Appendix IS-3 Soils and Geology Report

August 7, 2017 Revised February 22, 2019 File No. 21439

Bishop A. Elias Zaidan, Successor Trustee Our Lady of Mt. Lebanon – St. Peter Maronite Catholic Cathedral Los Angeles Real Estate Trust 333 San Vicente Boulevard Los Angeles, California 90048

Attention: Construction Committee

Subject: Environmental Impact Report, Soils and Geology Issues Proposed Church Addition and Residential Tower 333 South San Vicente Boulevard, Los Angeles, California

Ladies and Gentlemen:

1.0 INTRODUCTION

This document is intended to discuss potential soil and geological issues for the proposed development, as required by Appendix G of the California Environmental Quality Act (CEQA) Guidelines. This report included one exploratory excavation, collection of representative samples, laboratory testing, engineering analysis, review of published geologic data, review of available geotechnical engineering information and the preparation of this report.

2.0 SITE CONDITIONS

The site is located at 333 South San Vicente Boulevard, in the City of Los Angeles, California. The site is triangular in shape, and just under one acre in area. The site is bounded by a city alley to the north, San Vicente Boulevard to the east, Burton Way to the south, and Holt Avenue to the west. The site is shown relative to nearby topographic features in the enclosed Vicinity Map.

The site is currently developed with a catholic church complex, and a paved parking lot. The structures which currently occupy the site range between one and three stories in height. The site’s grade is relatively level, with no pronounced highs or lows.

Vegetation at the site consists of abundant mature trees, grass lawns, bushes and shrubs, contained in manicured landscaped areas. Drainage across the site appears to be by sheetflow to the city streets to the south.

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3.0 PROJECT SCOPE

Information concerning the proposed development was obtained by review of the architectural plans prepared by Nadel Architecture and Planning, dated January 20, 2019.

The proposed development consists of the construction of a new 19-story residential tower, a new 3-story podium structure, and an addition to the existing church structure. The entire development, including the existing structure, will be underlain by a new parking garage consisting of five subterranean parking levels. The finished floor elevation of the proposed subterranean parking garage is expected to extend to a depth of 64 feet below the existing grade. Excavations up to 72½ feet in depth are anticipated for construction of the proposed subterranean garage, elevator pit and foundation elements. The proposed structure will be designed in accordance with the provisions of the applicable City of Los Angeles Building Code.

4.0 FIELD EXPLORATION

The site was explored by this firm on June 12, 2017. The exploration consisted of drilling one boring to a depth of 100 feet below the existing grade. The boring was drilled with the aid of a truck-mounted drilling machine using 8-inch diameter hollowstem augers. The location of the boring is shown on the enclosed Plot Plan, and the geologic materials encountered are logged on the enclosed Plate A-1.

5.0 GEOLOGIC MATERIALS

Fill:

Fill materials were encountered in the exploratory boring to a depth of 3 feet below the existing grade. The fill consists of silty clay, which is gray in color, moist and stiff.

Alluvium:

The fill materials were observed to be underlain by native alluvial soils, consisting of interlayered mixtures of sand, silt and clay. The native alluvial soils range from light gray to grayish brown to dark gray in color, and are moist to wet, medium dense to very dense, or stiff, and fine grained, with occasional gravel.

More detailed descriptions of the earth materials encountered may be obtained from the enclosed log of the subsurface excavation.

6.0 GROUNDWATER

Groundwater was encountered during drilling of Boring 1 at an approximate depth of 18 feet below the existing grade. The historically highest groundwater level was established by review of the Beverly Hills 7½ Minute Quadrangle Seismic Hazard Evaluation Report, Plate 1.2,

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Historically Highest Ground Water Contours (CDMG, 2006). Review of this plate indicates that the historically highest groundwater level for the site was on the order of 10 feet below the existing grade. A copy of the historically highest groundwater map is enclosed herein.

7.0 LOCAL GEOLOGY

The subject site is located in the Los Angeles Basin. The Los Angeles Basin is located at the northern end of the Peninsular Ranges Geomorphic Province. The basin is bounded by the east and southeast by the Santa Ana Mountains and San Joaquin Hills, to the northwest by the Santa Monica Mountains. The distribution of nearby geologic materials is shown on the Local Geologic Map enclosed in the Appendix of this report.

8.0 REGIONAL GEOLOGIC SETTINGS

The subject site is located within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges are characterized by northwest-trending blocks of mountain ridges and sediment-floored valleys. The dominant geologic structural features are northwest trending fault zones that either die out to the northwest or terminate at east-west trending reverse faults that form the southern margin of the Transverse Ranges (Yerkes, 1965). The regional distribution of geologic materials is shown on the Regional Geologic Map enclosed in the Appendix of this report.

9.0 PRELIMINARY RECOMMENDATIONS

Based upon the exploration, laboratory testing, and research, it is the preliminary finding of Geotechnologies, Inc. that construction of the proposed structure is considered feasible from a geotechnical engineering standpoint. These recommendations are preliminary in nature due to the limited subsurface exploration conducted, and because the proposed project is not well defined at this point. Supplemental subsurface exploration and laboratory testing will be required to meet the standards of a final geotechnical investigation required prior to issuance of building permits.

It is anticipated that the finished floor elevation of the lowest subterranean level would extend to a depth of 64 feet below grade. Based on the depth of the proposed structure, relative to the depth of the existing and historically highest groundwater levels, it is the recommendation of this firm that the subterranean portion of the proposed structure be designed to resist hydrostatic forces.

It is anticipated that a mat foundation would be suitable for support of the proposed structure. The mat foundation may bear in the undisturbed native soils expected at the subterranean subgrade. Under the hydrostatic design approach, mat foundations shall be designed to resist hydrostatic uplift based on the historically highest groundwater level (depth = 10 feet). The proposed subterranean retaining walls should be designed to resist hydrostatic pressures based on the surrounding grade elevation.

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Excavation of the proposed subterranean levels will require shoring and temporary dewatering in order to achieve a dry and stable excavation. It is expected that a formal pre-construction temporary dewatering program consisting of wells or well-points will be required to lower the groundwater table prior to excavation of the subterranean levels. The expected number and depths of well-points, expected flow rates, and expected pre-pumping time frames should be determined during a dewatering test program conducted by a qualified dewatering consultant. Once the temporary construction dewatering is discontinued, the water table will likely return to its current elevation.

10.0 SOIL AND GEOLOGY ISSUES a) Regional Faulting

Based on criteria established by the California Division of Mines and Geology (CDMG) now called California Geologic Survey (CGS), faults may be categorized as active, potentially active, or inactive. Active faults are those which show evidence of surface displacement within the last 11,000 years (Holocene-age). Potentially-active faults are those that show evidence of most recent surface displacement within the last 1.6 million years (Quaternary-age). Faults showing no evidence of surface displacement within the last 1.6 million years are considered inactive for most purposes, with the exception of design of some critical structures.

Buried thrust faults are faults without a surface expression but are a significant source of seismic activity. They are typically broadly defined based on the analysis of seismic wave recordings of hundreds of small and large earthquakes in the Southern California area. Due to the buried nature of these thrust faults, their existence is usually not known until they produce an earthquake. The risk for surface rupture potential of these buried thrust faults is inferred to be low (Leighton, 1990). However, the seismic risk of these buried structures in terms of recurrence and maximum potential magnitude is not well established. Therefore, the potential for surface rupture on these surface-verging splays at magnitudes higher than 6.0 cannot be precluded.

A list of faults located within 60 miles (100 kilometers) from the project sites has been provided in the enclosed table titled: Seismic Source Summary Table. A Southern California Fault Map has also been enclosed. The following sections describe some of the regional active faults, potentially active faults, and blind thrust faults.

i) Active Faults

Santa Monica Fault

The Santa Monica fault, located approximately 0.26 miles to the west of the site, is a part of the Transverse Ranges Southern Boundary fault system. The Santa Monica fault extends east from the coastline in Pacific Palisades through Santa

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Monica and West Los Angeles and merges with the Hollywood fault at the West Beverly Hills Lineament in Beverly Hills where its strike is northeast. It is believed that at least six surface ruptures have occurred in the past 50 thousand years. In addition, a well-documented surface rupture occurred between 10 and 17 thousand years ago, although a more recent earthquake probably occurred 1 to 3 thousand years ago. This leads to an average earthquake recurrence interval of 7 to 8 thousand years.a It is thought that the Santa Monica fault system may produce earthquakes with a maximum magnitude of 7.4.

The California Geological Survey has established an Earthquake Fault Zone for the Santa Monica Fault, as shown in the Earthquake Zones of Required Investigation for the Beverly Hills Quadrangle, dated January 11, 2018. A copy of this map has been enclosed.

Hollywood Fault

The Hollywood fault is part of the Transverse Ranges Southern Boundary fault system. The Hollywood fault is located approximately 2.01 miles north of the site. This fault trends east-west along the base of the Santa Monica Mountains from the West Beverly Hills Lineament in the West Hollywood–Beverly Hills area to the Los Feliz area of Los Angeles. The Hollywood fault is the eastern segment of the reverse oblique Santa Monica–Hollywood fault. Based on geomorphic evidence, stratigraphic correlation between exploratory borings, and fault trenching studies, this fault is classified as active.

