Report of Geotechnical Investigation Proposed Improvements

REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED IMPROVEMENTS

PROPOSED RIO HONDO SATELLITE CAMPUS EL RANCHO ADULT SCHOOL 9515 HANEY STREET PICO RIVERA, CALIFORNIA

Prepared for:

RIO HONDO PROGRAM MANAGEMENT TEAM

Whittier, California

January 20, 2016

Project 4953-15-0302

January 20, 2016

Mr Luis Rojas Rio Hondo Program Management Team c/o Rio Hondo College 3600 Workman Mill Road Whittier, California 90601-1699

Subject: LETTER OF TRANSMITTAL Report of Geotechnical Investigation Proposed Improvements Proposed Rio Hondo Satellite Campus El Rancho Adult School 9515 Haney Street Pico Rivera, California, 90660 Amec Foster Wheeler Project 4953-15-0302

Dear Mr. Rojas:

We are pleased to submit the results of our geotechnical investigation for the proposed improvements as part of the proposed Rio Hondo Satellite Campus at the El Rancho Adult School in Pico Rivera, California. This investigation was performed in general accordance with our proposal dated November 24, 2015, which was authorized by e-mail on December 15, 2015.

The scope of our services was planned with Mr. Manuel Jaramillo of DelTerra. We have been furnished with a site plan and a general description of the proposed improvements.

The results of our investigation and design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a permit.

Correspondence: Amec Foster Wheeler 6001 Rickenbacker Road Los Angeles, California 90040 USA Tel +1 (322) 889 5300 Fax +1 (323) 721-6700

REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED IMPROVEMENTS

PROPOSED RIO HONDO SATELLITE CAMPUS EL RANCHO ADULT SCHOOL 9515 HANEY STREET PICO RIVERA, CALIFORNIA

Prepared for:

RIO HONDO PROGRAM MANAGEMENT TEAM

Whittier, California

Amec Foster Wheeler

Los Angeles, California

January 20, 2016

Project 4953-15-0302

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

TABLE OF CONTENTS

LIST OF TABLES AND FIGURES ...... iii EXECUTIVE SUMMARY ...... iv 1.0 SCOPE ...... 1 2.0 PROJECT DESCRIPTION AND SITE CONDITIONS ...... 3 3.0 EXPLORATIONS AND LABORATORY TESTS ...... 4 4.0 SOIL CONDITIONS ...... 5 5.0 GEOLOGY ...... 6 5.1 GEOLOGIC SETTING ...... 6 5.2 GEOLOGIC MATERIALS ...... 6 5.3 GROUNDWATER...... 7 5.4 FAULTS ...... 7 5.5 GEOLOGIC-SEISMIC HAZARDS ...... 16 5.6 CONCLUSIONS ...... 21 6.0 RECOMMENDATIONS ...... 23 6.1 GENERAL ...... 23 6.2 FOUNDATIONS ...... 23 6.3 SEISMIC DESIGN PARAMETERS ...... 24 6.4 FLOOR SLAB SUPPORT ...... 26 6.5 PAVING ...... 27 6.6 GRADING ...... 29 6.7 GEOTECHNICAL OBSERVATION ...... 32 7.0 BASIS FOR RECOMMENDATIONS ...... 33 8.0 BIBLIOGRAPHY ...... 34

TABLES

FIGURES

APPENDIX: FIELD EXPLORATIONS AND LABORATORY TEST RESULTS

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LIST OF TABLES AND FIGURES

TABLES

1 Major Named Faults Considered to be Active in Southern California

2 Major Named Faults Considered to be Potentially Active in Southern California

3 List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site

4 Horizontal Response Spectra Pseudospectral Acceleration in g

FIGURES

1 Vicinity Map

2 Plot Plan

3 Local Geologic Map

4 Regional Geologic Map

5 Regional Faults and Seismicity Map

6 Horizontal Response Spectra, Components of the Risk-Targeted Maximum Considered Earthquake Response Spectrum

7 Horizontal Response Spectra, Components of the Design Response Spectrum

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EXECUTIVE SUMMARY

We have completed our geotechnical investigation of the site of the proposed improvements as part of the proposed Rio Hondo Satellite Campus at the El Rancho Adult School campus in Pico Rivera, California. Our subsurface explorations, engineering analyses, and foundation design recommendations are summarized below.

The proposed improvements include the replacement of the existing restroom building near the eastern corner of the adult school campus and new pavement, including a fire lane, in the central portion of the campus. The proposed new restroom building will be one story in height and will be of pre-fabricated modular-type construction.

We explored the soil conditions by drilling three borings to depths of 10 to 50 feet below the existing grade. Fill soils, 1½ to 3½ feet thick, were encountered in our borings. The fill is underlain by Holocene to late Pleistocene age alluvial fan deposits (Saucedo, 1999; California Division of Mines and Geology, 1998) consisting of sandy silt, silty sand, and sand. The upper 8 feet is generally medium stiff to stiff sandy silt or loose silty sand. Below 8 feet, the deposits generally consist of poorly to well graded medium dense to very dense sand with varying amounts of gravel. Groundwater was not encountered within the 50-foot maximum depth explored by our borings. The historic-high groundwater level at the site has been mapped at a depth of about 15 feet below the existing grade by the California Geological Survey (CDMG, 1998).

Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located beneath or projecting toward the site. Therefore, the potential for surface rupture at the site due to fault plane displacement propagating to the ground surface during the design life of the project is considered low. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. According to the City of Pico Rivera and County of Los Angeles, the site is within potential dam inundation area. Dams are routinely inspected by state and federal agencies; therefore, the potential for inundation is low. The relatively flat-lying topography at the site precludes stability problems. The potential for other geologic hazards such as liquefaction, tsunamis, inundation, seiches, flooding, subsidence, methane gas, radon gas, asbestos, and volcanism affecting the site is considered to be low. However, there is a potential for seismically-induced settlement of the unsaturated loose and medium dense sandy soils beneath the site.

The existing fill soils are not uniformly well compacted and records documenting their placement and compaction are not available; therefore, these fill soils are not considered suitable for support of the proposed building, pavement, or other exterior concrete walks and slabs on grade. In addition, the upper natural soils are generally only loose to medium stiff. Accordingly, in order to support the proposed building on conventional spread/continuous footings, all existing fill soils and the upper natural soils should be excavated to allow for the placement of at least two feet of properly compacted fill beneath foundations. The existing fill soils and upper natural soils should also be excavated to allow for the placement of at least two feet of properly compacted fill beneath pavement and exterior concrete walks and slabs on grade and any floor slabs on grade. However, beneath pavement and exterior concrete walks and slabs, particularly in areas that are currently

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paved, the existing fill and upper natural soils may be left in place if the risk of settlement, cracking, and greater than normal maintenance is considered acceptable.

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1.0 SCOPE

This report provides geotechnical recommendations in support of the proposed improvements as part of the proposed Rio Hondo Satellite Campus at the El Rancho Adult School in Pico Rivera, California. The general location of the site is shown on Figure 1, Vicinity Map. The location of the existing buildings, and our exploration borings are shown on Figure 2, Plot Plan.

This investigation was authorized to determine the static physical characteristics of the soils underlying the site and to provide recommendations for design of foundations, for floor slab and paving support, and for grading for the project. More specifically, the scope of this investigation included the following:

• Evaluate the subsurface conditions underlying the school campus.

• Perform a geologic-seismic hazards evaluation in general conformance with Title 24 of the California Code of Regulations and with the California Geological Survey Checklist for Review of Geologic-Seismic Reports for California Public Schools, Hospitals, and Essential Services Buildings (CGS Note 48) to address geologic and seismic hazard considerations.

• Provide recommendations for an appropriate foundation system, including allowable increases for wind or seismic loads.

• Provide the results of a site-specific ground motion hazard analysis in accordance with the requirements of the 2013 California Building Code (CBC) and ASCE 7-10.

• Provide a determination of the applicable seismic parameters based on the current CBC.

• Provide recommendations for floor slab support.

• Provide recommendations for design of asphalt and portland cement concrete paving.

• Provide recommendations for earthwork, including site preparation, excavation, the placement of required compacted fill, and quality control measures relating to earthwork.

The assessment of general site environmental conditions to determine the presence of contaminants in the soils and groundwater of the site was beyond the scope of this investigation.

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Our recommendations are based on the results of our field explorations, laboratory tests, and appropriate engineering analyses. The results of our field exploration and laboratory tests, which form the basis of our recommendations, are presented in the Appendix.

Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report. This report has been prepared for Rio Hondo Program Management Team and their design consultants to be used solely in the design of the proposed improvements. This report has not been prepared for use by other parties, and may not contain sufficient information for purpose of other parties or other uses.

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2.0 PROJECT DESCRIPTION AND SITE CONDITIONS

Structural details are not available at this time, however, the proposed restroom building is anticipated to be relatively light, with maximum dead-plus-live column loads well under 100 kips.

