.91 142.60 0.37 0.97 0.010.44 32.97 138.50 0.34 1.00 0.010.44

33.04 135.23 0.32 1.03 0.010.44 33.15 132.59 0.30 1.04 0.010.44

33.22 134.89 0.32 1.02 0.010.44 33.28 138.91 0.34 0.99 0.010.44

33.35 143.42 0.38 0.95 0.010.43 33.40 143.43 0.38 0.95 0.010.43

33.46 143.45 0.38 0.94 0.010.43 33.53 146.19 0.40 0.92 0.010.43

33.58 146.30 0.40 0.92 0.010.43 33.66 142.81 0.37 0.94 0.010.43

33.71 139.28 0.35 0.97 0.010.43 33.77 133.98 0.31 1.01 0.010.43

33.90 110.96 0.22 1.23 0.020.43 33.97 107.30 0.21 1.27 0.010.42

34.01 103.54 0.20 1.31 0.010.42 34.09 97.68 0.19 1.39 0.010.42

34.20 90.06 0.18 1.50 0.020.42 34.24 102.30 0.20 1.32 0.010.42

34.26 107.56 0.21 1.25 0.000.42 34.35 115.31 0.23 1.16 0.010.42

34.40 118.39 0.24 1.12 0.010.42 34.51 121.91 0.26 1.08 0.010.42

34.55 122.28 0.26 1.08 0.000.41 34.62 123.22 0.26 1.07 0.010.41

34.66 124.81 0.27 1.05 0.010.41 34.76 127.32 0.28 1.02 0.010.41

34.81 128.78 0.28 1.01 0.010.41 34.86 130.47 0.29 0.99 0.010.41

34.93 132.29 0.30 0.97 0.010.41 35.02 132.54 0.30 0.97 0.010.41

35.15 127.87 0.28 1.00 0.010.40 35.21 124.51 0.27 1.03 0.010.40

35.27 123.58 0.26 1.03 0.010.40 35.37 129.48 0.29 0.98 0.010.40

35.42 137.72 0.33 0.91 0.010.40 35.52 156.52 0.52 0.77 0.010.40

35.59 166.65 0.71 0.55 0.000.40 35.63 174.84 0.96 0.33 0.000.40

35.68 181.37 1.25 0.18 0.000.40 35.74 187.27 1.64 0.07 0.000.39

35.81 192.31 2.00 0.00 0.000.39 35.85 196.12 2.00 0.00 0.000.39

35.90 198.19 2.00 0.00 0.000.39 36.03 202.72 2.00 0.00 0.000.39

36.07 204.73 2.00 0.00 0.000.39 36.12 206.02 2.00 0.00 0.000.39

36.24 207.24 2.00 0.00 0.000.39 36.29 207.02 2.00 0.00 0.000.38

36.38 208.82 2.00 0.00 0.000.38 36.44 209.39 2.00 0.00 0.000.38

36.56 208.13 2.00 0.00 0.000.38 36.60 207.22 2.00 0.00 0.000.38

36.71 202.98 2.00 0.00 0.000.38 36.78 200.53 2.00 0.00 0.000.38

36.82 199.01 2.00 0.00 0.000.38 36.87 197.32 2.00 0.00 0.000.38

36.93 195.16 2.00 0.00 0.000.37 36.98 192.44 2.00 0.00 0.000.37

37.04 187.18 1.63 0.06 0.000.37 37.13 178.31 1.10 0.23 0.000.37

37.18 160.30 0.58 0.63 0.000.37 37.23 175.89 1.00 0.28 0.000.37

37.32 196.96 2.00 0.00 0.000.37 37.37 210.42 2.00 0.00 0.000.37

37.44 223.73 2.00 0.00 0.000.37 37.49 236.56 2.00 0.00 0.000.36

37.54 247.90 2.00 0.00 0.000.36 37.62 254.00 2.00 0.00 0.000.36

37.72 254.00 2.00 0.00 0.000.36 37.79 254.00 2.00 0.00 0.000.36

37.84 254.00 2.00 0.00 0.000.36 37.90 254.00 2.00 0.00 0.000.36

37.97 254.00 2.00 0.00 0.000.36 38.10 254.00 2.00 0.00 0.000.35

38.15 254.00 2.00 0.00 0.000.35 38.21 254.00 2.00 0.00 0.000.35

38.28 254.00 2.00 0.00 0.000.35 38.34 254.00 2.00 0.00 0.000.35

38.41 254.00 2.00 0.00 0.000.35 38.46 254.00 2.00 0.00 0.000.35

38.52 254.00 2.00 0.00 0.000.35 38.59 254.00 2.00 0.00 0.000.35

38.64 254.00 2.00 0.00 0.000.35 38.70 254.00 2.00 0.00 0.000.34

38.76 254.00 2.00 0.00 0.000.34 38.81 254.00 2.00 0.00 0.000.34

38.85 254.00 2.00 0.00 0.000.34 38.91 254.00 2.00 0.00 0.000.34

38.99 254.00 2.00 0.00 0.000.34 39.09 254.00 2.00 0.00 0.000.34

39.16 254.00 2.00 0.00 0.000.34 39.21 254.00 2.00 0.00 0.000.34

39.27 254.00 2.00 0.00 0.000.33 39.34 254.00 2.00 0.00 0.000.33 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 34 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

39.39 254.00 2.00 0.00 0.000.33 39.52 254.00 2.00 0.00 0.000.33

39.57 254.00 2.00 0.00 0.000.33 39.69 254.00 2.00 0.00 0.000.33

39.75 254.00 2.00 0.00 0.000.33 39.82 254.00 2.00 0.00 0.000.33

39.89 245.62 2.00 0.00 0.000.32 39.96 231.03 2.00 0.00 0.000.32

39.97 198.21 2.00 0.00 0.000.32 40.03 193.12 2.00 0.00 0.000.32

40.11 178.09 2.00 0.00 0.000.32 40.17 161.05 2.00 0.00 0.000.32

40.24 171.60 2.00 0.00 0.000.32 40.32 165.66 2.00 0.00 0.000.32

40.39 138.16 2.00 0.00 0.000.32 40.45 48.99 2.00 0.00 0.000.31

40.49 43.06 2.00 0.00 0.000.31 40.61 35.04 2.00 0.00 0.000.31

40.66 35.01 2.00 0.00 0.000.31 40.70 26.36 2.00 0.00 0.000.31

40.76 26.30 2.00 0.00 0.000.31 40.86 26.25 2.00 0.00 0.000.31

40.93 26.18 2.00 0.00 0.000.31 40.99 26.15 2.00 0.00 0.000.31

41.05 27.31 2.00 0.00 0.000.30 41.11 28.81 2.00 0.00 0.000.30

41.16 32.86 2.00 0.00 0.000.30 41.23 39.90 2.00 0.00 0.000.30

41.33 130.21 2.00 0.00 0.000.30 41.41 145.54 2.00 0.00 0.000.30

41.46 156.74 2.00 0.00 0.000.30 41.51 160.51 2.00 0.00 0.000.30

41.59 160.36 2.00 0.00 0.000.30 41.64 155.37 2.00 0.00 0.000.29

41.70 146.87 2.00 0.00 0.000.29 41.78 138.22 2.00 0.00 0.000.29

41.81 131.18 2.00 0.00 0.000.29 41.88 125.60 2.00 0.00 0.000.29

42.01 52.26 2.00 0.00 0.000.29 42.08 50.33 2.00 0.00 0.000.29

42.12 48.11 2.00 0.00 0.000.29 42.21 45.63 2.00 0.00 0.000.28

42.32 40.47 2.00 0.00 0.000.28 42.39 38.38 2.00 0.00 0.000.28

42.44 36.72 2.00 0.00 0.000.28 42.52 35.71 2.00 0.00 0.000.28

42.57 35.40 2.00 0.00 0.000.28 42.64 35.63 2.00 0.00 0.000.28

42.69 35.92 2.00 0.00 0.000.28 42.75 35.75 2.00 0.00 0.000.28

42.80 35.72 2.00 0.00 0.000.27 42.85 35.55 2.00 0.00 0.000.27

42.94 33.78 2.00 0.00 0.000.27 42.99 32.14 2.00 0.00 0.000.27

43.05 31.13 2.00 0.00 0.000.27 43.20 27.34 2.00 0.00 0.000.27

43.24 27.32 2.00 0.00 0.000.27 43.29 23.22 2.00 0.00 0.000.27

43.33 23.20 2.00 0.00 0.000.27 43.39 19.10 2.00 0.00 0.000.26

43.46 17.47 2.00 0.00 0.000.26 43.51 17.46 2.00 0.00 0.000.26

43.60 15.95 2.00 0.00 0.000.26 43.66 15.60 2.00 0.00 0.000.26

43.72 15.87 2.00 0.00 0.000.26 43.77 14.56 2.00 0.00 0.000.26

43.87 15.78 2.00 0.00 0.000.26 43.93 16.96 2.00 0.00 0.000.26

43.99 18.03 2.00 0.00 0.000.25 44.09 18.87 2.00 0.00 0.000.25

44.13 18.23 2.00 0.00 0.000.25 44.19 18.17 2.00 0.00 0.000.25

44.26 18.17 2.00 0.00 0.000.25 44.35 18.17 2.00 0.00 0.000.25

44.39 18.16 2.00 0.00 0.000.25 44.48 18.15 2.00 0.00 0.000.25

44.53 18.14 2.00 0.00 0.000.25 44.57 19.61 2.00 0.00 0.000.24

44.66 17.60 2.00 0.00 0.000.24 44.69 16.07 2.00 0.00 0.000.24

44.79 12.34 2.00 0.00 0.000.24 44.84 10.97 2.00 0.00 0.000.24

44.89 10.91 2.00 0.00 0.000.24 44.96 11.11 2.00 0.00 0.000.24

45.05 11.42 2.00 0.00 0.000.24 45.10 11.63 2.00 0.00 0.000.24

45.16 12.01 2.00 0.00 0.000.23 45.25 12.97 2.00 0.00 0.000.23

45.29 13.35 2.00 0.00 0.000.23 45.37 13.66 2.00 0.00 0.000.23

45.42 13.55 2.00 0.00 0.000.23 45.54 13.61 2.00 0.00 0.000.23

45.58 13.58 2.00 0.00 0.000.23 45.63 14.28 2.00 0.00 0.000.23

45.67 14.88 2.00 0.00 0.000.23 45.78 15.57 2.00 0.00 0.000.22 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 35 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq This software is licensed to: Southern California Geotechnical CPT name: CPT-4 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
Depth
(ft)
FSqc1N,cs ev (%) Settlement
(in)
DF DF

45.85 15.56 2.00 0.00 0.000.22 45.90 15.55 2.00 0.00 0.000.22

45.96 17.70 2.00 0.00 0.000.22 46.03 21.88 2.00 0.00 0.000.22

46.08 25.54 2.00 0.00 0.000.22 46.15 32.95 2.00 0.00 0.000.22

46.20 117.71 2.00 0.00 0.000.22 46.27 145.60 2.00 0.00 0.000.22

46.33 155.53 2.00 0.00 0.000.21 46.46 163.87 2.00 0.00 0.000.21

46.48 169.42 0.78 0.26 0.000.21 46.56 178.87 1.12 0.12 0.000.21

46.62 189.25 1.77 0.02 0.000.21 46.66 197.57 2.00 0.00 0.000.21

46.74 219.07 2.00 0.00 0.000.21 46.79 227.80 2.00 0.00 0.000.21

46.87 244.29 2.00 0.00 0.000.21 46.92 254.00 2.00 0.00 0.000.20

46.99 254.00 2.00 0.00 0.000.20 47.05 254.00 2.00 0.00 0.000.20

47.11 254.00 2.00 0.00 0.000.20 47.18 254.00 2.00 0.00 0.000.20

47.28 254.00 2.00 0.00 0.000.20 47.32 254.00 2.00 0.00 0.000.20

47.38 254.00 2.00 0.00 0.000.20 47.45 254.00 2.00 0.00 0.000.20

47.56 254.00 2.00 0.00 0.000.19 47.59 254.00 2.00 0.00 0.000.19

47.67 254.00 2.00 0.00 0.000.19 47.71 254.00 2.00 0.00 0.000.19

47.85 254.00 2.00 0.00 0.000.19 47.89 254.00 2.00 0.00 0.000.19

47.91 254.00 2.00 0.00 0.000.19 47.98 254.00 2.00 0.00 0.000.19

48.07 254.00 2.00 0.00 0.000.19 48.12 254.00 2.00 0.00 0.000.18

48.16 254.00 2.00 0.00 0.000.18 48.24 254.00 2.00 0.00 0.000.18

48.31 254.00 2.00 0.00 0.000.18 48.36 254.00 2.00 0.00 0.000.18

48.45 254.00 2.00 0.00 0.000.18 48.55 254.00 2.00 0.00 0.000.18

48.61 254.00 2.00 0.00 0.000.18 48.64 254.00 2.00 0.00 0.000.18

48.73 254.00 2.00 0.00 0.000.17 48.77 254.00 2.00 0.00 0.000.17

48.85 254.00 2.00 0.00 0.000.17 48.89 254.00 2.00 0.00 0.000.17

48.97 254.00 2.00 0.00 0.000.17 49.02 254.00 2.00 0.00 0.000.17

49.13 254.00 2.00 0.00 0.000.17 49.16 254.00 2.00 0.00 0.000.17

49.22 254.00 2.00 0.00 0.000.17 49.32 254.00 2.00 0.00 0.000.16

49.36 254.00 2.00 0.00 0.000.16 49.44 254.00 2.00 0.00 0.000.16

49.49 254.00 2.00 0.00 0.000.16 49.60 251.43 2.00 0.00 0.000.16

49.64 247.67 2.00 0.00 0.000.16 49.68 220.64 2.00 0.00 0.000.16

49.80 241.69 2.00 0.00 0.000.16 49.85 242.33 2.00 0.00 0.000.16

49.89 243.86 2.00 0.00 0.000.15 49.95 233.18 2.00 0.00 0.000.15

50.04 250.87 2.00 0.00 0.000.15 50.07 235.45 2.00 0.00 0.000.15 Total estimated settlement: 2.59
Abbreviations
Qtn, c s:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlem ent
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software - Report created on: 5/19/2021, 4:52:26 PM 36 Project file: \\minilla\Project Documents\Geotechnical\2021 Geotechnical\21G132 Prologis, Prop. Warehouse, Downey\21G132 CPT Liq Eval.clq Procedure for the evaluation of soil liquefaction resistance, NCEER (1998) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart1:
1 "Estimating liquefaction-induced ground settlem ents from CPT for level ground", G. Zhang, P.K. Robertson, and R .W .I. Brachm an CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 37 Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart1:
1 P.K. Robertson, 2009. “Perform ance based earthquake design using the CPT”, Keynote Lecture, International Conference on Perform ance-based Design in Earthquake Geotechnical Engineering – from case history to practice, IS-Tokyo, June 2009 CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 38 Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008) CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 39 Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006) CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 40 Procedure for the evaluation of soil liquefaction resistance, Boulanger & Idriss(2014) CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 41 Procedure for the evaluation of liquefaction-induced lateral spreading displacements Site investigation
with SPT or
CPT
Design
earthquake
Ground
geometry
SPT data with
fines content
measurements or CPT data
Moment magnitude
of earthquake (M w )
and peak surface
acceleration ( a max )
Geometric parameters
for each of different
zones in level (or
gently sloping) ground
with (or without) a free
face
Liquefaction potential analysis
to calculate FS, (N 1 ) 60cs or
(q c1N ) cs
( using the NCEER SPT-
or CPT-based method ( Youd et al.
2001))
Calculation of the lateral
displacement index
(LDI)
( using Figure 1 and Equation [3])
Zones with three major
geometric parameters or
less - free face height (H),
the distance to a free face
(L), or/and slope (S)
Zones with
more than
three major
geometric
parameters
L/H
or/and
S
Estimated lateral displacement, LD
For gently sloping ground without a free face,
LD = (S + 0.20) · LDI (for 0.2% < S < 3.5%)
For level ground with a free face,

(
LD = 6 · (L/H)-0.8 · LDI (for 5 < L/H < 40)
Evaluation of
lateral
displacements
based on
other
approaches
and
engineering
judgment
If
(N 1 ) 60cs < 14
or
( q c1N ) cs < 70
evaluate
potential
of
flow
liquefaction
1 Flow chart illustrating major steps in estimating liquefaction-induced lateral spreading displacements using the proposed approach 1 Figure 1
1 Equat ion [3]
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 42 1 "Estimating liquefaction-induced ground settlem ents from CPT for level ground", G. Zhang, P.K. Robertson, and R .W .I. Brachm an Procedure for the estimation of seismic induced settlements in dry sands Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San Diego, CA
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 43 Liquefaction Potential Index (LPI) calculation procedure Graphical presentation of the LPI calculation procedure Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS.

To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation:

LPI =
where:

FL = 1 - F.S. when F.S. less than 1
FL = 0 when F.S. greater than 1
z depth of measurment in meters

Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI:
⦁ LPI = 0 : Liquefaction risk is very low
⦁ 0 < LPI <= 5 : Liquefaction risk is low
⦁ 5 < LPI <= 15 : Liquefaction risk is high
⦁ LPI > 15 : Liquefaction risk is very high
CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 44 Shear-Induced Building Settlement (Ds) calculation procedure The shear-induced building settlement (Ds) due to liquefaction below the building can be estimated using the relationship developed by Bray and Macedo (2017):
where Ds is in the units of mm, c1= -8.35 and c2= 0.072 for LBS ≤ 16, and c1= -7.48 and c2= 0.014 otherwise. Q is the building contact pressure in units of kPa, HL is the cumulative thickness of the liquefiable layers in the units of m, B is the building width in the units of m, CAVdp is a standardized version of the cumulative absolute velocity in the units of g-s, Sa1 is 5%-damped pseudo-acceleration response spectral value at a period of 1 s in the units of g, and ε is a normal random variable with zero mean and 0.50 standard deviation in Ln units. The liquefaction-induced building settlement index (LBS) is:
where z (m) is the depth measured from the ground surface > 0, W is a foundation-weighting factor wherein W = 0.0 for z less than Df, which is the embedment depth of the foundation, and W = 1.0 otherwise. The shear strain parameter (ε_shear) is the liquefaction-induced free-field shear strain (in %) estimated using Zhang et al. (2004). It is calculated based on the estimated Dr of the liquefied soil layer and the calculated safety factor against liquefaction triggering (FSL).

CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 45 References
⦁ Lunne, T., Robertson, P.K., and Powell, J.J.M 1997. Cone penetration testing in geotechnical practice, E & FN Spon Routledge, 352 p, ISBN 0 -7514-0393-8.
⦁ Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and Geoenvironmental Engineering June, Vol. 133, No. 6 pp 641 -652 ⦁ Boulanger, R.W. and Idriss, I. M., 20 14. CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES. DEPARTMENT OF

CIVIL & ENVIRONMENTAL ENGINEERING COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT DAVIS ⦁ Robertson, P.K. and Cabal, K.L., 2007 , Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at http://www.geologismiki.gr/
⦁ Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), 151 -8. ⦁ Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal, 1998, Vol. 35, August.
⦁ Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes , M.E., Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Rober tson, P.K., Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 127, October, pp 817 -833
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian Geotechnical Journal, 39: pp 1168 -1180
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861 -871 ⦁ Pradel, D., 1998, Procedure to Evaluate Earthquake -Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 124, No. 4, 364-368 ⦁ Iwasaki, T., 1986, Soil liquefaction studies in Japan: state -of-the-art, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 1, 2-70
⦁ Papathanassiou G., 2008, LPI -based approach for calibrating the severity of liquefaction -induced failures and for assessing the probability of liquefaction surface evidence, Eng. Geol. 96:94 –104 ⦁ P.K. Robertson, 2009, Interpretation of Cone Penetration Tests - a unified approach., Canadian Geotechnical Journal, Vol. 46, No. 11, pp 1337 -1355
⦁ P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on Performance -based Design in Earthquake Geotechnical Engineering - from case history to practice, IS -Tokyo, June 2009 ⦁ Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH

INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, SAN diego, CA ⦁ R. E. S. Moss, R. B. Seed, R. E. Kayen, J. P. Stewart, A. Der Kiureghian, K. O. Cetin, CPT -Based Probabilistic and Deterministic Assessment of In Situ Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 132, No. 8, August 1, 2006
⦁ I. M. Idriss and R. W. Boulanger, 2008. Soil liquefaction during earthquakes, Earthquake Engineering Research Institute MNO-12
⦁ Jonathan D. Bray & Jorge Macedo, Department of Civil & Environmental Engineering, Univ. of California, Berkeley, CA, USA, Simplified procedure for estimating liquefaction -induced building settlement, Proceedings of the 19th International Conference CLiq v.3.0.3.2 - CPT Liquefaction Assessment Software 46 Appendix F
Phase I Environmental Site
Assessment
Prologis – Downey Phase I ESA

PHASE I ENVIRONMENTAL SITE ASSESSMENT

DOWNEY INDUSTRIAL CENTER
9300, 9350, AND 9400 HALL ROAD
9301, 9333, AND 9399 STEWART & GRAY ROAD
DOWNEY, CALIFORNIA 90241
(APN s 6284- 019- 013 through - 017)

Prepared for:

Prologis, Inc.

Pier 1, Bay 1
San Francisco, California 94111
(415) 733-9431

Prepared by:

SCS ENGINEERS
3900 Kilroy Airport Way, Suite 100
Long Beach, California 90806
(562) 426-9544

January 31, 2017
File No. 01216368.00 Task 1

Prologis – Downey Phase I ESA

This Phase I Environmental Site Assessment Report for Downey Industrial Center located at 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road, Downey, California, dated January 31, 2017, was prepared by Ashley Hutchens and reviewed by Kevin Green.

We declare that, to the best of our professional knowledge and belief, we meet the definition of Environmental Professional as defined in §312.10 of 40 CFR 312. The resumes for the individuals below are included in Appendix G. We have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the subject property. We have developed and performed the all appropriate inquiries in conformance with the standards and practices set forth in 40 CFR Part 312.

Ashley Hutchens, REPA
Project Manager

SCS ENGINEER S

Kevin W. Green, P.G.

Project Director

SCS ENGINEERS
Prologis – Downey Phase I ESA

Table of Contents

Section Page
EXECUTIVE SUMMARY .................................................................................................................................... III 1 INTRODUCTION ..................................................................................................................................... 1 2 PURPOSE .................................................................................................................................................. 1 3 SCOPE OF SERVICES ............................................................................................................................. 1 4 SPECIAL TERMS AND CONDITIONS ................................................................................................... 2 5 LIMITATIONS AND ASSUMPTIONS .................................................................................................... 2 6 GENERAL SITE CHARACTERISTICS ...................................................................................................... 3 Site Location ...................................................................................................................................... 3 General Site Description ................................................................................................................. 3 Adjoining Property Use ................................................................................................................... 4 7 PHYSICAL SETTING ................................................................................................................................ 4 Physiographic Setting ...................................................................................................................... 4 Geology and Soils ........................................................................................................................... 4 Groundwater .................................................................................................................................... 4 Radon ................................................................................................................................................. 4 8 SITE INSPECTION ................................................................................................................................... 5 Hazardous Substances .................................................................................................................... 7 Natural Drainage ............................................................................................................................. 7 Disturbed Areas ................................................................................................................................ 7 Elevators and Other Hydraulic Equipment .................................................................................. 7 Wells .................................................................................................................................................. 7 Electrical Equipment ......................................................................................................................... 8 Wastewater ...................................................................................................................................... 8 Drinking Water ................................................................................................................................. 8 Storage Tanks ................................................................................................................................... 8 Asbestos-Containing Materials (ACMs) ........................................................................................ 8 Lead-Based Paint (LBP) ................................................................................................................... 8 Visual Inspection of Adjoining Sites .............................................................................................. 8 9 INTERVIEWS ............................................................................................................................................ 9 10 SITE HISTORY .......................................................................................................................................... 9 Historical Use Summary ................................................................................................................ 14 Historical Use of Adjoining Sites ................................................................................................. 14 11 COMMONLY KNOWN OR REASONABLY ASCERTAINABLE INFORMATION ......................... 14 Previous Environmental Reports .................................................................................................. 14 Regulatory Agency Records ........................................................................................................ 15 Los Angeles County Department of Public Works (LACDPW) ..........................................15 Los Angeles County Department of Public Health ...............................................................15 Prologis – Downey Phase I ESA

Los Angeles Regional Water Quality Control Board Files ................................................17 South Coast Air Quality Management District .....................................................................17 12 REVIEW OF FEDERAL, STATE, TRIBAL, AND LOCAL GOVERNMENT DATABASES .................. 19 Property Listings ............................................................................................................................ 19 Adjacent Site Listings .................................................................................................................... 20 Other Database Sites ................................................................................................................... 21 Unmappable or Orphan Sites .................................................................................................22 Landfills ........................................................................................................................................... 22 Oil and Gas Wells ........................................................................................................................ 22 National Pipeline Mapping System (NPMS) ............................................................................ 23 13 USER PROVIDED INFORMATION ..................................................................................................... 23 Title Records ................................................................................................................................... 23 Environmental Liens or Activity and Use Limitations ................................................................ 23 Specialized Knowledge ............................................................................................................... 23 Valuation Reduction for Environmental Issues .......................................................................... 23 14 DEGREE OF OBVIOUSNESS OF THE PRESENCE/LIKELY PRESENCE OF CONTAMINATION ON THE PROPERTY ........................................................................................................................................ 24 15 DATA GAPS .......................................................................................................................................... 24 16 FINDINGS AND OPINIONS ............................................................................................................... 24 17 REFERENCES ......................................................................................................................................... 28 18 GLOSSARY/DEFINITIONS ................................................................................................................. 29

Appendices

A Figures 1 through 3
B Aerial Image and Site Photographs
C Historical Site Use Information
D Previous Reports
E Regulatory Agency File Review Information
F EDR Database Report
G Resumes of Project Personnel

Prologis – Downey Phase I ESA

iii

EXECUTIVE SUMMARY
SCS Engineers (SCS) was retained by Prologis, Inc. (Prologis) to prepare a Phase I Environmental Site Assessment (ESA) of Downey Industrial Center located at 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road, Downey, California (the “Property”). This assessment was performed in conformance with 40 CFR 312, Standards for Conducting All Appropriate Inquiries, in general conformance with ASTM E1527-13, and in accordance with the Master Services Agreement between SCS and Prologis. The Phase I ESA identified the following Recognized Environmental Conditions (RECs):
• Numerous patch areas and steel plated vault/trenches were observed in the larger warehouse buildings. A well was observed at the south end of Building 1A. No information could be provided to SCS regarding the well. The subsurface features observed within the structures represent a REC.
• Numerous tenants have occupied the Property including various manufacturing facilities, carpets, furniture, cabinetry, printing, logistics, pulp and paper recycling, etc. Chemical use by these historical tenants is unknown. The presence of various historic manufacturing operations with unknown chemical use on the Property constitutes a REC. • Available records on the SCAQMD’s Facility Information Detail (FIND) database indicate the use of degreasers containing chlorinated solvents on the parcel directly adjacent to the west (9236 Hall Road) by two former occupants, Aerojet and General Dynamics. One of these former neighbors, Aerojet, also occupied (prior to 1971) the portion of the Property located at 9300 Hall Road and thus may have conducted operations on the Property.

Permits for the adjacent site at 9236 Hall Road indicated that both Aerojet and General Dynamics operated a 1,1,1-trichloroethane degreaser, a perchloroethylene degreaser, a Freon degreaser, scrubbers, wastewater treating equipment, a spray booth (paint and solvent), and other equipment related to aerospace manufacturing activities. The use of chlorinated solvents adjacent to, and potentially on the Property, constitutes a REC. • Los Angeles County Department of Public Works (LACDPW) records indicated that Aerojet occupied the adjacent parcel to the west from at least 1971 to 2003, and leased the building at 9300 Hall Road for use, including aerospace machining operations, for a period of time up to 1971. A number of subsurface features were used during this time, including a 10,000 gallon diesel underground storage tank (UST; unknown installation date) and various concrete sumps and/or clarifiers. The UST was removed and some of the sump/clarifiers were abandoned in place in 1986. A no further action letter was issued by the LACDPW on February 28, 1986 for certain concrete oil, grease, and water “tanks;” the 10,000-gallon UST was not included in this closure letter. Other subsurface features (drain lines, pit, sump, clarifier, etc.) were listed in the LACDPW records and it is anticipated these remain in place. Samples collected in 1985, from the contents of these features (both those removed and those that are anticipated to remain) revealed elevated concentrations of metals, total petroleum hydrocarbons (TPH), and oil and grease (analysis for volatile organic compounds [VOCs] was not conducted). The highest metals concentrations were detected in a sample collected from a “dirt pit.” The disposition of the clarifiers, pits, sumps and other facilities contents from which samples were collected Prologis – Downey Phase I ESA

is unknown. The presence of these subsurface features, some of which currently appear to remain and some of which were abandoned in place, along with the former aerospace machining operations, are considered a REC.
• Two USTs (a 1,000 gallon gasoline and a 15,000 gallon diesel) were formerly located at the Western Pacific Paper and Pulp facility at 9350 Hall Road. A release of up to 18,200 (presumably mg/kg, however the units were not reported) of TPH was summarized on an unauthorized release report that referred the case from the LACDPW to the Los Angeles Regional Water Quality Control Board (LARWQCB). Although the LARWQCB issued a no further action letter in 1996, there is no record that any remediation was conducted, therefore the presence of the former USTs and associated release constitute a REC. • In 1995, Heger Reality disposed of tank bottom wastes (based on the date, this may be associated with the USTs removed at 9350 Hall Road) and halogenated solvents from the address of 9400 Hall Road. The disposal of tank bottom wastes (indicating the presence of former UST[s]) and halogenated solvents is considered a REC.

In addition, the following business environmental risk (BER) was identified:
• During the site inspection, it was brought to SCS’ attention that an underground storage area or bunker may exist at the northwest corner of the Property, in the area of the Duray (9301 Stewart and Gray Road) and Omniteam (9300 Hall Road) facilities. Comments by tenants at these businesses suggested the bunker was used during World War II and that it housed chemicals. No evidence regarding the presence of this feature was observed during the site inspection, and its current or past existence has not been confirmed.