Until recently, the approximately 9.3-mile long Hollywood fault was considered to be expressed as a series of linear ground-surface geomorphic expressions and south-facing ridges along the south margin of the eastern Santa Monica Mountains and the Hollywood Hills. Multiple recent fault rupture hazard investigations have shown that the Hollywood fault is located south of the ridges and bedrock outcroppings along portions of Sunset Boulevard. The Hollywood fault has not produced any damaging earthquakes during the historical period and has had relatively minor micro-seismic activity. It is estimated that the Hollywood fault is capable of producing a maximum 6.7 magnitude earthquake. In 2014, the California Geological Survey established an Earthquake Fault Zone for the Hollywood Fault.

a Southern California Earthquake Center, a National Science Foundation and U.S. Geological Survey Center. Active Faults in the Los Angeles Metropolitan Region, www.scec.org/research/special/SCEC001activefaultsLA.pdf; accessed May 24, 2012.

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Newport-Inglewood Fault System

The Newport-Inglewood fault system is located 2.15 miles to the south of the site. The Newport-Inglewood fault zone is a broad zone of discontinuous north to northwestern echelon faults and northwest to west trending folds. The fault zone extends southeastward from West Los Angeles, across the Los Angeles Basin, to Newport Beach and possibly offshore beyond San Diego (Barrows, 1974; Weber, 1982; Ziony, 1985).

The onshore segment of the Newport-Inglewood fault zone extends for about 37 miles from the Santa Ana River to the Santa Monica Mountains. Here it is overridden by, or merges with, the east-west trending Santa Monica zone of reverse faults.

The surface expression of the Newport-Inglewood fault zone is made up of a strikingly linear alignment of domal hills and mesas that rise on the order of 400 feet above the surrounding plains. From the northern end to its southernmost onshore expression, the Newport-Inglewood fault zone is made up of: Cheviot Hills, Baldwin Hills, Rosecrans Hills, Dominguez Hills, Signal Hill-Reservoir Hill, Alamitos Heights, Landing Hill, Bolsa Chica Mesa, Huntington Beach Mesa, and Newport Mesa. Several single and multiple fault strands, arranged in a roughly left stepping en echelon arrangement, make up the fault zone and account for the uplifted mesas.

The most significant earthquake associated with the Newport-Inglewood fault system was the Long Beach earthquake of 1933 with a magnitude of 6.3 on the Richter scale. It is believed that the Newport-Inglewood fault zone is capable of producing a 7.5 magnitude earthquake.

Malibu Coast Fault

The Malibu Coast fault is part of the Transverse Ranges Southern Boundary fault system, a west-trending system of reverse, oblique-slip, and strike-slip faults that extends for more than approximately 124 miles along the southern edge of the Transverse Ranges and includes the Hollywood, Raymond, Anacapa–Dume, Malibu Coast, Santa Cruz Island, and Santa Rosa Island faults.

The Malibu Coast fault zone runs in an east-west orientation onshore subparallel to and along the shoreline for a linear distance of about 17 miles through the Malibu City limits, but also extends offshore to the east and west for a total length of approximately 37.5 miles. The onshore Malibu Coast fault zone involves a broad, wide zone of faulting and shearing as much as 1 mile in width. While the Malibu Coast Fault Zone has not been officially designated as an active fault zone by the State of California and no Special Studies Zones have been delineated

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along any part of the fault zone under the Alquist-Priolo Act of 1972, evidence for Holocene activity (movement in the last 11,000 years) has been established in several locations along individual fault splays within the fault zone. Due to such evidence, several fault splays within the onshore portion of the fault zone are identified as active.b

Large historic earthquakes along the Malibu Coast fault include the 1979, 5.2 magnitude earthquake and the 1989, 5.0 magnitude earthquake.c The Malibu Coast fault zone is approximately 9.02 miles west of the site and is believed to be capable of producing a maximum 7.0 magnitude earthquake.

Raymond Fault

The Raymond fault is located approximately 9.45 miles to the northeast of the site. The Raymond fault is an effective groundwater barrier which divides the San Gabriel Valley into groundwater sub-basins. Much of the geomorphic evidence for the Raymond fault has been obliterated by urbanization of the San Gabriel Valley. However, a discontinuous escarpment can be traced from Monrovia to the Arroyo Seco in South Pasadena. The very bold, “knife edge” escarpment in Monrovia parallel to Scenic Drive is believed to be a fault scarp of the Raymond fault. Trenching of the Raymond fault is reported to have revealed Holocene movement (Weaver and Dolan, 1997).

The recurrence interval for the Raymond fault is probably slightly less than 3,000 years, with the most recent documented event occurring approximately 1,600 years ago (Crook, et al, 1978). However, historical accounts of an earthquake that occurred in July 1855 as reported by Toppozada and others, 1981, places the epicenter of a Richter Magnitude 6 earthquake within the Raymond fault. It is believed that the Raymond fault is capable of producing a 6.8 magnitude earthquake. The Raymond Fault is considered active by the California Geological Survey.

Verdugo Fault

The Verdugo Fault is located approximately 9.78 miles to the north of the site. The Verdugo Fault runs along the southwest edge of the Verdugo Mountains. The fault displays a reverse motion. According to Weber, et. al., (1980) 2 to 3 meter high scarps were identified in alluvial fan deposits in the Burbank and Glendale areas. Further to the northeast, in Sun Valley, a fault was reportedly identified at a depth of 40 feet in a sand and gravel pit. Although considered

b City of Malibu Planning Department, Malibu General Plan, Chapter 5.0, Safety and Health Element, http://qcode.us/codes/malibu-general-plan/; accessed October 25, 2012. c California Institute of Technology, Southern California Data Center. Chronological Earthquake Index, www.data.scec.org/significant/malibu1979.html; accessed October 25, 2012.

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active by the County of Los Angeles, Department of Public Works (Leighton, 1990), and the United States Geological Survey, the fault is not designated with an Earthquake Fault Zone by the California Geological Survey. It is estimated that the Verdugo Fault is capable of producing a maximum 6.9 magnitude earthquake.

Palos Verdes Fault

Studies indicate that there are several active on-shore extensions of the strike-slip Palos Verdes fault, which is located approximately 12.5 miles southwest of the site. Geophysical data also indicate the off-shore extensions of the fault are active, offsetting Holocene age deposits. No historic large magnitude earthquakes are associated with this fault. However, the fault is considered active by the California Geological Survey. It is estimated that the Palos Verdes fault is capable of producing a maximum 7.7 magnitude earthquake.

Sierra Madre Fault System

The Sierra Madre fault alone forms the southern tectonic boundary of the San Gabriel Mountains in the northern San Fernando Valley. It consists of a system of faults approximately 75 miles in length. The individual segments of the Sierra Madre fault system range up to 16 miles in length and display a reverse sense of displacement and dip to the north. The most recently active portions of the zone include the Mission Hills, Sylmar and Lakeview segments, which produced an earthquake in 1971 of magnitude 6.4. Tectonic rupture along the Lakeview Segment during the San Fernando Earthquake of 1971 produced displacements of approximately 2½ to 4 feet upward and southwestward.

It is believed that the Sierra Madre fault zone is capable of producing an earthquake of magnitude 7.3. The closest trace of the fault is located approximately 14.3 miles northeast of the site.

San Gabriel Fault System

The San Gabriel fault system is located approximately 17.79 miles north of the site. The San Gabriel fault system comprises a series of subparallel, steeply north-dipping faults trending approximately north 40 degrees west with a right- lateral sense of displacement. There is also a small component of vertical dip-slip separation. The fault system exhibits a strong topographic expression and extends approximately 90 miles from San Antonio Canyon on the southeast to Frazier Mountain on the northwest. The estimated right lateral displacement on the fault varies from 34 miles (Crowell, 1982) to 40 miles (Ehlig, 1986), to 10 miles (Weber, 1982). Most scholars accept the larger displacement values and place the

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majority of activity between the Late Miocene and Late Pliocene Epochs of the Tertiary Era (65 to 1.8 million years before present).

Portions of the San Gabriel fault system are considered active by California Geological Survey. Recent seismic exploration in the Valencia area (Cotton and others, 1983; Cotton, 1985) has established Holocene offset. Radiocarbon data acquired by Cotton (1985) indicate that faulting in the Valencia area occurred between 3,500 and 1,500 years before present.

It is hypothesized by Ehlig (1986) and Stitt (1986) that the Holocene offset on the San Gabriel fault system is due to sympathetic (passive) movement as a result of north-south compression of the upper Santa Susana thrust sheet. Seismic evidence indicates that the San Gabriel fault system is truncated at depth by the younger, north-dipping Santa Susana-Sierra Madre faults (Oakeshott, 1975; Namson and Davis, 1988).

Santa Susana Fault

The Santa Susana fault extends approximately 17 miles west-northwest from the northwest edge of the San Fernando Valley into Ventura County and is at the surface high on the south flank of the Santa Susana Mountains. The fault ends near the point where it overrides the south-side-up South strand of the Oak Ridge fault. The Santa Susana fault strikes northeast at the Fernando lateral ramp and turns east at the northern margin of the Sylmar Basin to become the Sierra Madre fault. This fault is exposed near the base of the San Gabriel Mountains for approximately 46 miles from the San Fernando Pass at the Fernando lateral ramp east to its intersection with the San Antonio Canyon fault in the eastern San Gabriel Mountains, east of which the range front is formed by the Cucamonga fault. The Santa Susana fault has not experienced any recent major ruptures except for a slight rupture during the 6.5 magnitude 1971 Sylmar earthquake.d The Santa Susana Fault is considered to be active by the County of Los Angeles. It is believed that the Santa Susana fault has the potential to produce a 6.9 magnitude earthquake. The closest trace of the fault is located approximately 18.1 miles north of the site.

Whittier-Elsinore Fault System

The Whittier fault is located approximately 19.62 miles to the southeast of the site. The Whittier fault together with the Chino fault comprises the northernmost extension of the northwest trending Elsinore fault system. The mapped surface of the Whittier fault extends in a west-northwest direction for a distance of 20 miles from the Santa Ana River to the terminus of the Puente Hills. The Whittier fault d California Institute of Technology, Southern California Data Center. Chronological Earthquake Index, www.data.scec.org/significant/santasusana.html; accessed May 24, 2012.