The site is currently occupied by surface paving and school buildings. The ground surface at the site is generally flat, with a difference in elevation of less than two feet across the site. Various underground utilities cross the site.

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3.0 EXPLORATIONS AND LABORATORY TESTS

The soil conditions beneath the site were explored by drilling three borings to depths of 10 to 50 feet below the existing grade at the locations shown on Figure 2. Details of the explorations and logs of the borings are presented in the Appendix.

Laboratory tests were performed on selected samples obtained from the borings to aid in the classification of the soils and to determine the pertinent engineering properties of the soils. The following tests were performed:

• Moisture content and dry density determinations. • Fines content. • Direct shear. • Consolidation. • R-Value

All testing was performed in general accordance with applicable ASTM specifications. Details of the laboratory testing program and test results are presented in the Appendix.

In addition, corrosion tests on selected soil samples were performed for us by HDR. The results of the corrosion tests are presented at the end of the Appendix.

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4.0 SOIL CONDITIONS

Fill soils, 1½ to 3½ feet thick, were encountered in our borings. The fill soils consisted primarily of silty sand with siltier layers, root fragments, and varying amount of gravel and are not uniformly well compacted. Deeper fill could occur between our borings and in other unexplored areas, particularly in areas where existing buildings and utilities are present.

The fill is underlain by Holocene to late Pleistocene age alluvial fan deposits (Saucedo, 1999; California Division of Mines and Geology, 1998) consisting of sandy silt, silty sand, and sand. The upper 8 feet is generally medium stiff to stiff sandy silt or loose silty sand. Below 8 feet, the deposits generally consist of poorly to well graded medium dense to very dense sand with varying amounts of gravel.

Groundwater was not encountered within the 50-foot maximum depth explored by our borings. The historic-high groundwater level at the site has been mapped at a depth of about 15 feet below the existing grade by the California Geological Survey (CDMG, 1998).

The corrosion studies indicate that the on-site materials are severely corrosive to ferrous metals, aggressive to copper, and that the potential for sulfate attack on portland cement concrete is considered negligible.

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5.0 GEOLOGY

5.1 GEOLOGIC SETTING

The site is located in the Los Angeles Basin, near the southern flank of the Puente Hills. The Puente and San Jose Hills form the northeastern structural margin of the Los Angeles basin. The Los Angeles Basin is located in the northern portion of the Peninsular Ranges geomorphic province and is a northwest-trending alluviated lowland plain, sometimes called the Coastal Plain of Los Angeles. The Peninsular Ranges geomorphic province is bounded by the Santa Monica, Hollywood, Raymond, Sierra Madre, and Cucamonga fault zones to the north, the San Andreas fault zone on the east, the Pacific Ocean coastline on the west, and the Mexican border on the south. The province is characterized by elongate northwest-trending mountain ridges separated by straight-sided sediment-filled valleys. The northwest trend is further reflected in the direction of the dominant geologic structural features of the province that are northwest to west-northwest trending folds and faults, such as the nearby Whittier fault located 2.1 miles east- northeast of the site.

Locally the site is located in the northern portion of the Los Angeles Coastal Plain at an elevation of 166 feet above mean sea level (MSL) (NGVD 29).

The site in relation to topographic features is depicted in Figure 1, Vicinity Map. The site geology is shown on Figure 2, Site Geologic Map. The relationship of the site to the local geologic conditions is depicted in Figure 3, Local Geology. Figure 4, Regional Geologic Map, shows the geology of the general region. The location of major faults and earthquake epicenters in Southern California are shown on the Regional Faults and Seismicity Map, Figure 5.

5.2 GEOLOGIC MATERIALS

The site is underlain by Holocene to late Pleistocene age alluvial fan deposits (Saucedo, 1999; California Division of Mines and Geology, 1998). Based on the materials encountered in our borings, the site is mantled with artificial fill to a depth between 1½ and 3 feet. The fill generally consists of silty sand with siltier layers, roots fragments, and varying amounts of gravel. The fill is underlain by Holocene to late Pleistocene age

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alluvial fan deposits (Saucedo, 1999; California Division of Mines and Geology, 1998) consisting of sandy silt, silty sand, and sand. The upper 8 feet is generally medium stiff to stiff sandy silt or loose silty sand. Below 8 feet, the deposits generally consist of poorly to well graded medium dense to very dense sand with varying amounts of gravel.

5.3 GROUNDWATER

The site is located in the Central Subbasin of the Coastal Plain of Los Angeles Groundwater Basin according to the California Department of Water Resources (DWR, 2003). According to the California Geological Survey, the historic-high water level in the area is approximately 10 feet below the ground surface (bgs) (CDMG, 1998). Water level measurements for Los Angeles County Well No. 1601T, located 0.9 mile west of the site, indicate the depth to groundwater was 105.6 feet on October 30, 2015. This depth corresponds to a water surface elevation of 54.1 feet MSL. The shallowest water recorded in this well was measured on April 16, 1998 with a depth of 29.7 and corresponding water surface elevation of 130 MSL. Groundwater levels have been recorded for this well from 1964 to 2015.

Groundwater was not encountered within the 50-foot maximum depth explored by our borings at the site.

5.4 FAULTS

The numerous faults in Southern California include active, potentially active, and inactive faults. The criteria for these major groups are based on criteria developed by the California Geological Survey (previously the California Division of Mines and Geology) for the Alquist-Priolo Earthquake Fault Zoning Program (Bryant and Hart, 2007). By definition, an active fault is one that has had surface displacement within Holocene time (about the last 11,700 years). A potentially active fault is a fault that has demonstrated surface displacement of Quaternary age deposits (last 1.6 million years). Inactive faults have not moved in the last 1.6 million years. A list of nearby active faults and the distance in miles between the site and the nearest point on the fault, the maximum magnitude, and the slip rate for the fault is given in Table 1. A similar list for potentially active faults is presented in Table 2. The faults in the vicinity of the site are shown in Figure 5.

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Active Faults

Whittier Fault

The active Whittier fault is located approximately 2.1 miles east-northeast of the site. The northwest-trending Whittier fault extends along the south flank of the Puente Hills from the Santa Ana River on the southeast to Whittier Narrows on the northwest. According to Yeats, 2004 and Treiman, 1991, the Whittier fault extends northwesterly becoming the East Montebello fault beneath the Whittier Narrows towards the Alhambra Wash. The East Montebello fault is approximately 3.8 miles north-northeast of the site. The main Whittier fault trace is a high-angle reverse fault, with the north side uplifted over the south side at an angle of approximately 70 degrees, although late Quaternary movement has been nearly pure strike slip and total right separation may be around 5 to 5.5 miles (Yeats, 2004). In the Brea-Olinda Oil Field, the Whittier fault displaces Pleistocene age alluvium, and Carbon Canyon Creek is offset in a right lateral sense by the Whittier fault. The CGS considers the Whittier fault to be capable of a Magnitude 6.8 earthquake and estimates an annual slip rate of 2.5 millimeters per year (Cao et al. 2003; Field et al. 2013).

Raymond Fault

The Raymond fault is located approximately 9.6 miles north of the site. The fault is primarily a left-lateral strike-slip fault with a minor component of high-angle reverse offset, placing basement rocks north of the fault over alluvial sediments south of the fault. The Raymond fault has long been recognized as a groundwater barrier in the vicinity of the cities of Pasadena and San Marino and numerous geomorphic features along its entire length (such as fault scarps, sag ponds, springs, and pressure ridges) attest to the fault's activity during the Holocene epoch (last 11,000 years). Within the last 36,000 to 41,000 years, five to eight separate earthquake events have been recognized along the Raymond fault (Crook et al., 1987, Weaver and Dolan, 2000). The most recent fault movement, based on radiocarbon ages from materials collected in an excavation exposing the fault, occurred sometime between 2,160 ± 105 and 1,630 ± 100 years before present (LeRoy Crandall and Associates, 1978; Crook et al., 1987; Weaver and Dolan, 2000). An Alquist-Priolo Earthquake Fault Zone has been established for this fault, and it is considered active by the State and the City of Los Angeles. An average slip rate of 1.5 mm/yr and a maximum

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moment magnitude of 6.5 are estimated by the California Geological Survey (Cao et al., 2003; Field et al., 2013) for the Raymond fault.

Newport-Inglewood Fault Zone

The Newport-Inglewood fault zone is located approximately 12 miles to the west- southwest of the site. This fault zone is composed of a series of discontinuous northwest- trending en echelon faults extending from Ballona Gap southeastward past the Santa Ana River in Newport Beach, where it trends off-shore. This zone is reflected at the surface by a line of geomorphically young anticlinal hills and mesas formed by the folding and faulting of a thick sequence of Pleistocene age sediments and Tertiary age sedimentary rocks (Barrows, 1974). Fault-plane solutions for 39 small earthquakes (between 1977 and 1985) show mostly strike-slip faulting with some reverse faulting along the north segment (north of Dominguez Hills) and some normal faulting along the south segment (south of Dominguez Hills to Newport Beach) (Hauksson, 1987). Prior fault investigations by Law/Crandall (1993) in the Huntington Beach area indicate that the on-shore North Branch segment of the Newport-Inglewood fault zone offsets Holocene age alluvial deposits in the vicinity of the Santa Ana River.