Conclusions
Based on the identified RECs at the Property, additional investigation is recommended.

Data Gaps
The following data gaps were encountered:

• The first development of the Property was unable to be determined. • An information request for building permit records was made with the City of Downey City Clerk and as of the date of this report, had not been received.

Based on the available information these data gaps are not considered significant.

Prologis – Downey Phase I ESA

1 1 INTRODUCTION
SCS Engineers (SCS) was retained by Prologis, Inc. (the “User”) to prepare a Phase I Environmental Site Assessment (ESA) of Downey Industrial Center located at 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road, Downey, California (the “Property”). A location map for the Property is presented as Figure 1 in Appendix A. This assessment was performed in conformance with 40 CFR 312, Standards for Conducting All Appropriate Inquiries, and in general conformance with ASTM E1527-13, and the Master Services Agreement between SCS and Prologis dated July 14, 2015. 2 PURPOSE
The purpose of this investigation was to identify conditions indicative of releases or threatened releases of hazardous substances as defined in CERCLA section 101, and petroleum products, on, at, in, or to the Property.

This assessment is intended to constitute appropriate inquiry into the previous ownership and uses of the property, as required to support the assertion of the innocent landowner, contiguous property owner, and/or bona fide prospective purchaser defenses to liability (collectively the landowner liability protections, or LLPs) under the Comprehensive Environmental Response, Compensation, and Liability Act of 1980 (CERCLA a.k.a. Superfund), as amended by the Superfund Amendments and Reauthorization Act of 1986 (SARA) and the Small Business Liability Relief and Brownfields Revitalization Act of 2002.

If known or suspected contamination is identified, Users seeking to maintain LLPs have responsibilities in addition to completion of an AAI-compliant Phase I ESA. These “continuing obligations” include taking “appropriate care” and “reasonable steps” with respect to known or suspected releases of hazardous substances during the term of property ownership. In addition to these requirements under Federal law, there are different requirements under state law with respect to liability protections. On request, SCS Engineers can provide support for clients with continuing obligations, as appropriate.

3 SCOPE OF SERVICES
This Phase I ESA is based on:
• Interviews with past and/or present owners, operators, and/or occupants of the Property.
• Reviews of federal, tribal, state, and local government records. • Visual inspections of the Property and adjoining properties performed on January 10, 2017.
• Review of historical Property use information (topographic maps, aerial photographs, fire insurance maps, existing reports, etc.).
• Commonly known or reasonably ascertainable information about the Property (e.g., interviews with appropriate regulatory agency personnel and review of agency files review of available documents, interviews with other knowledgeable persons).

Prologis – Downey Phase I ESA

2 • Degree of obviousness of the presence or likely presence of contamination at the Property, and the ability to detect the contamination by appropriate investigation. • Information provided as a result of the additional inquiries conducted by the User.

4 SPECIAL TERMS AND CO NDITIONS
This Phase I ESA for Downey Industrial Center, 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road, Downey, California has been prepared specifically for Prologis, Inc. The report has been prepared in accordance with the care and skill generally exercised by reputable professionals, under similar circumstances, in this or similar localities.

No other warranty, express or implied, is made as to the professional opinions presented herein.

No other party, known or unknown to SCS, is intended as a beneficiary of this work product, its content or information embedded therein. Third parties use this report at their own risk. Third party reliance letters may be issued on request to SCS subject to approval of Prologis, Inc. and payment to SCS of a fee for such letters.
5 LIMITATIONS AND ASSUMPTIONS
The investigation focused on releases and threatened releases of hazardous substances or petroleum products that could be considered a recognized environmental condition (REC) and/or a liability due to their possible presence in significant concentrations (e.g., above acceptable limits set by the Federal or state government) or due to the potential for contaminant migration through exposure pathways (e.g., groundwater). Materials that may contain substances which are not currently deemed hazardous by the federal or state of California EPA were not considered as part of this study.

Unless specifically included in our scope of services, formal surveys for asbestos-containing materials, lead-based paints, fire safety, vapor intrusion, indoor air quality, mold, and similar matters were not part of this assessment. The Property was not evaluated for compliance with land use, zoning, wetlands, or similar laws. This report is not intended to be an environmental compliance audit.

Hazardous substances naturally occurring in plants, soils, and rocks (e.g., heavy metals, naturally occurring asbestos, or radon) are not typically considered in these investigations. Similarly, construction debris (e.g., discarded concrete, asphalt) is not considered to be of concern unless observations suggest that hazardous substances are likely to be present in significant concentrations.

Unless otherwise noted, sampling and laboratory analyses of soil, water, air, building materials, or other media, were not performed as part of this investigation. Positive identification of hazardous substances can only be accomplished through sampling and appropriate laboratory analysis.

SCS Engineers assumes no responsibility for the accuracy of information obtained from, compiled by, or provided by third-party sources, such as regulatory agency listings. Unless obviously inaccurate or if information exists to the contrary, SCS Engineers assumes that Prologis – Downey Phase I ESA

3 information collected during this environmental site assessment is accurate and correct. Unless warranted, information collected has not been independently validated as part of this assessment.

The following information is the responsibility of the User (40 CFR 312.22) and was verbally discussed with the User:
• Specialized knowledge or experience of the User.
• The relationship of the purchase price to the fair market value of the Property. The purchaser of a Property is required to consider whether any differential between the purchase price and the fair market value of the Property is due to the presence of releases or potential releases of hazardous substances at the Property.

Certain other limitations could affect the accuracy and completeness of this report, as follows:

• Site Access Limitations – Access to the Property was readily available. • Physical Obstructions to Observations – Numerous businesses currently operate at the Property and equipment, storage of materials, etc. may have limited observation of all areas.
• Outstanding Information Requests – None
• Historical Data Sources Failure – The date of first development of the Property was unable to be determined.
• Other Limitations – None
6 GENERAL SITE CHARACT ERISTICS

SITE LOCATION
The Property is located at 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road and is located between Hall Road (to the north) and Steward and Gray Road (to the south) on the block bounded to the east by Woodruff Avenue and to the west by Coldbrook Avenue. The Property consist of five parcels that have been assigned Assessor’s Parcel Numbers (APNs) 6284-019-013 through -017. An APN map is provided as Figure 2.

GENERAL SITE DESCRIP TION
The Property is approximately 29 acres of commercial/industrial land currently developed with four primary structures (two large and 2 small) occupied by five tenants, associated parking areas, storage yards, and canopy areas. The current structures were built between about 1952 and 1973. The two larger structures are each divided into two portions (A and B) and occupied by different tenants, as later discussed.

Prologis – Downey Phase I ESA

4 ADJOINING PROPERTY U SE
• North – Hall Road, across which is a railroad easement. • East – Pacific Elite Collision Centers (11899 Woodruff Avenue) and Onstage Dance Center (11711 Woodruff Avenue)
• South – Stewart and Gray Road, across which is S&G Leadway Plastics Corp (9368 Stewart and Gray Road) and CPL Express Inc. (9340 Stewart and Gray Road) • West – a multi-tenant commercial office park

7 PHYSICAL SETTING

PHYSIOGRAPHIC SETTING
The Property is located in the Downey Plain of the central Los Angeles basin. Site elevation ranges from approximately 107 to 112 feet above mean sea level. Site topography is generally flat with a slight regional downward slope to the south. The San Gabriel River is located approximately 0.5 miles to the southeast of the Property.

GEOLOGY AND SOILS
Based on the regional geology as outlined in the California Department of Water Resource Bulletin 104 (Planned Utilization of the Groundwater Basins of Los Angeles County, June 1961,) surface sediments in the area consist of Quaternary alluvial deposits of unconsolidated gravel, sand, silt, and clay.

GROUNDWATER
Based on the results of groundwater monitoring at the former Astro Pak facility located approximately 0.5 miles west of the Property (GeoTracker, Site #SL2044E1590), the depth to groundwater in the area is generally 50 to 60 feet below ground surface (bgs). The direction of groundwater flow is generally southerly.

RADON
According to the California Department of Health Service’s May 2010 Radon Program report, screening in the area of the Property (90241 zip code) found no locations (out of 14) where buildings had radon levels greater than or equal to 4 pCi/L (the EPA action level). Note that elevated radon levels may also be attributed to other radon sources such as leaking natural gas or numerous building products such as drywall, cinderblock, concrete floors, brick, or stone products. Based on the available information, therefore, elevated radon gas is not expected in the area of the Property.

Prologis – Downey Phase I ESA

5 8 SITE INSPECTION
An inspection of the Property and surrounding area was conducted on January 10, 2017, by Ashley Hutchens of SCS. A sketch map and photographs of the Property are provided in Appendix B.

Access to the Property was arranged by Mr. Randy Scott of Heger Industrial (Heger). Heger had managed the Property since 1991. The Property is heavily used for commercial/industrial purposes by five tenants. Mr. Scott arranged access with appropriate persons at each of the tenant spaces each of whom assisted during the site inspection.

There are four main structures on the Property, two of which are large structures divided into two sections, which according to a schematic provided by Heger Industrial (Figure 3), include:
• Building 1A – 9300 Hall Road occupied by Omniteam, Inc. • Building 1B – 9301 Stewart and Gray Road occupied by Duray • Building 2A – 9400 Hall Road occupied by EJ Lauren
• Building 2B – 9399 Stewart and Gray Road occupied by 88 Logistics • Building 3 – 9333/9363 Stewart and Gray Road occupied by 88 Logistics (and partners) • Storage – 9350 Hall Road occupied by Western Pacific Pulp and Paper Site inspection was conducted by tenant as discussed below. The site map provided in Appendix B depicts the areas on the Property occupied by the five various tenants.

Omniteam Inc. (Building 1A)
According to Heger, Omniteam has occupied the Property at 9300 Hall Road since 1985. SCS was assisted by Mr. Jeff McKeown during the site inspection. Omniteam occupies the northern portion of the large structure on the western side of the Property (Building 1A), and fabricates stainless steel and refrigeration restaurant equipment. Operations are divided into various divisions including design, cutting, shaping, welding, refrigeration, etc. Patch areas were observed in the concrete of the warehouse floor. A manhole was observed at the south end of the tenant space that is apparently an electrical vault as later discussed. A “monitoring” well box was also observed near this area, also further discussed below.

During the site visit, personnel were fixing and operating a sump pump to pump rainwater into Hall Road storm drains.

Duray (J.F. Duncan Industries, Inc.) (Building 1B)
According to Heger, Duray has occupied the Property at 9301 Stewart and Gray Road since 1985.

SCS was assisted by Mr. Jose Alvaraz of Duray during the site inspection. Duray conducts operations similar to Omniteam, in that they manufacture food service equipment. Several steel plated vault/trench and patch areas were observed in the concrete floor of the warehouse. Mr.

Prologis – Downey Phase I ESA

6 Alvaraz indicated that none of these features are currently or historically associated with Duray’s activities and assisted in opening one of the plated areas for inspection. The steel plates housed two pipes within a concrete trench. A small amount of oily liquid was observed in an area where the pipes terminated.

A manhole was observed at the south end of the tenant space that is apparently an electrical vault as later discussed. A cinderblock area was observed in a second story area within the warehouse that Mr. Alvarez indicated was historically used by previous tenant for explosive storage.

Duray conducts minor maintenance of its vehicles and stores the associated materials in the southern portion a metal shed along the east boundary of their lot. In addition, a baghouse, unrelated to Duray’s activities (Mr. Alvaraz indicated it was related to a previous wood shop) remained at the northeastern boundary of Duray’s lot.

EJ Laurens (Building 2A)
According to Heger, WPPP has occupied the Property at 9400 Hall Road since September 2015.

SCS was assisted by Mr. Tony Ocampo, owner, during the site inspection. EJ Laurens manufactures sofas for retail stores. A fire had recently occurred at this facility (December 19, 2016). The fire had been contained to one area at the north end of the structure [Building 2A], which was undergoing renovation at the time of the inspection. The area was boarded up at the exterior and was sealed from the manufacturing area with plastic sheeting and was off limits to employees.
88 Logistics (Buildings 2B and 3)
According to Heger, 88 Logistics has occupied the Property at 9399 Stewart and Gray Road since September 2011, prior to which Performance Freight occupied it from 2010 to 2011 and HUDD Logistics was present from 1984 to 2010. SCS was assisted by Mr. Myron Giron during the site inspection.

Currently the warehouse (Building 2B) is used for storage of materials waiting for shipment, including pallets of drums and other products, some of which included chemical ingredients for manufacture of soaps and detergents. 88 Logistics leases to several subtenants associated with their activities including On the Road Transport and Trans Auto Logistics, which currently occupy the structure at 9333 and 9363 Stewart and Gray Road.

Western Pacific Pulp & Paper (WPPP) (Storage Building)
According to Heger, WPPP has occupied the Property at 9350 Hall Road since 1986. SCS was assisted by Mr. Kevin Duncombe during the site inspection. WPPP has office space in Building 2A, but their facility operations occupy the central and northcentral portion of the Property.

WPPP conducts recycling activities consisting primarily of shredding paper, processing, and bailing. Bails are then shipped off to paper mills. Some plastic products are also recycled in similar manners. WPPP also provides recycling containers to facilities and pickup/delivery of those containers for the recycled materials.

Prologis – Downey Phase I ESA

7 During the site inspection, recent rains had made the area slick and messy as a result of the wet pulp/paper that covered the ground. Storm water discharge from this facility could be problematic.

WPPP conducts minor maintenance of its vehicles and stores the associated materials in an area at the south of the structure at 9350 Hall Road, including new and waste fluids stored in a shipping container, diesel exhaust fluid, hydraulic oil, and other unidentified drums. These materials were stored on asphalt or within the shipping container. Drains, staining, spills, leaks, and degraded pavement were not observed.

HAZARDOUS SUBSTANCES
Numerous 55-gallon drums were observed across the Property including one LT100A-Compliant Gun and Equipment Cleaner (acetone), several for waste oil, and a number used for trash. No signs of chlorinated solvent use was observed.

Minor vehicle maintenance operations (oil changes) are conducted at Duray and WPPP.

Materials associated with these activities were stored in a trailer container at WPPP and a shed in the eastern storage yard at Duray.

In addition, numerous propane tanks and compressed gas canisters were observed, discussed below, were observed across the Property.

NATURAL DRAINAGE
Natural waterways are not currently located on the Property. Runoff from the Property drains via culverts throughout the Property into storm drains, surrounding streets, and in some cases via a sump pump to surrounding streets.

DISTURBED AREAS
With the exception of one unpaved area at the northwest corner of the Property (at 9300 Hall Road), the 29 acre Property consists entirely of numerous structures and paving associated with storage yards and parking areas.

ELEVATORS AND OTHER HYDRAULIC EQUIPMENT
One hydraulic elevator was observed in building 1A. The service company and frequency was not known. What appeared to be an oil spot was observed in the elevator room.

WELLS
One 8-inch diameter monitoring well box was observed in building 1A. The well box was opened to inspect contents and a 3-inch PVC casing was observed to be backfilled with bentonite. The purpose of the well was not known by the tenant.

Prologis – Downey Phase I ESA

8 ELECTRICAL EQUIPMENT
Several pad-mounted Southern California Edison (SCE) electrical transformers servicing the Property were observed. SCE has stated that they have never specified the purchase of distribution transformers utilizing PCBs as the insulating/cooling fluid. SCE transformers utilize mineral oil exclusively. In a statistically valid test of over 20,000 SCE distribution transformers, SCE determined that the concentrations of PCBs in the mineral oils was less than 50 parts per million (ppm) in over 96 percent of the units. Based on the available information, no significant environmental impact to the Property is anticipated from transformers.

WASTEWATER
Sanitary sewer service for the Property is provided by the City of Downey Public Works Department, Utilities Division. Potential clarifiers were observed on the west side of the Omniteam facility (Building 1A, 9300 Hall Road) and on the east side of the storage building at 9350 Hall Road. Both features were covered with steel plates and were not accessible for inspection. Neither are used by the current tenants, who also do not have any knowledge regarding the specifications.

DRI NKING WATER
Drinking water for the Property is provided by the City of Downey Public Works Department, Utilities Division. Drinking water samples were collected for analysis of lead and will be discussed in a separate report prepared by SCS.

STORAGE TA NKS
No evidence of underground storage tanks (USTs) was observed during the site inspection.

Numerous propane tanks (used for forklift operation) and compressed gases canisters (including argon, oxygen, carbon dioxide, etc.) were observed on the Property.

ASBESTOS- CONTAINING MATERIALS (ACMS)
An ACM survey was conducted by SCS on January 10 and 11, 2016, the results of which will be summarized in a separate report prepared by SCS.

LEAD- BASED PAINT (LBP)
An LBP survey was also conducted by SCS on January 10 and 11, 2016, the results of which will be summarized in a separate report prepared by SCS.

VISUAL INSPECTION OF ADJOINING SITES
• North – Hall Road, across which is a railroad easement. • East – Pacific Elite Collision Centers (11899 Woodruff Avenue) and Onstage Dance Center (11711 Woodruff Avenue)
Prologis – Downey Phase I ESA

9 • South – Stewart and Gray Road, across which is S&G Leadway Plastics Corp (9368 Stewart and Gray Road) and CPL Express Inc. (9340 Stewart and Gray Road) • West – a multi-tenant commercial office park

9 INTERVIEW S
As previously discussed, Mr. Randy Scott of Heger provided SCS with general access to Property; representatives of each tenant provided access and relevant information.

Mr. Scott indicated that Heger has no knowledge nor could find information of hazardous materials usage (including USTs and chlorinated solvents) at the Property. Mr. Scott also reported that the manholes observed in Buildings 1A and 1B are electrical vaults and that Building 2A and 2B also have the same features.

During the site inspection it was brought to SCS’ attention that an underground storage area or bunker may exist at the northwest corner of the Property, in the area of the Duray and Omniteam facilities. Comments by tenants at these businesses suggested the bunker was used during World War II and that it housed chemicals. No one knew exactly where the bunker is or how to access it, however several stories about the bunker indicated that it was used during the World War II era and that one employee approached the City of Downey about using the area to store toy trains, however the City would not allow it because it was “full of chemicals.” No evidence regarding the presence of this feature was observed during the site inspection, and its existence is unknown at this time.
10 SITE HISTORY
Site history was evaluated from the following sources:
• Historical U.S. Geological Survey (USGS) topographic maps provided by Environmental Data Resources (EDR) (December 29, 2016). • Historical aerial photographs dating from 1928, 1938, 1952, 1963, 1972, 1977, 1983, 1989, 1994, 2002, 2005, 2009, 2010, and 2012 provided by Environmental Data Resources (EDR) (December 29, 2016).
• A search was made of EDR-Sanborn collection and no maps of the Property were found.
• City Directory review report provided by EDR (January 3, 2017).

Copies of aerial photographs, city directories, and topographic maps are included in Appendix C.

Year

Description

Source
Prologis – Downey Phase I ESA

10 Year

Description

Source
1896/1899
/1902
One structure was depicted at the northeast corner of the Property.

A railroad was observed adjacent to the north/northeast and Hall Road was present to the north. Woodruff Avenue was present adjacent to the east. San Gabriel River was present in the vicinity to the east.

Topographic
map
1923/1925 No structures were depicted on the Property. A stream or creak appeared to traverse the Property.

Topographic
map
1928
The majority of the Property, with the exception of the northeast corner, appeared to be agricultural or fallow land.

A dirt road transected the southwest corner of the Property.

The northeast corner appeared to be occupied by a dwelling or farm that extended beyond the Property line to the east.

The surrounding area appeared to be fallow or agricultural land. A railroad track was present to the north/northeast across which was an orchard.

Aerial
Photograph
1936 The map is similar to 1925 map. Topographic
map
1938 The Property and surrounding area appeared similar to the 1928 photo. Aerial
Photograph
1942/1943
/1949/1951
One or two small structures appeared to be located on the northern portion of the Property, along Hall Road. Orchards appeared to be located at the southwest corner of the
Property and in the vicinity.

Topographic
map
1952
Large structures were present on the Property including Building 1A (northwestern corner) and Buildings 2A/2B
(eastern portion of the Property). Two small structures were present between the large ones. The remaining areas
appeared to be primarily used for parking. An AST was
observed along the southern boundary at the centerline of the Property.

The immediately adjacent areas appeared vacant or
remained agricultural with the exception of a structure and parking adjacent to the east.

Aerial
Photograph
Prologis – Downey Phase I ESA

11 Year

Description

Source
1963
The large structure on the western portion of the Property had been extended to the south with the construction of Building 1B. The Property generally appeared similar to current conditions with the exception that Building 3 was not present and the AST remained. Three main parking areas were
observed; between the two large structures and at the
northwest and southwest corners of the Property.

The immediately surrounding area had been heavily
developed for commercial use including the adjacent structure to the west.

Aerial
Photograph
1964/1965 Two large structures and six small structures along with a water tank were depicted on the Property. Topographic map
1971
A listing for C.H. Cochran was present for 9355 Stewart and Gray Rd. through 1985.

A manufacturing facilities appeared present adjacent to the south at 9368 (Intrcntntl Sply & Mfg”) and 9426 (Boman
Astrosonix) Stewart and Gray Rd. Aerojet General
Ordnance was listed at 9236 Hall Rd. (through 2003) which is located adjacent to the west, however, as later discussed, there is information that Aerojet conducted activities on the Property.

City Directories
1972
Building 3 had been constructed and the structures appeared similar to current conditions. The topographic map depicted three new mall structures, one of which was Building 3. The water tank was still depicted.

The surrounding area appeared similar to the 1964 photo.

Aerial
Photograph,
Topographic
Map
1975
C.H. Cochran remained at 9355 Stewart and Gray. Minibus Inc. was listed for 9301 Stewart and Gray, and All Western Pallet and INPS Printing Co. were listed for 9363 Stewart and Gray. Bowman Plastics was listed at 9375 Steward and Gray and 9379 Stewart and Grey appeared in directory
with no occupant listed. Boman Industries, C A R Brands, Cal Auto Radio, and Gibbs Sound Products were listed at 9300 Hall Road. An address of 9380 Hall road appeared on the directory, however no occupant was listed.

City Directories
1977 The Property and surrounding area appeared similar to the 1972 photo. Aerial
Photograph
Prologis – Downey Phase I ESA

12 Year

Description

Source
1980
Duray Inc. and Imperial Installation were listed at 9301 Stewart and Gray (Duray remained present as of the date of this report); Alpine Animal Centers at 9303 Stewart and Gray; C.H. Cochran at 9355 Stewart and Gray; All Pacific Pallet at 9363 Stewart and Gray; Bowman Plastics and
Hubbard Carpets at 9375 Stewart and Gray. The Property listings for Hall Road were the same as the 1975 directory.

City Directories
1981
The map appeared similar to the 1964/65 map with the
exception that the “NASA Industrial Plant” was depicted approximately 0.25 miles to the southeast.

Topographic
map
1983
The Property appeared similar to the previous photo with the exception that the area between the two large structures appeared vacant and the lot at the southwest corner was used for trailer storage.

Aerial
Photograph
1985
Changes from the 1980 directory include no occupants listed for addresses of 9303, 9363, 9375, and 9379 Stewart and Gray. Flexi Van Trailers and Craig Robt Corp were listed at 9333 and 9333 ½ Stewart and Gray. Bridgewater
Association was listed at 9335 Stewart and Gray. Listings for 9300 Hall Rd. appeared similar to those form 1975-1980.

Western Pacific Pulp was listed at 9350 Hall Rd.; no occupant was listed for 9380 Hall Rd.; and Hudd Distribution Service Inc. was listed for 9400 Hall Rd.

City Directories
1989
The Property generally appeared similar to the 1983 photo with the exception that the AST was no longer present and additional trailer storage and storage in the central portion of the Property related to the paper recycling facility.

Aerial
Photograph
1992
Property listings included: Bridgewater & Associates, Duray Inc, and Omni Temp Refrigeration at 9301 Stewart and
Gray; AJF Leasing at 9333 Stewart and Gray; Hydroquip
Pump at 9355 Stewart and Gray; Western Pacific Pulp &
Paper at 9350 Hall Rd; and Hudd Distb at 9400 Hall Rd.

City Directories
1994 Less trailers were stored on the Property, otherwise it appeared similar to the 1989 photo. Aerial
Photograph
1995
Property listings included: Duray Inc. and Omni Temp
Refrigeration at 9301 Stewart and Gray; Xtra Leasing Inc. at 9333 Stewart and Gray; Hydroquip Pump at 9355 Stewart
and Gray; and Hudd Distb at 9400 Hall Rd.

City Directories
Prologis – Downey Phase I ESA

13 Year

Description

Source
1999
Property listings included: Bridgewater & Associates, Duray Inc/JF Duncan Duray, and Omni Temp Refrigeration at 9301 Stewart and Gray; Xtra Lease at 9333 Stewart and Gray;
Hydroquip Pump at 9355 Stewart and Gray; Intersection
Development Corp at 9300 Hall Rd; Western Pacific Pulp
and Paper at 9350 Hall Rd.; and Hudd Distb at 9400 Hall Rd.

City Directories
2002
The Property appeared similar to current conditions. An abundance of trailers were once again stored on the
Property.

Aerial
Photograph
2003
Property listings included: Duncan Duray at 9301 Stewart and Gray; Western Pacific Pulp and Paper at 9333 Stewart and Gray; Jeffrey McKeown, Omniment Industries Inc., Wesfac Inc. were located at 9300 Hall Rd.; Western Pacific Pulp & Paper at 9350 Hall Rd.; and Cindy Burgos at 9400 Hall Rd.

Aerojet General, American Suspension, and General
Dynamics were listed at 9236 Hall Rd. (adjacent to west).

City Directories
2005 The Property appeared similar to the 2002 photo. Aerial Photograph
2008
Property listings included: Duncan/Duray, Glenbank Inc., and Omniteam Inc. at 9301 Stewart and Gray; Hydroquip Pump
& Dewatering Corp. at 9355 Stewart and Gray; Omni Temp
Refrigeration; US Traffic Corm and Wesfac Inc. were located at 9300 Hall Rd., Western Pacific Pulp & Paper at 9350 Hall Rd.; and Kelly Services at 9400 Hall Rd.

No listing was present for 9236 Hall Rd. (adjacent to west).

City Directories
2009/2010 The Property appeared similar to the 2005 photo with the exception that bulk trailer storage was no longer present. Aerial Photograph
2012
The Property appeared similar to the 2010 photo with some trailer storage once again along the north and south central areas.

Aerial
Photograph
2013
Property listings included: JF Duncan Duray Industries Inc. at 9301 Stewart and Gray; Access ingredients LLC and Western Pacific Pulp & Paper 9333 Stewart and Gray; Hydroquip
Pump at 9355 Stewart and Gray; 88 Logistics Inc. and MJO staffing at 9401 Stewart and Gray. Omni Team Inc. was
listed for 9300 Hall Rd. and Maersk Distribution and Western Pacific Pulp and Paper were listed for 9400 Hall Rd.

City Directories
Prologis – Downey Phase I ESA

14 HISTORICAL USE SUMMARY
One structure was depicted at the northeast corner of the Property as early as 1896. By 1928, the majority of the Property, with the exception of the northeast corner, appeared to be agricultural or fallow land with a dirt road that transected the southwest corner. The northeast corner appeared to be occupied by a dwelling or farm that extended beyond the Property line to the east. An orchard appeared present on a portion of the Property from 1942 through 1951. By 1952 some of the current development had been initiated on the Property including the large structure on the eastern portion and two-thirds of the large structure on the western portion which had been extended to its current conditions by 1963. An AST (water tank) was present along the southern boundary (at the centerline) from at least 1952 through at least 1983. By 1972, all of the existing structures were present on the Property. Numerous tenants have occupied the Property including various manufacturing facilities, carpets, furniture, cabinetry, printing, logistics, pulp and paper recycling, etc.

HISTORICAL USE OF ADJOINING SITES
As early as 1896 a railroad was observed adjacent to the north/northeast and Hall Road was present to the north. Woodruff Avenue was present adjacent to the east. In 1928, the surrounding area appeared to be fallow or agricultural land. A railroad track was present to the north/northeast across which was an orchard. By 1963, a large structure was present adjacent to the west of the Property that was occupied by Aerojet (9236 Hall Rd.) through at least 2003. As later discussed, there is information that Aerojet may have also operated on the Property.

General Dynamics also operated at the adjacent site to the west.

11 COMMONLY KNOWN OR RE ASONAB LY

ASCERTAINABLE INFORM ATION
In order to identify commonly known or reasonably ascertainable information about the Property, SCS reviewed previous environmental reports and various regulatory agency files and interviewed regulatory agency personnel. The following information was identified.

PREVIOUS ENVIRONMENT AL REPORTS
Prologis provided the following reports for review:

AES Due Diligence, Inc., April 13, 2007. Phase I Environmental Site Assessment, Downey Industrial Center, 9300, 9350, 9400 Hall Road and 9301 Stewart and Gray Road, Downey, CA 90241.

AES Due Diligence, Inc., December 5, 2016. Phase I Environmental Site Assessment, Downey Industrial Center, 9300, 9350, 9400 Hall Road and 9301, 9333, and 9399 Stewart and Gray Road, Downey, CA 90241.

Prologis – Downey Phase I ESA

15 The two reports prepared by AES were nearly identical. Although original building permits were reportedly not on record at the building department, information obtained during an interview indicated that the current improvements were constructed in 1951, prior to which it was vacant.

Prior uses of the Property included a munitions factory and a manufacturing facility by Aerojet General.

AES identified the presence of two USTs (a 1,000-gallon gasoline and a 15,000-gallon diesel) which were reportedly removed and a no further action letter issued. AES identified that the 9300 and 9400 buildings appeared on the HAZNET database listing as having disposed of small amounts of hazardous waste in the past, however the report did not provide any details on types of waste.