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is essentially a strike-slip, northeast dipping fault zone which also exhibits evidence of reverse movement along with en echelone fault segments, en echelon folds and anatomizing (braided) fault segments. Right lateral offsets of stream drainages of up to 8800 feet (Durham and Yerkes, 1964) and vertical separation of the basement complex of 6,000 to 12,000 feet (Yerkes, 1972), have been documented. It is believed that the Whittier fault is capable of producing a 7.8 magnitude earthquake.

The Whittier Narrows earthquakes of October 1, 1987, and October 4, 1987, occurred in the area between the westernmost terminus of the mapped trace of the Whittier fault and the frontal fault system. The main 5.9 magnitude shock of October 1, 1987 was not caused by slip on the Whittier fault. The quake ruptured a gently dipping thrust fault with an east-west strike (Haukson, Jones, Davis and others, 1988). In contrast, the earthquake of October 4, 1987, is assumed to have occurred on the Whittier fault as focal mechanisms show mostly strike-slip movement with a small reverse component on a steeply dipping northwest striking plane (Haukson, Jones, Davis and others, 1988).

San Andreas Fault System

The San Andreas Fault system forms a major plate tectonic boundary along the western portion of North America. The system is predominantly a series of northwest trending faults characterized by a predominant right lateral sense of movement. At its closest point the San Andreas Fault system is located approximately 36.29 miles to the northeast of the site.

The San Andreas and associated faults have had a long history of inferred and historic earthquakes. Cumulative displacement along the system exceeds 150 miles in the past 25 million years (Jahns, 1973). Large historic earthquakes have occurred at Fort Tejon in 1857, at Point Reyes in 1906, and at Loma Prieta in 1989. Based on single-event rupture length, the maximum Richter magnitude earthquake is expected to be approximately 8.25 (Allen, 1968). The recurrence interval for large earthquakes on the southern portion of the fault system is on the order of 100 to 200 years.

ii) Potentially Active Faults

Anacapa-Dume Fault

The Anacapa–Dume fault, located approximately 10.67 miles to the northwest of the site, is a near-vertical offshore escarpment exceeding 600 meters locally, with a total length exceeding 62 miles. This fault is also part of the Transverse Ranges Southern Boundary fault system. It occurs as close as 3.6 miles offshore south of e En echelon refers to closely-spaced, parallel or subparallel, overlapping or step-like minor structural features

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Malibu at its western end, but trends northeast where it merges with the offshore segments of the Santa Monica Fault Zone. It is believed that the Anacapa–Dume fault is responsible for generating the historic 1930 magnitude 5.2 Santa Monica earthquake, the 1973 magnitude 5.3 Point Mugu earthquake, and the 1979 and 1989 Malibu earthquakes, each of which possessed a magnitude of 5.0.f The Anacapa–Dume fault is thought to be capable of producing a maximum magnitude 7.2 earthquake.

iii) Blind Thrusts Faults

Blind or buried thrust faults are faults without a surface expression but are a significant source of seismic activity. By definition, these faults have no surface trace, therefore the potential for ground surface rupture is considered remote. They are typically broadly defined based on the analysis of seismic wave recordings of hundreds of small and large earthquakes in the Southern California area. Due to the buried nature of these thrust faults, their existence is sometimes not known until they produce an earthquake. Two blind thrust faults in the Los Angeles metropolitan area are the Puente Hills blind thrust and the Elysian Park blind thrust. Another blind thrust fault of note is the Northridge fault located in the northwestern portion of the San Fernando Valley.

The Puente Hills blind thrust fault extends eastward from Downtown Los Angeles to the City of Brea in northern Orange County. The Puente Hills blind thrust fault includes three north-dipping segments, named from east to west as the Coyote Hills segment, the Santa Fe Springs segment, and the Los Angeles segment. These segments are overlain by folds expressed at the surface as the Coyote Hills, Santa Fe Springs Anticline, and the Montebello Hills.

The Los Angeles segment of the Puente Hills blind thrust is located approximately 3.65 miles to the southeast of the site.

The Santa Fe Springs segment of the Puente Hills blind thrust fault is believed to be the cause of the October 1, 1987, Whittier Narrows Earthquake. Based on deformation of late Quaternary age sediments above this fault system and the occurrence of the Whittier Narrows earthquake, the Puente Hills blind thrust fault is considered an active fault capable of generating future earthquakes beneath the Los Angeles Basin. A maximum moment magnitude of 7.0 is estimated by researchers for the Puente Hills blind thrust fault.

f City of Malibu Planning Department. Malibu General Plan, Chapter 5.0, Safety and Health Element, http://qcode.us/codes/malibu-general-plan/; accessed May 24, 2012.

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The Elysian Park anticline is thought to overlie the Elysian Park blind thrust. This fault has been estimated to cause an earthquake every 500 to 1,300 years in the magnitude range 6.2 to 6.7. The Elysian Park anticline is approximately 5.36 miles to the east of the site.

The Mw 6.7 Northridge earthquake was caused by the sudden rupture of a previously unknown, blind thrust fault. This fault has since been named the Northridge Thrust, however it is also known in some of the literature as the Pico Thrust. It has been assigned a maximum magnitude of 6.9 and a 1,500 to 1,800 year recurrence interval. The Northridge thrust is located 16.34 miles to the northwest of the site. b) Surface Ground Rupture

In 1972, the Alquist-Priolo Special Studies Zones Act (now known as the Alquist-Priolo Earthquake Fault Zoning Act) was passed into law. The Act defines “active” and “potentially active” faults utilizing the same aging criteria as that used by California Geological Survey (CGS). However, established state policy has been to zone only those faults which have direct evidence of movement within the last 11,000 years. It is this recency of fault movement that the CGS considers as a characteristic for faults that have a relatively high potential for ground rupture in the future.

CGS policy is to delineate a boundary from 200 to 500 feet wide on each side of the known fault trace based on the location precision, the complexity, or the regional significance of the fault. If a site lies within an Earthquake Fault Zone, a geologic fault rupture investigation must be performed that demonstrates that the proposed building site is not threatened by surface displacement from the fault before development permits may be issued.

Surface rupture is defined as surface displacement which occurs along the surface trace of the causative fault during an earthquake. Based on research of available literature, no known active or potentially active faults underlie the subject sites. Based on review of the Earthquake Zones of Required Investigation for the Beverly Hills Quadrangle (CGS, 2018), the nearest Earthquake Fault Zone is located approximately ¾-mile to the west of the site, for the Santa Monica Fault. A copy of this map has been enclosed.

Based on these considerations, the potential for surface ground rupture at the subject sites is considered low. c) Seismicity

As with all of Southern California, the project site is subject to potential strong ground motion, should a moderate to strong earthquake occur on a local or regional fault. Design of any proposed structures on the site in accordance with the provisions of the applicable

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City of Los Angeles Building Code will mitigate the potential effects of strong ground shaking. d) Deaggregated Seismic Source Parameters

The peak ground acceleration (PGA) and modal magnitude for the site was obtained from the USGS Probabilistic Seismic Hazard Deaggregation program (USGS, 2008). The parameters are based on a 2 percent in 50 years ground motion (2475 year return period). A shear wave velocity (Vs30) of 259 meters per second was utilized in the computation. The deaggregation program indicates a PGA of 0.80g and a modal magnitude of 6.5 for the site. e) 2016 California Building Code Seismic Parameters

Based on information derived from the subsurface investigation, the subject site is classified as Site Class D, which corresponds to a “Stiff Soil” Profile, according to Table 20.3-1 of ASCE 7-10. This information and the site coordinates were input into the USGS U.S. Seismic Design Maps tool (Version 3.1.0) to calculate the ground motions for the site.

2016 CALIFORNIA BUILDING CODE SEISMIC PARAMETERS Site Class D 2.158g Mapped Spectral Acceleration at Short Periods (SS) 1.0 Site Coefficient (Fa) Maximum Considered Earthquake Spectral Response for Short 2.158g Periods (SMS) Five-Percent Damped Design Spectral Response Acceleration at 1.439g Short Periods (SDS) 0.846g Mapped Spectral Acceleration at One-Second Period (S1) 1.5 Site Coefficient (Fv) Maximum Considered Earthquake Spectral Response for One- 1.268g Second Period (SM1) Five-Percent Damped Design Spectral Response Acceleration 0.846g for One-Second Period (SD1) f) Liquefaction

Liquefaction is a phenomenon in which saturated silty to cohesionless soils below the groundwater table are subject to a temporary loss of strength due to the buildup of excess

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pore pressure during cyclic loading conditions such as those induced by an earthquake. Liquefaction-related effects include loss of bearing strength, amplified ground oscillations, lateral spreading, and flow failures.

Review of the California Seismic Hazards Zones Map for the Beverly Hills Quadrangle (CDMG 1999), indicates that the subject site is located within a “Liquefiable” area. This determination is based on groundwater records, soil type and distance to a fault capable of producing a substantial earthquake. A copy of this map has been enclosed to this report.

A site-specific liquefaction analysis was performed following the Recommended Procedures for Implementation of the California Geologic Survey Special Publication 117A, Guidelines for Analyzing and Mitigating Seismic Hazards in California (CGS, 2008), and the EERI Monograph (MNO-12) by Idriss and Boulanger (2008). This semi- empirical method is based on a correlation between measured values of Standard Penetration Test (SPT) resistance and field performance data.