Sierra Madre Fault Zone

The active Sierra Madre fault is located 13 miles north-northeast of the site. This fault zone borders the southern front of the San Gabriel Mountains and consists of a series of discontinuous reverse faults that separate pre-Tertiary crystalline rocks on the north from Tertiary and Quaternary sedimentary deposits on the south. The various faults exhibit northerly dips from 15 degrees to vertical, with the crystalline rocks thrust upward toward the south over sediments as young as mid-Pleistocene age. The Sierra Madre fault zone extends approximately 50 miles along the southern flank of the San Gabriel Mountains from Big Tujunga Canyon on the west to Cajon Pass on the east. The fault zone, which includes the active Cucamonga fault, consists of a series of reverse fault segments that are believed to have been active at different times in the geologic past (Crook et al., 1987). The moderate M5.8 1991 Sierra Madre earthquake is believed to be a result of movement on a small portion of the Sierra Madre fault zone. Recent paleoseismic investigations by Rubin et al (1998) in Altadena have shown that the Sierra Madre fault fails in large, infrequent earthquakes. The past two ruptures in Altadena produced about

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4.5 to 5 m of slip at the ground surface and occurred within the past ~18,000 years. Farther east in San Dimas, Tucker and Dolan (2001) documented the occurrence of two large-slip earthquakes during the period between ~8,000 and ~24,000 years ago. The most recent event on the eastern portion of the Sierra Madre fault zone occurred prior to ~8,000 years ago. The CGS considers the Sierra Madre fault to be capable of a Magnitude 7.2 earthquake and estimates an annual slip rate of 2 millimeters per year (Cao et al. 2003; Field et al. 2013).

Clamshell-Sawpit Fault Zone

The Clamshell-Sawpit fault is located about 13 miles north-northeast of the site. The fault system consists of parallel and anastomosing, northward-dipping, reverse faults, that thrusts gneiss over unconsolidated gravels. The fault dip is variable, ranging from about 35 to 70 degrees to the north. The fault trends northeast from near the mouth of Santa Anita Canyon to Camp Rincon on the West Fork of San Gabriel River (Crook et al., 1987). It is postulated that the 1991 Sierra Madre earthquake originated deep on the Clamshell-Sawpit fault, but the rupture did not reach the surface (Southern California Earthquake Center, 2015). The CGS estimates a slip rate of 0.4 mm/yr (Field et al., 2013) and a maximum magnitude of 6.5 (CGS, 2003).

Verdugo Fault

The active Verdugo fault zone is composed of several faults including the Verdugo fault, the San Rafael fault, and the Eagle Rock fault. The Verdugo fault, a reverse fault, is located approximately 14 miles north-northwest of the site. The most recent documented activity along this fault occurs in the Holocene age alluvial deposits along the western flank of the Verdugo Mountains in the Burbank area (Los Angeles County Seismic Safety Element, 1990). A State of California Special Studies Earthquake Fault Zone has not been established for the Verdugo fault by the State. However, this portion of the fault is considered active by the State (Jennings and Bryant, 2010; USGS/CGS, 2006). An average slip rate of 0.4 mm/yr and a maximum moment magnitude of 6.9 are estimated by the California Geological Survey (Cao et al., 2003; Field et al., 2013) for the Verdugo fault.

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Hollywood Fault

The active Hollywood fault is approximately 14 miles northwest of the site. The active Hollywood fault trends approximately east-northeast near the base of the Santa Monica Mountains from the West Beverly Hills Lineament in the West Hollywood-Beverly Hills area (Dolan et al., 2000b) to the Los Feliz area of Los Angeles. The fault is a groundwater barrier within Holocene sediments (Converse et al., 1981). Studies by several investigators (Dolan et al., 2000b; Law/Crandall, 2000, Dolan et al., 1997; and Crook and Proctor, 1992) have indicated that the fault is active, based on geomorphic evidence, stratigraphic correlation between exploratory borings, and fault studies. As of January 8, 2014, the Hollywood fault zone within the Hollywood 7.5 minute quadrangle has been included in an Earthquake Fault Zone by the CGS in an Earthquake Fault Zone map (CGS, 2014).

Until recently, the approximately 15 kilometer-long Hollywood fault zone was considered to be expressed as a series of linear scarps and faceted 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 zone is located south of the faceted ridges and bedrock outcrops along Sunset Boulevard (Harza, 1998, William Lettis & Associates, 1998, Law/Crandall, 2000). Active deposition of numerous small alluvial fans at the mountain front and a lack of fan incision suggest late Quaternary uplift of the Santa Monica Mountains along the Hollywood fault zone (Dolan et al., 2000b, Dolan et al., 1997, Dolan and Seih, 1992, Crook et al., 1983). The fault dips steeply to the north and has juxtaposed Tertiary and Cretaceous age rocks over young sedimentary deposits of the northern Los Angeles basin. The Hollywood fault zone has not produced any damaging earthquakes during the historical period and has had relatively minor micro-seismic activity. An average slip rate of 0.9 mm/yr and a maximum magnitude of 6.4 are estimated by the California Geological Survey (Cao et al., 2003; Field et al., 2013) for the Hollywood fault.

San Andreas Fault Zone

The Mojave section of the active San Andreas fault zone is located about 34 miles north of the site. This fault zone is California's most prominent structural feature, trending in a general northwest direction for almost the entire length of the state. The southern section

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of the fault is approximately 450 kilometers long and extends from the Transverse Ranges west of Tejon Pass on the north to the Mexican border and beyond on the south. The last major earthquake along the San Andreas fault zone in Southern California was the 1857 Magnitude 8.3 Fort Tejon earthquake. An average slip rate of 34 mm/yr and a maximum magnitude of 7.4 are estimated by the California Geological Survey (Cao et al., 2003; Field et al., 2013) for the Mojave section of the San Andreas fault zone.

Blind Thrust Fault Zones

Several buried thrust faults, commonly referred to as blind thrusts, underlie the Los Angeles Basin at depth. These faults are not exposed at the ground surface and are typically identified at depths greater than 3 kilometers. These faults do not present a potential surface fault rupture hazard. However, the following described blind thrust faults are considered active and potential sources for future earthquakes.

Puente Hills Blind Thrust

The PHBT is defined based on seismic reflection profiles, petroleum well data, and precisely located seismicity (Shaw et al., 2002). This blind thrust fault system extends eastward from downtown Los Angeles to Brea (in northern Orange County). The site is located within the surface projection of the fault. The PHBT 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 Santa Fe Springs segment of the PHBT is believed to be the causative fault of the October 1, 1987 Whittier Narrows Earthquake (Shaw et al., 2002). Postulated earthquake scenarios for the PHBT include single segment fault ruptures capable of producing an earthquake of magnitude 6.5 to 6.6 (Mw) and a multiple segment fault rupture capable of producing an earthquake of magnitude 7.1 (Mw). The PHBT is not exposed at the ground surface and does not present a potential for surface fault rupture. However, based on deformation of late Quaternary age sediments above this fault system and the occurrence of the Whittier Narrows earthquake, the PHBT is considered an active fault capable of generating future earthquakes beneath the Los Angeles Basin. An average slip rate of 0.9 mm/yr and a maximum moment magnitude of 7.1 are estimated by Cao et al. (2003) and Field et al. (2013) for the Puente Hills Blind Thrust.

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Compton Thrust

The Compton blind thrust has been defined from seismic reflection profiles and borehole data (Leon et al., 2009) as a northeast-dipping structure. This blind thrust fault system extends approximately 28 miles from southwest Los Angeles County to northern Orange County in a southeastern direction. Leon et al. (2009) has correlated blind faulting at depth to near-surface folding. Several uplift events have been observed by investigating deformed Holocene layers along buried fold scarps. The cumulative uplift from the observed events ranged from 2 to 6 feet or approximately 4 to 14 feet of thrust displacement with magnitudes (Mw) of 7.0 to 7.4 (Leon et al., 2009). Slip rate is estimated to be 0.9 mm/yr (Field et al., 2013). The site is located within the surface projection of the fault.

Upper Elysian Park Thrust

The vertical surface projection of the Upper Elysian Park fault is approximately 5.9 miles north of the site at its closest point. The Upper Elysian Park fault is a blind thrust fault that overlies the Los Angeles and Santa Fe Springs segments of the Puente Hills Thrust (Oskin et al., 2000 and Shaw et al., 2002). The eastern edge of the Upper Elysian Park fault is defined by the northwest-trending Whittier fault zone. Like other blind thrust faults in the Los Angeles area, the Upper Elysian Park fault is not exposed at the surface and does not present a potential surface rupture hazard; however, the Upper Elysian Park fault should be considered an active feature capable of generating future earthquakes. An average slip rate of 1.9 mm/yr and a maximum moment magnitude of 6.4 are estimated by Cao et al. (2003) and Field et al. (2013) for the Upper Elysian Park fault.