AES concluded in their reports that two historical recognized environmental conditions (HREC) were identified, including (1) the historic “UST” that was closed in 1996 (note that AES identified two former USTs) and (2) historic site use as a manufacturing facility. AES also concluded that based on the age of the buildings, asbestos was suspected, which was identified as a REC. In addition, AES identified the potential for lead based paint was a de minimis condition.

AES recommended no additional investigation.

Copies of these reports are provided as Appendix in Appendix D.

REGULATORY AGENCY RE CORDS
Local regulatory agencies and other sources were contacted in an effort to identify any known or suspected contamination sites or incidents of hazardous waste storage or disposal which might have resulted in soil or groundwater contamination within a one-mile radius of the Property.

Within the City of Downey, the Los Angeles County Department of Public Works (LACDPW) is the lead enforcement agency for UST compliance. In the event of potential site contamination, the Los Angeles County Fire Department (LACFD) generally assumes oversight. Los Angeles County Department of Public Health (LACDPH) holds records of hazardous materials use and storage. If a tank has leaked and groundwater contamination is suspected, the Los Angeles Regional Water Quality Control Board (LARWQCB) generally becomes the lead agency in supervising contaminant characterization and cleanup.

Copies of the records reviewed are included as Appendix E.

Los Angeles County Department of Public Works (LACDPW)
Two files are listed on the LACDPW database of files for their hazardous materials system (list compiled in January 2014) including Duncan Duray Industries and Omni Temp Refrigeration located at 9301 Stewart & Gray Road. SCS requested the files for review at the LACDPW at which time SCS was told these files are related to stormwater and no hard files exist.

Los Angeles County Department of Public Health
SCS requested files from LACDPH associated with the Property addresses at the Los Angeles County Public Health Investigation (PHI) offices in Commerce, California. Three files were available and reviewed at the LACDPH as discussed below.

Prologis – Downey Phase I ESA

16 9300 Hall Road

The records in this file were associated with the Aerojet Ordnance Company with a mailing address of 9236 Hall Road (adjacent to the west of the Property), however the facility listing discussed in the records was reported as 9300 Hall Road, which Aerojet was leasing. A background summary dated January 17, 1986 submitted by Aerojet to the LACDPW in order to get a permit indicated the following:

• Aerojet occupied the facility prior to 1971 for machining operations (making aerospace metal casement parts). The facility was vacant from 1971 through 1973 after which it was occupied by Bowman Industries (importer of automotive stereo equipment) until 1983. • That no records were available regarding processing fluids and fluid disposal, however discussions had revealed that no toxic solutions were used in the manufacturing processes and that Bowman Industries did not use the tanks or sumps that were being permitted for removal.
• Aerojet Rheem Manufacturing Company, both engaged in aerospace machining operations, “required the use of cutting oils and degreasing fluids which are of the standard non-toxic variety used for many years without change.” • From “outward appearances and inspections” Aerojet concluded that there was no evidence of the use of toxic or hazardous chemicals by previous tenants and the building was considered “totally safe and hazard free for renovations and occupancy by Aerojet.”

Permit records indicated that one 15 year old, 10,000 gallon diesel UST was removed and five concrete “tanks” (presumably these were sumps and/or clarifiers) were closed in place. They were listed as 20 years old and included a 400, 500, 1,000, and 14,000 gallon capacity for water and oil and a 280 gallon for oil, grease, and water. A figure designated Boman Industries depicted the subsurface feature locations planned for removal (along with others) and noted that they those remaining in place were abandoned by “filling with compacted fill and concrete paving” and samples were collected for analysis for total hydrocarbons and oil and grease.

Five borings were drilled to 40 feet in depth adjacent to the sumps with samples generally collected at 5-foot intervals. A letter by Geosec dated February 13, 1986 concluded chemical analysis revealed no contamination. However, the laboratory report indicated concentrations of oil and grease in 20 samples ranging from 0.8 to 53.1 milligrams per kilogram (mg/kg) and of total petroleum hydrocarbons (TPH) in five soil samples ranging from 1.5 to 333 mg/kg.

Additional tabulated data (no laboratory report available) appeared to be related to samples collected from the tank/sump contents (those to be abandoned and other features such as drain lines, pits, sump, clarifier, etc.) and included analysis for metals, oil and grease, and/or TPH.

The data indicate that samples of the contents of these features contained significantly elevated concentrations of metals including chromium (up to 2,056 mg/kg), copper (up to 1,065 mg/kg), zinc (up to 3,150 mg/kg), etc. (it should be noted that the sample with the highest concentrations of metals was apparently collected from a dirt pit). Concentrations of oil and grease were up to 52,000 mg/kg, and TPH concentration up to 430,000 mg/kg were reported. It is unknown if the contents were removed and appropriately disposed prior to abandoning some of the features in place, and it us unknown what occurred with the remaining features (such as the dirt pit).

Prologis – Downey Phase I ESA

17 Records included a February 28, 1986 letter from the LACDPW specifying a hazardous materials underground storage closure permit for 9300 Hall Road. The letter indicated that the LACDPW had reviewed soil sample/groundwater laboratory report required as part of the closure procedure and concluded that “no further subsurface investigation” was necessary. Although closure was provided, it appears some features remained in place and, in addition, analysis for VOCs was not conducted. The historical presence of these subsurface features, some of which appear to remain and some of which were abandoned in place, along with the former aerospace machining operations, are considered RECs.

9350 Hall Road

An application to operate a UST was on record for Western Pacific Pulp and Paper to operate a 1,000 gallon gasoline UST and a 15,000 gallon diesel UST; one of the application forms indicated an installation date of 1983. The tanks were removed in November 1994, at which time five soil samples were collected beneath the USTs; with a “slight gasoline odor” observed.

An unauthorized release form dated January 17, 1995 was completed by the LACDPW. Under the substances involved, the form lists concentrations of TPH (18,200), benzene (1.59), toluene (0.158), xylenes (2.23), ethylbenzene (1.92), however no units for these concentrations were identified. The form identified Western Pacific Pulp and Paper as the responsible party and indicated that there was no action taken at the time and the site was being referred to the LARWQCB. A no further action letter from the LARWQCB was issued on August 20, 1996.

No additional records were available indicating if remediation was conducted prior to closure.

The presence of the former USTs at this locations is considered a REC. 9400 Hall Road

Files for this address were associated with Hudd Distribution Services. Inspection reports indicate the facility conducted warehousing and storage operations, was a non-generator and no permit was issued.

Los Angeles Regional Water Quality Control Board Files
The LARWQCB responded that there were no records on file for the addresses associated with the Property.

South Coast Air Quality Management District
The following facilities on and adjacent to the Property were listed in the SCAQMD’s Facility Information Detail (FIND) database:
• Boman Industries (9300 Hall Rd.); All Western Ind, Inc. (9363 Stewart and Gray Rd.) – these facilities are listed in the database, however the only information available indicates that they are “out of business.”
• Myers Custome Products, Inc. (9300 Hall Rd.) – This facility was issued a permit to operate a “furnace reverb (rotary) aluminum” in 1997 which is now inactive. No other information was available.

Prologis – Downey Phase I ESA

18 • Omniteam, Inc. (9300 Hall Rd.) – This facility has two permits associated with laser cutters and reportedly received a notice to comply (NTC) in 2005 to discontinue use of “L&J Supply Co-Blend LT 36 WC lacquer thinner” for parts cleaning and replace it with a Rule 1171 compliant solvent. A re-inspection was reportedly conducted in early 2006 and the facility was listed as “in compliance.”
• Wesfac, Inc. (9300 Hall Rd.) – This facility had two rejected applications for laser cutters in 2000 and later (in 2005) received a NTC and notice of violation (NOV) associated to operating a laser cutter without a permit. The NOV was listed as “case closed” and the NTC status was “in compliance.
• WPPP (9400 Hall Rd.) – This facility received a NTC in Feb 2012 to use best available control measure to minimize fugitive dust. The re-inspection noted the facility was in compliance. No permitted equipment is located at this facility. • Duray, Inc. (9301 Stewart and Gray Rd.) – This facility received a NTC associated to operating a plasma arc cutter without a permit. Four permits are on record including plasma arc cutter, baghouse, spray booth (paint and solvent). • LA Cellular Telephone Co (9355 Stewart and Gray Rd.) – This facility is listed as “sold,” however a permit was on record for a diesel-fueled emergency generator. • Aerojet Ordnance Co (9236 Hall Rd.) – As previously discussed, this facility was located adjacent to the west, however, Aerojet also leased space on the Property at 9300 Hall Road. Numerous permits (listed in Appendix E) were on record dated 1960 through 1992. Permits indicated the facility operated a 1,1,1-trichloroethane degreaser, a perchloroethylene degreaser, freon degreaser, scrubbers, wastewater treating, spray booth (paint and solvent), among other equipment related to aerospace activities. • General Dynamics (9236 Hall Rd.) – This facility was located adjacent to the west.

Numerous permits (listed in Appendix E) were on record dated 1994 through 1998.

Permits indicated the facility operated a 1,1,1-trichloroethane degreaser, a perchloroethylene degreaser, freon degreaser, methylene chloride degreaser, scrubbers, wastewater treating, spray booth (paint and solvent), among other equipment related to aerospace activities.
• Brown Boveri Electric (11711 Woodruff Ave.) – This facility is listed for submitting an application for a “storage tank chlorinated & halogenated” however the application is listed as being canceled indicating it was never issued and presumably the tank was never installed and the facility is listed as “out of business”.

The historical use of chlorinated solvents/degreasers on adjacent parcels, and Aerojet’s potential use of solvents on the Property at 9300 Hall Road, are considered RECs. Available records and relevant permits are provided in Appendix E.

Prologis – Downey Phase I ESA

19 12 REVIEW OF FEDERAL, S TATE, TRIBAL, AND LO CAL

GOVERNMENT DATABASES
A database search for sites listed on various federal, state, tribal, and local databases in the area around the Property was obtained from EDR (December 29, 2016). A description of each of the databases searched is included in the report, which is attached as Appendix F. Among the databases included in the EDR report are NPL (federal, tribal, and state-equivalent), proposed and delisted NPL, CORRACTS (RCRA facilities subject to corrective actions), hazardous waste sites identified for investigation or remediation (SEMS [Superfund Enterprise Management System, formerly known as CERCLIS], State CERCLIS, VCP, Brownfields Calsites, etc.), LUST, sites with engineering controls, former CERCLIS (NFRAP), RCRA and state hazardous waste generators, ERNS, SWLF, USTs, and Toxic Pits.

Review of these records satisfies all requirements as set forth in 40 CFR Section 312.26 (b) and (c) with regard to the review of federal, tribal, and state government records of databases of such government records and local government records and databases of such records pertaining to both the Property and the nearby or adjoining properties. Further, the search distances for each particular database are as specified in 40 CFR 312.26 and ASTM E1527-13.

Any known or suspected contaminated sites included on these lists within 0.25 miles of the Property are discussed in the following text. As a general rule, sites beyond 0.25 miles are not anticipated to impact a site significantly. Any sites beyond 0.25 miles with a high potential to impact the Property are also discussed. (Please note: the distances and directions listed in this report have been field verified and might not always match those in the EDR report.)

Sites such as TSD facilities, hazardous waste generators, HAZNET, FINDS, SQGs, LQGs, USTs, HIST UST, RCRA violations, and TRIS facilities with toxic chemical releases (generally in accordance with permitting requirements - into the air, water, or land as reported under SARA Title III) use or store hazardous materials and thus may pose a potential problem in the event of a spill or leak. However, unless these sites also appear in an agency list of contaminated sites, there is no evidence of any problems at this time. Therefore, sites on these lists will not be discussed unless on or in close proximity to the Property.

Please refer to Appendix F for further information on these sites.

PROPERTY LISTINGS
Addresses associated with the Property have included 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road, Downey. The Property appears on the database report 22 times, under one or more of these addresses, as follows:

• 9300 Hall Road – Omni Team Inc (Haznet); Intersection Develop (RCRA NonGen/NLR, FINDS, Haznet, ECHO); Aerojet Ordnance Co (Los Angeles Co HMS, Sweeps UST) – Facilities at this address reportedly disposed of waste and mixed oil, alkaline solution, ignitable and reactive waste, detergent waste chemicals, hydrocarbon solvents (benzene, hexane, Stoddard, etc.), off-specification, aged, or surplus organics, other organic solid waste, unspecified solvent mixture. Aerojet Ordnance Co is listed as a “removed” facility Prologis – Downey Phase I ESA

20 on the LA County HMS database and as a UST site, however the number of tanks was not designated.

• 9350 Hall Road – Western Pacific Pulp (FINDS, LUST, SWEEPS, UST, Haznet, Hist Cortese, RGA LUST, SSTS, Los Angeles Co HMS) – This facility reportedly disposed of other organic solids and waste/mixed oil and had a release of gasoline from a UST into soil. The case (Global ID T0603704078) was closed by the LARWQCB in 1996. No other information is available in the database report or on the GeoTracker website.

Information provided from the SWEEPS database indicates there were two USTs at this location. The facility is listed as “removed” from the Los Angeles County HMS database. The former leaking UST and presence of two USTs are considered RECs.

• 9400 Hall Road – Maersk Downey (Haznet); Anderson Trucking Co (Haznet); Heger Reality Ct (Haznet); Western Pacific Pulp & Paper (ICIS, FINDS, Haznet); Hudd Distribution SE (Los Angeles Co HMS) - Facilities at this address reportedly disposed of oxygenated solvents (acetone, butanol, ethyl acetate, etc.), other organic solid waste, unspecified oil-containing waste, unspecified organic liquid mixture, and liquids with halogenated organic compounds greater than 1,000 milligrams per liter. Of specific note, in 1995 Heger Realty disposed of tank bottom waste and halogenated solvents (chloroform, methyl chloride, perchloroethylene). It is likely (since Heger was listed as property owner on the permit) that the tank bottom wastes are related to the removal of the USTs at 9350 Hall Road conducted in November 1994. The LA County HMS status for Hudd Distribution is listed as “open.” The disposal of tank bottom wastes (indicating the presence of former UST[s]) and halogenated solvents is considered a REC.

The Integrated Compliance Information System (ICIS) database is a newer database that is in the process of compiling information from most of EPA’s programs. Available information indicates that a notice of violation (NOV) was issued to Western Pacific Pulp & Paper, no other information on the NOV was available.

• 9301 Stewart & Gray Road – Duray Inc (FINDS, EMI); Duray/JF Duncan Indu (Haznet, Los Angeles Co HMS); Omni Temp Refrigerat (Los Angeles Co HMS) – Duray is listed as having had air permits associated with some type of emissions as early as 1987 through 2001 and has disposed of unspecified aqueous solution. The LA County HMS statuses for both facilities are listed as “open.”

• 9333 Stewart & Gray Road – Access Ingredients (Haznet) – This facility reportedly disposed of off-specification, aged, or surplus organics.

ADJACENT SITE LISTIN GS
Gould-Brown Boveri, 11711 Woodruff Avenue (adjacent to the east) is listed on the RCRA- SQG, FINDS, and ECHO databases. Other than the fact that no violations were found, no additional information was provided. It is not anticipated that this facility would impact the Property.

Prologis – Downey Phase I ESA

21 Holm Industries/Coast Polymers Inc., 9368 Stewart and Gray Road (adjacent to south) is listed on the UST/LUST database and experienced a release of diesel into soil. The case was closed in 2011 and, based on case type and status, is not anticipated to impact the Property.

Primex Technologies/Olin Ordinance/General Dynamics, 9236 Hall Road (adjacent to west) are listed on the SLIC, UST, Envirostor, RCRA-SQG, FINDS, WDS, SWEEPS UST, HIST UST, CA FID UST, EMI, and LA County HMS databases. The facility reportedly has (or had) nine USTs, the status of which is listed as “active.” Additional information on the USTs was reviewed on the GeoTracker database indicated that USTs were installed in 1979 and included a 10,000 gallon gasoline tank and various sumps. The UST information is similar (and may be related) to that reviewed in LACDPH files for the Property at 9300 Hall Road where one UST was removed and 8 concrete sumps/clarifiers were abandoned in place by Aerojet who had leased this area of the Property.

The facility reportedly generated and disposed of hazardous wastes including ignitable, corrosive, and reactive wastes, halogenated solvents used in degreasing, spent halogenated and non- halogenated solvents, and wastewater treatment sludge. The SLIC case was reported to be associated with a release of volatile organic compounds (VOCs) and is listed as “completed – case closed” as of 1999. The SLIC (Global ID SLT43200198) and Envirostor cases were reviewed on the associated online databases. The Envirostor listing is related to a tiered permit and no information or data was available on the types and concentrations of VOCs associated with the release; this and the fact that the facility conducted degreasing operations that used and disposed of halogenated solvents, constitutes a REC with respect to the Property.

OTHER DATABASE SITES
The EDR report provides a summary table of regulatory database sites within specified distances of the Property, including: 1. standard environmental records, 2. additional environmental records, and 3. high risk historical records. This summary table is provided beginning on page 4 of the EDR report (Appendix F). In addition to the Property and adjacent sites listings discussed above, SCS identified the following sites of concern within 0.25 miles of the Property:
• Reed Grain & Milling Co, 11814 Woodruff Avenue (260 feet east) (Drycleaners, Haznet)
• Inco Express Inc, 11941 S. Woodruff Avenue (680 feet south) (LUST, HIST UST) • Firestone Chrysler Plymouth, 9262 Firestone Boulevard (185 feet north) (RCRA- SQG, SWEEPS UST, HIST UST, FINDS, LA Co HMS, ECHO)
• McGean Chem Co Inc., 9520 E. Cee Bee Drive (525 feet east) (RCRA-SQG, FINDS, ECHO, RCRA-SQG, SWEEPS UST, LA Co HMS, LUST, HIST Cortese) • SR Maintenance & Management Services Inc, 9525 Stewart and Gray Road (0.13 miles east) (Drycleaners, Haznet)
• Kirkhill Inc., 12021 Woodruff Avenue (0.14 miles south) (RCRA-SQG, LUST, FINDS, HIST Cortese, ECHO)

Prologis – Downey Phase I ESA

22 Based on database listing type and fact that no release has been reported, regulatory status, type of violation, distance, and/or anticipated groundwater gradient, the sites listed above are not anticipated to significantly impact the Property.

Shell Service Station, 9305 Firestone Boulevard (0.15 miles south/southeast) (RCRA- SQG, HIST UST, FINDS, HAZNET, LA Co HMS, ECHO, LUST, SWEEPS UST, CA FID UST) – This facility reportedly had two releases from USTs. One (Global ID T0603703423) release was associated with gasoline in soil and the case was closed in June 1996. The second case (Global ID T0603748443) was reportedly for a release of “other solvent or non-petroleum hydrocarbon into aquifer used for drinking water supply.” According to the EDR database report, the status is “pollution characterization,” however, information reviewed on the GeoTracker database indicates that the case was closed in 2004. Based on the case status reported by GeoTracker, distance from the Property, and groundwater flow direction (southerly), this facility is unlikely to impact the Property.

The other sites within 0.25 miles of the Property are leaking sites that are downgradient or based on case status are not anticipated to impact the Property. In addition, other sites within 0.25 miles do not have known releases such as RCRA small quantity generators, HAZNET, FINDS, and USTs sites. None are known to have any contamination at this time; therefore, none are anticipated to have impacted the Property. Similarly, none of the sites situated beyond 0.25 miles are anticipated to have impacted the Property.

Unmappable or Orphan Sites
One unmappable site was identified in the EDR Report. Unmappable sites cannot be plotted due to inaccurate or incomplete addresses. Based on review of the provided data, including the estimated locations of the unmappable site in relation to the Property, it appears unlikely that the unmappable sites have adversely affected the environmental condition of the Property.

LANDFILLS
A review of the Major Waste Systems Map (June 1972) was conducted to locate any landfills or transfer stations within a one-mile radius of the Property. A privately-owned transfer station was identified approximately 0.20 miles to the southeast of the Property. In addition an inactive Class II landfill was identified approximately 0.40 miles to the northeast with a listing address of 11014 S. Pangborn Avenue.

No additional active or inactive landfills were identified within 0.25 mile of the Property according to the EDR-provided Solid Waste Information System database.

OIL AND GAS WELLS
Available oil and gas well maps from the California Department of Conservation, Division of Oil, Gas and Geothermal Resources (DOGGR) were reviewed to identify oil and gas wells on the Property or in the nearby area. According to the Digital Online Mapping System (DOMS 2.1), no wells were identified within 0.5 mile of the Property. Based on the available information, no significant environmental impacts to the Property are anticipated from oil and gas wells.

Prologis – Downey Phase I ESA

23 NATIONAL PIPELINE MA PPING SYSTEM (NPMS)
SCS reviewed the NPMS website (https://www.npms.phmsa.dot.gov/PublicViewer/) for the Property and surrounding area to identify any hazardous materials pipelines. The NPMS is a geographic information system (GIS) created by the U.S. Department of Transportation, Pipeline and Hazardous Materials Safety Administration (PHMSA), and Office of Pipeline Safety (OPS) in cooperation with other federal and state governmental agencies and the pipeline industry. The NPMS consists of geospatial data, attribute data, public contact information, and metadata pertaining to the interstate and intrastate hazardous liquid trunklines and hazardous liquid low- stress lines as well as gas transmission pipelines, liquefied natural gas (LNG) plants, and hazardous liquid breakout tanks (tanks that receive and store liquids transported by pipeline) jurisdictional to PHMSA. The nominal accuracy of geospatial data in the NPMS is +/-500 feet.

The NPMS does not contain information on interconnects, pump and compressor stations, valves, direction of flow, capacity, throughput, or operating pressure. In addition, distribution and gathering pipelines are not included in the NPMS.

The NPMS is built from data submitted by pipeline, LNG plant, and breakout tank facility operators. Since 2002, transmission pipeline and LNG plant facility operators are required to submit mapping information to the NPMS and to update their submissions annually. Breakout tank operators are able to submit data to the NPMS on a voluntary basis.

Based on review of the NPMS website, there are no hazardous materials pipelines within 0.25 miles of the Property.
13 USER PROVIDED INFORM ATION
A User Questionnaire was not returned to SCS for inclusion in the report, however the following information was discussed verbally with Prologis.

TITLE RECORDS
No title report was provided to SCS for review.

ENVIRONMENTAL LIENS OR ACTIVITY AND USE LIMITATIONS
No information regarding environmental liens or activity and use limitations was provided to SCS. No environmental liens or activity/use limitations were identified by SCS during the course of this assessment.

SPECIALIZED KNOWLEDG E
No specialized knowledge regarding the Property was provided to SCS by the User.

VALUATION REDUCTION FOR ENVIRONMENTAL IS SUES
The purchase price being paid for the Property reasonable reflects the fair market value.

Prologis – Downey Phase I ESA

24 14 DEGREE OF OBVIOUSNES S OF THE

PRESENCE/LIKELY PRES ENCE OF CONTAMINATION

ON THE PROPERTY
The Property has a complex history of various tenants, many of which conducted manufacturing operations (including aerospace). Information reviewed during the course of this ESA documented the use of chlorinates solvents on and adjacent to the Property, and the presence of three USTs and other subsurface features, all of which constitute RECs with regard to the Property. Based on these RECs, identified above and in the summary of findings below, further investigation is recommended to assess the potential for contamination at the Property.

15 DATA GAPS
A data gap represents an inability on the part of the environmental professional to obtain information required by the standards and practices of 40 CFR 312 to fully identify conditions indicative of releases or threatened releases of hazardous substances on, at, in, or to the Property.

The following data gaps were identified:

Based on the available information these data gaps are not considered significant.

16 FINDINGS AND OPINION S
Based on the scope of work performed, SCS finds the following:
• The Property consists of approximately 29 acres located between Hall Road (to the north) and Steward and Gray Road (to the south) on the block bounded to the east by Woodruff Avenue and to the west by Coldbrook Avenue. The Property consist of five parcels that have been assigned Assessor’s Parcel Numbers (APNs) 6284-019-013 through -017. The Property is commercial/industrial land currently developed with four primary structures (two large and 2 small) occupied by five tenants, associated parking areas, storage yards, and canopy areas.
• The site inspection identified that the Property is divided into five areas each occupied by different tenants (Omniteam, Duray Duncan, Western Pacific Pulp & Paper, EJ Lauren, and 88 Logistics) that manufacturing of commercial grade stainless steel products and sofa’s, along with warehousing and logistics, and a paper recycling facility. Two of the five tenants conduct minor maintenance of their vehicle fleets and store associated new and used oils and other vehicle fluids. Numerous patch areas and steel plated vault/trenches were observed in the larger warehouse buildings. A well was observed at the south end of Building 1A. No information could be provided to SCS regarding the well. The subsurface features observed within the structures represent a REC.

Prologis – Downey Phase I ESA

25 • Numerous patch areas and steel plated vault/trenches were observed in the larger warehouse buildings. A well was observed at the south end of Building 1A. No information could be provided to SCS regarding the well. The subsurface features observed within the structures represent a REC.
• Numerous tenants have occupied the Property including various manufacturing facilities, carpets, furniture, cabinetry, printing, logistics, pulp and paper recycling, etc. Chemical use by these historical tenants is unknown. The presence of various historic manufacturing operations with unknown chemical use on the Property constitutes a REC. • Available records on the SCAQMD’s Facility Information Detail (FIND) database indicate the use of degreasers containing chlorinated solvents on the parcel directly adjacent to the west (9236 Hall Road) by two former occupants, Aerojet and General Dynamics. One of these former neighbors, Aerojet, also occupied (prior to 1971) the portion of the Property located at 9300 Hall Road and thus may have conducted operations on the Property. Permits for the adjacent site at 9236 Hall Road indicated that both Aerojet and General Dynamics operated a 1,1,1-trichloroethane degreaser, a perchloroethylene degreaser, a Freon degreaser, scrubbers, wastewater treating equipment, a spray booth (paint and solvent), and other equipment related to aerospace manufacturing activities. The use of chlorinated solvents adjacent to, and potentially on the Property, constitutes a REC.
• Los Angeles County Department of Public Works (LACDPW) records indicated that Aerojet occupied the adjacent parcel to the west from at least 1971 to 2003, and leased the building at 9300 Hall Road for use, including aerospace machining operations, for a period of time up to 1971. A number of subsurface features were used during this time, including a 10,000 gallon diesel underground storage tank (UST; unknown installation date) and various concrete sumps and/or clarifiers. The UST was removed and some of the sump/clarifiers were abandoned in place in 1986. A no further action letter was issued by the LACDPW on February 28, 1986 for certain concrete oil, grease, and water “tanks;” the 10,000-gallon UST was not included in this closure letter. Other subsurface features (drain lines, pit, sump, clarifier, etc.) were listed in the LACDPW records and it is anticipated these remain in place. Samples collected in 1985, from the contents of these features (both those removed and those that are anticipated to remain) revealed elevated concentrations of metals, total petroleum hydrocarbons (TPH), and oil and grease (analysis for volatile organic compounds [VOCs] was not conducted). The highest metals concentrations were detected in a sample collected from a “dirt pit.” The disposition of the clarifiers, pits, sumps and other facilities contents from which samples were collected is unknown. The presence of these subsurface features, some of which currently appear to remain and some of which were abandoned in place, along with the former aerospace machining operations, are considered a REC. • Two USTs (a 1,000 gallon gasoline and a 15,000 gallon diesel) were formerly located at the Western Pacific Paper and Pulp facility at 9350 Hall Road. A release of up to 18,200 (presumably mg/kg, however the units were not reported) of TPH was summarized on an unauthorized release report that referred the case from the LACDPW to the Los Angeles Regional Water Quality Control Board (LARWQCB). Although the LARWQCB issued Prologis – Downey Phase I ESA

26 a no further action letter in 1996, there is no record that any remediation was conducted, therefore the presence of the former USTs and associated release constitute a REC. • In 1995, Heger Reality disposed of tank bottom wastes (based on the date, this may be associated with the USTs removed at 9350 Hall Road) and halogenated solvents from the address of 9400 Hall Road. The disposal of tank bottom wastes (indicating the presence of former UST[s]) and halogenated solvents is considered a REC.

In summary, SCS has performed a Phase I Environmental Site Assessment in conformance with the scope and limitations of ASTM Practice E1527-13 of the Downey Industrial Center located at 9300, 9350, and 9400 Hall Road and 9301, 9333, and 9399 Stewart & Gray Road, Downey, California. Any exceptions to, or deletions from, this practice are described in Section 5 of this report. In the opinion of the Environmental Professionals, this assessment has revealed evidence of conditions indicative of recognized environmental conditions in connection with the Property, as follows:
• Numerous patch areas and steel plated vault/trenches were observed in the larger warehouse buildings. A well was observed at the south end of Building 1A. No information could be provided to SCS regarding the well. The subsurface features observed within the structures represent a REC.
• Numerous tenants have occupied the Property including various manufacturing facilities, carpets, furniture, cabinetry, printing, logistics, pulp and paper recycling, etc. Chemical use by these historical tenants is unknown. The presence of various historic manufacturing operations with unknown chemical use on the Property constitutes a REC. • Available records on the SCAQMD’s Facility Information Detail (FIND) database indicate the use of degreasers containing chlorinated solvents on the parcel directly adjacent to the west (9236 Hall Road) by two former occupants, Aerojet and General Dynamics. One of these former neighbors, Aerojet, also occupied (prior to 1971) the portion of the Property located at 9300 Hall Road and thus may have conducted operations on the Property. Permits for the adjacent site at 9236 Hall Road indicated that both Aerojet and General Dynamics operated a 1,1,1-trichloroethane degreaser, a perchloroethylene degreaser, a Freon degreaser, scrubbers, wastewater treating equipment, a spray booth (paint and solvent), and other equipment related to aerospace manufacturing activities. The use of chlorinated solvents adjacent to, and potentially on the Property, constitutes a REC.
• Los Angeles County Department of Public Works (LACDPW) records indicated that Aerojet occupied the adjacent parcel to the west from at least 1971 to 2003, and leased the building at 9300 Hall Road for use, including aerospace machining operations, for a period of time up to 1971. A number of subsurface features were used during this time, including a 10,000 gallon diesel underground storage tank (UST; unknown installation date) and various concrete sumps and/or clarifiers. The UST was removed and some of the sump/clarifiers were abandoned in place in 1986. A no further action letter was issued by the LACDPW on February 28, 1986 for certain concrete oil, grease, and water “tanks;” the 10,000-gallon UST was not included in this closure letter. Other subsurface features (drain lines, pit, sump, clarifier, etc.) were listed in the LACDPW records and it Prologis – Downey Phase I ESA

27 is anticipated these remain in place. Samples collected in 1985, from the contents of these features (both those removed and those that are anticipated to remain) revealed elevated concentrations of metals, total petroleum hydrocarbons (TPH), and oil and grease (analysis for volatile organic compounds [VOCs] was not conducted). The highest metals concentrations were detected in a sample collected from a “dirt pit.” The disposition of the clarifiers, pits, sumps and other facilities contents from which samples were collected is unknown. The presence of these subsurface features, some of which currently appear to remain and some of which were abandoned in place, along with the former aerospace machining operations, are considered a REC. • Two USTs (a 1,000 gallon gasoline and a 15,000 gallon diesel) were formerly located at the Western Pacific Paper and Pulp facility at 9350 Hall Road. A release of up to 18,200 (presumably mg/kg, however the units were not reported) of TPH was summarized on an unauthorized release report that referred the case from the LACDPW to the Los Angeles Regional Water Quality Control Board (LARWQCB). Although the LARWQCB issued a no further action letter in 1996, there is no record that any remediation was conducted, therefore the presence of the former USTs and associated release constitute a REC. • In 1995, Heger Reality disposed of tank bottom wastes (based on the date, this may be associated with the USTs removed at 9350 Hall Road) and halogenated solvents from the address of 9400 Hall Road. The disposal of tank bottom wastes (indicating the presence of former UST[s]) and halogenated solvents is considered a REC.