Groundwater was encountered during exploration at a depth of 18 feet below the existing site grade. According to the Seismic Hazard Zone Report of the Beverly Hills 7½- Minute Quadrangle (CDMG, 2005), the historically highest groundwater level for the site was approximately 10 feet below the existing ground surface. The enclosed liquefaction analysis takes into consideration a historically highest groundwater level of 10 feet, and a current groundwater level of 18 feet.

Section 11.8.3 of ASCE 7-10 indicates that the potential for liquefaction shall be evaluated utilizing an acceleration consistent with the MCEG PGA. Utilizing the USGS U.S. Seismic Design Maps tool, this corresponds to a PGAM of 0.83g. The USGS Probabilistic Seismic Hazard Deaggregation program (USGS, 2008) indicates a PGA of 0.80g (2 percent in 50 years ground motion) and a modal magnitude of 6.5 for the site. The liquefaction potential evaluation was performed by utilizing a magnitude 6.5 earthquake, and a peak horizontal acceleration of 0.83g.

The enclosed “Empirical Estimation of Liquefaction Potential” is based on the results obtained from Boring 1, which was prosecuted to a depth of 100 feet below grade. Standard Penetration Test (SPT) data were collected at 5-foot intervals. Samples of the collected materials were conveyed to the laboratory for testing and analysis. The percent passing a Number 200 sieve, Atterberg Limits, and the plasticity index (PI) of representative samples of the soils encountered in the exploratory borings are presented on the enclosed E-Plates and F-Plates.

Based on CGS Special Publication 117A (CDMG, 2008) and (Bray and Sancio, 2006), the vast majority of liquefaction hazards are associated with sandy soils and silty soils of low plasticity. Furthermore, soils having a PI greater than 18 exhibit clay-like behavior, and the liquefaction potential of these soils are considered to be low. The results of

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com August 7, 2017 Revised February 22, 2019 File No. 21439 Page 15

Atterberg Limits testing (shown on Plate F) indicate that some of soil layers below the subject site have PI greater than 18. Therefore, these soils are not considered prone to liquefaction, and the analysis of these soil layers was turned off in the liquefaction susceptibility columns.

The site-specific liquefaction analysis included in the Appendix identified two potentially liquefiable soil layers. These layers were observed between a depth of 10 and 17½ feet, and between a depth of 22½ and 27½ feet. However, these soils layers are expected to be excavated during construction of the proposed subterranean levels, expected to extend to a depth of 64 feet below grade. Based on results from the enclosed analysis, the soils expected below the subterranean subgrade are not considered to be prone to liquefaction during the ground motion expected during the design-based seismic event. g) Dynamic Settlement

Seismically-induced settlement or compaction of dry or moist, cohesionless soils can be an effect related to earthquake ground motion. Such settlements are typically most damaging when the settlements are differential in nature across the length of structures.

Some seismically-induced settlement of the proposed structure should be expected as a result of strong ground-shaking, however, due to the uniform nature of the underlying geologic materials, excessive differential settlements are not expected to occur. h) Regional Subsidence

The site is not located within a zone on known subsidence due to oil or other fluid withdrawal. i) Landsliding

The probability of seismically-induced landslides occurring on the site is considered to be negligible due to the general lack of substantive elevation difference across or adjacent to the site. Therefore, potential impacts related to landsliding would be less than significant. j) Collapsible Soils

Based on review of the enclosed consolidation curves, the soils to underlain the proposed structure are will not considered prone to hydroconsolidation. k) Tsunamis, Seiches and Flooding

Tsunamis are large ocean waves generated by sudden water displacement caused by a submarine earthquake, landslide, or volcanic eruption. The site is high enough and far enough from the ocean to preclude being prone to hazards of a tsunami.

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com August 7, 2017 Revised February 22, 2019 File No. 21439 Page 16

Review of the County of Los Angeles Flood and Inundation Hazards Map, Leighton (1990), indicates the site lies within the potential mapped inundation boundaries of the Lower Franklin Reservoir, should the dam retaining this reservoir fail during a seismic event. A determination of whether a higher site elevation would remove the site from the potential inundation zones is beyond the scope of this investigation.

Review of the applicable Flood Insurance Rate Map indicates the site lies within the 0.2% annual chance floodplain area. A copy of this map is enclosed. l) City of Los Angeles Methane Zone

Based on review of the NavigateLA Website, developed by the City of Los Angeles, Bureau of Engineering, Department of Public Works, the subject site is located within the limits of a City of Los Angeles Methane Zone. A copy of this map has been enclosed. m) Oil Fields and Oil Wells

Based on review of the California State Division of Oil, Gas and Geothermal Resources (DOGGR) On-line Mapping System, the site is located within the limits of the San Vicente and Salt Lake Fields. A copy of this map has been enclosed.

Based on review of the referenced map, no oil or gas wells have been drilled at the site. The nearest well was drilled approximately 200 feet to the northeast of the site, across San Vicente Boulevard. n) Temporary Excavations

All required excavations are expected to be sloped, or properly shored, in accordance with the provisions of the applicable City of Los Angeles Building Code. Therefore, the project would not result in any on-site or off-site landslide. Shoring systems may include soldier piles with rakers and/or tiebacks. Tiebacks would extend below adjacent properties and public right of ways. Appropriate notifications and agreements will be obtained by the development team prior to tieback installations. o) Ground Failure

The proposed construction will not cause, or increase the potential for any seismic related ground failure on the project site or adjacent sites. p) Expansive Soils

The onsite geologic materials are in the very low to very high expansion range. The Expansion Index was found to be between 3 and 162 for representative samples.

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com August 7, 2017 Revised February 22, 2019 File No. 21439 Page 17

As illustrated in the enclosed Plate D, the upper soils were found to have a very high expansion index. Below a depth of 12½ feet, the soils tested were observed to have a very low to low expansion index. Design of the proposed structure in accordance with the provisions of the applicable City of Los Angeles Building Code will fully mitigate the potential effects of moderately expansive soils. q) Sedimentation and Erosion

Grading, excavation and other earth moving activities could potentially result in erosion and sedimentation. For any grading proposed in the site from November to April (generally considered the rainy season) an erosion control plan consistent with the City of Los Angeles requirements would need to be prepared. Compliance with minimum code requirements will render project impacts related to sedimentation and erosion less than significant. r) Landform Alterations

There are no significant hills, canyons, ravines, outcrops or other geologic or topographic features on the site. Therefore, any proposed project would not adversely affect any prominent geologic or topographic features. s) Septic Tanks

It is the understanding of this firm that sewers are available at the site for wastewater disposal. No septic tanks or alternative disposal systems are necessary or anticipated for any future site projects. t) Dewatering

The proposed subterranean levels will extend well below the existing groundwater level. As mentioned in the “Preliminary Recommendations” section of this report, temporary dewatering will be required during construction.

Permanent dewatering is not anticipated for the project, as it is recommended that the proposed mat foundation and subterranean retaining walls be designed for an undrained condition with full hydrostatic pressure.

The conditions identified in this document are typical of sites within this area of Los Angeles, and of a type that are routinely addressed through regulatory measures. Geotechnologies, Inc. appreciates the opportunity to provide our services on this project. Should you have any questions please contact this office.

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com August 7, 2017 Revised February 22, 2019 File No. 21439 Page 18

Respectfully submitted, GEOTECHNOLOGIES, INC.

GREGORIO VARELA R.C.E. 81201

GV:km

Enclosures: References Vicinity Map Plot Plan Local Geologic Map Regional Geologic Map Historically Highest Groundwater Levels Plate Seismic Source Summary Table Southern California Fault Map Earthquake Fault Zone Map Seismic Hazard Zone Map Oil Field and Well Location Map Methane Zone Risk Map Flood Insurance Rate Map Plate A-1 Plate B-1 and B-2 Plate C-1 and C-2 Plate D Plate E Plate F Site-Specific Liquefaction Analysis

Distribution: (2) Craig Lawson & Co., LLC; Attn: Katherine M. Casey

E-mail to: [[email protected]]

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com REFERENCES

California Department of Conservation, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A, California Geological Survey.

California Department of Conservation, Division of Mines and Geology, 1999, Seismic Hazard Zones Map, Beverly Hills 7½-minute Quadrangle, CDMG Seismic Hazard Zone Mapping Act of 1990.

California Department of Conservation, Division of Mines and Geology, 1998 (Revised 2005), Seismic Hazard Zone Report of the Beverly Hills 7½-Minute Quadrangle, Los Angeles County, California., C.D.M.G. Seismic Hazard Zone Report 023, map scale 1:24,000.

California Geological Survey, 2018, Earthquake Zones of Required Investigation, Beverly Hills Quadrangle, Map Scale 1:24,000.

City of Los Angeles, Department of Public Works, 2003, Methane and Methane Buffer Zones Map, Map Number A-20960.

Dibblee, T.W. Jr., 1991, Geologic Map of the Beverly Hills Quadrangle, Division of Mines and Geology, DF Map #DF-31, Map Scale 1:24,000.

Leighton and Associates, Inc., 1990, Technical Appendix to the Safety Element of the Los Angeles County General Plan: Hazard Reduction in Los Angeles County.

National Flood Insurance Rate Program, 2008, Los Angeles County and Incorporated Areas, Map #06037C1585F.

Poland, J.F., Garell, A.A., AND Sinott, A., 1959, Geology, Hydrology, and Chemical Character of Groundwaters in the Torrance-Santa Monica area, California; U.S. Geological Survey, Water Supply Paper 1461.

State of California Division of Oil, Gas, and Geothermal Resources, Online Mapping System, http://maps.conservation.ca.gov/doms/doms-app.html.