San Joaquin Hills Thrust

Until recently, the southern Los Angeles Basin has been estimated to have a low seismic hazard relative to the greater Los Angeles region. This estimation is generally based on the fewer number of known active faults and the lower rates of historic seismicity for this area. However, several recent studies by Grant et al. (1999, 2002) suggest that an active blind thrust fault system underlies the San Joaquin Hills. This postulated blind thrust fault is believed to be a faulted anticlinal fold, parallel to the Newport-Inglewood fault zone (NIFZ) but considered a distinctly separate seismic source (Grant et al., 2002). The

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vertical surface projection of the San Joaquin Hills Thrust is approximately 25 miles south of the site at the closest point. This thrust fault is not exposed at the surface and does not present a potential surface fault rupture hazard. However, the San Joaquin Hills Thrust may be an active feature that can generate future earthquakes. The California Geological Survey estimates an average slip rate of 0.6 millimeters per year and a maximum Magnitude of 6.6 for the San Joaquin Hills Thrust (Cao et al., 2003; Field et al., 2013).

The vertical surface projection of the postulated San Joaquin Hills Thrust is about 22 miles south-southeast of the site at the closest point. This thrust fault is not exposed at the surface and does not present a potential surface fault rupture hazard. The California Geological Survey (2003) considers this postulated fault to be active and estimates an average slip rate of 0.5 mm/yr and a maximum moment magnitude of 6.6 for the San Joaquin Hills Thrust.

Potentially Active Faults

Walnut Creek Fault

The Walnut Creek fault is a potentially active fault in the northeastern portion of the San Gabriel Valley located approximately 7.4 miles northeast of the site. The fault has been interpreted to be a structural flexure that separates the folded San Jose Hills and the flat deposits of the San Gabriel Valley (Yeats, 2000). Digital elevation models have demonstrated northeastern striking lineations in areas where the fault is expected to exist (Yeats, 2000).

Los Alamitos Fault

The potentially active Los Alamitos fault is located approximately 10 miles south- southwest of the site. This fault trends northwest-southeast from the northern boundary of the City of Lakewood, southeastward to the Los Alamitos Armed Forces Reserve Center. The fault, considered a southeasterly extension of the Paramount Syncline, appears to be a vertical fault with the early Pleistocene age materials on the west side of the fault displaced up relative to the east side. There is no evidence that this fault has offset Holocene age alluvial deposits (Ziony and Jones, 1989). Additionally, the “Fault Activity

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Map of California” published by the California Geological Survey (Jennings and Bryant, 2010) considers this fault to be potentially active.

San Jose Fault

The potentially active San Jose fault is located approximately 12 miles east-northeast of the site. The San Jose fault trends in a general east-northeast direction through the San Gabriel Valley from the San Jose Hills on the south to the City of Claremont on the north. The fault juxtaposes middle Miocene (12 to 19 million years ago) age rocks of the Topanga Formation, on the north side of the fault, against late Miocene (5 to 12 million years ago) age Puente Formation rocks on the south side of the fault. South and east of the San Jose Hills, the fault is concealed by Holocene age alluvial deposits and is a recognized groundwater barrier. In this area, the California Department of Water Resources (1970) has documented a 100-kilometer vertical offset in the buried Pleistocene (greater than 11,700 years old) age sediments. The CGS considers the San Jose fault to be capable of a Magnitude 6.4 earthquake and estimates an annual slip rate of 0.4 millimeters per year (Cao et al. 2003; Field et al. 2013).

Indian Hill Fault

The potentially active Indian Hill fault is located about 13 miles northeast of the site. The Indian Hill fault is approximately nine kilometers long, extending from the Covina-San Dimas area on the west to the Claremont area on the east. According to the California Department of Water Resources (1966), the fault forms a groundwater barrier in late Pleistocene age sediments.

El Modeno Fault

The potentially active El Modeno fault is located about 16 miles southwest of the site. The fault is a steeply-dipping normal fault about 9 miles long and has about 2,000 feet of uplift on its eastern side. Movement on the fault has been inferred during Holocene time, suggesting the fault is active (Ryan et al., 1982). However, Jennings and Bryant, 2010 shows this fault to be potentially active and the CGS does not include it in its database.

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Peralta Hills Fault

The closest potentially active fault to the site is the Peralta Hills fault, located approximately 17 miles southwest of the site. This reverse fault is about 8 kilometers long and generally trends east-west and dips to the north. Pleistocene age offsets are known along this fault; however, there is no evidence that this fault has offset Holocene age alluvial deposits (Ziony and Jones, 1989). Additionally, Jennings and Bryant, 2010 shows this fault to be potentially active.

Central Avenue Fault

The Central Avenue fault is located approximately 20 miles east-northeast of the site. The Central Avenue fault is located east of and trending parallel to the Chino fault where it was first identified as a groundwater barrier (Woodford et al., 1944). Later studies further identified the structure as a zone of weakness (Madden and Yeats, 2008) marking the hingeline between the Chino Basin and the Perris Block (Yeats, 2002). Yeats (2002) indicates that the fault does not demonstrate signs of late Quaternary movement in relation to the active Chino fault to the south. Additionally, Jennings and Bryant (2010) classifies the Central Avenue fault as late Pleistocene in age.

San Antonio Fault

The San Antonio fault is located in the southeastern portion of the San Gabriel Mountains approximately 23 miles east-northeast of the site. At the northern end, the San Antonio fault starts at the San Jacinto fault zone near Lytle Creek where it trends southerly towards Mount Baldy and diverging into southern and western segments. The fault has left lateral geometry that offsets granitic rocks that probably started contemporaneously during San Andreas fault development (middle Miocene) (Heaton and Nourse, 2010). The CGS and USGS (2006) classify the fault as late Quaternary.

5.5 GEOLOGIC-SEISMIC HAZARDS

Fault Rupture

The site is not within a currently established Alquist-Priolo Earthquake Fault Zone (A-P Zone) for surface fault rupture hazards. The closest A-P Zone, established for the East

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Montebello fault the California Geological Survey (CDMG, 2002; USGS/CGS, 2006), is located approximately 3.8 miles north of the site. The closest active fault with the potential for surface rupture is the Whittier fault, located approximately 2.1 miles east-northeast of the site. Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located directly beneath or projecting toward the site. Therefore, the potential for surface rupture due to fault plane displacement propagating to the surface at the site during the design life of the proposed development is considered low.

Seismicity

Earthquake Catalog Data

The seismicity of the region surrounding the proposed site was determined from research of an electronic database of seismic data (Southern California Earthquake Center, 2016). This database includes earthquake data compiled by the California Institute of Technology from 1932 through 2015 and data for 1812 to 1931 compiled by Richter and the U.S. National Oceanic Atmospheric Administration (NOAA). The search for earthquakes that occurred within 100 kilometers of the proposed site indicates that 434 earthquakes of magnitude 4.0 and greater occurred from 1932 through 2015; 3 earthquakes of magnitude 6.0 or greater occurred between 1906 and 1931; and 1 earthquake of magnitude 7.0 or greater occurred between 1812 and 1905. A list of these earthquakes is presented as Table 3. Epicenters of some of the moderate and major earthquakes (greater than magnitude 5.0) are shown in Figure 5.

In Table 3, the information for each earthquake includes date and time in Greenwich Civil Time (GCT), location of the epicenter in latitude and longitude, quality of epicentral determination (Q), depth in kilometers, distance from the site in kilometers, and magnitude. Where a depth of 0.0 is given, the solution was based on an assumed 16- kilometer focal depth. The explanation of the letter code for the quality factor of the data is presented on the first page of the table.

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Historic Earthquakes

A number of earthquakes of moderate to major magnitude have occurred in the Southern California area within the last 80 years. A partial list of these earthquakes is included in the following table. List of Historic Earthquakes Earthquake Distance to Direction (Oldest to Youngest) Date of Earthquake Magnitude Epicenter to (mi) Epicenter Long Beach 11-Mar-33 6.4 26 S Tehachapi 21-Jul-52 7.5 88 NW San Fernando 9-Feb-71 6.6 35 NW Whittier Narrows 1-Oct-87 5.9 6 N Sierra Madre 28-Jun-91 5.8 21 N Landers 28-Jun-92 7.3 96 ENE Big Bear 28-Jun-92 6.3 74 NE Northridge 17-Jan-94 6.7 30 NW Hector Mine 16-Oct-99 7.1 112 NE Sierra El Mayor 4-Apr-10 7.2 215 SE La Habra 28-Mar-14 5.1 11 SE

The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices.

Slope Stability

The relatively flat-lying topography at the site precludes both stability problems and the potential for lurching (earth movement at right angles to a cliff or steep slope during ground shaking). According to the County of Los Angeles Seismic Safety Element (2008 and 1990), the site is not within an area identified as having a potential for slope instability. Additionally, the site is not located within an area identified as having a potential for seismic slope instability (CDMG, 1999). There are no known landslides near the site, nor is the site in the path of any known or potential landslides.