Based on the identified RECs at the Property, additional investigation is recommended.

Prologis – Downey Phase I ESA

28 17 REFERENCES
AES Due Diligence, Inc., April 13, 2007. Phase I Environmental Site Assessment, Downey Industrial Center, 9300, 9350, 9400 Hall Road and 9301 Stewart and Gray Road, Downey, CA 90241.

California Department of Conservation, Division of Oil, Gas, and Geothermal Resources Website: http://www.conservation.ca.gov/dog/Pages/Index.aspx.

California Department of Health Services, California Indoor Radon Levels Sorted by Zip Code, http://www.cdph.ca.gov/healthinfo/environhealth/Documents/Radon/CaliforniaRadonDat abase.pdf. Updated May 4, 2010.

California Department of Water Resources. Planned Utilization of the Ground Water Basins of the Coastal Plain of Los Angeles County. Bulletin No. 104. Reprinted April 1988.

California Environmental Protection Agency, State Water Resources Control Board. GeoTracker website; http://geotracker.waterboards.ca.gov/

Environmental Data Resources, Inc., www.edrnet.com, 1-800-352-0050.

City of Downey Building and Safety Division, 11111 Brookshire Avenue, Downey, California 91731, (562) 904-7142.

Los Angeles County Countywide General Plan, Major Waste Systems, Project Planning & Pollution Control Division – County Engineer, Regional Planning Commission. July 1973, Updated October 1996.

Los Angeles Regional Water Quality Control Board, 320 W. 4th St. Suite 200, Los Angeles, CA 90013, (213) 576-6636.

National Pipeline Mapping System online maps.
https://www.npms.phmsa.dot.gov/PublicViewer/.

Prologis – Downey Phase I ESA

29 18 GLOSSARY/DEFINITIONS
AAI -- All Appropriate Inquiry
AUL -- Activity and Use Limitations
BTEX -- benzene, toluene, ethylbenzene, and total xylenes CERCLA -- Comprehensive, Environmental Response, Compensation, and Liability Act CERCLIS -- Comprehensive Environmental Response, Compensation, and Liability Information System
CFR -- Code of Federal Regulations
CORRACTS -- Corrective Action Against Responsible Parties at a RCRA site CREC -- A recognized environmental condition resulting from a past release of hazardous substances or petroleum products that has been addressed to the satisfaction of the applicable regulatory authority (for example, as evidenced by the issuance of a no further action letter or equivalent, or meeting risk-based criteria established by regulatory authority), with hazardous substances or petroleum products allowed to remain in place subject to the implementation of required controls (e.g., property use restrictions, AULs, or institutional or engineering controls).

DOGGR -- Department of Oil, Gas, and Geothermal Resources De Minimis Condition -- A condition that generally does not present a threat to human health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies. Conditions determined to be de minimis conditions are not RECs or CRECs.

DTSC -- California EPA Department of Toxic Substances Control EDR -- Environmental Data Resources, Inc.

EPA -- Environmental Protection Agency
ERNS -- Emergency Response Notification System
ESA -- Environmental Site Assessment
FINDS -- Facility Index System
HAZNET -- California EPA Hazardous Waste Facility and Manifest Data HREC -- Historical Recognized Environmental Condition: A past release of any hazardous substances or petroleum products that has occurred in connection with the property and has been addressed to the satisfaction of the applicable regulatory authority or meeting unrestricted use criteria established by a regulatory authority, without subjecting the property to any required controls
LQG -- Large Quantity Hazardous Waste Generator
LUST -- Leaking Underground Storage Tank
MCL -- Maximum contaminant level
MTBE -- Methyl-tert-butyl-ether
NFA -- No Further Action determination
NFRAP -- No Further Remedial Action Planned
NPL -- National Priority List (Superfund)
PAHs -- Polynuclear aromatic hydrocarbons
PCBs -- Polychlorinated biphenyls
PRGs -- Preliminary Remediation Goals
RCRA -- Resource Conservation and Recovery Act
RCRIS -- Resource Conservation and Recovery Information System Prologis – Downey Phase I ESA

30 RECs -- Recognized environmental conditions is defined by ASTM E 1527-13 as: “The presence or likely presence of any hazardous substances or petroleum products in, on, or at a property: (1) due to release to the environment; (2) under conditions indicative of a release to the environment; or (3) under conditions that pose a material threat of a future release to the environment. De minimis conditions are not recognized environmental conditions.”
ROD -- Record of Decision
RBSLs -- Risk-based Screening Levels
RWQCB -- Regional Water Quality Control Board
SARA -- Superfund Amendments and Reauthorization Act
SLIC -- Spills, Leaks, Investigations, and Cleanups database SQG -- Small Quantity Hazardous Waste Generator
SWIS -- Solid Waste Information System
SWLF -- Solid Waste Facility/Landfills
TPH -- Total Petroleum Hydrocarbons
TRIS -- Toxic Release Inventory System
TSD -- Treatment, Storage, and/or Disposal Facility
User -- The person or persons seeking to establish the innocent landowner defense, bona fide prospective purchaser liability protection, and/or contiguous property owner liability protection pursuant to CERCLA sections 101 and 107.

USGS -- United States Geologic Survey
UST -- Underground Storage Tank
VCP -- Voluntary Cleanup Program
VOCs -- Volatile organic compounds

Prologis – Downey Phase I ESA

APPENDIX A

FIGURES 1 THROUGH 3
Copyright:© 2011 National Geographic Society, i-cubed
0 2,0001,000
Feet
FIGURE
1 3900 KILROY AIRPORT WAY, STE 100
LONG BEACH, CALIFORNIA 90806-6816

S C S E N G I N E E R S
4 SITE:

SITE LOCATION MAP
Job No.: 01216368.00
Title:

PROJECT SITE
9300, 9350, & 9400 Hall Road
9301, 9333, & 9399 Stewart Gray Road
Downey, California 90241

SCS ENGINEERSSCS ENGINEERS
Property at
9300, 9350 and 9400 Hall Road
9301, 9333 and 9399 Stewart & Gray Road
Downey, CA 90241
Figure 2. Assessor’s Parcel Map (APNs: 6284-019-013 through 017) Figure 3. Site Schematic Source: Provided by Heger Industrial Prologis – Downey Phase I ESA

APPENDIX B

AERIAL IMAGE AND SITE PHOTOGRAPHS

9300 Hall Road

Photo 1. Southerly view of Omniteam, Inc. at 9300 Hall Road.

Photo 2. Northeasterly view of the Omniteam structure.

9300 Hall Road

Photo 3. Southerly view of the Omniteam yard.

Photo 4. Northerly view of the Omniteam yard.

9300 Hall Road

Photo 5. View of only vegetated area on the Property located on the northwesterly boundary.

Photo 6. Potential clarifier located in yard at Omniteam.

9300 Hall Road

Photo 7. Omniteam facility.

Photo 8. Omniteam facility.

9350 Hall Road

Photo 9. Southerly view of entrance to 9350 Hall Rd. and Structure at 9300 Hall Rd.

Photo 10. Southerly view of Western Pacific Pulp & Paper.

9350 Hall Road

Photo 11. Southerly view between 9350 and 9400 Hall Road.

Photo 12. View of potential clarifier to east of 9350 Hall Rd. structure.

9350 Hall Road

Photo 13. Storage of Western Pacific Pulp & Paper products.

Photo 14. View of Western Pacific Pulp & Paper yard.

9350 Hall Road

Photo 15. Western Pacific Pulp & Paper bailing equipment.

Photo 16. Western Pacific Pulp & Paper hazardous materials storage.

4000 Hall Road

Photo 17. EJ Lauren at 9400 Hall Road.

Photo 18. EJ Lauren facility.

4000 Hall Road

Photo 19. Repair of fire area at EJ Lauren.

Photo 20. View of fire damage at EJ Lauren (9400 Hall Road).

9333/9399 Stewart and Gray Road

Photo 21. Southwesterly view of lot at 88 Logistics at 9399 Stewart & Gray Road.

Photo 22. Westerly view of lot across 9399 Stewart & Gray Road.

9333/9399 Stewart and Gray Road

Photo 23. Northerly view at 9399 Stewart and Gray Road.

Photo 24. Westerly view of 9333/9363 Stewart and Gray structure at 88 Logistics facility.

9333/9399 Stewart and Gray Road

Photo 25. Previous subsurface feature observed at 9399 Stewart and Gray Rd.

Photo 26. Storage at 88 Logistics facility.

9333/9399 Stewart and Gray Road

Photo 27. Additional view of 88 Logistics facility.

Photo 28. Additional view of 88 Logistics facility.

9301 Stewart and Gray Road

Photo 29. Northerly view of 9301 Stewart and Gray, occupied by Duray.

Photo 30. Baghouse equipment (not in use) at northeast corner of Duray facility.

9301 Stewart and Gray Road

Photo 31. Hazardous waste storage at Duray (eastern boundary).

Photo 32. Equipment used in Duray operations.

9301 Stewart and Gray Road

Photo 33. Duray facility.

Photo 34. Metal plates covering trenches (not associated with current operations) at Duray facility.

9301 Stewart and Gray Road

Photo 35. Trench/sump area housing pipelines from previous operations at 9301 Stewart and Gray.

Photo 36. Compressed gases used at Duray.

Prologis – Downey Phase I ESA

APPENDIX C

HISTORICAL SITE USE INFORMATION

(Aerial Photographs, City Directories, and Topographic
Maps)
The EDR Aerial Photo Decade Package
Inquiry Number:
6 Armstrong Road, 4th floor
Shelton, CT 06484
Toll Free: 800.352.0050
www.edrnet.com
9300, 9350 and 9400 Hall Road
9301, 9333 and 9399 Stewart & Gray Road
Downey, CA 90241
December 29, 2016
4816690.9
Contact:EDR Inquiry #
Search Results:

Disclaimer - Copyright and Trademark Notice
EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.
page-
Environmental Data Resources, Inc. (EDR) Aerial Photo Decade Package is a screening tool designed to assist environmental professionals in evaluating potential liability on a target property resulting from past activities. EDR’s professional researchers provide digitally reproduced historical aerial photographs, and when available, provide one photo per decade.

When delivered electronically by EDR, the aerial photo images included with this report are for ONE TIME USE ONLY. Further reproduction of these aerial photo images is prohibited without permission from EDR. For more information contact your EDR Account Executive.

Year Details SourceScale
EDR Aerial Photo Decade Package
Site Name: Client Name:
2012 1"=500' Flight Year: 2012 USDA/NAIP
2010 1"=500' Flight Year: 2010 USDA/NAIP
2009 1"=500' Flight Year: 2009 USDA/NAIP
2005 1"=500' Flight Year: 2005 USDA/NAIP
2002 1"=500' Flight Date: June 11, 2002 USDA
1994 1"=500' Acquisition Date: May 31, 1994 USGS/DOQQ
1989 1"=500' Flight Date: August 22, 1989 USDA
1983 1"=500' Flight Date: November 19, 1983 EDR Proprietary Brewster Pacific 1977 1"=500' Flight Date: May 29, 1977 EDR Proprietary Brewster Pacific 1972 1"=500' Flight Date: October 30, 1972 EDR Proprietary Brewster Pacific 1963 1"=500' Flight Date: February 28, 1963 USGS
1952 1"=500' Flight Date: November 17, 1952 USDA
1938 1"=500' Flight Date: May 24, 1938 USDA
1928 1"=500' Flight Date: January 01, 1928 USGS
12/29/16
9300, 9350 and 9400 Hall Road
SCS Engineers
9301, 9333 and 9399 Stewart & Gray Road
3900 Kilroy Airport Way
Downey, CA 90241
Long Beach, CA 90806
4816690.9
Kim Braun
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY

DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE,

WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property.

Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2016 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission. 4816690
9 2
4816690.9
2012
= 500'
4816690.9
2010
= 500'
4816690.9
2009
= 500'
4816690.9
2005
= 500'
4816690.9
2002
= 500'
4816690.9
1994
= 500'
4816690.9
1989
= 500'
4816690.9
1983
= 500'
4816690.9
1977
= 500'
4816690.9
1972
= 500'
4816690.9
1963
= 500'
4816690.9
1952
= 500'
4816690.9
1938
= 500'
4816690.9
1928
= 500'
9300, 9350 and 9400 Hall Road
9301, 9333 and 9399 Stewart & Gray Road
Downey, CA 90241
Inquiry Number: 4816690.5
January 03, 2017
The EDR-City Directory Image Report
6 Armstrong Road
Shelton, CT 06484
800.352.0050
www.edrnet.comEnvironmental Data Resources IncEnvironmental Data Resources IncEnvironmental Data Resources IncEnvironmental Data Resources Inc

TABLE OF CONTENTS

SECTION
Executive Summary
Findings
City Directory Images
Thank you for your business.

Please contact EDR at 1-800-352-0050
with any questions or comments.

Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY

OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction orforecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates.

All other trademarks used herein are the property of their respective owners.

EXECUTIVE SUMMARY

DESCRIPTION
Environmental Data Resources, Inc.’s (EDR) City Directory Report is a screening tool designed to assist environmental professionals in evaluating potential liability on a target property resulting from past activities.

EDR’s City Directory Report includes a search of available city directory data at 5 year intervals.

RESEARCH SUMMARY
The following research sources were consulted in the preparation of this report. A check mark indicates where information was identified in the source and provided in this report.

Year Target Street Cross Street Source
2013 þ þ Cole Information Services
2008 þ þ Cole Information Services
2003 þ þ Cole Information Services
1999 þ þ Cole Information Services
1995 þ þ Cole Information Services
1992 þ þ Cole Information Services
1985 þ þ Haines Criss-Cross Directory
1980 þ þ Haines Criss-Cross Directory
1975 þ þ Haines Criss-Cross Directory
1971 þ þ Haines Criss-Cross Directory

RECORD SOURCES
EDR is licensed to reproduce certain City Directory works by the copyright holders of those works. The purchaser of this EDR City Directory Report may include it in report(s) delivered to a customer.

Reproduction of City Directories without permission of the publisher or licensed vendor may be a violation of copyright.
4816690- 5 Page 1

FINDINGS

TARGET PROPERTY STREET
9301, 9333 and 9399 Stewart & Gray Road
Downey, CA 90241
Year CD Image Source

STEWART AND GRAY RD
2013 pg A2 Cole Information Services
2008 pg A25 Cole Information Services
2003 pg A48 Cole Information Services
1999 pg A68 Cole Information Services
1995 pg A91 Cole Information Services
1985 pg A98 Haines Criss-Cross Directory
1985 pg A99 Haines Criss-Cross Directory
1980 pg A101 Haines Criss-Cross Directory
1975 pg A103 Haines Criss-Cross Directory
1975 pg A104 Haines Criss-Cross Directory
1971 pg A106 Haines Criss-Cross Directory

STEWART GRAY RD E
1992 pg A94 Cole Information Services
4816690- 5 Page 2

FINDINGS

CROSS STREETS
Year CD Image Source

HALL RD
2013 pg. A1 Cole Information Services
2008 pg. A24 Cole Information Services
2003 pg. A47 Cole Information Services
1999 pg. A67 Cole Information Services
1995 pg. A90 Cole Information Services
1992 pg. A93 Cole Information Services
1985 pg. A96 Haines Criss-Cross Directory
1985 pg. A97 Haines Criss-Cross Directory
1980 pg. A100 Haines Criss-Cross Directory
1975 pg. A102 Haines Criss-Cross Directory
1971 pg. A105 Haines Criss-Cross Directory
4816690- 5 Page 3
City Directory Images
-

HALL RD
Cole Information Services
4816690.5 Page: A1
Source
Target Street
Cross Street
2013
9226

LIVE IN FITNESS

VALUE PAINTING INC
9228

CY COMPUTERS
9234

GOOD TIME BEVERAGES

REPUBLICNAIL INCORPORATED
9236
24 HOUR 7 DAY EMERGENCY LOCKSMITH

KPRS CONSTRUCTIN SERVICE

M CHEMICAL COMPANY INC
9238

BITEBEECOM

KATA INDUSTRIES
9240

SIGNATURE AUTO CONCEPTS INC
9242

RABBIT AIR
9244
PDC
9246

HI TECH MACHINING
9248

CONCEPT CRAFTS

CREAVANCE SALES
9250

G & R ELECTRIC INC
9252

COMPTON GLASS INC

ZEMIC USA INC
9256

INDUSTRIAL SUPPLY E V
9258

MO MAGZ INC
9262

P N CALIFORNIA INC

THE FASTENING CARE
9268

MEPCO SERVICES
9300

OMNI TEAM INC
9400

MAERSK DISTRIBUTION

WESTERN PACIFIC PULP & PAPER
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A2
Source
Target Street
Cross Street
2013
7011

CLEARBROOK FARMS

ROCKVIEW DAIRIES INC
7033

ADRIANNE VALLADARES

ALBERTO PEREZ

ANDREW BARBOSA

APRIL RICO

ASHLEY MELENDEZ

BEATRIZ VELASQUEZ

BENJAMIN GUTIERREZ

BENJAMIN JACKSON

BRADFORD LOW

CARL ZELAMBO

CECIL REYES

CELESTE JUAREZ

CENIA GALINDO

CHERYL HARRIS

CHESTER SANDERS

CHRISTOPHER FRIEDMAN

CLAUDIA MORENO

DAVID FELIX

DOLORES MIRELES

DUSTIN HERNANDEZ

EARLENE OTERO

EULISES GUZMAN

FRANCISCO GARDEA

GREG GALVIN

JAIME CARMONA

JASON MARTINEZ

JENNIFER VENEGAS

JESUS GARCIA

JIMMY GUERRERO

JOAN SAUER

JOSE CORNEJO

JOSE HOLGUIN

LONNIE BENSON

LUZ CARDONA

LYNDA TORRES

MARCIN KOSAKOWSKI

MARIA GUERRA

MARK FLORES

MARTHA KAZIMI

MICHAEL MARROQUIN

NAWAPOL THONGDONNOI

OLGA ALVAREZ

OMAR SAUCEDO

OSCAR OLIVAS

PATRICIA GRAJEDA

RAYMOND LUCERO

RICHARD ORTIZ

ROBIN FLOWERS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A3
Source
Target Street
Cross Street
2013
7033

ROSA REBOLLAR

ROSA VARGAS

SULAINE BERNAL

VERONICA GUDINO

VICTOR MONROY

ZELMIRA VALLINI
7044

DANIEL LARA
7100

ALVARO GUARDADO
7102

OCCUPANT UNKNOWN
7106

EMANUEL STONE
7108

AMPARO HURTADO
7110

OCCUPANT UNKNOWN
7112

ROBERT TURNER
7117

ALESSANDRO BEVILACQUA

ALMA VELASCO

ALVIN HAVESON

ANDRE HARRISON

ANTHONY TOVAR

ANTOINETTE ALVAREZ

APRIL LINO

ARTURO GONZALEZ

BAHRAM YALZADEH

CECIL GONZALES

CHRISTOPHER SCOTT

CRAIG FISHER

DANIEL DELAROSA

DARNELL BANKS

DAVID VILLEGAS

DIANA PIMENTEL

DONALD ROMERO

ELIRETH MORALES

FRANCISCO RODRIGUEZ

GERALD TALLEY

GINNEAN PEREZ

GRAYSTONE MANOR APARTMENTS

GRICELDA PONCE

GUADALUPE OREA

HERLINDA SIR

IRENE FISHER

J PATRICIA

JAIME BARILLAS

JAMES ESCALZO

JANEICE SLOAN

JASON AHERN

JESUS CAMACHO

JOHN DEANDA

KATRINA JUAREZ

KEMMERER INSURANCE

L A CARSERVICE INC

LEWIN TOBAN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A4
Source
Target Street
Cross Street
2013
7117

MARY SISK

MICHAEL LUCERO-ORTIZ

NANCY GABRIEL

RAFAEL MURRO

ROSINA LOMBARDI

ROY REEVES

S SHELL

SAMUEL CHUN

SANDRA TOVAR

SILVIA HERNANDEZ

STEVE ZELAYA

STEVEN CONTRERAS

SUSAN CHHAN

TERRENCE SMITH

WILLIAM MEHL

YURIK ZAKARYAN
7118

OCCUPANT UNKNOWN
7120

JORGE BERCIAN

MARIA GAETA
7122

JORGE SOTO
7124

OSCAR BARRIENTOS
7134

WAYNE GREENBERG
7136

PATRICIA DELUCA
7137

ANEL GALLARDO

CLARO NUNEZ

DEJUAN JOHNSON

DOWNEY WEST GARDEN APARTMENTS

ESTHER SALAZAR

GALINDO JAVIER

GINO SILVA

JASON ROBERTS

JOEL NIEDJELSKI

JOSE AVILA

LAVON ROBERTS

LETICIA RODRIGUEZ

LOUIS PAVON

LUCIA SAMBRANO

MARCELA LEDESMA

MICHELLE PEREZ

MIGUEL ALVAREZ

PATRICK MANOOGIAN

PEDRO AMBRIZ

RICARDO SALAS

RICHARD GARCIA

RUTH RUIZ
7138

DORA ESCALANTE
7140

LOUIS ARIA
7142

A REITZEL
7144

BERNICE PRUITT
7146

GUSTAVO CORDERO
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A5
Source
Target Street
Cross Street
2013
7147

ADALBERTO QUESADA

ADRIANA CUEVAS

ALEJANDRO TORRES

ALMA CEJA

EDNA JUAREZ

ERNEST RHODES

HECTOR QUINTERO

JORGE OCHOA

JOSE MONTANO

JUAN HERNANDEZ

JUDITH MACIAS

LEOPOLD ROBINSON

MARGARITA SIGUENZA

MONICA SANDOVAL

PETE ROSAS

RICK HAZEL

ROBERT DERRICKSON

SCOTT KEARSE

VALERIE TREJO

ZOBEIDA CHAVEZ
7150

CAROL GRAVIUS

MAGDALENA SOLIS

MARCOS GONZALEZ

MIRIAM MENDOZA
7152

OLGA REVELO
7154

DENNIS ALVAREZ

ROBIN RETTIG
7156

MIREYA CASTRO
7157

ALBERT MARTINEZ

ALFRED HIGA

ALICIA BELTRAN

ARTHUR BROWN

H MOORE

JANOLA HALE

JOSE CECENA

JUAN HERRERA

L KEARSE

LORINE PARKS

MARIA JAQUEZ

MARIE BENNETT

MARTA SARRIA

MELISSA FLETCHER

NICOLA LAURENZA

PAUL RAKOCZY

RAYMOND EMIRO

STEVEN DRAPER

TED MATTHIES

TONY MEZERAANI

VIVIANA SPIRU
7158

BLANCA FUENTES
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A6
Source
Target Street
Cross Street
2013
7158

CARL JONES
7160

OCCUPANT UNKNOWN
7162

TRAVIS MULLEN
7164

GEORGE MULLEN
7167

DAMU FREEMAN
7168

DENNIS PASILLAS
7207

ANDREW TITTELFITZ

ANTHONY LOPEZ

ANTONIO LOPEZ

CARLOS ESCALANTE

CHARLES LILLEY

DEBRA HERNANDEZ

EDITH JARA

ELSA URDIALES

GREGORY LUCKETT

JASON CIERPISZEWSKI

JOSPEPH KANE

LILIA ZARAGOZA

M SUCEDA

NUBIA SAUCEDA

PAULINE DRAKE

WILLIAM BLUSH
7208

DELIA ZATLOUKAL
7229

C PLASCENDY
7275

STEVEN DRULIS
7302

APRIL FORD
7308

HUSSEIN ALKHAFAJE
7314

CODY THOREN
7320

OCCUPANT UNKNOWN
7326

ALVARO PRECIADO

WILLIAM RITCHIE
7332

BERTHA HERMOSILLO

OSCAR RUBIO
7336

HANY SHEHATA

ROLANDO ROMERO
7338

JUANA ALVAREZ

MIHAI CIOCEA

OCCUPANT UNKNOWN
7340

CAROLYN MILLER

DEREK VAUGHN

OCCUPANT UNKNOWN
7344

MARIO PERSICO

MATT KLUTE
7354

DONNAS DRY CLEANING & LAUNDRY
7356

GLEN THE
7360

VICTORIAS NAILS
7362

JOES BARBER STYLIST
7364

G & L HEALTH WATER
7368

PONCES BAKERY
7375

SUNLAND DONUTS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A7
Source
Target Street
Cross Street
2013
7377

DEAN OF VIDEO
7380

TACOS LA CABANITA
7389

BEAUTY PARADISE

UNIQUE FLORAL DESIGN SHOPPE
7391

COCOON GIFTS FOR THE MIND & HEART
7399

WEST DOWNEY LITTLE LEAGUE
7400
7ELEVEN
7410

GLADYS BRYANT

JAVIER LUNA

MARK HAYES

RUSSELL LUNSFORD

SHANNON LUND
7413

IRA WHITE

LETICIA AGUILLEN

MATILDA CENTENO
7415

KANANI AUWAE

TRACEE SMITH
7416

LUCINDA SMITH

MIREYA MENDOZA

OMAR CERREL
7424

LANI MORRIS

RICHARD ARCE
7425

ALFONSO OLIVAN

ALMA FERNANDEZ

APRIL BEMISTER

DANNYA MEZA

EDGAR BORJA

LINDA ADKINS

NIKO MARTILLO

STELLA OCEGUEDA
7426

LILIANA HERENAS
7430

EDUARDO MIRAZO

JENNIFER KO

KARL GERSTENACKER

L ROGERS

TYRONE RODGERS
7435

E HARVEY

JORGE GUTIERREZ

LORENZO AMBRIZ
7436

CASONDRA WEAVER

GREG CONTE

KATHLEEN LEWIS

RAYMOND ARCE

SILAS WILLIS
7442

CHARLENE ROCHE
7481

ELYSE MIRAYA
7500

ERICA SANCHEZ

LINDA LEROY

RAUL ROBLES

WENDY VALLE
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A8
Source
Target Street
Cross Street
2013
7509

XINIA HOLLMAN
7512

ROSA ALVARADO

VICENTE FIGUEROA
7518

ANA VELASQUEZ

MATTHEW FOUNTAIN

OMER SOZEN
7524

JANICE LEARNED

RICHARD MATA

WILLIAM WOHLFORD
7528

ADALBERTO NAVARRO

ANDREW WRITER

R SEPULVEDA
7546

ALEXANDER LEPE

BRANDON KIM

BRITTANY CYCHOSZ

CHARLES GERDING

CHRISTOPHER PEARSON

DENISE GERDING

DIANE DOLMAN

DONNA MARTIN

DONNA ZIEGLER

ELIZABETH ROMERO

ELIZABETH ROYCE

JAMIROS ASDF

JOMARI SARMIENTO

JUAN GOMEZ

JULIO MARTINEZ

LAURA GONZALEZ

LAVERNE HOCKETT

MARIA PACHECO

MARILYNN MURRAY

MARIO AMAYA

MARY WIELB

MIGUEL COSME

MOZON ALEJANDRO

MYRA FIGUEROA

NORD STAR APARTMENTS

RANDY WINNEY

RICHARD SWOPE

SAHILY VAZQUEZ

TRINIDAD LOPEZ

WENDY ESCOBAR
7602

JONG PARK

MARIA BRAVO

YONG CHOI
7604

JOSE LLIZO

S & G ESTATES

TAMMY KIM
7612

CARLOS SALAZAR
7618

JOSE FLORES
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A9
Source
Target Street
Cross Street
2013
7624

DIAZ PENA
7632

RAUL GARCIA
7640

OPAL SHAFFER
7644

JOHN SY-SIONG
7646

VENKATA TADI
7648

SAM NOVICK
7650

ARMANDO ZAVALA
7652

RODRIGO GAMINO
7654

MARVIN HERNANDEZ
7714

JOANN WILLIAMS

MI KYOUNG

STEPHEN KANG
7716

MOON JEON

RAUL RUVALCABA
7718

BRENT CANNADY

BRIAN CHAMBERS

ROGER MILLER
7722

LENNIE IM

VICTOR OH
7724

OCCUPANT UNKNOWN
7730

HAILES SOTO
7802

CLAUDIA RIVERA
7803

ABELINO BAUTISTA
7810

CAROL ROMERO

EDITH GUTIERREZ

GABRIEL AGUAYO

JOHNNY LOPEZ

LUIS CHAPMAN

MARIO HERRERA
7813

LEUTERIO MACAPAGAL
7815

TED THIA
7817

KONTHEA KANG
7818

DAVID GUIZADO

EDUARDO VALLEJO

EMAD ABDELAAL

ENRIQUE MARTINEZ

JANET BLOUNT

JOSE RAMIREZ

JUANITA TREVINO

MITCHELL DAVIS

PETER MELIKA

ROBERT VANLOON

WILLIAMS WELTER
7819

MASOUD MIKHAIL
7821

KARLA FARIAS
7823

JENNY FIGUEROA
7829

ADRIANA VALADEZ

DANIEL ENCINA

DELIA QUINTERO

ERICKA RAMIREZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A10
Source
Target Street
Cross Street
2013
7829