Stewart, J.P., Blake, T.F., and Hollingsworth, R.A., 2003, a screen analysis procedure of seismic slope stability: Earthquake Spectra, v. 19, n. 3, p. 697-712.

Tinsley, J.C., and Fumal, T.E., 1985, Mapping quaternary Sedimentary Deposits for Areal Variations in Shaking Response, in Evaluation Earthquake Hazards in the Los Angeles Region- An Earth Science Perspective, U.S. Geological Survey Professional Paper 1360, Ziony, J.I. ed., pp 101-125

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com REFERENCES - continued

United States Geological Survey, 2008, U.S.G.S. Interactive Deaggregation Program. http://eqint.cr.usgs.gov/deaggint/2008/index.php.

United States Geological Survey, 2014, U.S.G.S. U.S. Seismic Design Maps tool http://earthquake.usgs.gov/designmaps/us/application.php

Yerkes, R.F., McCulloh, T.H., Schoellhamer, J.E., Vedder, J.G., Geology of the Los Angeles Basin, Southern California-An Introduction, U.S. Geological Professional Paper 420-A.

Yerkes and Campbell, 2005, Preliminary Geologic Map of the Los Angeles, California, 30x60 Minute Quadrangle, U.S. Geological Survey, Open File Report 2005-1019.

Geotechnologies, Inc. 439 Western Avenue, Glendale, California 91201-2837  Tel: 818.240.9600  Fax: 818.240.9675 www.geoteq.com SUBJECT SITE LAT: 34.0726 / LONG: 118.3778

REFERENCE: U.S.G.S. TOPOGRAPHIC MAPS, 7.5 MINUTE SERIES, BEVERLY HILLS, CA QUADRANGLE VICINITY MAP OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 LIMITS OF PROPOSED SUBTERRANEAN LEVELS

SCALE (FEET)

0 30 60

LEGEND B1 LOCATION & NUMBER OF BORING PLOT PLAN Geotechnologies, Inc. OUR LADY OF LEBANON Consulting Geotechnical Engineers File No.: 21439 REFERENCE: PLOT PLAN BY NADEL DATED JANUARY 20, 2019 Date: February '19 Hollywood Fault sms

SUBJECT SITE

SCALE IN FEET

0 500 1000 2000

LEGEND

Qa: Surficial Sediments - alluvium: gravel, sand and clay Qae: Older Surficial Sediments - alluvial fan sediments of granitic sand at West Hollywood N Qoa: Older Surficial Sediments - Older allivium of gray to light brown sms: Santa Monica Slate - dark bluish gray slate-phyllite, weathers brown ? Fault - dashed where indefinite or inferred, dotted where concealed, queried where existence is doubtful

REFERENCE: DIBBLEE, T.W., (1991) GEOLOGIC MAP OF THE BEVERLY HILLS & VAN NUYS (SOUTH HALF) QUADRANGLES (#DF-31) LOCAL GEOLOGIC MAP Geotechnologies, Inc. OUR LADY OF LEBANON Consulting Geotechnical Engineers FILE NO. 21439 LT FAU OOD LYW HOL SUBJECT SITE

N EW P O R T -ING LE W O O D

FA LEGEND UL T Qaf: Artificial Fill Qa: Alluvium Qf: Alluvial-Fan Deposits Qof: Old Alluvial-Fan Deposits Qoa: Old Alluvium Tm: Modelo Formation Tt: Topanga Group TKb: Sedimentary Rock in the Beverly Hills Area Kt: Tuna Canyon Formation Jsm: Santa Monica Slate Fault - Solid where accurately located, dashed where approximately located, dotted where concealed, quieried where location or existence uncertain. includes strike slip, normal, reverse, oblique, and unspecified slip.

REGIONAL GEOLOGIC MAP REFERENCE: U.S. DEPARTMENT OF THE INTERIOR, U.S. GEOLOGICAL SURVEY, PRELIMINARY GEOLOGIC MAP OF THE LOS ANGELES 30' X 60' QUADRANGLE, SOUTHERN CALIFORINA, VERSION 1.0, 2005, COMPILED BY ROBERT F. YERKES AND RUSSELL H. CAMPBELL. OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE No. 21439 SUBJECT SITE

30 Depth to groundwater in feet

REFERENCE: CDMG, SEISMIC HAZARD ZONE REPORT, 023 BEVERLY HILLS 7.5 - MINUTE QUADRANGLE, LOS ANGELES COUNTY, CALIFORNIA (1998, REVISED 2005) HISTORICALLY HIGHEST GROUNDWATER LEVELS

OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE No. 21439

WML SEISMIC SOURCE SUMMARY TABLE Geotechnologies, Inc. (Based on USGS 2008 National Seismic Hazard Maps) Our Lady of Lebanon File No.: 21439 Fault Name Distance Preferred Dip Slip Activity Reference (Miles) Dip (degrees) Direction Sense Santa Monica 0.26 44 strike slip A (EFZ) 2 Hollywood 2.01 70 N strike slip A (EFZ) 2 Newport-Inglewood 2.15 88 strike slip A (EFZ) 2 Puente Hills (LA) 3.65 27 N thrust - 1 Elysian Park (Upper) 5.36 50 NE reverse - 1 Malibu Coast 9.02 75 N strike slip A (EFZ) 2 Raymond 9.45 79 N strike slip A (EFZ) 2 Verdugo 9.78 55 NE reverse A 1,3 Anacapa-Dume 10.67 41 N thrust PA 3 Palos Verdes 12.5 90 V strike slip A 2 Sierra Madre 13.85 53 N reverse A 3 Sierra Madre (San Fernando) 14.3 45 N reverse A (EFZ) 2 Northridge 16.34 35 S thrust A 3 San Gabriel 17.79 61 N strike slip A (EFZ) 2 Santa Susana 18.1 55 N reverse A 3 Elsinore (Whittier) 19.62 75 NE strike slip A (EFZ) 2 Clamshell-Sawpit 22.84 50 NW reverse PA 3 Simi-Santa Rosa 24.25 60 strike slip A (EFZ) 2 Holser 25.7 58 S reverse - 1 San Jose 28.66 74 NW strike slip - 1 Oak Ridge 29.91 53 reverse - 1 San Cayetano 33.37 42 N thrust A (EFZ) 2 San Andreas 36.29 90 V strike slip A (EFZ) 2 Chino 36.33 65 SW strike slip 2 San Joaquin Hills 36.44 23 SW thrust - 1 Cucamonga 37.34 45 N reverse A (EFZ) 2 Newport-Inglewood (Offshore) 42.53 90 V Strike Slip A 3 Santa Ynez 46.38 70 strike slip A 2 Pitas Point 47.58 55 reverse A (EFZ) 2 Ventura-Pitas Point 47.58 64 N reverse A (EFZ) 2 San Jacinto 48.94 90 V strike slip - 1 Channel Islands Thrust 50.94 20 N thrust - 1 Santa Cruz Island 51.06 90 V strike slip A 2 Mission Ridge-Arroyo Parida 52.8 70 S reverse PA 2 Gleghorn 54.79 90 V Strike Slip - 1 Red Mountain 56.17 56 N reverse A (EFZ) 2 Garlock 59.25 90 V strike slip A (EFZ) 2 Reference: 1 = United States Geological Survey 2 = California Geological Survey 3 = County of Los Angeles, Dept. of Public Works, 1990 A = Active PA = Potentially Active A (EFZ) = Active (Earthquake Fault Zone) PROJECT SITE

1 Alamo thrust 2 Arrowhead fault 3 Bailey fault 4 Big Mountain fault 24 Lion Canyon fault 44 San Cayetano fault 5 Big Pine fault 25 Llano fault 45 San Fernando fault zone 6 Blake Ranch fault 26 Los Alamitos fault 46 San Gabriel fault zone 7 Cabrillo fault 27 Malibu Coast fault 47 San Jacinto fault 8 Chatsworth fault 28 Mint Canyon fault 48 San Jose fault 9 Chino fault 29 Mirage Valley fault zone 49 Santa Cruz-Santa Catalina Ridge f.z. 10 Clamshell-Sawpit fault 30 Mission Hills fault 50 Santa Monica fault 11 Clearwater fault 31 Newport Inglewood fault zone 51 Santa Ynez fault 12 Cleghorn fault 32 North Frontal fault zone 52 Santa Susana fault zone 13 Crafton Hills fault zone 33 Northridge Hills fault 53 Sierra Madre fault zone 14 Cucamonga fault zone 34 Oak Ridge fault 54 Simi fault 15 Dry Creek fault 35 Palos Verdes fault zone 55 Soledad Canyon fault 16 Eagle Rock fault 36 Pelona fault 56 Stoddard Canyon fault 17 El Modeno fault 37 Peralta Hills fault 57 Tunnel Ridge fault 18 Frazier Mountain thrust 38 Pine Mountain fault 58 Verdugo fault 19 Garlock fault zone 39 Raymond fault 59 Waterman Canyon fault 20 Grass Valley fault 40 Red Hill (Etiwanda Ave) fault 60 Whittier fault

REFERENCE: http://pasadena.wr.usgs.gov/info/images/LA%20Faults.pdf SOUTHERN CALIFORNIA FAULT MAP OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 NE ZO ULT FA OD WO LLY HO

SUBJECT SITE

E N O Z LT U FA A IC N O M TA N SA

- I N

Alquist-Priolo Earthquake Fault Zone

REFERENCE: EARTHQUAKE ZONES OF REQUIRED INVESTIGATION BEVERLY HILLS QUADRANGLE,CALIFORNIA GEOLOGICAL SURVEY, 1/11/18 EARTHQUAKE FAULT ZONE OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE No. 21439 SUBJECT SITE