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Liquefaction and Seismically-Induced Settlement

Liquefaction potential is greatest where the groundwater level is shallow, and submerged loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases.

According to the County of Los Angeles Seismic Safety Element (2008 and 1990), and the California Geological Survey (CDMG, 1999), the site is within an area identified as having a potential for liquefaction. The historic high groundwater level is approximately 10 feet bgs (CDMG, 1998). Based on the densities encountered in our borings below the historic-high groundwater level, the alluvial deposits are not considered subject to liquefaction. Additionally, groundwater was not encountered within the upper 50 feet and based on groundwater level measurements in nearby wells, the current groundwater level is at a depth greater than 50 feet. Therefore, the potential for liquefaction and the associated ground deformation beneath the site is considered to be low.

Seismically-induced settlement often occurs when loose to medium dense granular soils densify during ground shaking. If such settlement were uniform beneath a given structure, damage would be minimal. However, due to variations in distribution, density, and confining conditions of the soils, such settlement is generally non-uniform and can cause serious structural damage. Such seismically-induced settlement can occur in both dry, partially, and fully saturated granular soils.

To evaluate the site-specific potential for seismically-induced settlement above the groundwater level, we have computed the geometric mean peak ground acceleration (PGA) for the maximum considered earthquake, which is consistent with the requirements of the 2013 CBC and ASCE 7-10 for liquefaction evaluations. This ground motion was corrected to be compatible with a Magnitude 7.5 earthquake. The Magnitude-7.5 compatible PGA computed in this manner for the subject site is 0.66g.

We have computed the potential for seismically-induced settlement above the groundwater level in accordance with the methodology of Tokimatsu and Seed (1987).

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Based on the results of our analyses, we estimate that the seismically-induced settlement beneath the site will be on the order of ¾ inch.

Tsunamis, Inundation, Seiches, and Flooding

The site is not in a coastal area and at an approximate elevation of 166 feet MSL. Therefore, tsunamis (seismic sea waves) are not considered a significant hazard at the site.

According to the City of Pico Rivera (2014) and the County of Los Angeles Seismic Safety Element (1990), the site located within a potential inundation area for an earthquake- induced dam failure from the Whittier Narrows Dam. However, this dam, as well as others in California, are continually monitored by various governmental agencies (such as the State of California Division of Safety of Dams and the U.S. Army Corps of Engineers) to guard against the threat of dam failure. Therefore, the potential for inundation at the site as a result of an earthquake-induced dam failure is considered low.

The site is not located downslope of any large bodies of water that could adversely affect the site in the event of earthquake-induced seiches (wave oscillations in an enclosed or semi-enclosed body of water).

The site is located in an area of 0.2% annual chance flood (Zone X) as designated by the Federal Emergency Management Association (FEMA, 2008). Therefore, the potential for flooding to affect the site is considered low.

Subsidence

The site is not within an area of known subsidence associated with fluid withdrawal (groundwater or petroleum), peat oxidation, or hydrocompaction.

Oil Wells

The site is not located within the limits of an oil field, according to the well finder system of the California Division of Gas and Geothermal Resources (DOGGR, 2016). The closest oil field, the Whittier Oil Field, is located 1.5 miles northeast of the site. Plugged and

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abandoned oil exploration holes are not known to be located near the site; however, there is a remote possibility that undocumented wells could be encountered during construction. Any well encountered would need to be properly abandoned in accordance with the current requirements of DOGGR.

Methane Gas

The site is not located in an oil field and according to California Division of Oil, Gas and Geothermal Resources’ Well Finder System (DOGGR, 2016). There are no known oil wells on the site. Therefore, the potential for methane and other volatile gases to occur beneath the site is to be low.

Volcanic Eruption

The site is not located in an area of recent volcanism. Therefore, the potential for volcanic activity is considered to be low.

Radon Gas

According to the CGS, the site is not located in an area of radon gas potential for indoor levels above 4.0 picocuries per liter (CGS, 2005). Therefore, the potential for moderate to high levels of radon gas intrusion is considered to be low.

Naturally Occurring Asbestos

The site is not located in an area of naturally occurring asbestos (CGS, 2011).

5.6 CONCLUSIONS

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shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices.

According to the City of Pico Rivera and County of Los Angeles, the site is within potential dam inundation area. Dams are routinely inspected by state and federal agencies; therefore, the potential for inundation is low. The relatively flat-lying topography at the site precludes stability problems. The potential for other geologic hazards such as liquefaction, tsunamis, inundation, seiches, flooding, subsidence, methane gas, radon gas, asbestos, and volcanism affecting the site is considered to be low. However, there is a potential for seismically-induced settlement of the unsaturated loose and medium dense sandy soils beneath the site.

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6.0 RECOMMENDATIONS

6.1 GENERAL

The existing fill soils are not uniformly well compacted and records documenting their placement and compaction are not available; therefore, these fill soils are not considered suitable for support of the proposed building, pavement, or other exterior concrete walks and slabs on grade. In addition, the upper natural soils are generally only loose to medium stiff. Accordingly, in order to support the proposed building on conventional spread/continuous footings, all existing fill soils and the upper natural soils should be excavated to allow for the placement of at least two feet of properly compacted fill beneath foundations. The existing fill soils and upper natural soils should also be excavated to allow for the placement of at least two feet of properly compacted fill beneath pavement and exterior concrete walks and slabs on grade and any floor slabs on grade (although none are anticipated for the proposed modular building). However, beneath pavement and exterior concrete walks and slabs, particularly in areas that are currently paved, the existing fill and upper natural soils may be left in place if the risk of settlement, cracking, and greater than normal maintenance is considered acceptable. For areas that are currently paved, this risk may be evaluated based on the past performance of the pavement.

6.2 FOUNDATIONS

Bearing Value

Spread/continuous footings carried at least 2 feet below the lowest adjacent grade or floor level may be designed to impose a net dead-plus-live load pressure of 2,500 pounds per square foot if underlain by at least two feet of properly compacted fill soils.The overexcavation should be deepened as necessary to extend into satisfactory soils.

A one-third increase may be used for wind or seismic loads. The recommended bearing value is a net value, and the weight of concrete in the footings may be taken as 50 pounds per cubic foot; the weight of soil backfill may be neglected when determining the downward loads.

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Settlement

We estimate the settlement of the proposed restroom building, supported on spread footings in the manner recommended, will be less than ½ inch for the anticipated loading. Differential settlement between adjacent supports expected to be ¼ inch or less.

Lateral Resistance

Lateral loads may be resisted by soil friction and by the passive resistance of the compacted fill soils. A coefficient of friction of 0.4 may be used between the footings and the floor slab (where applicable) and the supporting soils. The passive resistance of natural soils or properly compacted fill soils may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance.

6.3 SEISMIC DESIGN PARAMETERS

Mapped Seismic Design Parameters

We have determined the seismic parameters in accordance with the Section 1613A of the 2013 edition of the CBC and Section 11.4 of ASCE 7-10 Standard (ASCE, 2010) using the United States Geological Survey program, U.S. Seismic Design Maps Web Application (USGS, 2013). The CBC Site Class was determined to be Site Class “D” based on the results of the explorations and a review of the local soil and geologic conditions. The mapped seismic parameters may be taken as presented in the following table:

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Parameter Mapped Value

SS (0.2 second period, Site Class B) 2.234g S1 (1.0 second period, Site Class B) 0.787g Site Class D Fa 1.0 Fv 1.5

SMS = FaS S (0.2 second period) 2.234g

SM1 = FvS1 (1.0 second period) 1.181g

SDS = 2/3 x SM S (0.2 second period) 1.489g

SD1 = 2/3 x SM 1 (1.0 second period) 0.787g By: WL 1/11/16 Chkd By: LT 1/18/2016

Site-Specific Response Spectra

We have performed a Probabilistic Seismic Hazard Analyses (PSHA) and a Deterministic Seismic Hazard Analyses (DSHA) using the computer program EZ-FRISK (Risk Engineering, 2014) in order to develop site-specific response spectra in accordance with the 2013 CBC and Chapter 21 of ASCE 7-10. For the DSHA, a composite deterministic response spectrum was compiled from the maximum of the 84 th percentile spectral ordinates computed for known nearby faults. In addition to known fault sources, background seismicity was also included in the PSHA. The computed PSHA and DSHA ground motions were converted to maximum direction ground motions using the multiplication factors recommended in Shahi and Baker (2013).

The site-specific probabilistic and deterministic response spectra were developed using the average ground motions obtained from the Next Generation Attenuation (NGA) West 2 relationships of Abrahamson et al. (2014), Boore et al. (2014), Campbell and Bozorgnia (2014), Chiou and Youngs (2014). For all four NGA relationships, we have used an average shear wave velocity in the upper 30 meters equal to 270 meters per second based on a review of the local soil and geologic conditions. We have used a depth to a shear wave velocity of 1,000 meters per second beneath the site (Z 1.0 ) and a depth to a shear wave velocity of 2,500 meters per second (Z 2.5 ) based on the equations provided by the NGA West2 authors.