HANH LEKIM

JOONG HUH

TIMOTHY MAGRANN

VICTOR ESTRELLA

VIOLETA HIDALGO
7830

ALEC BLAIR

ALEXANDRA JIMENEZ

CONCEPSION CORRAL

GRISELDA MEDINA

GUSTAVO CORTEZ

JOSE AGUILAR

SHELLI STEPHENSON

WALTER FERNANDEZ
7836

BENEDIC DANUT

DENISE HARRIS

ISMAEL DELPINO

MARIA GUTIERREZ

MARIA MARTINEZ

MICHAEL COZORT

ROBERT RENTERIA

STEPHANIE MUNOZ

TYESHA LOVELACE

VICTORIA VELIZ

VIRGINIA GONZALEZ
7841

DAVID FRASQUILLO

ELSA ROMERO

JULIO VELASQUEZ

MARIO PEREZ

MIKE RODRIGUEZ

RAFAEL MARTINEZ

ROBERT MENDEZ

SUNG SHIN
7845

ANA SALAZAR

ANDREW ROSALES

ARIAN PEREZ

DANIEL CASTRO

DEE LOPEZ

DONALD JOHNSON

ELI GUEDJ

HFH DOWNEY COURT LLC

HORTEN CASTILLO

ISMAEL MARTINEZ

JOSEPH JASSO

JOSUNE AGUIRRE

JULEE ROSSMAN

JULIE DUGAN

KERRY ELLISON

MARTIN THARP

MELY MENJIVAR

OSVALDO APARICIO
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A11
Source
Target Street
Cross Street
2013
7845

SALVADOR MIRANDA

SARA BAZAN

STEVEN LUEVANO

THARP DELCAMPO

THO NGUYEN

TIANA WILLIAMS
7846

OCCUPANT UNKNOWN

STEPHANIE MARSANO
7848

OCCUPANT UNKNOWN
7850

WILLY RODRIGUEZ
7860

BEN HUSBANDS
D JANG

GWYNDOLYN COLLINS

HARRISON PARK

JACK HUYSMAN

JOSE CAMPO

LYNN SEFFER

MICHAEL TRACEY

RACHEL DEWITT

SUZANA CENICEROS
7861

CHRISTIAN POMPA

DIANA ACOSTA

FANNY CESNEROS

JAIME YANEZ

JOSE NAVARRO

JUAN MEDINA

LAJUENE MUSTIN

PAT SLOAN

RICHARD RODRIGUEZ

TIANA WILLIAMS

VANESSA YANEZ
7862

PAUL KIM
7864

OCCUPANT UNKNOWN
7866

KIRK SEO
7868

MINDY LEE
7870

MARGARITA MONGE
7871

ALBERT BULNES

CLAUDIA DOZAL

EMMA GONZALEZ

JOHANNA CARDENAS

LUIS POSADA

MILVERDA EDMOND

NIDIA ALMENDAREZ

ROSA BARROS

SILVIA FUNES

VICTORIA FLORES
7872
IN KIM
7874

EDGARDO VALDEZ
7876

SANDRA ANDRADE

SEWON KIM
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A12
Source
Target Street
Cross Street
2013
7878

GREGORY OROZCO
7880

BRIDGETT RODGERS
7900

ALFREDO ARMENTA
7901

ADEL GIRGIS

ANTELITA KYLE

CARLOS CHAVEZ

DAVID NAVARRO

ELIZABERTH FLOREZ

GANNIGA PEUMSANG

GLORIA DEWITT

HILDA GONZALEZ

JAMES ARELLANO

OSWALDO YOCUPICIO

VIRGINIA MAYA
7906

LANI GUZMAN
7909

ALFREDO ROQUE

FRANCISCO AQUILA

GILBERT QUESADA

HJORGE ANCHETTA

HYE KANG

IVORY GUESS

J SANCHEZ

JOEL CARLUCCI

LESLIE MARTINEZ

NELSON VILLALOBOS

THALIA PHILLIPS

WILLIAM BAKER
7910

GLORIA OTERO
7912

CARLOS CASANOVA

CAROLYN CARBAJAL

HECTOR VIVANCO

MARIA SERRANO

SOLEDAD TORRES
7919

ARCADIO AGUIRRE

EDDY MORALES

KEVIN LARA

KRISTOFER OCHOA

PATRICIA VENCEBI

PRATUM PONGPHUEK

VINCENT GONZALES
7922

ANDREW GARCIA

BRITNEY SPEARS

CARLEY PETERSON

EDUARDO CARDENAS

FELIPE CONTRERAS

GILBERT BARAJAS

HUGO ORELLANA

JOHN PUENTES

JOSE CHAVEZ

JOSEPH ZARAGOZA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A13
Source
Target Street
Cross Street
2013
7922

KRYSTAL CORONA

MANUEL SALCIDO

MARIA FLORES

MISTER ROBINSON

RICARDO CABO

ROBERT LUCAS

ROGER VEGA

RYAN HASS
7924

TROY GALEANA
7925

CARMEN ARIAS

EMILIO RIOS

FABIOLA PADILLA

JASWINDER SINGH

JORGE HUERTA

JUANA SALGADO

LACOYA ROBERTS

MIRIAM GONZALEZ

MONICA RODRIGUEZ

RACHID FALCOU

SANDRA SANCHEZ
7926

JOSE OROZCO
7928

OCCUPANT UNKNOWN
7929

ALFRED VELASQUEZ

CHRISTINA MANN

ERICA RUIZ

IRMA GUERRERO

JOSE YZQUIERDO

LOPEZ ARRIETA

TINA GALVEZ

YANINA SANDOVAL

YOUSEFALI ABKHREH
7932

LUIS VALDEZ
7934

ELIZABETH VILLALOBOS
7936

RICHARD JARA
7938

DOLORES AGUILAR
7940

CANDACE MARADIAGA

JESSICA VALENCIA

PATRICIA LOZA

SELENE OCHOA

WILENE SCHLENER
7941

ARDRA SCHELLO

CANDIDO CUETO

DAVID ABNEY

JOSUE MARCUS

JUAN TORRES

LAURA MARTINEZ

THAER EID
7944

ANISSA MENDEZ

ARMANDO BARRAGAN

GABRIELA MARTINEZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A14
Source
Target Street
Cross Street
2013
7944

JESSICA PARTIDA

JORGE RODRIGUEZ

JUDY PADILLA

PATRICK ZSCHOCHE

ROLAND PEREZ

SYLVIA GARCIA

SYLVIA MELENDEZ
7947

GERARDO TINOCO
7949

ZENG NU
7951

GUSTAVO OROZCO

LANDMARK FREIGHT

SHIN KIM
7952

ANAHIS SANCHEZ

ANGELIQUE FASSETT

DINO TUMBUAN

LISA PADILLA

MIGUEL GONZALEZ

PEGGY FROST

ROBERTO MEDINA
7953

ALEX KIM
7955

OCCUPANT UNKNOWN
7957

CHARMAINE WILLIAMS
7959

KEY HAN
7961

JHON KIM
7963

ALEXA TARICHE
7965

RAFAEL YERA
7967

PAUL TULLY
7969

SHARKY IKEDA
7971
KI WOO
7973

TERAYLAN HOLLINGSWORTH
7975

ANGELICA ANGUIANO
7977

OCCUPANT UNKNOWN
8011

HAIR ESSENTIALS
8015

ABC DONUTS
8018

SOTO FAMILY DENITRY
8019

PACIFIC BURGERS
8020

STAR ONE HOUR CLEANERS
8022

LIVING WATER
8024

GOOD DEALS
8028

CAPRI SHOE REPAIR
8029

ANNA MENDEZ

BENJAMIN SMITH

IMELDA CAMPOS

JAMES DOSTALEK

LILIAN CABALLERO

SANDRA RAMOS

SANTOS PEREZ
8030

QUALITY INSURANCE AGENCY
8032

DAVES BARBER SHOP
8034

FASCINATION HAIR DESIGN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A15
Source
Target Street
Cross Street
2013
8037

DONALD BEAUDRI

GARY GIBBS

IRIS GARCIA

JOEY THOMPSON

LEONEL LEYVA

MARIA POSCANO
8040

BRIGETTE STEINER

GRACE BURTON

LEO CAILLAS

MARCO GARCIA

RANDY FINNELL
8101

ANGEL TORRES

GUSTABO HURTADO

IMELDA MARQUEZ

JUAN MENDOZA

MARIA VAZQUEZ

QUADALUPE DIAZ

RITA DUONG

YEONG KIM
8104

HECTOR CASTILLO
8111

EDWIN SOSA

LORETTA BARDEN

SAM EZELL

SUSAN GARCIA

SUZANNE MAYBERRY

TIFFANY PARSLEY
8112

AGUSTIN CASTELLANOS

LOUIS GARD

MAX LOERA

MICHAEL BRZECZEK

MICHAEL GRAINGER

MIGUEL ARELLANO
8115

ALFONSO PEREZ

ARACELY HERRERA

CHRISTIAN AGUILERA

EDUARDO RODRIGUES

EVELYN ORTIZ

FAUSTO FLORES

FERNANDO CHANJAN

FREDERICK FELIX

HILLARY HAYLOCK

ISMAEL VALDEZ

JUANA MACHADO

KARINA ENCISO

KRYSTAL PADILLA

LOUIE SANTOYO

MARIO ATENOGENES

MARTHA VALLEDALLES
8116

ALFREDO GUTIERREZ

AMBER WELLS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A16
Source
Target Street
Cross Street
2013
8116

GILBERT MAJANO

JOANNA BENITEZ

JUAN BECERRA

MASAKO CHAI

MICHAEL HALSEY

MICHAEL VACA

MITCHELL KLEIN

RAY GOETZ
8124

ALMA MARTIN

BRENDA CAMPBELL

CRAIG BROWN

GEORGE OVALLE

JOSEPH POWELL

RAMIRO ALVARADO
8127

ABEL ACOSTA

MARIA BARRAGAN

MARTIN GALLEGOS

OSCAR RODRIGUEZ

PATRICIA VASQUEZ

RALPH RAMIREZ

REBECA GUTIERREZ
8130

GRACIELA FERNANDEZ

MELISSA DIVAS

RICHARD QUINONES

ROY BAGLEY

STEVE WAGNER

WALTER BONILLA
8131

ANN LOUIE
8135

BOLESLAW MATUSZEWICZ

DAVIS YOUNG

JAMES MELTON

MARIANA VELASCO

RAMON SANCHEZ
8136

ALEJANDRO ARCHILA

EDUARDO CARDENAS

HELEN WOODS

PAUL APOLLONIO

VANESSA CASTRO-GIRON
8141

CELESTE PASILLAS

DONALD COX

FRANCISCO BERGERA

FRANCISCO VERGARA

HEATHER SPARLIN

JESSICA AYALA

KEN MONTERROSA

KEVIN REA

LISA DEGER

MANUEL APARICIO

MARIA ESQUEDA

MAUREEN HEIDENREICH
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A17
Source
Target Street
Cross Street
2013
8141

MITCH CARSON

NORA SALMERON

ROBERT CASEY

RODOLFO JUAREZ

ROLIO PEREZ

VILMA RIVERA

ZOILALUZ LOPEZ
8202

PEDRO DIAZ
8207

A ORTEGA

DANIEL BANEGAS

DANIEL VIRGEN

DAYTON PERKINS

DESIREE AVILA

DIANE HOSPEDALES

JUAN GALAVIZ

KRISTINA CHAVEZ

LORENZO PEREZ

MARTIN DAVENPORT

MAYRA OJEDA

NORMANDY APARTMENTS

RON HARP
8208

OCCUPANT UNKNOWN
8213

VICTOR MACEDO
8214

GUILLERMO TORRES
8217

FELIPE BELTRAN
8224

ERIC ESPINOZA
8227

CONSUELO TALAVERA
8230

OCCUPANT UNKNOWN
8235

MARIA PADILLA

MICHAEL LIU

ROSA SCHOENBERG

SHERRI GORDON

STEVEN RAMOS
8236

CARMEN STROUD
8237

ANDREA GORDON

JOHN KIM
8239

GENE SCHOENBERG

HYE CHUNG

NAE SHIN

PAUL KIM
8242

HERBERT WELCH
8243

DAVE NAZAROFF
8248

ARMANDO VILLARREAL
8249

OCCUPANT UNKNOWN
8254

JANET TACKETT
8255

JAVIER RODRIGUEZ
8258

RICHARD DELGADO
8259

MICHAEL CHONG
8264

HERON GUZMAN
8267
DE LIM
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A18
Source
Target Street
Cross Street
2013
8270

LORRAINE DIAZ
8276

WILSON TORRES
8300
CENTURY 21
8304

DACOM GENERAL INSURANCE

MOYER DENNIS
8307

DANIEL SANCHEZ
8308

DOWNEY FLOWER
8310

QUICK TIME PIZZA
8320

FOUNTAIN SQUARE LIQUOR
8321

OCCUPANT UNKNOWN
8325

MARIA HURTADO
8326

PANDA BELL CLEANERS
8328

ADAN & EVA BEAUTY CENTER

WOODS DENNIS
8329

MIGUEL MARTINEZ
8330

SIZZLING THAI KITCHEN
8331

SANDRA MARTINEZ
8333

CARL WILSON
8334

B LOPEZ
8335

OCCUPANT UNKNOWN
8336

MARTHA CRUZ
8338

CHITRAPORN SUTHIPRASERT

DANNY PUNGDUMRI
8340

OCCUPANT UNKNOWN
8342

MIGUEL ZUNIGA
8345

CESAR GUTIERREZ
8347

ANEL ANGON
8348

CARLOS BENITEZ

JUAN MOREIRA

MANUEL CESPEDES

MARTIN GONZALEZ

OCCUPANT UNKNOWN
8349

OCCUPANT UNKNOWN
8350

BECKY MARQUEZ

MARCO LEON

ROSA VALDOVINOS

SARBIA GARCIANO
8351

OCCUPANT UNKNOWN
8400

EMMA WALKER

MARILYN MCFEE
8402

FRANCISCO ALARCON
8403

DAGOBERTO GIRON
8405

MARIA MALDONADO
8406

MELISSA MEAZZO
8408

OCCUPANT UNKNOWN
8409

DAMOND BRYANT
8410

GREG MACIAS
8412

TINA FLORES
8413

OCCUPANT UNKNOWN
8415

OCCUPANT UNKNOWN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A19
Source
Target Street
Cross Street
2013
8416

OCCUPANT UNKNOWN
8417

EFRAIM FERRER
8418

SARAH SHEAD
8419

FRANCISCA GUZMAN
8420

SALVADOR VEGA
8422

GEORGE RODRIGUEZ
8423

JOSE MANTECON
8424

OCCUPANT UNKNOWN
8425

OCCUPANT UNKNOWN
8426

RENE OJEDA
8427

S DELGADO
8432

OCCUPANT UNKNOWN
8434

JORGE LOPEZ
8436

ADRIAN VEGA

JAMES HUGHES
8437

LORENA ROSALES

LUIS SANCHEZ

RICARDO CEA
8438

CYNTHIA JACOBS
8439

JERRED BERG
8440

DANA PITT
8442

OCCUPANT UNKNOWN
8444

RYAN SEBASTIAN
8445

PAUL SALAZAR
8446

MARIELENA RUBIO

OCCUPANT UNKNOWN
8450

ARTURO VALENZUELA
8501

CRYSTHEL RAMIREZ

JOSE HERNANDEZ

SALVADOR VAZQUEZ
8502

BERNARDO ENCINAS
8505

ANGELICA PEREZ
8506

OCCUPANT UNKNOWN
8508

GERALD KLINE
8510

JOSEPH JOHNSON
8512

ROSIE SANCHEZ
8513

CARRIE ORTIZ

NINA YOUNG
8514

EDGAR PICOS
8516

ANA FERREIRA-LOPEZ

JANELL BARTKUS
8517

OCCUPANT UNKNOWN
8518

JENNIFER LUCERO
8520

VICTOR VASQUEZ
8521

EILEEN ELLIS
8522

KATERINE MARIN
8524

MARCOS PEREZ

SANDRA REINA
8525

CORA GATDULA
8526

DANIEL CLARK
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A20
Source
Target Street
Cross Street
2013
8526

JAMES DEMARS

JOSE LOZADA

OCCUPANT UNKNOWN
8528

HENRY PEREZ
8532

ALEJANDRA ALOMSO

DAVID SEPULVEDA

PABLO ROSITAS

RAMONA ESQUIVEL

RONALD ALBERTSEN
8533

OCCUPANT UNKNOWN
8535

BENJAMIN GONZALES
8536

OCCUPANT UNKNOWN

ROBERT DUNCAN
8538

CLAUDIA CASTILLO
8539

JEFF SIMMONS
8540

LEANA BECK

PATRICIA GALLAGHER
8542

JUANA CARDIEL

REGINA TEUTLA
8546

GLADYS WEYANT
8550

CAROLINA RODRIGUEZ
8551

WILLIAM LEW
8552

MARIO FLORES
8558

ELIZABETH ESQIVEL
8560

ROBERTO CAVAZOS
8600

JOSE AGUIRRE
8605

JOSE CARRILLO
8606

JOSE GOMEZ
8609

RAFAEL SANDOVAL
8612

OCCUPANT UNKNOWN
8615

CRISTINA DIAZ
8621

DAVID PAYAN
8622

MARCOS MEJIA
8627

JUAN PRECIADO
8628

IVAN LOPEZ
8631

CLAUDIA AVILA
8632

BRIGIDA ALEJO
8637

JAY ALEXANDRE
8638

HUGO VILLEGAS
8643

ARACELI MARTINEZ
8644

KIMBERLY CASTRO
8647

AARON DEGEN
8650

LEONEL RAMOS
8651

OCCUPANT UNKNOWN
8654

GUILLERMINA DUARTE
8657

VORAK LY
8660

OCCUPANT UNKNOWN
8663

MARIA PADILLA
8702

JUAN DELIRA
8703

JOSE SANCHEZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A21
Source
Target Street
Cross Street
2013
8706

GABRIEL VAZQUEZ
8707

BERTHA VALENZUELA
8709

JOSE HEREDIA

OCCUPANT UNKNOWN
8710

ISMAEL GARCIA
8712

MARIA COREA
8713

FRANK HERNANDEZ

LARRY CARR

RICARDO MENDEZ
8716

SANDRA PAZ
8718

MIGUEL RODRIGUEZ
8719

MARTHA AGUIRRE
8721

JUDITH SEGURA

OCCUPANT UNKNOWN
8722

ELVIRA CALDERON
8723

RICHARD NAVARRETE

SOLANGE FERNANDEZ
8724

ELIZABETH WEBSTER
8725

JACOB SEGOUIA
8726

OSCAR RODRIGUEZ
8729

OCCUPANT UNKNOWN
8730

PATARAPOL SUTHIPRASERT
8731

OCCUPANT UNKNOWN
8732

BERTHA MILLAN
8733

CARLOS DUARTE

HUGO JAUREGUI

JUAN RUIZ

MYRNA GUTIERREZ

ROBERTO RAMOS
8735

CHRISTOPHER ENRIQUEZ

OCCUPANT UNKNOWN
8736

CARLOS MORENO
8738

OCCUPANT UNKNOWN
8739

ANA ORNELAS

FAVIOLA VACA-CASTRO

MIKE ARZOLA

RICARDO MEDRANO
9119

OCCUPANT UNKNOWN
9143

ION BALARIE
9148

JUAN BUSTAMANTE

JUN GUTIERREZ

MARIA OLVERA

VICTOR VALDEZ
9151

ATEF ABDELMALAK
9154

BOYD DECHAUSSE

CARL DELPH

JAVIER PEREA

MARVINE CLOMAN

SUSANA AVALOS
9157

LORETTA FEDERICO
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A22
Source
Target Street
Cross Street
2013
9160

DANNETTE BEAUDRY

DOREENDA AIKINS

ELIAS BALAT

ERIC MOLLE

MITCHELL TUCKER

VILLA DOWNEY
9163

JOSE CERDA
9164

ANA SOLORZANO

HELEN DOMINGUEZ

LESIE TYLER

MARGARITA CARLIN

NICOLE WISMER

PETRA ORNELAS

SAM WILLIAMS

YANNINI ALVARADO
9170

ALICIA GALVAN

ALMA SYMS

ANTHONY WHITE

BRANDICE POWNSEND

CONSTANTIN ROSENBAUER

ELIZABETH TEXIS

ELVIA CERANO

ESTELLA BRAND

KARINA SARAVIA

KHABIR EL-SHALED

KYMBERLY HALL

PHILLIP RALAYAD
9202

JUANA LOPEZ

LESLIE TYLER

SCOTT HILTON
9207

RUDY MEYER
9208

ANA BLANCO

CYNTHIA GUZMAN

FRANCES RODRIGUEZ

IRMA RAMIREZ

JESUS GALINDO

JORGE ROSANO

SARA HERNANDEZ
9211

DUSTIN MOHASCI
9212

BORIS PADILLA

EVELIA DURAN

MICHELLE RAMOS

NICOLE LEE

SERENA ALDAVA

YAFUHIKO YAHAMARA
9216

ANABERTHA BENAVIDES

ANDRES CELIS

MARY GOMEZ
9217

HAROLD NELSON
9220

CARMEN ORTIZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A23
Source
Target Street
Cross Street
2013
9220

CLAUDIA FIGUEROA

DOLORES MENDOZA

ERIC GATES

JORGE ARROYO
9228

CARMEN VASQUEZ

MARIA PALE

MARISELA LOPEZ

ORTEGA SANCHEZ

ROSEMARIE ESCALANTE
9229

PHILIP FUETTE

SILVANNETTE AGRAMONTE

STEVEN MURO
9232

TIMOTHY GRAVES
9251

AL BACA
9252

CITY OF DOWNEY
9253

MICHAEL CRANEY
9255

JOSE LOPEZ

OCCUPANT UNKNOWN
9257

CLAUDIA WATKINS
9301

J F DUNCAN DURAY INDUSTRIES INC
9333

ACCESS INGREDIENTS LLC

WESTERN PACIFIC PULP & PAPER
9355

HYDROQUIP PUMP
9401
88 LOGISTICS INC

MJO STAFFING
9408

LEADWAY PLASTICS INC
9426

HARTWICK COMBUSTION TECHNOLOGY
9505

RELIABLE POWDER COATING
9525

SR MAINTENANCE & MGMT SERVICES

WALLYS FENCE
9540

GANN PRODUCT COMPANY
-

HALL RD
Cole Information Services
4816690.5 Page: A24
Source
Target Street
Cross Street
2008
9300

OMNI TEMP REFRIGERATION

OMNITEAM INC

U S TRAFFIC CORP

WESFAC INC
9350

WESTERN PACIFIC PULP & PAPER
9400

KELLY SERVICES
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A25
Source
Target Street
Cross Street
2008
7011

B & D DISTRIBUTORS

CLEARBROOK FARMS INC

ROCKVIEW DAIRIES INC
7024

LANORE SUTTON
7033

ADRIANNE VALLADARES

ARMANDO GARCIA

BEATRIZ VELASQUEZ

BENJAMIN GUTIERREZ

BENJAMIN JACKSON

CARL ZELAMBO

CENIA GALINDO

CENIAS JEWELRY & GIFTS

CLIFFORD KENNEDY

DIANE MANNING

DOROTHY PARIZEK

DUSTIN HERNANDEZ

EARLENE OTERO

ENRIQUE PEREZ

ENRIQUE RAMIREZ

FILEMON DIAZ

FILEMON SANCHEZ

FRANCISCO CANCEL

FRANK MARTINEZ

GABRIEL ANDRADE

GALALELDIN GADO

JAIME CARMONA

JAMES HARRIS

JOAN SAUER

JOHN BURTON

JORGE OLAGUE

JOSE HOLGUIN

JOSE LEON

JUAN NUNEZ

LUZ CARDONA

MARIA CARRILLO

MARIA PORTILLO

MARTIN LONGORIA

MARYANI GARCIA

MIGUEL GONZALEZ

NATALY MIRELES

OLGA ALVAREZ

PHILIPP COVINGTON

RICHARD JOHNSON

RICHARD ORTIZ

ROBERT LUNA

ROBERT VANDERHOEK

ROBIN FLOWERS

RONALD SWEENEY

ROSARIO REBOLLAR

SHAUNA SANDERS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A26
Source
Target Street
Cross Street
2008
7033

STEVEN DORN

TED HOOPER

TIMOTHY RUDOMETKIN

TINA REYES

YESENIA CORTEZ

ZELMIRA VALLINI

ZOILA MARROQUIN
7052

DENIS SOLORZANO
7100

OCCUPANT UNKNOWN
7102

ROBERT PSPARZA
7104

SHIRLEY BARNES
7108

JOSE SOTO
7112

ROBERT TURNER
7114

LYNDA THORN
7116

TAMMI OWENS
7117

AGUILAR ARACELI

ALFREDA BARRY

ALVIN HAVESON

ANA ALDANA

ANA BEVILACQUA

ARMANDO MARTINEZ

ARTURO CARRILLO

ASHANTI PARKER

BAHRAM YALZADEH

BARBARA GUTIERREZ

CEDRIC JOSEPH

DAVID VILLEGAS

DENNIS KAISER

DONALD ROMERO

EDUARDO ORTIZ

EDWEEN JACKSON

FRANCISCO QUILES

GUY DUCHET

HORTENCIA FORTUNO

IVETTE HERNANDEZ

JAMES MAYFIELD

JASON CORTES

JENNIFER LUCERO

JESSICA RUANO

JONATHAN ALONZO

JOSE GODOY

KAREN GOMEZ

KATRINA JUAREZ

LEWIN TOBAN

MARIA BAHENA

MARIA TORRES

PEDRO HERNANDEZ

RAFAEL MURRO

REGGIE BREWSTER

RICKEY VARELA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A27
Source
Target Street
Cross Street
2008
7117

ROSA RODRIGUEZ

ROY REEVES

SALVADOR NUNEZ

SCOTT HARRIS

SHEFONDA COLBERT

STEVE RAMIREZ

SUSAN CHHAN

VICTOR CORLETS

WILLIAM MEHL

YONG CHUN

YURIK ZAKARYAN
7118

JUAN ANGUIANO
7120

ANTONIO GAETA

JORGE BERCIAN
7122

JORGE SOTO
7124

MARTIN CRISTOBAL
7134

CARLOS ESCALANTE
7136

PETER DELUCA
7137

ARCELIA NORIEGA

DAVID DELACADENA

DOWNEY WEST GARDEN APARTMENTS

HELEN GASTALDO

ISAAC MIRANDA

JULIE BIGGS

KARLA HERNANDEZ

M JANEI

MARICELA GARCIA

MARY AVALOS

MICHELLE PEREZ

MINERVA CRUZ

MONA RUIZ

PATRICK MANOOGIAN

PEDRO AMBRIZ

SADIKI FREEMAN

SANG KIM

SHANTIZ HARRIEL

WILLIAM SACKMAN

YAMILET BRUZUAL

YOLANDA LUGO
7138

DORA ESCALANTE
7140

LOUIS ARIA
7142

ELMER REITZEL
7144

BERNICE PRUITT
7147

ADRIANA GERMAN

ALICIA GONZALEZ

ANNETTE GALVEZ

BERNADETTE CARTER

D FLYNN

DAVID ALEMAN

DAVID JASSO
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A28
Source
Target Street
Cross Street
2008
7147

DIFFERENT ADVERTISING

EDGAR BARRIOS

GERMAN ABRIL
IN KIM

JOHN KELLY

JUAN VELASQUEZ

LEOPOLD ROBINSON

LOUANN GEESY

M SIGUENTA

REYNA CHAVEZ

RICK HAZEL

ROBERT DERRICKSON

ROSENDO GARCIA

SUSAN MUNOZ

TANIA KEKA

VASILE TIPLEA
7148

JAMES GOODWIN
7150

ANDREW SOLORIO

MAGDALENA SOLIS

MARCOS GONZALEZ
7152

ALEYDA SANCHEZ
7154

JAY CANFIELD

KEVIN CURTICE

RICHARD HUGGINS
7156

OCCUPANT UNKNOWN
7157

AHMAD KIABI

ALICIA BELTRAN

BRENISHA MITCHELL

CARLOS DELEON

ELVIA HERRERA

FERNANDO GONZALEZ

FIDEL BARRIOS

LINDA BUZO

MARIE DOREMUS

MELISSA FLETCHER

NAOMI TOBAR

NICOLA LAURENZA

RAYMOND EMIRO

ROBERT HERNANDEZ

ROBERTO PATINO

SALVADOR ROMERO

SARA SODERMAN

SUSAN BECK

TRACY NORMAN
7158

CARL JONES

ROGER FUENTES
7160

INEZ ORTIZ
7162

OCCUPANT UNKNOWN
7164

GEORGE MULLEN
7167

DAMU FREEMAN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A29
Source
Target Street
Cross Street
2008
7168