LIQUEFACTION AREA

REFERENCE: SEISMIC HAZARD ZONES, BEVERLY HILLS QUADRANGLE OFFICIAL MAP (CDMG, 1999)

SEISMIC HAZARD ZONE MAP OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 N

SUBJECT SITE

REFERENCE: DIVISION OF OIL, GAS & GEOTHERMAL RESOURCES WELL FINDER, STATE OF CALIFORNIA, 2014 LEGEND OIL FIELD AND WELL LOCATION MAP Geotechnologies, Inc. OUR LADY OF LEBANON Location of Well Consulting Geotechnical Engineers FILE NO. 21439 SUBJECT SITE

REFERENCE: http://navigatela.lacity.org/navigatela/ METHANE ZONE RISK MAP Geotechnologies, Inc. OUR LADY OF LEBANON Consulting Geotechnical Engineers FILE NO. 21439 SUBJECT SITE

FLOOD INSURANCE RATE MAP

OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE No. 21439 BORING LOG NUMBER 1 Our Lady of Lebanon Date: 06/12/17 File No. 21439 Method: 8-inch Diameter Hollow Stem Auger ae/km Sample Blows Moisture Dry Density Depth in USCS Description Depth ft. per ft. content % p.c.f. feet Class. Surface Conditions: Asphalt, Poor Condition 0 -- 7-inch Asphalt over 2-inch Base - 1 -- - FILL: Silty Clay, gray, moist, stiff 2 -- 2.5 39 30.1 89.1 - 3 -- - CL ALLUVIUM: Silty Clay, dark gray, moist, stiff 4 -- - 5 18 24.5 SPT 5 -- - ML/SC Clayey Silt to Clayey Sand, dark grayish brown, moist, stiff, 6 -- medium dense, fine grained - 7 -- 7.5 44 19.8 111.1 - 8 -- ML Sandy Silt, light yellowish brown, moist, stiff - 9 -- - 10 7 28.4 SPT 10 -- - CL Silty Clay, gray, moist to very moist, stiff 11 -- - 12 -- 12.5 27 24.3 102.0 - 13 -- light gray, very moist - 14 -- - 15 4 27.9 SPT 15 -- - 16 -- - 17 -- 17.5 19 14.6 115.3 - 18 -- SC/SP Clayey Sand to Sand, yellowish to grayish brown, wet, medium - dense, fine grained, some gravel 19 -- - 20 18 18.2 SPT 20 -- - SM Silty Sand, dark gray, moist to wet, medium dense, fine grained 21 -- - 22 -- 22.5 48 10.8 124.5 - 23 -- dark brown to gray, wet - 24 -- - 25 12 20.4 SPT 25 -- -

GEOTECHNOLOGIES, INC. Plate A-1a BORING LOG NUMBER 1 Our Lady of Lebanon File No. 21439 ae/km Sample Blows Moisture Dry Density Depth in USCS Description Depth ft. per ft. content % p.c.f. feet Class. - 26 -- - 27 -- 27.5 11 27.9 96.8 - 28 -- CL Sandy Clay, gray, moist, stiff - 29 -- - 30 18 19.7 SPT 30 -- - Silty Clay, gray to dark gray 31 -- - 32 -- 32.5 50/5" 14.1 118.0 - 33 -- SM/SP Silty Sand to Sand, dark gray, moist to wet, very dense, fine to - medium grained 34 -- - 35 48 14.5 SPT 35 -- - dark brown, dense 36 -- - 37 -- 37.5 85 12.0 118.6 - 38 -- - 39 -- - 40 19 25.2 SPT 40 -- - ML/CL Sandy Silt to Silty Clay, dark gray, moist, stiff 41 -- - 42 -- 42.5 34 25.9 98.9 - 43 -- - 44 -- - 45 12 31.0 SPT 45 -- - CL Silty Clay, gray, moist, stiff 46 -- - 47 -- 47.5 38 36.4 85.3 - 48 -- - 49 -- - 50 11 25.3 SPT 50 -- -

GEOTECHNOLOGIES, INC. Plate A-1b BORING LOG NUMBER 1 Our Lady of Lebanon File No. 21439 ae/km Sample Blows Moisture Dry Density Depth in USCS Description Depth ft. per ft. content % p.c.f. feet Class. - 51 -- - 52 -- 52.5 38 24.3 97.6 - 53 -- ML Sandy Silt, gray to dark gray, moist, stiff - 54 -- - 55 14 24.9 SPT 55 -- - CL Sandy to Clayey Silt, gray, moist, stiff 56 -- - 57 -- 57.5 47 31.9 93.6 - 58 -- brown and gray - 59 -- - 60 16 28.8 SPT 60 -- - gray 61 -- - 62 -- 62.5 84 27.0 98.6 - 63 -- ML Clayey Silt, gray, moist, stiff - 64 -- - 65 32 19.7 SPT 65 -- - 66 -- - 67 -- 67.5 68 26.3 100.0 - 68 -- - 69 -- - 70 37 18.1 SPT 70 -- - SM Silty Sand, gray to dark gray, moist, very dense, fine grained 71 -- - 72 -- 72.5 50/4" 26.5 99.3 - 73 -- - 74 -- - 75 37 32.5 SPT 75 -- - ML Sandy to Clayey Silt, gray, moist, stiff

GEOTECHNOLOGIES, INC. Plate A-1c BORING LOG NUMBER 1 Our Lady of Lebanon File No. 21439 ae/km Sample Blows Moisture Dry Density Depth in USCS Description Depth ft. per ft. content % p.c.f. feet Class. - 76 -- - 77 -- 77.5 50/5" 23.0 106.0 - 78 -- SM Silty Sand, gray to dark gray, moist, very dense, fine grained - 79 -- - 80 43 28.3 SPT 80 -- - SM/ML Silty Sand to Sandy Silt, dark gray to gray, moist to wet, 81 -- medium dense to dense, stiff, fine grained - 82 -- 82.5 82 27.3 96.4 - 83 -- SP Sand, gray, wet, very dense, fine grained - 84 -- - 85 60 29.0 SPT 85 -- - SM/SP Silty Sand to Sand, gray to dark gray, moist to wet, dense, fine 86 -- grained - 87 -- 87.5 81 22.4 105.0 - 88 -- SP Sand, dark grayish brown, moist to wet, very dense, fine grained - 89 -- - 90 62 21.8 SPT 90 -- - NOTE: The stratification lines represent the approximate 91 -- boundary between earth types; the transition may be gradual. - 92 -- Used 8-inch diameter Hollow-Stem Auger 92.5 50/4" 26.6 99.8 - 140-lb. Automatic Hammer, 30-inch drop 93 -- Modified California Sampler used unless otherwise noted - 94 -- SPT=Standard Penetration Test - 95 49 25.9 SPT 95 -- - gray 96 -- - 97 -- 97.5 50/3" 28.0 98.1 - 98 -- SM/SP Silty Sand to Sand, gray to dark gray, moist to wet, very dense, - fine grained 99 -- - ML Sandy Silt, gray, moist, stiff 100 56 41.1 SPT 100 -- - Total Depth 100 feet Water at 18 feet Fill to 3 feet

GEOTECHNOLOGIES, INC. Plate A-1d B1 @ 37.5'

B1 @ 47.5' 3.5 DRY INITIAL FINAL SAMPLE SOIL TYPE DENSITY (PCF) MOISTURE(%) MOISTURE(%) B1 @ 7.5' ML 111.1 19.8 21.7 B1 @ 17.5' SM/SP 115.3 14.6 19.5 B1 @ 27.5' CL 96.8 27.9 28.6 3.0 B1 @ 37.5' SM/SP 118.6 12.0 15.6 B1 @ 47.5' ML/CL 85.3 36.4 36.8 B1 @ 52.5' ML 97.6 24.3 28.6

B1 @ 37.5' B1 @ 47.5' 2.5 B1 @ 7.5' B1 @ 17.5' B1 @ 52.5'

2.0 B1 @ 7.5' B1 @ 52.5' B1 @ 27.5' B1 @ 17.5' B1 @ 7.5' B1 @ 47.5', B1 @ 52.5' 1.5 B1 @ 27.5' B1 @ 37.5'

B1 @ 17.5' B1 @ 27.5' Shear Strength (KSF) 1.0 EES GR DE 21 I = PH C = 700 PSF 0.5

0 0 0.5 1.0 1.5 2.0 2.5 3.0 Normal Pressure (KSF) Direct Shear, Saturated SHEAR TEST DIAGRAM OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 PLATE: B-1 3.5 DRY INITIAL FINAL SAMPLE SOIL TYPE DENSITY (PCF) MOISTURE(%) MOISTURE(%) B1 @ 52.5' ML 97.6 24.3 28.6 B1 @ 57.5' ML/CL 93.6 31.9 32.3 B1 @ 67.5' ML 100.0 23.6 27.3 3.0 B1 @ 77.5' SM 106.0 23.0 27.4

2.5 B1 @ 77.5'

B1 @ 52.5' B1 @ 67.5'

2.0 B1 @ 57.5' B1 @ 52.5', B1 @ 67.5' B1 @ 77.5' B1 @ 67.5'

B1 @ 52.5' 1.5 B1 @ 57.5' B1 @ 67.5'

B1 @ 77.5' B1 @ 57.5' Shear Strength (KSF) 1.0

S EE GR DE 25 I = PH 0.5 C = 560 PSF

B1 @ 57.5' 0

6 Percent Consolidation Percent B1 @ 67.5' 0

.1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 2 3 4 5 6 7 8 9 10 16 20 Consolidation Pressure (KSF)