In accordance with Chapter 21 of ASCE 7-10, the probabilistic Risk-Targeted Maximum

Considered Earthquake (MCE R) response spectrum was taken as the maximum direction

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response spectrum with a 2% probability of being exceeded in 50 years multiplied by the risk coefficients C RS and C R1 . The risk-targeted coefficients, C RS and C R1 were taken from

Figures 22-17 and 22-18 in ASCE 7-10. The value of C RS was applied for periods less than or equal to 0.2 second, the value of C R1 was applied for periods greater than or equal to 1.0 second, and linear interpolation was used to determine the risk coefficient between 0.2 second and 1.0 second. The CRS and C R1 values for this project were determined to be 0.935 and 0.958, respectively.

ASCE 7-10 defines the deterministic MCE R response spectrum as the maximum of the composite deterministic response spectrum and the deterministic lower limit, as defined on Figure 21.2-1 of ASCE 7-10. The site-specific MCE R response spectrum was then taken as a composite of the probabilistic and deterministic MCE R response spectra, determined as described above, which consisted of the lesser of the spectral ordinates between the two spectra. The 5% damped site-specific MCE R response spectrum and its components are shown on Figure 6. The site-specific design response spectrum was computed by multiplying the ordinates of the site-specific MCE R response spectrum by two-thirds, with a lower limit at all periods of 80% of the spectral ordinates of the general design response spectrum determined in accordance with Section 11.4.5 of ASCE 7-10. The 5% damped site-specific design response spectrum and its components are shown on Figure 7. The site-specific MCE R and design response spectra are presented in digitized form for 5% of critical structural damping in Table 4.

Based on the results of our analyses, the site-specific design acceleration parameters, as defined in Section 21.4 of ASCE 7-10, S DS and S D1 , may be taken as 1.44g and 1.09g, respectively, and the site-specific MCE R acceleration parameters, S MS and S M1 , may be taken as 2.16g and 1.64g, respectively.

6.4 FLOOR SLAB SUPPORT

Although not anticipated, if the proposed building will have a floor slab on grade, the recommendations in this section should be followed and the subgrade should be prepared as recommended in the following section on grading.

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Construction activities and exposure to the environment can cause deterioration of the prepared subgrade. Therefore, we recommend our that our field representative observe the condition of the final subgrade soils immediately prior to slab on grade construction, and, if necessary, perform further density and moisture content tests to determine the suitability of the final prepared subgrade.

If vinyl or other moisture-sensitive floor covering is planned, we recommend that the floor slab in those areas be underlain by a capillary break consisting of a vapor-retarding membrane over a 4 inch-thick layer of gravel. A 2-inch-thick layer of sand should be placed between the gravel and the membrane to decrease the possibility of damage to the membrane. We suggest the following gradation for the gravel:

Sieve Size Percent Passing ¾” 90 - 100 No. 4 0 - 10 No. 100 0 - 3

A low-slump concrete should be used to minimize possible curling of the slab. A 2-inch- thick layer of coarse sand can be placed over the vapor retarding membrane to reduce slab curling. If this sand bedding is used, care should be taken during the placement of the concrete to prevent displacement of the sand. The concrete slab should be allowed to cure properly before placing vinyl or other moisture-sensitive floor covering. The sand and gravel layers may be considered part of the required two-foot thick layer of properly compacted fill beneath floor slabs.

6.5 PAVING

To provide support for paving, the subgrade soils should be prepared as recommended in the following section on grading. Compaction of the subgrade, including trench backfills, to at least 95%, and achieving a firm, hard, and unyielding surface will be important for paving support. The preparation of the paving area subgrade should be performed immediately prior to placement of the base course. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving.

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To provide data for design of paving sections, the R-value of a sample of the upper soils was tested. The test results, which indicate an R-value of 44, are presented in the Appendix.

Asphalt Concrete Paving

The required paving and base thicknesses will depend on the expected wheel loads and volume of traffic (Traffic Index or TI). Assuming that the paving subgrade will consist of the on-site or comparable soils compacted to at least 90% as recommended, the minimum recommended paving thicknesses are presented in the following table.

Assumed Asphalt Base Traffic Index Concrete Course (Inches) (Inches) 4 (Automobile Parking) 3 4 5 (Driveways with Light Truck Traffic) 3 5½ 6 (Driveways with Heavy Truck Traffic and Fire Trucks) 4 6½

The asphalt paving sections were determined using the Caltrans design method. We can determine the recommended paving and base course thicknesses for other Traffic Indices if required. Careful inspection is recommended to verify that the recommended thicknesses or greater are achieved, and that proper construction procedures are followed. The above sections are also applicable where a polyurethane or vulcanized rubber coating is applied to the surface of the asphalt.

Portland Cement Concrete Paving

Portland cement concrete paving sections were determined in accordance with procedures developed by the Portland Cement Association. Concrete paving sections for a range of Traffic Indices are presented in the following table. We have assumed that the portland cement concrete will have a compressive strength of at least 3,000 pounds per square inch.

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Assumed Concrete Base Course Traffic Index Paving (Inches) (Inches) 4 (Automobile Parking) 7 4 5 (Driveways with Light Truck Traffic) 7 4 6 (Driveways with Heavy Truck Traffic and Fire Trucks) 7½ 4

The paving should be provided with expansion joints at regular intervals no more than 15 feet in each direction. Load transfer devices, such as dowels or keys, are recommended at joints in the paving to reduce possible offsets. The paving sections in the above table have been developed based on the strength of unreinforced concrete. Steel reinforcing may be added to the paving to reduce cracking and to prolong the life of the paving.

Base Course

The base course for both asphaltic and concrete paving should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State of California, Department of Transportation, Standard Specifications. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2 of the latest edition of the Standard Specifications for Public Works Construction. The base course should be compacted to at least 95%.

6.6 GRADING

General

Since records documenting the placement and compaction of the existing fill soils are not available, the existing fill soils are not considered suitable for support of the proposed building, pavement, or other exterior concrete walks and slabs on grade. In addition, the upper natural soils are generally only loose to medium stiff. Accordingly, in order to support the proposed building on conventional spread/continuous footings, all existing fill soils and the upper natural soils should be excavated to allow for the placement of at least two feet of properly compacted fill beneath foundations. The excavations should extend laterally beyond the outer edge of the building footings a distance equal to the depth of excavation beneath the footings.

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The existing fill soils and upper natural soils should also be excavated to allow for the placement of at least two feet of properly compacted fill beneath pavement and exterior concrete walks and slabs on grade and any floor slabs on grade (although none are anticipated for the proposed modular building). However, beneath pavement and exterior concrete walks and slabs, particularly in areas that are currently paved, the existing fill and upper natural soils may be left in place if the risk of settlement, cracking, and greater than normal maintenance is considered acceptable. For areas that are currently paved, this risk may be evaluated based on the past performance of the pavement. Where this option is exercised, the exposed subgrade should be carefully inspected by a representative of our firm to identify any soft or disturbed areas that may required additional excavation and/or compaction.

All required fill should be uniformly well compacted and observed and tested during placement. The on-site soils may be used in any required fill.

Site Preparation

After the site is cleared and any existing fill soils and upper natural soils are excavated as recommended, the exposed soils should be carefully observed for the removal of all unsuitable deposits. Next, the exposed soils should be scarified to a depth of 6 inches, brought to near-optimum moisture content, and rolled with heavy compaction equipment. At least the upper 6 inches of the exposed soils should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557 method of compaction.

Good drainage of surface water should be provided by adequately sloping all surfaces. Such drainage will be important to reduce infiltration of water beneath floor slabs, pavement, and hardscape.

Excavation and Temporary Slopes

Where excavations are deeper than about 4 feet, the sides of the excavations should be sloped back at 1:1 (horizontal to vertical) or shored for safety. Unshored excavations should not extend below a plane drawn at 1½:1 (horizontal to vertical) extending

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downward from adjacent existing footings. We would be pleased to present data for design of shoring, if required.

Excavations should be observed by personnel of our firm so that any necessary modifications based on variations in the soil conditions can be made. All applicable safety requirements and regulations, including OSHA regulations, should be met.

Compaction

Any required fill should be placed in loose lifts not more than 8-inches-thick and compacted. The fill should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557 method of compaction. The moisture content of the on-site soils at the time of compaction should vary no more than 2% below or above optimum moisture content.

Backfill

All required backfill should be mechanically compacted in layers; flooding should not be permitted. Proper compaction of backfill will be necessary to reduce settlement of the backfill and to reduce settlement of overlying slabs and paving. Backfill should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557 method of compaction.

The on-site soils may be used in the compacted backfill. The exterior grades should be sloped to drain away from the foundations to prevent ponding of water.