DENNIS PASILLAS
7202

FRANCISCO RAMOS
7207

ALICIA MEZA

ASUNCION MAGANA

CANDLE WILLIAMS

CHARLES LILLEY

DEBRA CIFUENTES

DENISE LUNA

EDUARDO CARTAGENA

ELIAS AMADOR

I ORDONEZ

JAMES MCPHERSON

JAZMINA ESPINOZA

JUAN ENRIQUEZ

JUAN HERRERA

LAURA BOJORQUEZ

LOUIS APODACA

LYDIA REYES

MANUEL CARDOZA

MARIA ROBLEDO

SANTOS ALVARADO

SONIA CETRONE

TELMA MORALES
7208

DELIA ZATLOUKAL
7275

STEVEN DRULIS
7302

APRIL FORD
7304

JUANITA HAMILTON
7308

KADHIM JAWAS
7314

SARAH THOREN
7320

OCCUPANT UNKNOWN
7326

ALVARO PRECIADO
7332

BERTHA HERMOSILLO
7336

HANY SHEHATA
7338

ARMANDO CHARLES

CARL ZELAMBO

GUILLERMO VALENCIA

MIHAI CIOCEA

OCCUPANT UNKNOWN
7344

MARIO PERSICO

MARY DAGANI
7354

DONNAS DRY CLEANERS & LAUNDRY
7356

THE GLEN
7360

VICTORIA NAILS
7362

JOES BARBER STYLIST
7377

DEAN OF VIDEO
7380

EDDIES HAMBURGER
7387

ROYAL FINANCIAL & INVESTMENT
7389

ROYAL FINANCIAL
7391

COCOON IMPORTS
7393

AXEL ADVANCED EXTERMINATORS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A30
Source
Target Street
Cross Street
2008
7395

DEL TIGRE TAQUERIA
7399

OLD RIVER LIQUORS
7400

SEVEN ELEVEN
7410

GLADYS BRYANT

RUSSELL LUNSFORD

SHANNON LUND

WON PARK
7413

LETICIA AGUILLEN

MARIO ROSETE

SEUNG BYUN

VANESSA RODRIGUEZ

WILLIAM FELLS
7415

JENNIFER CABRERA

KANANI AUWAE

TRANSGLOBAL RESOURCE CENTER
7416

LUCINDA SMITH

MARIA GARCIA

MIREYA MENDOZA

SHANTI ERIACHO
7424

ANTHONY AZCARATE

LANI MORRIS

LAURA VELASCO

MARTHA ANGUIANO

SYLVIA TRAVERSE
7425

APRIL BEMISTER

CRYSTAL STEGMAIER

GLORIA MOODY

GRAY POZO

JORGE DIAZ

JUAN NARVAEZ

MICHELLE AMBRIZ

RUTH GONZALEZ
7430

CARLOS GERSTENACKER

EDUARDO MIRAZO

ENRIQUE CANCHOLA

JENNIFER KO

L ROGERS
7435

ANA VENTO

ISABEL FORTE

JOSE BELMONT
7436

BETTY WEAVER

GREG CONTE

JOSEFINA ALVIZAR
7442

CHARLENE ROCHE
7500

ACADEMIA CORCHEA

LINDA LEROY

MICHAEL ROBLES

WILLIAM SWAIN
7509

CARMEN SELVA
7512

CHRISTOPHER NEWELL
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A31
Source
Target Street
Cross Street
2008
7512

DIANA ACOSTA

SAM AMADOR
7518

JOO BAHK

MATTHEW FOUNTAIN
7524

CHRIS PILATO

JANICE LEARNED
7528

DAVID HERNANDEZ

GENE FARMER

R LICON

RICARDO DANIELS
7546

CB THOMPSON

CHRIS SHEPPARD

DINA MILLER

DONNA ZIEGLER

DYLAN RUSSELL

EDVIN ARBURUA

ELIZABETH RODRIGUEZ

EUNYONG JUNG

JOSEPH RAMOS

LAVERNE HOCKETT

LEONARDO TRUJILLO

LILA MARTINEZ

MARGARET KINSEL

MARIA MUROWATZ

MARIELA FERRARI

MARIO AMAYA

MARIO COTA

NORD STAR APARTMENTS

SAHILA VAZQUEZ

VICTOR GARCIA

YONG KIM

YOUNGSUNG KIM
7602

FRUIT BASKET

JONG PARK

MARIA BRAVO

RICHARD SHIN

YONG CHOI
7604

ERICA TANACS

GOLDEN SEAL REAL ESTATE

JOSE LLIZO

SANG KIM
7612

CARLOS SALAZAR
7618

TOMAS AISPURO
7624

ANTONIO DIAZ
7632

SARIT CHAND
7634

OCCUPANT UNKNOWN
7640

ROBERT SHAFFER
7644

OLGA REVELO
7646

CESAR MAGANA
7648

OCCUPANT UNKNOWN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A32
Source
Target Street
Cross Street
2008
7650

JUAN HERRERA
7652

RODRIGO GAMINO
7654

MARVIN HERNANDEZ
7714

ALDO LEYVA
7724

STEPHANIE MORALES
7730

LEYVERTH RODRIGUEZ
7803

ESTELA BAUTISTA
7810

ALEXIS TIPAN

ANGELA NIBLETT

DOMANIC ABERY

GABRIEL AGUAYO

JOHNNY LOPEZ

NISLA LUNA
7813

LEUTERIO MACAPAGAL
7815

TED THIA
7817

KONTHEA KANG
7818

ANTONIO RUFINO

DAVID GUIZADO

ENRIQUE MARTINEZ

GARY MOORE

JANET BLOUNT

LILIANA GONZALEZ

MARIO BONILLA

MARISOL HERNANDEZ

ORLANDO LLAMPALLAS

PC TECH & INCOME TAX SERVE

RICHARD DAVIS

WILLIAMS WELTER
7819

MASOUD MIKHAIL
7821

JOVITA SANCHEZ
7823

JENNY FIGUEROA
7829

A PIOHIA

ADRIANA VALADEZ

DANIEL ENCINA

DELIA QUINTERO

EVANGELOS STANITAS

GERMAN DELGADO

H LEKIM

HERBERT AQUINO

IRENE ESTRELLA

OMER SOZEN

SALLY LONDON

SERGIO SALUP
7830

ANDREA ALFARO

ANITA BLAIR

CHARLENE MARTINEZ

EFRAIN ZUNIGA

EMILIANA NAVA

ESTEVAN GINER

GUILLERMO HERNANDEZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A33
Source
Target Street
Cross Street
2008
7830

JORGE LUPERCIO

JOSELINE QUINTANILLA

KAREN MANOMAT

LARRY KILLOUGH

RODOLFO SAENZ

SHELLI STEPHENSON
7836

BRUCE CHERNEY

DENISE HARRIS

HA CHONG

JESSICA GUTIERREZ

MARIA RENTERIA

NANCY MACHADO

TYESHA LOVELACE

VICTORIA VELIZ
7841

CLAUDIA DORAN

JULIO VELASQUEZ

MIKE RODRIGUEZ

SREYMUCH YOS
7845

ABELARDO MAJORDO

BLANCA DELCID

CARLOS PLEITES

CEASAR MACIAS

CLARIBEL ACKERS

DEE LOPEZ

DOLORES JONES

DOWNEY COURTS APARTMENTS

GLORIA OLIVERA

JEFFREY TAVARES

JESSICA PFEIL

MANSOUR ABDOLI

MARLOW AUZENNE

MARY RAFOLS

MELY MENJIVAR

MERCEDES SALAZAR

MONICA BARBOSA

ODILIA CABRERA

RUBY TORRES

SALVADOR MIRANDA

SHUCHEN CHIEN

THO NGUYEN

ULVIO SANCLEMENTE
7846

ISABELE GALLEGOS

OCCUPANT UNKNOWN
7848

LIDIA ORELLANA
7850

JING LI
7852

OCCUPANT UNKNOWN
7860

BEN HUSBANDS

BOBBY HUITT

CARLOS GARRIDO
D JANG
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A34
Source
Target Street
Cross Street
2008
7860

DANIEL TROYO

DEBRA AVILA

EDGAR ROMERO

ELIZABETH GUERRA

JOSE CAMPO

JUAN PURIZACA

LUZ VERA

MARIA MURILLO
7861

FANNY CESNEROS

JAY PORTILLO

JOSE NAVARRO

LUIS BARRIOS

M PEREZ

MAINUL AHSAN

MARTIN VALDOVINOS

PEDRO HERNANDEZ
7862

MOON KIM
7864

KEVIN CHONG
7866

KIRK SEO
7868
KI KU
7870

CLAUDIO MONGE
7871

ALI HARKOUS

ANGEL VALLEJO

DIAB DIAB-SR

FELICITA HIGUERA

JESUS HERNANDEZ

JOSHUA SANCHEZ

LENIKA BELL

LUZ POSADA

OLIVERIO GARCIA

PHILLIP DIAZ

RONY PEREZ

ROSA BARROS

RUIZ GIL ENTERPRISE INC

VIVIANA RUIZ
7872

GLENN GOODRUM
7874

GENARO SALAZAR
7876
SE KIM
7878

OCCUPANT UNKNOWN
7880

BRIDGETT RODGERS
7900

ERICA ARMENTA
7901

ADEL GIRGIS

BENITO REYES

GANNIGA PEUMSANG

J LOPEZ

JENNY FLORES

JESUS CHAVEZ

JESUS MARTIN

OSWALD YOCUPICIO

TERRI HAM
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A35
Source
Target Street
Cross Street
2008
7901

VERONICA BARRERA

ZULFIQAR SHAH
7902

MERCEDES HERNANDEZ
7909

ANA CARMAN

AURELIA VAZQUEZ

E GONZALEZ

HJORGE ANCHETTA

HYE KANG

LARRY WILLIAMS

MARCO CONTRERAS

SURINDER VIRK

SUSAN QUESADA
7910

MARIANO BONILLA
7912

CARLOS CASANOVA

CARMEN FABIAN

MELECIA SAUCEDO

MELINDA MUNOZ

SOLEDAD TORRES
7919

ALMA AGUIRRE

GIL TINIO

JULIA CARLOS

VERONICA GARCIA

VINCENT GONZALES
7922

ANDREW GARCIA

ANITA IGLESIAS

BRENDA MENDOZA

CHRISTINA FOOR

DANETTA BALDWIN

DIMITRI LUCAS

FRANCISCO ZARAGOZA

LAZARO MARTINEZ

LORIANN CONTRERAS

LUIS VELA

MARIA PUENTES

ROBERT LUCAS

THOMAS BANKS

TONYA HARPER
7924

MANUEL GODOY
7925

EMILIO RIOS

FABIOLA PADILLA

JORGE QUINTERO

MARCELA TAPIA

MIRYANA YANKOVICH

MONICA GRANADOS

SHAROLYN GAILLIARD

SILVIA SANCHEZ
7926

MARIA VALDEZ
7928

VASILE TIPLEA
7929

BENIGNO BOVEDA

CATHY LEMUS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A36
Source
Target Street
Cross Street
2008
7929

CHRISTIANA HANCOCK

ERICA RUIZ

JOHNSON PATRICIA

JOSE HERNANDEZ

MARIO BOGRAN

MERCEDES SARAVIA

MIRNA YBARRA

OSCAR GARCIA

ROBERT FISHMAN

YOUNG KO

YOUSEFALI ABKHREH
7930

OCCUPANT UNKNOWN
7932

LUIS VALDEZ
7934

OCCUPANT UNKNOWN
7936

LUIS ROMERO
7940

HECTOR MOLINA

SUSAN SALAZAR
7941

ARDRA SCHELLO

JENNIFER OCEGUEDA

JOSE CHAVARIN

JOSUE MARCUS

JULIA FUENTES

MARY DENAVA

NOEMY CAAMAL

SHIRLEY PHILPOT

VALERIE HERNANDEZ
7944

ANDY GARCIA

BORIS WITRON

COLLEEN ABANG

ERIKA SANCHEZ

LAURA RENTERIA

PATRICK ROTHMAN

PATRICK ZSCHOCHE
7945

CHARLES COX
7947

GERARDO TINOCO
7949

ZENG NU
7951

GUSTAVO OROZCO

YOUNGTAE KIM
7952

ANGELIQUE FASSETT

CHUN HAN

DAVID AREBALO

GEORGE JOHNSON
I SIMS

LISA GARCIA

LISA PADILLA

MARIA VAZQUEZ
7955

JAMES WON
7957

CHARMAINE WILLIAMS
7959

JUNGWON CHOI

LFG INSURANCE AGENCY
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A37
Source
Target Street
Cross Street
2008
7961

BYUNG YI
7963

LIBERTY PASCUAL
7965

OCCUPANT UNKNOWN
7969

RONI YONEMOTO
7971

WOO KIM
7973

TERAYLAN HOLLINGSWORTH
7975

VERONICA MOLINA
7977

JOHN GIRIES
8011

HAIR ESSENTIALS
8015

A B C DONUTS
8018

RICHARD LEE DDS

STEWART & GRAY DENTAL GROUP
8019

PACIFIC BURGERS
8020

STAR ONE HOUR CLEANERS
8022

AGUA VIVA

SEATTLE WATER
8026

ARC SOUTHEAST LOS ANGELES CNTY
8028

CAPRI SHOE REPAIR
8029

ABDELNOUR ANTIQUES

ANNA MENDEZ

BENJAMIN SMITH

ELLY TECH

FRANCESCO BELFIORE

G A TECHNOLOGY

GEORGE ABDELNOUR

HECTOR LOPEZ

HENRY GAMBOA

HOMER STAINTON

JAMES DOSTALEK

MARK TODD

NORMA DEVELAS

NORMAN WYATT
8030
COLLEGE FUNDING 101

PLUS ULTRA INSURANCE
8032

DAVES BARBER SHOP
8034

FASCINATION HAIR DESIGN

MONIQUE HAIR STYLISTS
8037
A1 WINDOWS & DOORS

BRIGETTE SOCORRO

DONALD BEAUDRI

ELSA RUELAS

FREDDY ORTEGA

GARY GIBBS

HENRY DIAZ

LEONEL LEYVA

RAFAEL HERNANDEZ

RAMON MORALES

ROBIN MAYORGA

SALVADOR HERNANDEZ
8040

LUIS CORDOVA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A38
Source
Target Street
Cross Street
2008
8040

MARCO GARCIA

MELISSA BETANCOURT

OLIVER CHAMP

PATRICE ROSS

ROSA AGUILAR
8101

ARTRANESE BROWN

DANIEL DOBENS

E MARTINEZ

ELIZABETH MONTOYA

GUSTAVO SERVELLON

IMELDA MARQUEZ

JON AIBUEKU

NADIA FATTALEH

NARCISO ESPINOZA

RAYKEL MARTIN

TODD FANSHAW

YOLANDA CASTRO
8104

WILLIAM PETERSON
8111

LORETTA BARDEN

MARINELA BORRMEO

MATTHEW RAWLS

SAM EZELL

SUSAN GARCIA
8112

ANDRES LOPEZ

DARLENE HARVEY

JOHN KRISTE

JOSEPH MEYER

JUAN AVILA

MARIBEL SAUCEDA
8115

ARACELY HERRERA

CHRISTOPHER FANNIN

DANILO GAGO

DEVONA ASPEITIA

EDUARDO FLORES

JASON WILSON

JOSE GONZALEZ

KARINA ENCISO

KIM PEREZ

L MCDANIELS

MARCELINA VALDEZ

SONIA BARAHONA

VERONICA DIAZ

YVONNE SWEET
8116

EMMA SORTO

LOURDES URIAS

MASAKO CHAI

MELISSA CERVANTES

NOEL CALDERON

RAY GOETZ

VIOREL MONTEON
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A39
Source
Target Street
Cross Street
2008
8124

GUSTAVO RODRIGUEZ

MARICELA FRAGOSO
8127

ABEL ACOSTA

AIDA PAULINO

ALFREDO DELGADILLO

ARACELI GALLEGOS

BERTHA RODRIGUEZ

CD MCFADDEN

DAVID MCFADDEN

ESPINOZA RAMIREZ

JOHN PUENTES

MARIA LARA

OSCAR RODRIGUEZ

REBECCA GUTIERREZ

SORIN VARCIAG
8130

ARTURO GUTIERREZ

MARTHA GARCIA

RICHARD QUINONES

ROY BAGLEY

SOFIA OROZCO

STEVE WAGNER
8131

ANN LOUIE
8135

DAVIS YOUNG

JAMES MELTON

JOSE KRUEGA

MARIANA VELASCO

RAMON SANCHEZ
8136

FRANCISCO CHAIREZ

JONATHAN HANSON

MARK ESQUIBEL

THELMA GIRON

WILMER EUTSEY
8141

ANDRIA ROSE

CELESTE PASILLAS

DONALD COX

ESPERANZA CARTWRIGHT

HEATHER SPARLIN

JAIME TAFOYA

JOHN BROWN

JOSE MORA

KENI MONTERROSA

KEVIN REA

LISA DEGER

MOISES ALONSO

ROBERT CASEY

SANDRA NASER
8142

MEL LONG
8202

PEDRO DIAZ
8207

ARMANDO PARTIDA

CHIEMI LARSEN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A40
Source
Target Street
Cross Street
2008
8207

DAYTON PERKINS

DEANNA PETERSEN

DOUGLASS HALL

ERIK DONADO

HENRIETTA HOSPEDALES

JENNIFER GATBONTON

MARGO BRUTON

MARTIN DAVENPORT

MAYRA OJEDA

NORMANDY APARTMENTS

OLIVIA ROWLEY

SYLVIA CORONA
8213

EDITH BELTRAN
8214

VERONICA TREJO
8217

CLAUDIA RINCON
8219

CARLOS BELTRAN
8220

SEI KANG
8224

ERIC ESPINOZA
8227

BYRON MOLINA
8230

MOISES FRANCO
8235

DUCK MIN
8236

OCCUPANT UNKNOWN
8237

HYUN KIM

SEUNG SUH
8239

HYE CHUNG

HYE KIM

NAE SHIN

ROSANNA SCHOENBERG
8241

DAVE NAZAROFF
8242

HERBERT WELCH
8243

OCCUPANT UNKNOWN
8248

OCCUPANT UNKNOWN
8249

ANDREW SCHMIDT
8254

TC WATSON
8255

JAVIER RODRIGUEZ
8258

MARISOL LOPEZ
8259

MICHAEL CHONG
8264

LUIS GUZMAN

M PEREZ
8267

ISIS GRACIANO
8270

DAVID LOPEZ
8276

LUIS GUTIERREZ
8300
CENTURY 21 CB REAL ESTATE CO
8304

DACOM GENERAL INSURANCE

MBS INCOME TAX SERVICE
8306

HOME REALTY

MBS INCOME TAX SERVICES
8307

DANIEL SANCHEZ
8308

DOWNEY FLOWERS
8310

PIZZA TIME
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A41
Source
Target Street
Cross Street
2008
8320

FOUNTAIN SQUARE LIQUOR
8321

JOM CORP

ROSA SEPULVEDA
8325

MARIA HURTADO
8326

PANDA BEAR CLEANERS
8328

MR STEVES HAIR STYLIST
8330

SIZZLING THAI KITCHEN
8333

OCCUPANT UNKNOWN
8334

RENE THERRIEN
8336

MARTHA CRUZ
8338

ALFREDO QUESADA

JOHN YI
8340

ROBERT WARNER
8342

ALEX VILLAPANDO
8345

CESAR GUTIERREZ
8348

JUAN MOREIRA

OCCUPANT UNKNOWN
8349

LAYNE JACOBSON
8350

MANUEL CESPEDES

MCR TRANSPORT

MONICA VIVAS

OCCUPANT UNKNOWN
8400

ARNOLD FORGET

EMMA WALKER

WILLIE MCFEE
8402

OCCUPANT UNKNOWN
8403

DAGOBERTO GIRON
8405

NOE CASTILLO
8406

JOHN TRUJILLO
8408

OCCUPANT UNKNOWN
8409

MITTIE BRYANT
8410

GREG MACIAS
8412

OCCUPANT UNKNOWN
8413

MARIA BARBOZA
8415

OCCUPANT UNKNOWN
8416

FRANK GIORDANO
8417

EFRAIM FERRER
8418

OCCUPANT UNKNOWN
8419

FRANCISCA GUZMAN
8420

OCCUPANT UNKNOWN
8422

GEORGE RODRIGUEZ
8423

BERTHA MALDONADO
8424

OCCUPANT UNKNOWN
8425

OCCUPANT UNKNOWN
8426

OCCUPANT UNKNOWN
8427

MICHAEL CARDOZA
8430

OCCUPANT UNKNOWN
8432

JOVANNA PINTO
8434

WILMA ALBRIGHT
8436

JAMES HUGHES
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A42
Source
Target Street
Cross Street
2008
8436

JESSIE WARD

OCCUPANT UNKNOWN
8437

ART MACIAS

LISSETTE GONZALEZ

MAURICIO MIRANDA
8439

OCCUPANT UNKNOWN
8440

OCCUPANT UNKNOWN
8442

OCCUPANT UNKNOWN
8444

OCCUPANT UNKNOWN
8445

DOUGLAS SALAZAR
8446

MARIELENA RUBIO

OCCUPANT UNKNOWN
8450

CYNTHIA LEON
8501

LUIS FLORES

MAGDALENA FERNANDEZ

SALVADOR VAZQUEZ
8502

OCCUPANT UNKNOWN
8505

LUIS ROSALES
8506

LAURENCE HOELSCHER
8508

OCCUPANT UNKNOWN
8510

BEVERLY JOHNSON
8512

RAQUEL HARMON
8513

CARRIE ORTIZ

N YOUNG
8514

DAVID LOPEZ
8516

CARLA PINEDA
8517

OCCUPANT UNKNOWN
8518

MARIA GARCES
8520

JERRY PETERSON
8521

EILEEN ELLIS
8522

GERALD KLINE
8524

OCCUPANT UNKNOWN

RYAN GRENFELL
8525

CORA GATDULA
8526

ERNESTO BARRERA

KATHLEEN DEMARS

OCCUPANT UNKNOWN
8532

DAVID SEPULVEDA

ZOILA VALDIVIESO
8533

MIRNA MOLINA
8535

BENJAMIN GONZALES
8536

OCCUPANT UNKNOWN

ROBERT DUNCAN

ROLANDO RODRIGUEZ
8538

OCCUPANT UNKNOWN
8539

AFSANEH ROSHAN
8542

YADIRA ZEPEDA
8546

CECILIA AYON

GLADYS WEYANT
8548

OCCUPANT UNKNOWN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A43
Source
Target Street
Cross Street
2008
8550

CAROLINA RODRIGUEZ
8551

WILLIAM LEW
8552

VERONICA MINERO
8558

ELIZABETH ESQIVEL
8560

ROBERTO CAVAZOS
8600

MIGUEL AGUIRRE
8605

OCCUPANT UNKNOWN
8606

OCCUPANT UNKNOWN
8609

RAFAEL SANDOVAL
8612

EDMUNDO MENDIETA
8615

MARIO VILLAGRAN
8621

LOUISE PAYAN
8622

JUAN MEJIA
8626

ELLA JONES
8627

ANGELA HOLLEN
8628

IVAN LOPEZ
8631

ROSEMARY RODRIGUEZ
8632

MISAEL SOTO
8638

MANUEL PACHECO
8643

RAMIRO DELUCAS
8644

SANDRA NEBAREZ
8647

OCCUPANT UNKNOWN
8650

LEONEL RAMOS
8651

OCCUPANT UNKNOWN
8654

TERESO DELGADILLO
8657

MIGUEL CARRILLO
8660

OCCUPANT UNKNOWN
8663

INEZ BALLESTA
8702

JUAN DELIRA
8703

OCCUPANT UNKNOWN
8706

NICEFORO VAZQUEZ
8707

SOCORRO NARANJO
8708

MYRA PARRAS
8709

JAMES RIVAS

OCCUPANT UNKNOWN
8710

ISMAEL GARCIA
8712

YOLANDA SALAZAR
8713

DOLORES ORTIZ

EDGAR GONZALEZ

KATHY HERNANDEZ

LARRY CARR
8716

SANDRA AGUIRRE
8718

OCCUPANT UNKNOWN
8719

HECTOR RODRIGUEZ

SALLY JUAREZ
8721

JUAN BORRELL

JUDITH SEGURA

MARIA AGUILAR

OCCUPANT UNKNOWN
8722

MARIA LEYVA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A44
Source
Target Street
Cross Street
2008
8723

ARLENE DELACRUZ

CRYSTAL NAVARETTE

RICHARD NAVARRETE
8724

LUCIA CALDERON
8725

JACOB SEGOUIA
8726

OSCAR RODRIGUEZ
8729

LIZELY ROLDAN
8730

PRASONG SUTHIPRASERT
8731

AMY FRANCO
8732

SUKIT PUNGDUMRI
8733

CARLOS DUARTE

JUAN RUIZ

LITTLE STARS CHILD CARE
8735

OCCUPANT UNKNOWN
8736

INDEPENDENT METALS

MARIA ACEVEDO
8739

SARA ROSALES
9119

MUHORNG SIN
9143

ION BALARIE
9148

ELSA VALDEZ

JUAN BUSTAMANTE

JUANA LOPEZ

MINERVA ESPINOZA
9151

ATEF ABDELMALAK
9154

ANGELA BURKE

ANTONIE DAVIS

BOYD DECHAUSSE

CARL DELPH

CIPRIANO LARA

MARY JONES

R ESCOBEDO

ROGER DUNN

XIAO WU
9157

LISA THOMAS
9160

ARNO HOHN

EDGAR VILLENAS

ERIC MOLLE

EUGENIO TORRES

MANISH HUMBE

VILLA DOWNEY
9164

ANA SOLORZANO

HECTOR AVILA

JEFF RENFROW

JOSE SANTILLAN

LAZARO PEREZ

LORETTA TYLER

MARGARITA CARLIN

YVONNE WISMER
9170

CLAUDIA WATKINS

CONSTANTIN ROSENBAUER
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A45
Source
Target Street
Cross Street
2008
9170

KYMBERLI HALL

LUCIANO GONZALEZ

PEDRO MICHAUS

PHILLIP RALAYAD

PHILLIP TICUN

RODRICK IRVING

ROGER DUNN

TIMOTHY WARE
9202

ANDREW MCGUCKI

BUPPA THAENGTHONG

HEATHER MUMMERT

MELINA MARTINEZ

ROGER DUNN
9203

DRUCILLS LISBEY

GUILLERMO MARTINEZ
9207

RUDY MEYER
9208

CEDRIC SMITH

FRANCES RODRIGUEZ

J CHASE

JOHNNY ROCHA

MARK LINO

MIGUEL CERDA
9211

DUSTIN MOHACSI
9212

ANDREW HUNTOON

BORIS PADILLA

HUNBERTO CHAVEZ

MABEL TARAZONA

YAFUHIKO YAHAMARA
9216

ANABERTHA BENAVIDES

BERTHA VALENZUELA

ENRIQUE RODRIGUEZ

GEOVANNI TOLEDO

GERMAN BRIZUELA

HERNAN LASSO

JUAN VASQUEZ

MARIA LUCIO

MOLINA ONTIVEROS
9217

C BURNELY

ERIK CABREREA

ISMAIL KHOZAHI

WENDY BARRERA
9220

DOLORES MENDOZA

GABRIELA FLETES

JANET ESTARES

JANET HORNA

MARIA TORRES
9228

GILBERTO RAMIREZ

JOSE URIARTE-PEREZ

MANUEL FERNANDEZ

MARIA LARA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A46
Source
Target Street
Cross Street
2008
9228

MARIA PALE

MOLIN ONTIVEROS

ORTEGA SANCHEZ

RAMON SALALLANDIA

RICARDO PARTIDA

ROSEMARIE ESCALANTE
9229

GIUSEPPA LOMBARDO

MARIA UVA
9232

TIMOTHY GRAVES
9252

DOWNEY WATER DEPT
9253

OCTAVIA CRANEY
9255

JOSE LOPEZ
9257

MARGARITA PACHECO

MARGARITA PACHECO
9301
DURAY

DURAY JF DUNCAN INDUSTRIES INC

GLENBANK INC

OMNITEAM INC
9355

HYDROQUIP PUMP & DEWATERING CORP
9368

LEADWAY PLASTICS CORP
9408

LEADWAY PLASTICS INC
9505

RELIABLE POWDER COATING
9540

GANN PRODUCTS CO INC
-

HALL RD
Cole Information Services
4816690.5 Page: A47
Source
Target Street
Cross Street
2003
9236

AEROJET GENERAL CORP

AMERICAN SUSPENSION

GENERAL DYNAMICS

GENERAL DYNMC ORDNNC & TCTCL

OCCUPANT UNKNOWN
PRIMEX
9300

JEFFREY MCKEOWN

OMNIMENT INDUSTRIES INC

WESFAC INC
9350

WESTERN PACIFIC PULP & PAPER
9400

CINDY BURGOS
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A48
Source
Target Street
Cross Street
2003
7011

CLEARBROOK FARMS INC

OCCUPANT UNKNOWN

ROCKVIEW DAIRIES INC
7024

LANORE SUTTON
7033

ADRIANNE VALLADARES

ARSENIO FELIX

ARTURO MEJIA

BEHROUZ KAZIMI

BENJAMIN GUTIERREZ

BRENDA LEWIS

BRIAN HENSON

CHERYL MAKEROFF

CHRISTIAN GONZALEZ

DELLA CLARK

DIANE MANNING

DOLORES MIRELES

DOROTHY PARIZEK

EARLENE OTERO

FRANK MARTINEZ

GALAL GADO

GEORGE CALLAHAN

INES MARISCAL

JAIME CARMONA

JAIME PENADO

JAMES HARRIS

JAMES LALLY

JAVIER BORROEL

JOAN COTTON

JOHN BURTON

JOLYNN CORNELIUS

JOSE GARCIA

JOSE TOSTADO

JUAN PRECIADO

LETICIA DELGADO

LITA MACKENZIE

MARIA CARRILLO

MARIA NUNEZ

MARIA PORTILLO

MIGUEL PEREZ

MOISES ESPINOZA

OCCUPANT UNKNOWN

PATRICIA ESPARZA

PATTY JACKSON

PRASHA NARKAR

RICHARD CLAVESILLA

RICHARD JOHNSON

RICHARD ORTIZ

ROBERT LUNA

ROBIN FLOWERS

RODRIGO TOVAR
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A49
Source
Target Street
Cross Street
2003
7033