CONSOLIDATION TEST OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 PLATE: C-1 WATER ADDED AT 2 KSF B1 @ 77.5' 0

B1 @ 87.5' 0

B1 @ 97.5' 0 Percent Consolidation Percent

.1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 2 3 4 5 6 7 8 9 10 16 20 Consolidation Pressure (KSF)

CONSOLIDATION TEST OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 PLATE: C-2 ASTM D-1557

SAMPLE B1 @ 1- 5' SOIL TYPE: CL MAXIMUM DENSITY pcf. 103.0 OPTIMUM MOISTURE % 20.0

ASTM D 4829

SAMPLE B1 @ 1- 5' B1 @ 12.5' B1 @ 32.5' B1 @ 52.5'

SOIL TYPE: CL CL SM/SP ML

EXPANSION INDEX 162 17 3 35 UBC STANDARD 18-2

EXPANSION CHARACTER VERY HIGH VERY LOW VERY LOW LOW

SULFATE CONTENT

SAMPLE B1 @ 1-5'

SULFATE CONTENT: < 0.1 % (percentage by weight)

COMPACTION/EXPANSION/SULFATE DATA SHEET Geotechnologies, Inc. OUR LADY OF LEBANON Consulting Geotechnical Engineers FILE NO. 21349 PLATE: D GRAVEL SAND SILT CLAY

MEDIUM TO COARSE FINE

U.S. Standard Sieve Sizes 3 in. 1 in. 3/4 in. 3/8 in. NO. 4 NO. 10 NO.20 NO. 40 NO. 100 NO. 200

100

90 B1 @ 50'

B1 @ 40'

T 80 B1 @ 55'

H B1 @ 45' G

I 70

E W

G 50 B1 @ 60' N

I B1 @ 30'

S B1 @ 12.5' 40

S B1 @ 25'

A P

T N

E 20 B1 @ 20'

C B1 @ 17.5'

R E

10 P

0 25.4 2.00 9.52 4.75 1.0 0.1 0.150 19.05 0.075 76.20 0.840 0.420 10.0 0.01 0.001 100.0 GRAIN DIAMETER (mm)

GRAIN SIZE DISTRIBUTION OUR LADY OF LEBANON Geotechnologies, Inc. Consulting Geotechnical Engineers FILE NO. 21439 PLATE: E ASTM D4318 80

, 60

X E

D 50 N

I CH

40 Y

T NE I I L

C 30 A I CL and

T OH MH

S 20 A

L CL-ML P 10 ML and OL 0 0 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT, LL

BORING DEPTH TEST LL PL PI DESCRIPTION NUMBER (FEET) SYMBOL B1 40 31 21 10 CL B1 45 4021 19 CL B1 50 41 20 21 CL B1 55 4417 27 CL B1 60 4716 31 CL

ATTERBERG LIMITS DETERMINATION Geotechnologies, Inc. OUR LADY OF LEBANON Consulting Geotechnical Engineers FILE NO. 21439 PLATE: F Geotechnologies, Inc. Project: Our Lady of Lebanon File No.: 21439 Description: Liquefaction Analysis Boring Numbe1

LIQUEFACTION EVALUATION (Idriss & Boulanger, EERI NO 12)

EARTHQUAKE INFORMATION: BOREHOLE AND SAMPLER INFORMATION: Earthquake Magnitude (M): 6.5 Borehole Diameter (inches): 8 Peak Ground Horizontal Acceleration, PGA (g): 0.83 SPT Sampler with room for Liner (Y/N): Y Calculated Mag.Wtg.Factor: 1.301 LIQUEFACTION BOUNDARY: GROUNDWATER INFORMATION: Plastic Index Cut Off (PI): 18 Current Groundwater Level (ft): 18.0 Minimum Liquefaction FS: 1.3 Historically Highest Groundwater Level* (ft): 10.0 Unit Weight of Water (pcf): 62.4 * Based on California Geological Survey Seismic Hazard Evaluation Report