Some settlement of the backfill should be expected, and any utilities supported therein should be designed to accept differential settlement, particularly at the points of entry to the buildings. Also, provisions should be made for some settlement of pavement and concrete walks supported on backfill.

Material for Fill

The on-site soils, less any debris or organic matter, may be used in required fills. Cobbles larger than 4 inches in diameter should not be used in the fill. Any required import

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material should consist of relatively non-expansive soils with an expansion index of less than 35. The imported materials should contain sufficient fines (at least 15% passing the No. 200 sieve) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be approved by our personnel prior to being placed at the site.

6.7 GEOTECHNICAL OBSERVATION

The reworking of the upper soils and the compaction of all required fill should be observed and tested during placement by a representative of our firm. This representative should perform at least the following duties:

• Observe the clearing operations for proper removal of all unsuitable materials.

• Observe the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished subgrade. The representative should also observe proofrolling and delineation of areas requiring overexcavation.

• Evaluate the suitability of on-site and import soils for fill placement; collect and submit soil samples for required or recommended laboratory testing where necessary.

• Observe the fill and backfill for uniformity during placement.

• Test backfill for field density and compaction to determine the percentage of compaction achieved during backfill placement.

• Observe and probe foundation materials to confirm that suitable bearing materials are present at the design foundation depths.

The governmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits can be obtained and arrangements can be made for required inspection(s). The contractor should be familiar with the inspection requirements of the reviewing agencies.

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7.0 BASIS FOR RECOMMENDATIONS

The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during our subsurface explorations. We have made our recommendations based upon experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in the structure configuration, loads, location, or the site grades should be provided to us so that we can review our conclusions and recommendations and make any necessary modifications.

The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to verify that the actual soil conditions are as expected. This also provides for the procedure whereby the client can be advised of unexpected or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechnically related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be limited to the extent that we would not be the geotechnical engineer of record.

33 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

8.0 BIBLIOGRAPHY

Barrows, A. G., 1974, "A Review of the Geology and Earthquake History of the Newport- Inglewood Structural Zone, Southern California," California Division of Mines and Geology Special Report 114.

Bryant, W. A., Hart, E.W., 2007, “Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps,” Interim Revision 2007.

California Department of Water Resources. 1970. "Meeting Water Demands m the Chino- Riverside Area," Appendix A-Water Supply Bulletin 104-3.

California Department of Water Resources, 1966, "California Department of Water Resources, 1966, "Planned Utilization of Groundwater Basin, San Gabriel Valley," Bulletin 104-2, Appendix A.

California Department of Water Resources (DWR), 2003, “California’s Groundwater,” Bulletin 118, Update 2003.

California Division of Mines and Geology, 1999, “Seismic Hazard Zone Map, Whittier Quadrangle”, Official Map, released March 25, 1999.

California Division of Mines and Geology, 1998, “Seismic Hazard Zone Report for the Whittier 7.5-Minute Quadrangle, Los Angeles and Orange Counties, California,” Seismic Hazard Zone Report 037.

California Division of Oil, Gas and Geothermal Resources (DOGGR), 2016, “DOGGR Well Finder System,”

California Geological Survey, 2014, “Earthquake Fault Zones Official, Hollywood Quadrangle, Official Map,” released November 6, 2014.

California Geological Survey and USGS, 2011, “Reported Historic Asbestos Mines, Historic Asbestos Prospects, and other Natural Occurrences of Asbestos in California," USGS Open File Report 2011-1188.

California Geological Survey, 2005, “Radon Potential Zone Map for Southern Los Angeles County, California,” January, 2005.

California Geological Survey, 2002, GIS Files of Official Alquist-Priolo Earthquake Fault Zones, Southern Region, May 31, 2002.

Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Wills, C.J., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps June 2003: California Geological Survey,

34 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Converse Consultants, Earth Science Associates, Geo-Resource Consultants, 1981, “Geotechnical Investigation Report, Volume I; Volume II – Appendicies 1 and 2,” for Southern California Rapid Transit Metro Rail Project.

Crook, R., Jr., Allen, C. R., Kamb, B., Payne, C. M., and Proctor, R. J., 1987, “Quaternary Geology and Seismic Hazard of the Sierra Madre and Associated Faults Western San Gabriel Mountains,” in U.S. Geological Survey Professional Paper 1339, Ch. 2, pp. 27–63.

Crook, R., Jr., and Proctor, R. J., 1992 “The Santa Monica and Hollywood Faults and the Southern Boundary of the Transverse Ranges Province” in Engineering Geology Practice in Southern California.

Dolan, J. F., Sieh, K. E., Rockwell, T. K., Guptill, P., and Miller, G., 1997, “Active Tectonics, Paleoseismology, and Seismic Hazards of the Hollywood Fault, Northern Los Angeles Basin, California,” Geological Society of America Bulletin, Vol. 109, No. 12.

Dolan, J. F., Sieh, K., and Rockwell, T. K., 2000a, “Late Quaternary Activity and Seismic Potential of the Santa Monica Fault System, Los Angeles, California,” Geological Society of America Bulletin, Vol. 12, No. 10.

Dolan, J. F., Stevens, D., and Rockwell, T. K., 2000b, "Paleoseismologic Evidence for an Early to Mid-Holocene Age of the Most Recent Surface Fault Rupture on the Hollywood Fault, Los Angeles, California," Bulletin of the Seismological Society of America, Vol. 90, p.p. 334-344.

Federal Emergency Management Agency, 2008, Flood Insurance Rate Map, Map Number FM06037C1830F, .

Field, E.H., Biasi, G.P., Bird, P., Dawson, T.E., Felzer, K.R., Jackson, D.D., Johnson, K.M., Jordan, T.H., Madden, C., Michael, A.J., Milner, K.R., Page, M.T., Parsons, T., Powers, P.M., Shaw, B.E., Thatcher, W.R., Weldon, R.J., II, and Zeng, Y., 2013, Uniform California earthquake rupture forecast, version 3 (UCERF3)—The time- independent model: U.S. Geological Survey Open-File Report 2013–1165, 97 p., California Geological Survey Special Report 228, and Southern California Earthquake Center Publication 1792, http://pubs.usgs.gov/of/2013/1165/

Grant, L. B., Ballenger, L. J., and Runnerstrom, E. E., 2002, “Coastal Uplift of the San Joaquin Hills, Southern Los Angeles Basin, California, by a Large Earthquake Since A. D. 1635,” Bulletin of the Seismological Society of America, Vol. 92, No. 2, pp. 590-599.

Grant, L. B., Mueller, K. J., Gath, E. M., and Munro, R., 2000, “Late Quaternary Uplift and Earthquake Potential of the San Joaquin Hills, Southern Los Angeles Basin, California,” Geology, Vol. 28, No. 4, p. 384.

Grant, L. B., Mueller, K. J., Gath, E. M., Cheng, H., Edwards, R.E., and Munro, R., 1999, “Late Quaternary Uplift and Earthquake Potential of the San Joaquin Hills, Southern Los Angeles Basin, California” Geology, Vol. 27, p. 1031-1034.

35 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Harza, 1998, “Fault Rupture Hazard Investigation, Proposed after Sunset Project, Southeast Corner of Sunset and La Cienaga Boulevards, West Hollywood,” consultant report prepared for Griffin Reality LLC, January 28, 1998, 30 pages.

Hauksson, E., 1987, “Seismotectonics of the Newport-Inglewood Fault Zone in the Los Angeles Basin, Southern California,” Bulletin of the Seismological Society of America, Vol. 77, pp. 539–561.

Heaton, Daniel and Nourse, Jonathan, 2010, Comparison of Late Cretaceous Plutonic Rocks across the left-Lateral San Antonio Canyon fault, San Gabriel Mountains, California, in Saint, P., Herzberg, M. and Zaprianoff, B., (eds.) , Geology and Hydrology in the Eastern San Gabriel Mountains Through the River of Time, Field Trip Guidebook for South Coast Geological Society, June 18-19, pp. 117-124.

Jennings, C. W., 1994, "Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions," California Division of Mines and Geology Map No. 6.

Jennings, C.W., and Bryant, W.A., 2010, “Fault Activity Map of California,” California Geological Survey, Geologic Data Map Series No. 6, map scale 1:750,000.

Law/Crandall, 2000, "Report of Fault Rupture Hazard Investigation, 1840 North Highland Avenue, Hollywood District, Los Angeles, California," Project No. 70131-9- 0337.0001.

Law/Crandall, 1993, “Report of Potential Fault Displacements, Wastewater Treatment Plant Number 2, Huntington Beach, California, for County Sanitation Districts of Orange County,” Project No. 2661.30140.0001.

LeRoy Crandall and Associates, 1978, “Report of Geologic Studies Related to Raymond Fault Identification, San Marino High School, San Marino, California,” Project No. E- 77186.

Leon, L.A., Dolan, J.F., Shaw, J.H. and Pratt, T.L., 2009. “Evidence for large Holocene earthquakes on the Compton thrust fault, Los Angeles, California,” Journal of Geophysical Research 114: doi: 10.1029/2008JB006129. issn: 0148-0227.