ROSARIO REBOLLAR

SABINA LOPEZ

SHAUNA SANDERS

SHEILA TAYLOR

SHIRLEY KAUNERT

STEVEN DORN

SYLVIA BAHAMONDES

TAMMY HOOPER

TIMOTHY RUDOMETKIN

WANDA COLLIER

ZELMIRA VALLINI
7052

DENIS SOLORZANO
7100

CHRISTINA RICHKARDAY
7102

OCCUPANT UNKNOWN
7104

JOHN MCGARR

ROBERTO LINARES
7106

OCCUPANT UNKNOWN
7108

AMPARO HURTADO
7110

ISRAEL ARENAS
7112

ROBERT TURNER
7114

LYNDA THORN
7116

LESLIE OWENS
7117

A BEVILACQUA

ADVANCED SATELLITE

ALBERT BRIBIESCA

ALMA ARELLANO

ANA GARCIA

ANTHONY CURRY

AUSTIN GAMBLIN

BAHRAM YALZADEH

CEDRIC JOSEPH

CLAUDIA ZARRABI

DAVID CHAN

DAVID VILLEGAS

DEBRA BONNAR

EDGAR CARRANZA

G CERVANTES

GRICELDA PONCE

JOSE GODOY

LUIS SAUCEDO

LUIS VERA

MANUEL GALINDO

MARGARETTE ANDERSON

MARIA OFPITIA

MIRNA ROBLES

PATRICIA MOJICA

PEDRO HERNANDEZ

R IMPERIAL

RONALD COLEMAN

SCOTT HARRIS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A50
Source
Target Street
Cross Street
2003
7117

SHARLA WILDE

SOUTHLAND SATELLITE

YOMAIRA TRIAY

YONG CHUN

YURIK ZAKARYAN
7120

MARIA GAETA
7124

MARTIN CRISTOBAL
7136

PETER DELUCA
7137

BONG YI

CARMEN BESADA

EVERETT LEE

FRANCISCO LOZA

JULIE BIGGS

L VARELA

LOVIE LEE

M JANEI

MARICELA GARCIA

MARIO VILLAFRANCO

MARYAM ZADEH

ROLAND OLIVER

RONALD ESTRADA

ROY REYES

SANDRA HALL

SEI KIM

SHANNON LUSK

WILLIAM SACKMAN

YAMILET BRUZUAL

ZAHRA TALAI
7140

LOUIS ARIA
7142

ELMER REITZEL
7144

BERNICE PRUITT
7147

ALEX WALKER

ANNETTE GALVEZ

BINARY IMAGING

BYRON MORALES

FRANK SANDERS

GUSTAVO RODRIGUEZ

HECTOR ROSA
IN KIM

JOHN KELLY

JUAN VELASQUEZ

JUDITH DADDARIO

KENDALL HIRAI

KEVIN AUDET

LORENA FIGUEROA

PAUL ALTAMIRANO

RICK HAZEL

RILEY WYNA

ROBERT DERRICKSON

SHELTON HILL
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A51
Source
Target Street
Cross Street
2003
7147

STEPHANIE HUMADY

WILLIAM PARRY
7148

OCCUPANT UNKNOWN
7152

ALEYDA SANCHEZ
7156

RICHARD HUGGINS
7157

AHMAD KIABI

EDUARDO VALLEJO

HANY ELBEYALY

HASSAN ELRUMI

JACK NATSAGYUN

JOSE CECENA

JOSE RAMIREZ

MANUEL MORENO

MELISSA FLETCHER

NORMA VEGA

PATRICIA OLIVAS

RAYMOND EMIRO

RICKY ENRIQUEZ

SALVADOR ROMERO

TINA AVVAL

TRACY NORMAN
7158

CARL JONES

MARIA CONTRERAS
7160

CHRIS BECKHAM
7162

DOLORES CAMPOS
7164

GEORGE MULLEN
7202

FRANCISCO RAMOS
7207

ANNA ROJAS

BRANDON CRUZ

CAZAREZ MARLEN

CYNTHIA SAMHAKSON

DOUGLAS MEDINA

ELVIA CORVERA

EMILY FELIX

JUAN HERRERA

MARIA DELGADO

MIRNA TERRONES

RICARDO NAJERA

SERGIO GALINDO

SHELLY HOLMAN

SONIA CETRONE

TELMA MORALES
7208

DELIA ZATLOUKAL
7275

STEVEN DRULIS
7302

APRIL FORD
7304

FREDDIE SMITH
7308

KADHIM JAWAD
7314

SARAH THOREN
7320

CELESTE SUSANY
7326

SHEILA RITCHIE
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A52
Source
Target Street
Cross Street
2003
7328

ELIZABETH GONZALEZ
7336

JENNY BUSTAMANTE
7338

OCCUPANT UNKNOWN
7344

ART GARCIA

DOROTHY NICHOLS

GABYS ATTIC

MARIA PALOMINO

RONALD BOX
7354

DONNAS DRY CLEANING & LAUNDRY

OCCUPANT UNKNOWN
7356

THE GLEN
7362

JOES BARBER STYLIST

RENTARIA RENTARIAJOSE
7364

D & L DRINKING WATER CO

OCCUPANT UNKNOWN
7368

UNDER A BUCK OR MORE
7375

OCCUPANT UNKNOWN
7377

OCCUPANT UNKNOWN
7380

EDDIES HAMBURGERS
7381

GEORGLINA CARRIL
7383

ROYAL FINANCIAL
7387

CAROLINA CLAROS
7389

BEAUTY PARADISE

GOLDEN CROWN PROPERTIES

OCCUPANT UNKNOWN
7391

OCCUPANT UNKNOWN
7395

DEL TIGRE TAQUERIA

TACOS MEXICANOS

TAQUERIA DELTIGRE
7399

OLD RIVER JR MART
7410

SHANNON LUND
7413

JANNETTE MORALES
7415

CARLOS HENRIQUEZ
7416

ALEXIS CERREL

EDDIE JIMENEZ

GEORGE CANALES

MARY LEON

ROSARIO SCHAFFER

THERESA FLANAGAN
7424

ANTHONY AZCARATE

LANI MORRIS

MARIA DURON
7425

ADOLPH ESQUERRA

CARLOS MARTINEZ

PETER LEE

RUTH GONZALEZ

THELMA FRAUSTO
7430

DAVID ABNEY

DONALD CHAPMAN

LETICIA ANAYA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A53
Source
Target Street
Cross Street
2003
7430

PATRICIA NADEAU

RUDY GARZA

SCOTT FLEMING

SUNG KO
7435

EDITH BRITO

GLORIA SANCHEZ-RICO

ROBERT RICO
7436

TONI CONTE
7442

CHARLENE ROCHE
7500

BILL SWAIN

MICHAEL LAU-ROBLES
7509

EDUARDO LOPEZ

HOLMAN INSURANCE SERVICES
7512

ALFONSO LOPEZ

SHERRY CARBAJO

TRACEY GALINDO
7518

JOO BAHK

MATTHEW FOUNTAIN
7524

CHRIS PILATO

J LEARNED

JUAN BUENO
7528

ANDREW WRITER

ESTHER HERNANDEZ

RICARDO DANIELS

SANDRA ALVAREZ
7546

BYUN KIM

CHRISTOPHER PEARSON

CLAIRE MADDEN

CLARA RIOS

DANIEL DESCHNER

DEBORAH RUSSELL

DEBORAH SHEARER

EDUARDO FERRARI

ELIZABETH RODRIGUEZ

EUNYONG JUNG

EXPRESS TELEPHONE & DATA

FRANK FILIPEK

HECTOR BAUTISTA

JOETTA THOMPSON

LAVERNE HOCKETT

LILLIAN MILLER

MARCELLA NIEMANN

MARIO AMAYA

NEKOLA DELJOSEVIC

NORD STAR APARTMENTS

PAUL CLARKE

WILLIE FLETCHER
7602

JONG PARK

MICHAEL SONG

SUE CHOI RD
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A54
Source
Target Street
Cross Street
2003
7602

YONG CHOI
7604

JEANIE KIM

MOON CHANG

MYUNGYOUN CHAE

S & G ESTATES

SANG KIM
7612

VICTOR SANCHEZ
7618

IMELDA GALVEZ
7624

DIAZ PENA
7632

SARIT CHAND
7634

CAROLYN TYLER
7640

ROBERT SHAFFER
7644

TONY LEE
7646

CESAR MAGANA
7648

ROBIN NOVICK
7650

ARMANDO ZAVALA
7652

RODRIGO GAMINO
7654

JAMES LEE
7714

LUIS LEYVA
7722

JENNIE CRUM
7724

OCCUPANT UNKNOWN
7730

DAVID HERNANDEZ
7803

ESTELA BAUTISTA
7810

JOHNNY LOPEZ

JUAN CORONA

MARIO HERRERA

NORMAN FORGET
7813

LEUTERIO MACAPAGAL
7815

TED THIA
7817

KONTHEA KANG
7818

ANTONIA PRIEST

CECILIA CURTISS

ELLA SIMPSON

JEWELL MOIOLA

NANCY ORTEGA

PHILLIP RIVERON

RICHARD DAVIS

RICK STEELE

WILLIAMS WELTER
7819

MASOUD MIKHAIL
7823

SVED HUSSAIN
7829

BERNARDO CARRILLO

DANIEL ENCINA

DELIA QUINTERO

H LEKIM

IRENE ESTRELLA

JAVIER ELIZALDE

LUCY SALUP

OCCUPANT UNKNOWN

PATRICIA ALMEIDA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A55
Source
Target Street
Cross Street
2003
7830

ALLEN MCCARTY

BEATRIZ MARTINEZ

ESTEVAN GINER

HENRY ANGULO

JAVIER OCHOA

KENNETH OGBOGU

LARRY KILLOUGH

LYNN BLAIR

MARCO POLO APARTMENTS

MARCOS MONTEJO

MAURICIO BARAJAS

NANCY PRADO
7836

ALMA GARCIA

DENISE HARRIS

JESSICA GUTIERREZ

JESSICA LOMELI
7841

CATALINA MARTINEZ

EDGAR GAZITUA

JOHN HALE

JOSE VERGARA

MARIA BARRAZA

MIGUEL PERONA

MYRNA SANDOVAL

RODOLFO NUNEZ

VIOLETA GUTIEREZ
7845

ANA CARMEN

BLANCA DELCID

CEZAR MONZON

DAVID PURGASON

DOLORES JONES

JENY CASTRO
JI AN

JULIO VELASQUEZ

MARK CAILLIER
NA AHN

OSWALDO APARICIO

RONALD NYGREN

SAHARA APARTMENTS

STEVE ALDACO

THO NGUYEN

ULVIO SANCLEMENTE

YOLANDA MORENO

YUKA HASEGAWA
7846

GARY DEAN
7848

OCCUPANT UNKNOWN
7850

OCCUPANT UNKNOWN
7852

STEVEN MAJOR
7860

BEN HUSBANDS

DUNG LAM

ELLEN AU
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A56
Source
Target Street
Cross Street
2003
7860

HENRY KEOKOT

LAURA TAPIA

LAURA ZUNIGA

LUZ VERA

MARIA VILLANUEVA

NOEMI ARELLANO

PASCUAL GARRIDO
7861

ADEEB YASSA

BELINDA RAMOS

EDWARD BLANCK

FRANCISCO OROZCO

GLORIA REINA

JESUS PONCE

JOSE NAVARRO

JUDY CHAVEZ

LUIS BARRIOS

LUIS CISNEROS

NORMA TORRES

PEDRO HERNANDEZ

WALTER PAPANEK

YOEL BERRIOS
7862

PAUL KIM
7864

OCCUPANT UNKNOWN
7866

KIRK SEO
7868

GARY HIGA
7870

CLAUDIO MONGE

MARY PASTERSKI
7871

DAVID CERVANTES

JESUS HERNANDEZ

JOSE GOMEZ

LAZARO MENOYAESPINOZA

LENIKA BELL

LOURDES SANCHEZ

PHILLIP DIAZ

ROBINSON RUIZ

ROBINSON RUIZ-BARROS

SERGIO GARCIA

SONIA JACKSON
7872

GERALD BROWN
7874

MAICO FAILLA
7876

KENNETH PARK
7878

SIDDHARTH GANDHI
7880

BRIDGETT RODGERS
7900

ALFREDO ARMENTA
7901

ADEL GIRGIS

ALEXANDER HERRERA

AMJAD SHOUMAN

GUADALUPE MARIN

J SANCHEZ

JESUS GARCIA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A57
Source
Target Street
Cross Street
2003
7901

K BATISTE

LETICIA GONZALEZ

MARIA BARAJAS

MICHAEL MARTINEZ

PINTO LOPEZ

RAMON PEREZ

ROGELIA GUTIERREZ
7902

CARLOS HENRIQUEZ
7906

MARIA MENDOZA
7909

AURELIA VASQUEZ

JOSUE AMARAL

JOSUE BARGES

JOSUE BORGES

MARIBEL PEREZ

MONICA ESCOBAR

ROMY GALLARDO
7910

MARIANO BONILLA
7912

SOLEDAD TORRES
7919

ANACELIA CRUZ

EDSON SOLTERO

SERGIO ESTEVEZ
7922

ANITA IGLESIAS

CARLOS HERNANDEZ

DAIL LYONS

FRANCISCO ZARAGOZA
J PAIK

MAGDALENA TARANGO

ROBERT LUCAS

SEKHAR NAIR

TERESA DUENAS

THOMAS BANKS

YOLANDA CASTRO

YOLANDA PUENTES
7925

DIANE MELIN

EMILIO RIOS

FABIOLA PADILLA

HECTOR BRISENO

MARJORIE STARKEY

MISTY BYKOSKI

ROBERT DREES

SILVIA SANCHEZ
7929

BENIGNO BOVEDA

CARMEN QUINONES

DORA SOTOAVILA

FRANK BURNETTE

JOSE HERNANDEZ

PATRICIA SARAVIA

ROBERT FISHMAN

ROCIO RODRIGUEZ

SANDRA ARIAS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A58
Source
Target Street
Cross Street
2003
7929

SOCORRO APALETA

SWANNY RO

VERONICA CORTEZ

YOUSEFALI ABKHREH

ZEUS CUBIAS
7930

OCCUPANT UNKNOWN
7936

LUIS ROMERO
7940

EMILIO GONZALEZ

ISMAEL RIVERA

MAYRA DIAZ
7941

ALLIE PHILPOT

ARDRA SCHELLO

JOSUE MARCUS

JUAN GONZALEZ

KHAWAJA HUSSAIN

MARGIE LOZANO

ROSA GARCIA

VALERIE HERNANDEZ
7944

DANIEL ENRIGUEZ

G RENDON

LAURA RENTERIA

RODOLFO PRECIADO

SAMUEL ROTHMAN
7945

SHAWN TASCHNER
7947

TERISA ROND
7952

CHUN HAN

DAVID AREBALO

MICHAEL GARCIA

MU KWON
8011

HAIR ESSENTIALS

OCCUPANT UNKNOWN
8015

ABC DONUTS

OCCUPANT UNKNOWN
8018

MARIA CESARE DDS

PAT PATEL

STEWART & GRAY DENTAL GROUP
8019

OCCUPANT UNKNOWN

PACIFIC BURGERS
8020

SONG OH

STAR ONE HOUR CLEANERS
8022

OCCUPANT UNKNOWN
8028

CAPRI SHOE REPAIR

OCCUPANT UNKNOWN
8029

ANDREW LOPEZ

BENJAMIN SMITH

DAVE ELDRIDGE

HENRY GAMBOA

JESSIE GUERRERO

JO RECTOR

RICHARD LEMMEL
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A59
Source
Target Street
Cross Street
2003
8029

ROSA BONILLA
8032

DAVES BARBER SHOP

OCCUPANT UNKNOWN
8034

MONIQUE HAIR STYLISTS
8037

DONALD BEAUDRI

FREDDY ORTEGA

JANE BAILEY

LEONEL LEIVA

MANUEL CASTRO

ROBERT RAMOS

SHELLEY CROZIER
8040

BRIGETTE GIRON

DANIELLA FALDANA

DANIELLA SALDANA

LUIS CORDOVA

MICHAEL MUNOZ

ROSA AGUILAR
8101

GUSTAVO SERVELLON

MIDLAND MEDICAL SUPPLIES

REFAAT HAROUN

SHAJUANA BRADFORD
8111

BENJAMIN BARIAS

RUDY MARTINEZ

TIFFANY PARSLEY
8112

ANGELA LOPEZ

CARLOS SALTOS

DARLENE HARVEY

JOHN KRISTE

JUAN AVILA

LOUIS GARD

ORLANDO FERNANDEZ

VERONICA AMESCUA
8115

ABRAHAM MONTERO

ARACELY HERRERA

EUN KIM

GLORIA FUENTES

HENRY GOLLETE

KAREN MARTELLI

KEE KANG

LISA FANNIN

MARCIAL ASTUDILLO

MARLYN NAVAS

MERCEDES RODRIGUEZ

MYRIAM NAVAEZ

RAFAEL ARIAS

SUN BAIK
8116

AGNES BARRIOS

JAIME DIAZ

JAIMES NETWORKING LOGISTICS

VICTORINO VALDEZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A60
Source
Target Street
Cross Street
2003
8124

ARLENE RECANO

JOSEPH POWELL
8127

ABEL ACOSTA

CALVIN HESTER

CHRISTOPHER DABBS

DAVID MCFADDEN

DEBORAH HUDSON

ENDY LOPEZ

HECTOR MEJIAS

MONICA SANCHEZ

SORIN VARCIAG
8130

MIRELLA DAVALOS
8135

DAVIS YOUNG

FRANCISCA LLERENA

MARIA DUARTE

RUTH CURIEL

SHARON WEST

SUMMER SKEIE
8136

GLENN PALMER

JONATHAN HANSON

SCOTT WATERS

WILMER EUTSEY
8141

CELESTE PASILLAS

DONALD COX

ESPERANZA CARTWRIGHT

FRANK MONHARAZ

GENE GOODWIN

MOISES ALONSO

PATRICIA EDDY

PAUL SPEAR

ROBERT CASEY

SANDRA VARELA

SUSAN MEDOZA
8202

PEDRO DIAZ
8207

ANDREA ACEVEDO

DALIA MONTERROSO

DIANE COATS

ERIK DONADO

FRANCISCO CONTRERAS

JENNIFER GATBONTON

KARLA VELASQUEZ

MICHAEL SILVA

MICHELLE DIAZ
8208

HARRY LONG
8213

JOSE LLANERAS
8214

FARDY VALEZ
8217

MARCOS BELTRAN
8219

CARLOS BELTRAN
8220

SEI KANG
8224

HARRY CRAFT
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A61
Source
Target Street
Cross Street
2003
8227

WILFREDO MOLINA
8230

MOISES FRANCO
8235

DUCK MIN

MIN DUCK GI
8236

CARMEN STROUD
8237

GUSTAVO EFFIO

MARY NOLTEN

OPAL WALLENTINE

SUNG KANG
8239

NAE SHIN
8242

HERBERT WELCH
8243

BETTY NAZAROFF
8248

SCOTT DEVEREUX
8249

PLINIO SCHMIDT
8254

T WATSON
8255

JAVIER RODRIGUEZ
8258

MANUEL DELGADO
8259

MICHAEL CHONG
8264

MARCELINO AFABLE
8267

CLARA YOS
8270

EVAN MORRIS
8276

GT ELECTRIC

WILSON TORRES
8300

OCCUPANT UNKNOWN
8304

DACOM GENERAL INSURANCE

DENNIS MOYER

DENNIS MOYER
8306

HOME LOANS OF AMERICA

HOME REALTY

OCCUPANT UNKNOWN
8308

ANNAS FLOWERS & GIFTS
8310

PAPAJOES PIZZA

PIZZA TIME CO
8312
J L CO
8320

FOUNTAIN SQUARE LIQUOR

JARIN DUMRUGS
8321

JOHN AGUILAR
8324

OCCUPANT UNKNOWN
8325

MARIA HURTADO
8326

OCCUPANT UNKNOWN

STEWART CLEANERS
8328
MARTYS

OCCUPANT UNKNOWN

STEVES HAIRSTYLIST FOR MEN
8329

OCCUPANT UNKNOWN
8330

SIZZLING THAI KITCHEN
8333

OCCUPANT UNKNOWN
8334

GILMA RODRIGUEZ
8335

OCCUPANT UNKNOWN
8336

MARTHA CRUZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A62
Source
Target Street
Cross Street
2003
8338

ALFREDO QUESADA

JOHN YI
8340

OCCUPANT UNKNOWN
8342

ADRIAN RODRIGUEZ
8345

OCCUPANT UNKNOWN
8348

CHRISTINA AVILA
8349

DANIEL LOPEZ
8350

MONIQUE VALDEZ

OCCUPANT UNKNOWN
8400

ARNOLD FORGET

EMMA WALKER
8402

MARIO CASAS
8403

DAGOBERTO GIRON
8405

HERIBERTO GONZALEZ
8406

OCCUPANT UNKNOWN
8408

OCCUPANT UNKNOWN
8409

RANDOLPH BRYANT
8410

SHARON MACIAS
8412

ROSIE DUARTE
8413

MARIA BARBOZA
8415

MARIO OLIVA
8416

FRANK GIORDANO
8417

OCCUPANT UNKNOWN
8418

OCCUPANT UNKNOWN
8419

FRANCISCA GUZMAN
8420

OCCUPANT UNKNOWN
8423

MICHAEL LEE
8424

ROLANDO RODRIGUEZ
8425

OCCUPANT UNKNOWN
8426

ARMANDO CHAVEZ
8429

JOSE CARRILLO
8430

OCCUPANT UNKNOWN
8432

OCCUPANT UNKNOWN
8434

OCCUPANT UNKNOWN
8436

JAMES HUGHES

JESSIE WARD
8437

KEVIN MCCLURE
8439

VIVIAN VANRAALTEN
8440

OCCUPANT UNKNOWN
8442

OCCUPANT UNKNOWN
8444

OCCUPANT UNKNOWN
8445

DOUGLAS SALAZAR
8446

OCCUPANT UNKNOWN
8450

KATHLEEN COOK
8501

JUANITA CONTRERAS

MAGDALENA FERNANDEZ
8502

BERNARDO ENCINAS
8505

LUIS FLORESROSALES
8506

ANGELICA FERMIN
8508

RAYMOND LOPEZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A63
Source
Target Street
Cross Street
2003
8510

NORMAN JOHNSON
8512

OCCUPANT UNKNOWN
8513

CARRIE ORTIZ
8516

CARLA PINEDA
8520

JERRY PETERSON
8521

OKEY HOLBROOK

RAFAEL MENENDEZ
8522

GERALD KLINE
8524

NELLIE ROBERTS

OCCUPANT UNKNOWN
8525

CORAZON GATDULA
8526

KATHLEEN DEMARS
8528

CARLOS CHAVEZ
8532

R ARCIAGA

ZOILA VALDIVIESO
8533

WILLIAM GORNTO
8535

OCCUPANT UNKNOWN
8536

ROBERT DUNCAN
8538

OCCUPANT UNKNOWN
8539

MICHAEL DAVIDSON
8542

GLENDA CAMPBELL
8546

GLADYS WEYANT
8548

CARLA ROSALES
8550

ERIC WILLIAMS
8551

WILLIAM LEW
8552

OCCUPANT UNKNOWN
8558

OCCUPANT UNKNOWN
8560

ROBERTO CAVAZOS
8600

MIGUEL AGUIRRE
8605

MARIA ENCISO
8606

JOSE GOMEZ
8609

RAFAEL SANDOVAL
8612

YOLANDA MENDIETA
8615

SAMUEL MENDOZA
8621

LOUISE PAYAN
8622

TODD GUGGENMOS
8627

MICHAEL HIPSMAN
8628

IVAN LOPEZ
8631

DAVID RODRIGUEZ
8632

BRIGIDA BAHENA
8637

POLLY EMISON
8638

MANUEL PACHECO
8643

ARACELI MARTINEZ
8644

JOE GUTIERREZ
8647

GILBERT DEGEN
8650

ROSELIA RAMIREZ
8654

INGRID ROSALES
8657

MIGUEL ACEVES
8660

CATHY BLACKBURN
8663

KATHLEEN SINNETT
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A64
Source
Target Street
Cross Street
2003
8702

JUAN DELIRA
8703

JULIA ELIAS
8706

K VASQUEZ

NICEFORO VAZQUEZ
8707

SOCORRO NARANJO
8708

MYRA PARRAS
8710

PATRICIA LITTLE
8712

YOLANDA SALAZAR
8713

LARRY CARR

MARGIE IGLESIAS
8715

EDGAR GONZALEZ

MARTIN IBARRA
8716

SANDRA AGUIRRE
8718

DIANA PAZ
8721

OCCUPANT UNKNOWN
8722

AURORA CALDERON
8723

ARLENE DELACRUZ

CRYSTAL NAVARRETE
8724

RICARDO BORJAS
8725

OCCUPANT UNKNOWN
8726

OSCAR RODRIGUEZ
8729

JOSE FRANCO
8730

CHITRAPORN SUTHIPRASER

CHITRAPORN SUTHIPRASERT
8731

OCCUPANT UNKNOWN
8733

ROBERTO RAMOS
8736

CARLOS MORENO
8738

MANUEL ALVAREZ
8739

ABRAHAM SANTANA

ANA ORNELAS

RICHARDO MEDRANO
9119

SEANG SIN
9143

ION BALARIE
9148

ELSA VALDEZ

HECTOR PEREZ

MINERVA ESPINOZA

PEDRO ROMO
9151

MIRNA TOVALIN
9154

JULIUS DECHAUSSE

LARK SANTOS

MARCELINO DIAZARCE

MOHAMMED FAIROSH

ROGER DUNN
9157

L THOMAS
9160

MANISH HUMBE

REGINA ESPINOZA

VILLA DOWNEY
9163

OCCUPANT UNKNOWN
9164

ANA SOLORZANO

LESIE TYLER
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A65
Source
Target Street
Cross Street
2003
9164

NICOLE WISMER

XING LO
9170

CONSTANTIN ROSENBAUER

JESUS TICUN

KELLEY TELLEZ

PHILLIP RALAYAD

REYNA MICHAUS

ROGER DUNN
9202

ANIS RAHMAN

BUPPA THAENGTHONG

DUYBAO NGUYEN

GASTON RINTA

JOANNE BARRIENTOS

MEREDITH OGAWA
9203

AGNES BEDRAN

GUILLERMO MARTINEZ
9207

RUDOLPH MEYER
9208

CESAR CALDERON

ELIN DURRIE

J ESTRADA

MARK LINO

MIGUEL CERDA

ROGER DUNN
9211

KAYCO CONSTRUCTION

KENNETH KAY
9212

KEN SHREVES

RENE GARCIA

RICKI WENZ

ROGELIO CHAVEZ

TEODOMIRO HERNANDEZ
9216

ADRIAN RODRIGUEZ

EDUARDO RAMIREZ

GEOVANNI TOLEDO

GERMAN BRIZUELA

HILDA TAYPE

MANUEL GUTIERREZ

MICHELLE FUENTES
9217

FADIA MOSRI-AYUB

GHASSAN MOSRIE

HAROLD NELSON

ROLAND ALCORTA

ROSA DEVILLALTA

WENDY BARRERA
9220

BLANCA RAMIREZ

CONNIE MORA

FRANCISCO RUIZ

GLADYS LOPEZ

LOURDES DIAZ

MARCIA ORTIZ

MONICA CAZARES
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A66
Source
Target Street
Cross Street
2003
9220

SERGIO GARCIA

YANICZIO CASTRO

YOLANDA ZURITA
9228

ALBERTO PITALUA

JESSICA VENTE

MARIA ESCALANTE

MARIA PALE

RICARDO DOMENZAIN
9229

TRILEK ELECTRIC INC
9232

TIM GRAVES
9253

OCTAVIA CRANEY
9255

MARTIN SANCHEZ
9257

MARGARITA PACHECO
9301

DUNCAN DURAY/JF INC

DURAY DUNCAN INDUSTRIES INC

DURAY INC

DURAY/JF DUNCAN INDUSTRIES

JOHNNY WONG
9333

WESTERN PACIFIC PULP & PAPER
9355

HYDROQUIP PUMP & DEWATERING
9368

LEADWAY PLASTICS CORP

OCCUPANT UNKNOWN
9420

OCCUPANT UNKNOWN
9426

JC WELDING

OCCUPANT UNKNOWN

PERKINS IRON & FENCE
9520

OCCUPANT UNKNOWN

RAMP INTERNATIONAL

RLBL ARCFT MNTNNC PDTS INTL
9525

OCCUPANT UNKNOWN
9540

GANN PRODUCTS CO

OCCUPANT UNKNOWN

WENDEL GANN CORP
9600

STAIN STEEL INC
-

HALL RD
Cole Information Services
4816690.5 Page: A67
Source
Target Street
Cross Street
1999
9236

AEROJET-GENERAL CORPORATION AEROJET ORD COMPANY

PRIMEX TECHNOLOGY
9300

INTERSECTION DEVELOPMENT CORPORATION
9350

WESTERN PACIFIC PULP & PAPER INCORPORATED
9400

HUDD DISTRIBUTION SERVICES INCORPORATED
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A68
Source
Target Street
Cross Street
1999
7011

ROCKVIEW DAIRIES INCORPORATED
7024

LANORE SUTTON
7033

ADRIANNE VALLADARES

ALBERTO PEREZ

ANDREA VANROSMALEN

ANGEL RODRIGUEZ

ARSENIO FELIX

BEATRIZ VELASQUEZ

BENJAMIN GUTIERREZ

BENJAMIN JACKSON

C FRIEDMAN

CARL ZELAMBO

CECIL REYES

CENIA GALINDO

CHESTER SANDERS

DIANE MANNING

DOLORES MIRELES

DOROTHY PARIZEK

DUSTIN HERNANDEZ

EARLENE OTERO

FILEMON DIAZ

FILEMON SANCHEZ

FRANCISCO CANCEL

FRANK MARTINEZ

GABRIEL ANDRADE

GALALELDIN GADO

GEORGE OLAGUE

GERARDO MORENO

GHASEM MAZLOUMI

INES MARISCAL

JAIME CARMONA

JAMES HARRIS

JOAN SAUER

JOHN BURTON

JOLYNN CORNELIUS

JOSE HOLGUIN

JOSE LEON

LEANNE ROJAS

LITA MACKENZIE

LUZ CARDONA

MARIA GUERRA

MARIA NUNEZ

MARIA PORTILLO

MARYANI GARCIA

MIGUEL GONZALEZ

OCTABEL LINARES

OLGA ALVAREZ

PHILIPP COVINGTON

RICHARD JOHNSON

RICHARD ORTIZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A69
Source
Target Street
Cross Street
1999
7033