Depth to Total Unit Current Historical Field SPT Depth of SPT Fines Content Plastic Vetical Effective Fines Stress Cyclic Shear Cyclic Factor of Safety Liquefaction Base Layer Weight Water Level Water Level Blowcount Blowcount #200 Sieve Index Stress Vert. Stress Corrected Reduction Ratio Resistance CRR/CSR Settlment (feet) (pcf) (feet) (feet) N (feet) (%) (PI) vc, (psf) vc', (psf) (N1)60-cs Coeff, rd CSR Ratio (CRR) (F.S.) Si (inches) 1 115.9 Unsaturated Unsaturated 18 5 0.0 0 115.9 115.9 42.9 1.00 0.542 2.000 Non-Liq. 0.00 2 115.9 Unsaturated Unsaturated 18 5 0.0 0 231.8 231.8 42.9 1.00 0.540 2.000 Non-Liq. 0.00 3 115.9 Unsaturated Unsaturated 18 5 0.0 0 347.7 347.7 42.9 1.00 0.538 2.000 Non-Liq. 0.00 4 115.9 Unsaturated Unsaturated 18 5 0.0 0 463.6 463.6 42.9 0.99 0.536 2.000 Non-Liq. 0.00 5 115.9 Unsaturated Unsaturated 18 5 0.0 0 579.5 579.5 44.3 0.99 0.533 2.000 Non-Liq. 0.00 6 115.9 Unsaturated Unsaturated 18 5 0.0 0 695.4 695.4 41.3 0.98 0.531 2.000 Non-Liq. 0.00 7 115.9 Unsaturated Unsaturated 18 5 0.0 0 811.3 811.3 38.9 0.98 0.529 2.000 Non-Liq. 0.00 8 133.1 Unsaturated Unsaturated 18 5 0.0 0 944.4 944.4 36.7 0.98 0.526 2.000 Non-Liq. 0.00 9 133.1 Unsaturated Unsaturated 18 5 0.0 0 1077.5 1077.5 36.7 0.97 0.524 2.000 Non-Liq. 0.00 10 133.1 Unsaturated Unsaturated 18 5 0.0 0 1210.6 1210.6 34.8 0.97 0.521 1.518 Non-Liq. 0.00 11 126.7 Unsaturated Saturated 7 10 41.6 0 1337.3 1274.9 18.1 0.96 0.544 0.256 0.5 0.30 12 126.7 Unsaturated Saturated 7 10 41.6 0 1464.0 1339.2 17.8 0.96 0.564 0.249 0.4 0.30 13 126.7 Unsaturated Saturated 4 15 41.6 0 1590.7 1403.5 12.5 0.95 0.581 0.184 0.3 0.39 14 126.7 Unsaturated Saturated 4 15 41.6 0 1717.4 1467.8 12.3 0.95 0.597 0.181 0.3 0.40 15 126.7 Unsaturated Saturated 4 15 41.6 0 1844.1 1532.1 12.9 0.94 0.610 0.187 0.3 0.38 16 126.7 Unsaturated Saturated 4 15 41.6 0 1970.8 1596.4 12.7 0.93 0.622 0.184 0.3 0.39 17 126.7 Unsaturated Saturated 4 15 41.6 0 2097.5 1660.7 12.5 0.93 0.633 0.182 0.3 0.39 18 132.1 Unsaturated Saturated 18 20 16.7 0 2229.6 1730.4 37.2 0.92 0.642 2.000 3.1 0.00 19 132.1 Saturated Saturated 18 20 16.7 0 2361.7 1800.1 36.7 0.92 0.649 2.000 3.1 0.00 20 132.1 Saturated Saturated 18 20 16.7 0 2493.8 1869.8 36.1 0.91 0.656 1.896 2.9 0.00 21 132.1 Saturated Saturated 18 20 20.0 0 2625.9 1939.5 36.3 0.91 0.661 1.957 3.0 0.00 22 132.1 Saturated Saturated 18 20 20.0 0 2758.0 2009.2 35.8 0.90 0.666 1.728 2.6 0.00 23 137.9 Saturated Saturated 12 25 37.3 0 2895.9 2084.7 24.7 0.89 0.669 0.370 0.6 0.23 24 137.9 Saturated Saturated 12 25 37.3 0 3033.8 2160.2 24.4 0.89 0.672 0.358 0.5 0.23 25 137.9 Saturated Saturated 12 25 37.3 0 3171.7 2235.7 24.0 0.88 0.674 0.347 0.5 0.24 26 137.9 Saturated Saturated 12 25 37.3 0 3309.6 2311.2 23.7 0.87 0.676 0.337 0.5 0.24 27 137.9 Saturated Saturated 12 25 37.3 0 3447.5 2386.7 23.4 0.87 0.676 0.328 0.5 0.24 28 123.8 Saturated Saturated 18 30 44.3 0 3571.3 2448.1 36.1 0.86 0.678 1.760 2.6 0.00 29 123.8 Saturated Saturated 18 30 44.3 0 3695.1 2509.5 35.8 0.86 0.679 1.623 2.4 0.00 30 123.8 Saturated Saturated 18 30 44.3 0 3818.9 2570.9 35.5 0.85 0.680 1.503 2.2 0.00 31 123.8 Saturated Saturated 18 30 44.3 0 3942.7 2632.3 35.1 0.84 0.681 1.399 2.1 0.00 32 123.8 Saturated Saturated 18 30 44.3 0 4066.5 2693.7 34.8 0.84 0.681 1.308 1.9 0.00 33 134.6 Saturated Saturated 48 35 0.0 0 4201.1 2765.9 83.5 0.83 0.679 2.000 2.9 0.00 34 134.6 Saturated Saturated 48 35 0.0 0 4335.7 2838.1 83.0 0.82 0.678 2.000 3.0 0.00 35 134.6 Saturated Saturated 48 35 0.0 0 4470.3 2910.3 82.4 0.82 0.676 2.000 3.0 0.00 36 134.6 Saturated Saturated 48 35 0.0 0 4604.9 2982.5 81.9 0.81 0.674 2.000 3.0 0.00 37 134.6 Saturated Saturated 48 35 0.0 0 4739.5 3054.7 81.4 0.80 0.672 2.000 3.0 0.00 38 132.8 Saturated Saturated 48 35 0.0 0 4872.3 3125.1 80.9 0.80 0.670 2.000 3.0 0.00 39 132.8 Saturated Saturated 48 35 0.0 0 5005.1 3195.5 80.4 0.79 0.667 2.000 3.0 0.00 40 132.8 Saturated Saturated 48 35 0.0 0 5137.9 3265.9 80.0 0.78 0.664 2.000 3.0 0.00 41 124.6 Saturated Saturated 19 40 82.3 10 5262.5 3328.1 34.1 0.78 0.662 1.074 1.6 0.00 42 124.6 Saturated Saturated 19 40 82.3 10 5387.1 3390.3 33.9 0.77 0.660 1.025 1.6 0.00 43 124.6 Saturated Saturated 19 40 82.3 10 5511.7 3452.5 33.7 0.76 0.657 0.980 1.5 0.00 44 124.6 Saturated Saturated 19 40 82.3 10 5636.3 3514.7 33.5 0.76 0.655 0.940 1.4 0.00 45 124.6 Saturated Saturated 19 40 82.3 10 5760.9 3576.9 33.3 0.75 0.652 0.902 1.4 0.00 46 124.6 Saturated Saturated 12 45 74.8 19 5885.5 3639.1 20.9 0.74 0.649 0.261 Non-Liq. 0.00 47 124.6 Saturated Saturated 12 45 74.8 19 6010.1 3701.3 20.7 0.74 0.646 0.258 Non-Liq. 0.00 48 116.4 Saturated Saturated 12 45 74.8 21 6126.5 3755.3 20.6 0.73 0.644 0.256 Non-Liq. 0.00 49 116.4 Saturated Saturated 12 45 74.8 21 6242.9 3809.3 20.5 0.72 0.641 0.254 Non-Liq. 0.00 50 116.4 Saturated Saturated 12 45 74.8 21 6359.3 3863.3 20.4 0.72 0.638 0.252 Non-Liq. 0.00 51 116.4 Saturated Saturated 11 50 86.5 21 6475.7 3917.3 18.8 0.71 0.635 0.230 Non-Liq. 0.00 52 116.4 Saturated Saturated 11 50 86.5 21 6592.1 3971.3 18.7 0.71 0.633 0.228 Non-Liq. 0.00 53 121.3 Saturated Saturated 11 50 86.5 27 6713.4 4030.2 18.6 0.70 0.629 0.226 Non-Liq. 0.00 54 121.3 Saturated Saturated 11 50 86.5 27 6834.7 4089.1 18.5 0.69 0.626 0.225 Non-Liq. 0.00 55 121.3 Saturated Saturated 11 50 86.5 27 6956.0 4148.0 18.4 0.69 0.623 0.223 Non-Liq. 0.00 56 121.3 Saturated Saturated 14 55 79.6 27 7077.3 4206.9 22.8 0.68 0.619 0.287 Non-Liq. 0.00 57 121.3 Saturated Saturated 14 55 79.6 27 7198.6 4265.8 22.7 0.68 0.616 0.284 Non-Liq. 0.00 58 123.4 Saturated Saturated 14 55 79.6 31 7322.0 4326.8 22.6 0.67 0.612 0.282 Non-Liq. 0.00 59 123.4 Saturated Saturated 14 55 79.6 31 7445.4 4387.8 22.5 0.67 0.609 0.279 Non-Liq. 0.00 60 123.4 Saturated Saturated 14 55 79.6 31 7568.8 4448.8 22.3 0.66 0.605 0.276 Non-Liq. 0.00 61 123.4 Saturated Saturated 16 60 49.6 31 7692.2 4509.8 25.5 0.65 0.602 0.344 Non-Liq. 0.00 62 123.4 Saturated Saturated 16 60 49.6 31 7815.6 4570.8 25.4 0.65 0.598 0.339 Non-Liq. 0.00 63 125.2 Saturated Saturated 32 65 0.0 0 7940.8 4633.6 48.6 0.64 0.594 1.997 3.4 0.00 64 125.2 Saturated Saturated 32 65 0.0 0 8066.0 4696.4 48.4 0.64 0.591 1.987 3.4 0.00 65 125.2 Saturated Saturated 32 65 0.0 0 8191.2 4759.2 48.3 0.63 0.587 1.977 3.4 0.00 66 125.2 Saturated Saturated 32 65 0.0 0 8316.4 4822.0 48.1 0.63 0.584 1.967 3.4 0.00 67 125.2 Saturated Saturated 32 65 0.0 0 8441.6 4884.8 47.9 0.62 0.580 1.957 3.4 0.00 68 126.3 Saturated Saturated 32 65 0.0 0 8567.9 4948.7 47.8 0.62 0.577 1.947 3.4 0.00 69 126.3 Saturated Saturated 32 65 0.0 0 8694.2 5012.6 47.6 0.61 0.573 1.937 3.4 0.00 70 126.3 Saturated Saturated 32 65 0.0 0 8820.5 5076.5 47.5 0.61 0.570 1.927 3.4 0.00 71 126.3 Saturated Saturated 37 70 0.0 0 8946.8 5140.4 54.7 0.60 0.566 1.918 3.4 0.00 72 126.3 Saturated Saturated 37 70 0.0 0 9073.1 5204.3 54.5 0.60 0.563 1.908 3.4 0.00 73 125.6 Saturated Saturated 37 70 0.0 0 9198.7 5267.5 54.3 0.59 0.560 1.899 3.4 0.00 74 125.6 Saturated Saturated 37 70 0.0 0 9324.3 5330.7 54.2 0.59 0.556 1.890 3.4 0.00 75 125.6 Saturated Saturated 37 70 0.0 0 9449.9 5393.9 54.0 0.59 0.553 1.881 3.4 0.00 76 125.6 Saturated Saturated 37 75 0.0 0 9575.5 5457.1 53.8 0.58 0.550 1.872 3.4 0.00 77 125.6 Saturated Saturated 37 75 0.0 0 9701.1 5520.3 53.7 0.58 0.547 1.863 3.4 0.00 78 130.4 Saturated Saturated 37 75 0.0 0 9831.5 5588.3 53.5 0.57 0.544 1.854 3.4 0.00 79 130.4 Saturated Saturated 37 75 0.0 0 9961.9 5656.3 53.3 0.57 0.541 1.844 3.4 0.00 80 130.4 Saturated Saturated 37 75 0.0 0 10092.3 5724.3 53.2 0.57 0.537 1.835 3.4 0.00 81 130.4 Saturated Saturated 43 80 0.0 0 10222.7 5792.3 61.6 0.56 0.534 1.826 3.4 0.00 82 130.4 Saturated Saturated 43 80 0.0 0 10353.1 5860.3 61.4 0.56 0.532 1.817 3.4 0.00 83 122.8 Saturated Saturated 43 80 0.0 0 10475.9 5920.7 61.2 0.55 0.529 1.809 3.4 0.00 84 122.8 Saturated Saturated 43 80 0.0 0 10598.7 5981.1 61.1 0.55 0.526 1.801 3.4 0.00 85 122.8 Saturated Saturated 43 80 0.0 0 10721.5 6041.5 60.9 0.55 0.524 1.794 3.4 0.00 86 122.8 Saturated Saturated 60 85 0.0 0 10844.3 6101.9 84.8 0.54 0.522 1.786 3.4 0.00 87 122.8 Saturated Saturated 60 85 0.0 0 10967.1 6162.3 84.6 0.54 0.519 1.778 3.4 0.00 88 128.4 Saturated Saturated 62 90 0.0 0 11095.5 6228.3 87.1 0.54 0.517 1.770 3.4 0.00 89 128.4 Saturated Saturated 62 90 0.0 0 11223.9 6294.3 86.9 0.54 0.515 1.762 3.4 0.00 90 128.4 Saturated Saturated 62 90 0.0 0 11352.3 6360.3 86.7 0.53 0.513 1.754 3.4 0.00 91 128.4 Saturated Saturated 62 90 0.0 0 11480.7 6426.3 86.4 0.53 0.510 1.746 3.4 0.00 92 128.4 Saturated Saturated 62 90 0.0 0 11609.1 6492.3 86.2 0.53 0.508 1.738 3.4 0.00 93 126.3 Saturated Saturated 62 90 0.0 0 11735.4 6556.2 86.0 0.52 0.506 1.731 3.4 0.00 94 126.3 Saturated Saturated 62 90 0.0 0 11861.7 6620.1 85.8 0.52 0.505 1.723 3.4 0.00 95 126.3 Saturated Saturated 62 90 0.0 0 11988.0 6684.0 85.5 0.52 0.503 1.716 3.4 0.00 96 126.3 Saturated Saturated 49 95 0.0 0 12114.3 6747.9 67.4 0.52 0.501 1.709 3.4 0.00 97 126.3 Saturated Saturated 49 95 0.0 0 12240.6 6811.8 67.3 0.52 0.500 1.702 3.4 0.00 98 125.6 Saturated Saturated 49 95 0.0 0 12366.2 6875.0 67.1 0.51 0.498 1.694 3.4 0.00 99 125.6 Saturated Saturated 49 95 0.0 0 12491.8 6938.2 66.9 0.51 0.497 1.687 3.4 0.00 100 125.6 Saturated Saturated 56 100 0.0 0 12617.4 7001.4 76.3 0.51 0.496 1.680 3.4 0.00