ROBERT LUNA

ROBIN FLOWERS

ROSARIO REBOLLAR

VERONICA GUDINO

VICTOR MONROY

ZELMIRA VALLINI

ZOILA MARROQUIN
7044

DANIEL LARA
7052

DENIS SOLORZANO
7102

MARTHA GARCIA
7106

EMANUEL STONE
7108

JOSE SOTO

OCCUPANT UNKNOWN
7112

ROBERT TURNER
7114

LYNDA THORN
7116

LESLIE OWENS
7117

ALFREDA BARRY

ALVIN HAVESON

ANA ALDANA

ANA BEVILACQUA

ARTURO CARRILLO

BAHRAM YALZADEH

BARBARA GUTIERREZ

BRENDA BEJAR

CARMEN TORRES

CEDRIC JOSEPH

CHRISTOPHER SCOTT

CRISTAL ESTRADA

DANNY CHRISTAIN

DAVID WILLIAMS

DONALD ROMERO

EARLEAN MARTIN

EDUARDO ORTIZ

FRANCISCO QUILES

GRAYSTONE MANOR APARTMENTS

GUILLERMO DELGADO

JASON AHERN

JENNIFER LUCERO

JESSICA TYRRELL

JONATHAN ALONZO

JOSE BANUELOS

JOSE GODOY

KAREN GOMEZ

KATRINA JUAREZ

KEMMERER INSURANCE

LEWIN TOBAN

MIRNA ROBLES

RAFAEL MURRO

REGGIE BREWSTER

RICKEY VARELA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A70
Source
Target Street
Cross Street
1999
7117

ROSA RODRIGUEZ

ROY REEVES

SALVADOR NUNEZ

SANDRA TOVAR

SHEFONDA COLBERT

STEVE RAMIREZ

SUSAN CHHAN

SYLVIA HERNANDEZ

YONG CHUN

YURIK ZAKARYAN
7118

JUAN ANGUIANO
7120

ANTONIO GAETA

JORGE BERCIAN
7122

JORGE SOTO
7124

MARTIN CRISTOBAL

OCCUPANT UNKNOWN
7136

PETER DELUCA
7137

ALAN WHICKUM

ARCELIA NORIEGA

CARLOS ORPINELA

DOWNEY WEST GARDEN APARTMENTS

HELEN GASTALDO

JESSICA WYMAN

MARY AVALOS

MICHELLE PEREZ

MINERVA CRUZ

OLIVER PERRY

PEDRO AMBRIZ

PETER YOO

SEI KIM

WENDY VILLAGRAN

YOLANDA LUGO
7138

DORA ESCALANTE
7140

LOUIS ARIA

OCCUPANT UNKNOWN
7142

ELMER REITZEL
7144

BERNICE PRUITT
7147

ADRIANA GERMAN

ALICIA GONZALEZ

ALMA CEJA

ANNETTE GALVEZ

D FLYNN

DAVID ALEMAN

DAVID JASSO

ERIKA LOPEZ

GUSTAVO HERNANDEZ
IN KIM

JOHN KELLY

LEOPOLD ROBINSON

LOUANN GEESY
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A71
Source
Target Street
Cross Street
1999
7147

M SIGUENTA

MAGGIE SIGUENZA

RICK HAZEL

ROBERT DERRICKSON

ROSENDO GARCIA

SUSAN MUNOZ

TANIA KEKA

VASILE TIPLEA

VICTOR LAM

ZOBEIDA CHAVEZ
7148

JAMES GOODWIN
7150

ANDREW SOLORIO

CAROL GRAVIUS

MARCOS GONZALEZ
7152

ALEYDA SANCHEZ

OCCUPANT UNKNOWN
7154

KEVIN CURTICE

OCCUPANT UNKNOWN
7156

JAY CANFIELD
7157

ALFRED HIGA

ALICIA BELTRAN

ELVIA HERRERA

FERNANDO GONZALEZ

GLENDA BENNETT

JAIRO GONZALEA

JOSE AREVALOS

MARIE DOREMUS

MELISSA FLETCHER

NICOLA LAURENZA

NORMA CASTILLO

RAYMOND EMIRO

ROBERT HERNANDEZ

SALVADOR ROMERO

SARA SODERMAN

STEVE REINART

STEVEN DRAPER

SUSAN BECK

TED MATTHIES

TRACY NORMAN
7158

CARL JONES

ROGER FUENTES
7160

INEZ ORTIZ

OCCUPANT UNKNOWN
7162

TRAVIS MULLEN
7164

GEORGE MULLEN
7167

DAMU FREEMAN
7168

DENNIS PASILLAS
7202

FRANCISCO RAMOS

OCCUPANT UNKNOWN
7207

ALICIA ARELLANO
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A72
Source
Target Street
Cross Street
1999
7207

ASUNCION MAGANA

CANDLE WILLIAMS

CHARLES LILLEY

DEBRA CIFUENTES

DENISE LUNA

EDUARDO CARTAGENA

ELIZA FERNANDEZ

I ORDONEZ

ISRAEL MARQUEZ

JAMES MCPHERSON

JAZMINA ESPINOZA

JUAN ENRIQUEZ

LAURA BOJORQUEZ

LOUIS APODACA

LYDIA REYES

MARIA DELGADO

MARTIN CARDOZA

SONIA CETRONE

SYLVIA ALVARADO

WILLIAM BLUSH
7208

DELIA ZATLOUKAL
7275

STEVEN DRULIS
7302

AARON CARR

APRIL FORD
7304

ANESIA CARR
7308

KADHIM JAWAS
7314

SARAH THOREN
7326

ALVARO PRECIADO

WILLIAM RITCHIE
7328

ENRIQUE CHAVEZ
7332

OSCAR RUBIO
7338

ALINA CIOCEA
7344

JOSEPH ISRAWI

MARIO PERSICO

SOUTHERN FRESH PRODUCE
7354

DONNAS DRY CLEANING AND LAUNDRY
7356

THE GLEN
7360
NUMBER 1 NAILS
7364

D & L DRINKING WATER COMPANY
7368

C & T FURNITURE

UNDER A BUCK OR MORE
7375

DONUTS & CROISSANTS
7377

DEAN OF VIDEO
7379

DEAN OF VIDEO
7380

EDDIE'S HAMBURGERS
7387

ROYAL FINANCIAL
7389

ELEPHANT JUMP

FINANCIAL TECHNOLOGY INCORPORATED

GOLDEN CROWN PROPERTIES
7391

FELGAR TRUCKING INCORPORATED
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A73
Source
Target Street
Cross Street
1999
7395

TACOS MEXICANOS
7399

OLD RIVER JR MART
7400
7 ELEVEN FOOD STORES STORES
7410

GLADYS BRYANT

RUSSELL LUNSFORD

SHANNON LUND

WON PARK
7413

LETICIA AGUILLEN

MARIO ROSETE

SEUNG BYUN

VANESSA RODRIGUEZ

WILLIAM FELLS
7415

JENNIFER CABRERA

KANANI AUWAE
7416

ANGEL GARCIA

DENISE ERIACHO

LUCINDA SMITH

MIREYA MENDOZA
7424

ANTHONY AZCARATE

LANI MORRIS

MARTHA ANGUIANO

NINFA ARCE

SYLVIA TRAVERSE
7425

APRIL BEMISTER

CRAIG HAASIS

GLORIA MOODY

GRAY POZO

JUAN NARVAEZ

KRISTEN GARRETT
7430

ANDREW QUESADA

CARLOS GERSTENACKER

ELIZABETH CALDERON

ELIZABETH CORONA

ENRIQUE CANCHOLA

JENNIFER KO

TY RODGERS
7435

ANA VENTO

ISABEL FORTE

JOSE BELMONT

NANCY MARTIN
7436

CAROLINE LEWIS

ERIC WEAVER

GREG CONTE

JOSEFINA ALVIZAR
7442

CHARLENE ROCHE

OCCUPANT UNKNOWN
7500

LINDA LEROY

MICHAEL ROBLES

WILLIAM SWAIN
7509

CARMEN SELVA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A74
Source
Target Street
Cross Street
1999
7509

HOLMAN INSURANCE SERVICES
7512

DIANA ACOSTA

OCCUPANT UNKNOWN
7518

JOO BAHK
7524

CHARLENE WOHLFORD

CHRIS PILATO

JANICE LEARNED
7528

DAVID HERNANDEZ

RICARDO DANIELS
7546

ANA AMAYA

DENISE GERDING

DONNA ZIEGLER

DYLAN RUSSELL

EFIGENIO BAUTISTA

ELIZABETH RODRIGUEZ

EUNYONG JUNG

GARCIA HERNANDEZ

GEORGE EDGINTON

HARRY MADDEN

JOSE COSIO

JOSE MUROWATZ

JOSEPH RAMOS

JUAN GOMEZ

JULIO MARTINEZ

LAVERNE HOCKETT

LILA MARTINEZ

MANUEL GARCIA

MARGARET KINSEL

NORD STAR APARTMENTS

R CANDELAS

RICHARD SWOPE

SAHILA VAZQUEZ

YONG KIM

YOUNGSUNG KIM
7602

JONG PARK

MARIA BRAVO

YONG CHOI
7604

JOSE LLIZO
7612

CARLOS SALAZAR
7624

ANTONIO DIAZ
7632

SARIT CHAND
7640

ROBERT SHAFFER
7644

OLGA REVELO
7646

CESAR MAGANA
7648

SAM NOVICK
7650

ARMANDO ZAVALA
7652

RODRIGO GAMINO
7654

MARVIN HERNANDEZ
7714

JOANN WILLIAMS

STEPHEN KANG
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A75
Source
Target Street
Cross Street
1999
7716

PAUL LEE

RAUL RUVALCABA
7718

BRENT CANNADY

BRIAN CHAMBERS

ROGER MILLER
7722

JERMAINE BARNES
7730

LEYVERTH RODRIGUEZ
7803

ESTELA BAUTISTA
7810

ALEXIS TIPAN

BLANCA FUENTES

DOMANIC ABERY

GABRIEL AGUAYO

JOHNNY LOPEZ

MARIO HERRERA
7813

LEUTERIO MACAPAGAL
7815

TED THIA
7817

KONTHEA KANG
7818

DAVID GUIZADO

EMAD ABDELAAL

ENRIQUE MARTINEZ

GARY MOORE

JANET BLOUNT

LILIANA GONZALEZ

MARIO BONILLA

MARISOL HERNANDEZ

ORLANDO LLAMPALLAS

WILLIAMS WELTER
7819

MASOUD MIKHAIL
7821

JOVITA SANCHEZ
7823

JENNY FIGUEROA

OCCUPANT UNKNOWN
7829

ADRIANA VALADEZ

DANIEL ENCINA

DELIA QUINTERO

EVANGELOS STANITAS

GERMAN DELGADO

HANH LEKIM

HERBERT AQUINO

IRENE ESTRELLA

JAVIER ELIZALDE

OMER SOZEN

SALLY LONDON
7830

ANDREA ALFARO

ANITA BLAIR

CHARLENE MARTINEZ

CHARLES LEDESMA

CHRISTINA GONZALES

CONCEPSION CORRAL

EFRAIN ZUNIGA

EMILIANA NAVA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A76
Source
Target Street
Cross Street
1999
7830

ESTEVAN GINER

GUILLERMO HERNANDEZ

GUSTAVO CORTEZ

JOSE MARTINEZ

JOSELINE QUINTANILLA

MARCO POLO APARTMENTS

RANAE MANOMAT

RODOLFO SAENZ

SHELLI STEPHENSON

Z RODRIGUEZ
7836

ALMA GARCIA

BLANCA CALDERA

DENISE HARRIS

DIANA SHORTS

EDGAR VELASQUEZ

JAIME MAGDALENO

JESSICA GUTIERREZ

JUDITH BETHAM

MICHAEL COZORT

R RENTERIA

TYESHA LOVELACE

V MACIEL

VICTORIA VELIZ
7841

AMIRA ELHELBAWY

CLARA MARTINEZ

ERIKA MALADY

JOHN HALE

JULIO VELASQUEZ

SREYMUCH YOS

VICTOR GOMEZ
7845

BRENDA CHAVEZ

CARLOS PLEITES

CLARIBEL ACKERS

E MACIAS

GABRIELA HERNANDEZ

GLORIA OLIVERA

JESSICA PFEIL

MARK CAILLIER

MARLOW AUZENNE

MARY RAFOLS

MELY MENJIVAR

MERCEDES SALAZAR

MONICA BARBOSA

NICOLE MQAYES

NOEMI CARVIEL

SAHARA APARTMENTS

SALVADOR MIRANDA

SHUCHEN CHIEN

THO NGUYEN

ULVIO SANCLEMENTE
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A77
Source
Target Street
Cross Street
1999
7846

MARISOL PAPIAS

OCCUPANT UNKNOWN
7848

JOSE LANFRANCO

SHERRY MARTINEZ
7852

IZABELA PIKSA

OCCUPANT UNKNOWN
7860

BEN HUSBANDS

BOBBY HUITT
D JANG

DEBRA AVILA

EDGAR ROMERO

JOSE CAMPO

JUAN PURIZACA

LUZ VERA

MARIA MURILLO

MICHAEL TRACEY
7861

BLANCA ARRIOLA

ELSA ROMERO

FANNY CESNEROS

JAMES VALLE

JORGE RODRIGUEZ

JOSE NAVARRO

JUDY CHAVEZ

LUIS BARRIOS

LUPE MORGAN

M PEREZ

MAINUL AHSAN

NEAL NEGRONE

PEDRO HERNANDEZ

RENE ROBERSON

TRACY HILL
7862

PAUL KIM
7864

KEVIN CHONG
7866

KIRK SEO
7868

JOSE DELCAMPO
KI KU

KYONG IN
7870

CLAUDIO MONGE

OCCUPANT UNKNOWN
7871

DEVIN CARLTON

DIAB DIAB-SR

JOSHUA SANCHEZ

LENIKA BELL

OLIVERIO GARCIA

ROSA BARROS
7874

GENARO SALAZAR
7876
SE KIM
7878

GREGORY OROZCO
7880

BRIDGETT RODGERS
7900

ERICA ARMENTA
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A78
Source
Target Street
Cross Street
1999
7901

ADEL GIRGIS

AGUSTIN ROMERO

BENITO REYES

GANNIGA PEUMSANG

JESUS CHAVEZ

JESUS GARCIA

JOAQUIN MORENO

JORGE LOPEZ

OSWALDO YOCUPICIO

VERONICA BARRERA

VIRGINIA MAYA

YULIANA MARQUEZ
7902

FOWLER ETHYL

MERCEDES HERNANDEZ
7906

OCCUPANT UNKNOWN
7909

AURELIA VAZQUEZ

E GONZALEZ

HJORGE ANCHETTA

HYE KANG

ISRAEL RODRIGUEZ

JENNIFER ANDERSON

PETRI HURTADO

SURINDER VIRK

VIVIANA SPIRU

WELINTHON MORALES
7910

MARIANO BONILLA
7912

CARLOS CASANOVA

CARMEN FABIAN

MELINDA MUNOZ

OCCUPANT UNKNOWN
7919

ALMA AGUIRRE

GIL TINIO

JULIA CARLOS

SAL ZAPATERO

VERONICA GARCIA

VINCENT GONZALES
7922

ANDREW GARCIA

ANITA IGLESIAS

BRENDA MENDOZA

DANETTA BALDWIN

DIMITRI LUCAS

ERNESTO CONTRERAS

ERNESTO PONCRERAS

H MARIA

LAZARO MARTINEZ

LIA LOPEZ

LUIS VELA

MARIA PUENTES

ROBERT LUCAS

SAMUEL FOOR
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A79
Source
Target Street
Cross Street
1999
7922

SAUL SALGADO

THOMAS BANKS

TONYA HARPER
7924

MANUEL GODOY
7925

EMILIO RIOS

FABIOLA PADILLA

JASWINDER SINGH

JESSIKA RODRIGUEZ

MONICA GRANADOS

SILVIA SANCHEZ
7928

VASILE TIPLEA
7929

ASUNCION GUERRA

BENIGNO BOVEDA

CATHY LEMUS

ERICA RUIZ

JOSE HERNANDEZ

MARIO BOGRAN

MERCEDES SARAVIA

MIRNA YBARRA

SCHERRIE LEMON

TOMASA BARRIOS

YOUSEFALI ABKHREH
7930

JULI MALL

MALL GENE N
7932

CARLOS VALDEZ
7936

LUIS ROMERO
7940

HECTOR MOLINA

WILENE SCHLEHNER
7941

ABBAS SALEH

ARDRA SCHELLO

JOSE CHAVARIN

JOSUE MARCUS

MARY DENAVA

SHIRLEY PHILPOT
7944

ANDY GARCIA

ERIKA SANCHEZ

GABRIEL CHERBONY

J PANTOA

PATRICK ZSCHOCHE

SAMUEL ROTHMAN
7945

CHARLES COX

OCCUPANT UNKNOWN
7947

GERARDO TINOCO

OCCUPANT UNKNOWN
7951

GUSTAVO OROZCO

YOUNGTAE KIM
7952

CHUN HAN

DAVID AREBALO

HYONG KIM

LATISHA BROOKS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A80
Source
Target Street
Cross Street
1999
7952

LISA PADILLA

MARIA VAZQUEZ
7953

HYEOUNG KIM
7955

VIRGINIA KIM
7957

CHARMAINE WILLIAMS
7959

CHRISTIAN CHOI
7961

JHON KIM
7965

RAFAEL YERA
7967

GERARDO MORALES
7969

N IKEDA
7971

WOO KIM
7973

TERAYLAN HOLLINGSWORTH
7975

ANGELICA ANGUIANO
7977

ILIANA HERNANDEZ
8011

HAIR ESSENTIALS
8015

A B C DONUTS
8018

VIDEO MAX
8019

PACIFIC BURGERS
8020

STAR ONE HOUR CLEANERS
8026

CICERONES PIZZA & ITALIAN FOOD
8028

CAPRI SHOE REPAIR
8029

ANNA MENDEZ

BENJAMIN SMITH

GEORGE ABDELNOUR

HECTOR LOPEZ

HENRY GAMBOA

JAMES DOSTALEK

NORMA DEVELAS

NORMAN WYATT
8030

JUST CARLY INCORPORATED

PARCEL SERVICE PLUS
8032

DAVES BARBER SHOP
8034

MONIQUE HAIR STYLISTS
8037

BRIGETTE SOCORRO

DONALD BEAUDRI

ELSA RUELAS

ERVIN MARROQUIN

FREDDY ORTEGA

GARY GIBBS

HENRY DIAZ

LEONEL LEYVA

MARIA SEGUERA

RAMON MORALES
8040

LUIS CORDOVA

MARCO GARCIA

MELISSA BETANCOURT

OLIVER CHAMP

ROSA AGUILAR
8101

ARTRANESE BROWN

DANIEL DOBENS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A81
Source
Target Street
Cross Street
1999
8101

E MARTINEZ

ELIZABETH MONTOYA

GUSTAVO SERVELLON

IMELDA MARQUEZ

JON AIBUEKU

NADIA FATTALEH

NARCISO ESPINOZA

OMAR CABRERA

TODD FANSHAW
8104

WILLIAM PETERSON
8111

EDWIN SOSA

LORETTA BARDEN

RUDY MARTINEZ

SAM EZELL

TIFFANY PARSLEY
8112

ANDRES LOPEZ

ANTHONY TORRES

JORGE DELACUEVA

JOSEPH MEYER

JUAN AVILA

MARIBEL SAUCEDA

MICHAEL GRAINGER
8115

ARACELY HERRERA

DANILO GAGO

FRANCES VERA

FRANCISCO SANCHEZ

JAMES DURONSLET

JASON WILSON

JORG MARTINEZ

JUANA LOPEZ

KANG KEE WON

KIM PEREZ

M FARIAS

M HOOKER

MARCELINA VALDEZ

SONIA BARAHONA

ZONA FANNIN
8116

EFRAIN GODOY

GRAY LEWIS

LIZBETH VIDAURRI

MASAKO CHAI

NOEL CALDERON

RAY GOETZ

VIOREL MONTEON
8124

CLM COMPANY

GUSTAVO RODRIGUEZ

LUCILLE MAURA
8127

ABEL ACOSTA

ALFREDO DELGADILLO

BERTHA RODRIGUEZ
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A82
Source
Target Street
Cross Street
1999
8127

DAVID MCFADDEN

ESPINOZA RAMIREZ

JOHN PUENTES

MARIA BARRAGAN

MARIA LARA

MARTIN GALLEGOS

OSCAR RODRIGUEZ

REBECA GUTIERREZ

SORIN VARCIAG
8130

ANTHONY GUTIERREZ

ARTURO GUTIERREZ

DAVID CANOVA

RICHARD QUINONES

ROY BAGLEY

STEVE WAGNER

YASMIN LIZAOLA
8131

ANN LOUIE
8135

CECILIA ARIAS

DAVIS YOUNG

JAMES MELTON

JOSE KRUEGA

MARIANA VELASCO

RAMON SANCHEZ
8136

FRANCISCO CHAIREZ

GLENN PALMER

JONATHAN HANSON

THELMA GIRON
8141

DONALD COX

HEATHER SPARLIN

JAIME TAFOYA

JOHN BROWN

JOSE MORA

JOSE RODRIGUEZ

KATHE MONJARAZ

KEN MONTERROSA

KEVIN REA

LISA DEGER

ROBERT CASEY

SANDRA NASER
8202

PEDRO DIAZ
8207

ARMANDO PARTIDA

DEANNA PETERSEN

DOUGLASS HALL

ERIK DONADO

EVELYN RAMIREZ

HENRIETTA HOSPEDALES

MAGDALE MARTINEZ

MARGO BRUTON

MAYRA OJEDA

NORMANDIE APARTMENTS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A83
Source
Target Street
Cross Street
1999
8207

OLIVIA ROWLEY

RONALD DAVENPORT

SYLVIA CORONA
8213

EDITH BELTRAN
8214

DAISY GALES
8217

MARCOS BELTRAN

MARK ROSENAO
8219

CARLOS BELTRAN
8224

OCCUPANT UNKNOWN
8227

BYRON MOLINA
8230

OCCUPANT UNKNOWN

OMAR FRANCO
8235

DUCK MIN

MIN DUCK GI

YADER PARRALES
8237

SEUNG SUH

TOM MACCIOCCHI

YONG KIM
8239

HYE CHUNG

HYE KIM

NAE SHIN

ROSANNA SCHOENBERG

SUNG YANG
8241

DAVE NAZAROFF

OCCUPANT UNKNOWN
8242

ROBERT LOVEN
8248

LINO RODRIGUEZ
8249

ANDREW SCHMIDT
8254

TC WATSON
8255

JAVIER RODRIGUEZ

OCCUPANT UNKNOWN
8258

MARISOL LOPEZ
8259

MICHAEL CHONG
8264

LUIS GUZMAN

MARICELA PEREZ
8267

ISIS GRACIANO
8270

LUIS HERNANDEZ
8276

LUIS GUTIERREZ
8300

CB REAL ESTATE INCORPORATED

CB REAL ESTATE INCORPORATED COMMERCIAL INVESTMENT DIVISON

M B S INCOME TAX SERVICE
8306

HOME LOANS OF AMERICA
8307

DANIEL SANCHEZ
8308

DOLLAR VIDEO
8310

PAPA JOES PIZZA
8320

FOUNTAIN SQUARE LIQUOR
8321

ROSA SEPULVEDA
8325

MARIA HURTADO
8326

OCCUPANT UNKNOWN

STEWARTS CLEANERS
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A84
Source
Target Street
Cross Street
1999
8328

MR STEVES HAIRSTYLIST

STEVES HAIRSTYLIST FOR MEN
8330

SIZZLING THAI KITCHEN
8334

B LOPEZ
8336

MARTHA CRUZ
8338

ALFREDO QUESADA

JOHN YI
8340

OCCUPANT UNKNOWN

ROBERT WARNER
8345

CESAR GUTIERREZ
8348

JUAN MOREIRA
8350

MANUEL CESPEDES

MONICA VIVAS
8351

STAR FESTINI
8400

EMMA WALKER

WILLIE MCFEE
8403

DAGOBERTO GIRON

OCCUPANT UNKNOWN
8406

OCCUPANT UNKNOWN
8408

PATRICIA YASUKOCHI
8409

MITTIE BRYANT
8410

GREG MACIAS

OCCUPANT UNKNOWN
8413

MARIA BARBOZA
8416

FRANK GIORDANO

OCCUPANT UNKNOWN
8417

EFRAIM FERRER
8418

JAIME AVILA
8419

FRANCISCA GUZMAN
8420

OCCUPANT UNKNOWN
8422

GEORGE RODRIGUEZ
8423

BERTHA MALDONADO

OCCUPANT UNKNOWN
8424

RODOLFO MIRANDA
8427

JUAN AVILA
8432

JOVANNA PINTO

OCCUPANT UNKNOWN
8434

JORGE LOPEZ

OCCUPANT UNKNOWN
8436

JAMES HUGHES
8437

ART MACIAS

LISSETTE GONZALEZ
8439

GUADALUPE RENTERIA
8445

DOUGLAS SALAZAR
8446

MARIELENA RUBIO
8450

CYNTHIA LEON
8501

LUIS FLORES

SALVADOR VAZQUEZ
8502

BERNARDO ENCINAS
8505

LUIS ROSALES
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A85
Source
Target Street
Cross Street
1999
8506

LAURENCE HOELSCHER
8508

GERALD KLINE
8510

BEVERLY JOHNSON
8512

RAQUEL HARMON
8513

N YOUNG

OCCUPANT UNKNOWN

RICARDO VILLESCAS
8514

DAVID LOPEZ
8516

CARLA PINEDA
8517

OCCUPANT UNKNOWN
8518

MARIA GARCES
8520

JERRY PETERSON
8521

EILEEN ELLIS
8522

IRAN PULIDO
8524

GLEN ROBERTS

MARCOS PEREZ

RYAN GRENFELL
8525

CORA GATDULA
8526

ERNESTO BARRERA

KATHLEEN DEMARS
8532

JUAN ESCOBAR

SALWA GHADDAR
8533

MIRNA MOLINA
8535

MARY GONZALES
8536

ROBERT DUNCAN

ROLANDO RODRIGUEZ
8539

FRED ROSHAN
8542

JORGE ZEPEDA
8546

GLADYS WEYANT

OCCUPANT UNKNOWN
8550

CAROLINA RODRIGUEZ

OCCUPANT UNKNOWN
8551

WILLIAM LEW
8552

OCCUPANT UNKNOWN

VERONICA MINERO
8558

ELIZABETH ESQIVEL
8560

ROBERTO CAVAZOS
8600

CLAUDIA MENDOZA
8609

RAFAEL SANDOVAL
8612

EDMUNDO MENDIETA
8615

MARIO VILLAGRAN
8621

LOUISE PAYAN
8622

JUAN MEJIA
8627

ANGELA HOLLEN
8628

IVAN LOPEZ
8632

GUADALU RODRIGUEZ

MISAEL SOTO
8638

C HERRON

LUZ MARCIAS
8643

OCCUPANT UNKNOWN
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A86
Source
Target Street
Cross Street
1999
8643

RAMIRO DELUCAS
8644

KIMBERLY CASTRO
8650

MELISSA LUNA
8654

OCCUPANT UNKNOWN

TERESO DELGADILLO
8657

MIGUEL CARRILLO
8663

ALMA CEJA
8702

JUAN DELIRA
8703

BELTEL TRADING COMPANY

OCCUPANT UNKNOWN
8706

EVANGELINA VAZQUEZ

OCCUPANT UNKNOWN
8707

SOCORRO NARANJO
8708

MIGUEL SANCHEZ
8709

JOSE SANCHEZ

OCCUPANT UNKNOWN
8710

ISMAEL GARCIA
8712

YOLANDA SALAZAR
8713

LARRY CARR

RICARDO MENDEZ
8718

DIANA PAZ
8719

HECTOR RODRIGUEZ

SALLY JUAREZ
8721

JUAN BORRELL

JUDITH SEGURA

MARIA AGUILAR
8722

MARIA LEYVA

OCCUPANT UNKNOWN
8723

OCCUPANT UNKNOWN

RICHARD NAVARRETE
8724

LUCIA CALDERON
8725

BEATRIZ FIGUEROA
8726

OSCAR RODRIGUEZ
8729

AMY FRANCO

OCCUPANT UNKNOWN
8730

PRASONG SUTHIPRASERT
8733

CARLOS DUARTE

MYRNA GUTIERREZ
8736

MARIA PANTOJAS
8738

CHRISTA ROBINSON
8739

ROCIO ORNELAS
9119

SEANG SIN
9143

ION BALARIE
9148

ELSA VALDEZ

JUAN BUSTAMANTE

JUANA LOPEZ

MINERVA ESPINOZA
9151

JOHNATHAN RODRIGUEZ
9154

ANTONIE DAVIS

BOYD DECHAUSSE
(Cont'd)
-

STEWART AND GRAY RD
Cole Information Services
4816690.5 Page: A87
Source
Target Street
Cross Street
1999
9154

CARL DELPH

MARIA BARRETO

R ESCOBEDO

ROGER DUNN

XIAO WU
9157

LISA THOMAS
9160

ARNO HOHN

EDGAR VILLENAS

ERIC MOLLE

MANISH HUMBE

SAMUEL WILLIAMS

VILLA DOWNEY
9164

ANA SOLORZANO

Downey City CouncilJune 11, 2024

Downey City Council
June 11, 2024