Los Angeles, County of, 2008, "Seismic Safety Element of the Los Angeles County General Plan."

Los Angeles, County of, 1990, "Technical Appendix to the Safety Element of the Los Angeles County General Plan," Draft Report by Leighton and Associates with Sedway Cooke Associates.

Los Angeles, County of, 1974, “Seismic Safety Element.”

Mark, R. K., 1977, "Application of Linear Statistical Models of Earthquake Magnitude Versus Fault Length in Estimating Maximum Expectable Earthquakes," Geology, Vol. 5, pp. 464-466.

36 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Oskin, M., Sieh, K., Rockwell, T., Miller, G., Guptill, P., Curtis, M., McArdle, S., and Elliott, P., 2000, “Active Parasitic Folds on the Elysian Park Anticline, Implications for Seismic Hazard in Central Los Angeles, California,” Geological Society of America Bulletin, Vol. 112, No. 5, pp.693-707.

Pico Rivera, The City of, “General Plan,” 2014.

Rubin, C. M., Lindvall, S. C., and Rockwell, T. K., 1998, “Evidence for Large Earthquakes in Metropolitan Los Angeles,” Science, p. 398-402.

Ryan, J.A., Burke, J.N., Walden, A.F., and Wieder, D.P., 1982, "Seismic Refraction Study of the El Modeno Fault, Orange County, California," California Geology, Vol.35, No. 2.

Shaw, J. H., Plesch, A., Dolan, J. F., Pratt, T. L. and Fiore, P., 2002, “Puente Hills Blind – Thrust System, Los Angeles, California,” Bulletin of the Seismological Society of America, Vol. 92, No. 8, pp 2946-2960.

Slemmons, D. B., 1979, “Evaluation of Geomorphic Features of Active Faults For Engineering Design and Siting Studies,” Association of Engineering Geologists Short Course.

Saucedo, G.J., 1999, Geological map of the Whittier 7.5-minute quadrangle Los Angeles and Orange counties, California: California Division of Mines and Geology, Open- File Report 99-04, scale 1:24,000.

Southern California Earthquake Center, 2016, Significant Earthquakes and Faults, http://www.data.scec.org/significant/index.html

Triemen, J.A., 1991, “Whittier Fault Zone, Los Angeles and Orange Counties, California,” California Division of Mines and Geology Fault Evaluation Report FER-222.

Tucker, A. Z. and Dolan J. F., 2001, “Paleoseismic evidence for a > 8 ka age of the most recent surface rupture on the eastern Sierra Madre fault, northern Los Angeles metropolitan region, California” Bulletin of the Seismological Society of America, v. 91, p. 232-249.

U.S. Geological Survey and California Geological Survey, 2006, Quaternary Fault and Fold Database for the United States, accessed 4-30-14, from USGS web site: http//earthquakes.usgs.gov/regional/qfaults/. Weaver, K. D. and Dolan, J. F., 2000, “Paleoseismology and Geomorphology of the Raymond Fault, Los Angeles County, California,” Bulletin of the Seismological Society of America, Vol. 90, pp. 1409-1429.

Wesnousky, S. G., 1986, "Earthquakes, Quaternary Faults and Seismic Hazard in California," Journal of Geophysical Research, Vol. 91, No. B12, pp. 12,587-12,631.

William Lettis & Associates, 1998, “Supplemental Fault Rupture Hazard Investigation, After Sunset Project, SE Corner of Sunset and La Cienega Blvds., West Hollywood,

37 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

California,” consultant report prepared for Griffin Realty II, LLC, March 2, 1998, 4 pages.

Yeats, R.S., 2004, “Tectonics of the San Gabriel Basin and Surroundings, Southern California,” Geological Society of America Bulletin, Vol. 116, No. 9/10, pp. 1158- 1182.

Yeats, R.S., 2002, “The Chino Fault and its Relation to Slip on the Elsinore and Whittier Faults and Blind Thrusts in the Puente Hills,” Final Technical Report, Grant 02HQGR0046, USGS.

Yeats, R.S., 2000, “Earthquake Hazards of the San Gabriel Valley, Southern California,” USGS.

Ziony, J. I., and Jones, L. M., 1989, “Map Showing Late Quaternary Faults and 1978–1984 Seismicity of the Los Angeles Region, California,” U.S. Geological Survey Miscellaneous Field Studies Map MF-1964.

38 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

TABLES

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 1 Major Named Faults Considered to be Active in Southern California Fault Maximum Slip Rate Distance From Direction (in increasing distance) Magnitude (mm/yr.) Site From (miles) Site Puente Hills Blind Thrust 7.1 (a) BT 0.9 0* --- Compton Thrust 6.8 (a) BT 0.9 0* --- Whittier 6.8 (a) SS 2.5 2.1 ENE Upper Elysian Park 6.4 (a) BT 1.9 5.9** N Raymond 6.5 (a) RO 2 9.6 N Newport-Inglewood Zone 7.1 (a) SS 1 12 WSW Sierra Madre 7.2 (a) RO 2 13 NNE Clamshell-Sawpit 6.5 (a) RO 0.4 13 NNE Verdugo 6.9 (a) RO 0.4 14 NNW Hollywood 6.4 (a) RO 0.9 14 NW Palos Verdes 7.3 (a) SS 3 18 SW Santa Monica 6.6 (a) RO 1 20 WNW Chino 6.7 (a) NO 1 22 E San Gabriel 7.2 (a) SS 0.4 22 NNW San Joaquin Hills 6.6 (a) BT 0.6 22** SSE San Fernando 6.7 (a) RO 2 24 NNW Elsinore (Glen Ivy Section) 6.8 (a) SS 5 25 ESE Northridge Thrust 7 (a) BT 1.5 25** NW Cucamonga 6.9 (a) RO 1.5 26 ENE Santa Susana 6.7 (a) RO 6 31 NW Malibu Coast 6.7 (a) RO 0.3 33 WNW San Andreas (Mojave Section) 7.4 (a) SS 34 34 NE San Jacinto (San Bernardino 6.7 (a) SS 6 38 ENE Segment) Prepared by: PER 01/18/16 Checked by: 01/19/16 (a) Cao et al., 2003; Field et al., 2013 (magnitudes, slip rates) SS Strike Slip NO Normal Oblique RO Reverse Oblique BT Blind Thrust (*) Site is located within surface projection of thrust fault (**) Distance is closest point to surface projection of thrust fault

T-1

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 2 Major Named Faults Considered to be Potentially Active in Southern California Fault Maximum Slip Rate Distance From Direction (in increasing distance) Magnitude (mm/yr.) Site From Site (miles)

Walnut Creek N SS N 7.4 NE Los Alamitos (b) 0.1 10 SSW 6.2 SS 12 ENE San Jose 6.4 (a) RO 0.4 Indian Hill 6.6 (b) RO 0.1 13 NE El Modeno (b) 0.1 16 SW 6.5 NO Peralta Hills 6.5 (b) RO 0.1 17 SW

Central Avenue N NO N 20 ENE San Antonio N SS N 23 ENE Prepared by: PER 01/18/16 Checked by: PJE 01/19/16 (a) Cao et al., 2003; Field et al., 2013 (magnitudes, slip rates) (b) Mark, 1977 (c) Slemmons, 1979 (d) Wesnousky, 1986 (e) Yeats, 2004 SS Strike Slip NO Normal Oblique RO Reverse Oblique N No Estimate

T-2

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

11-01-1932 04:45:00 34.00 N 117.25 W E 77 .0 4.0 03-11-1933 01:54:07 33.62 N 117.97 W A 42 .0 6.4 03-11-1933 02:04:00 33.75 N 118.08 W C 26 .0 4.9 03-11-1933 02:05:00 33.75 N 118.08 W C 26 .0 4.3 03-11-1933 02:09:00 33.75 N 118.08 W C 26 .0 5.0 03-11-1933 02:10:00 33.75 N 118.08 W C 26 .0 4.6 03-11-1933 02:11:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 02:16:00 33.75 N 118.08 W C 26 .0 4.8 03-11-1933 02:17:00 33.60 N 118.00 W E 43 .0 4.5 03-11-1933 02:22:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 02:27:00 33.75 N 118.08 W C 26 .0 4.6 03-11-1933 02:30:00 33.75 N 118.08 W C 26 .0 5.1 03-11-1933 02:31:00 33.60 N 118.00 W E 43 .0 4.4 03-11-1933 02:52:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 02:57:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 02:58:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 02:59:00 33.75 N 118.08 W C 26 .0 4.6 03-11-1933 03:05:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 03:09:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 03:11:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 03:23:00 33.75 N 118.08 W C 26 .0 5.0 03-11-1933 03:36:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 03:39:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 03:47:00 33.75 N 118.08 W C 26 .0 4.1 03-11-1933 04:36:00 33.75 N 118.08 W C 26 .0 4.6 03-11-1933 04:39:00 33.75 N 118.08 W C 26 .0 4.9 03-11-1933 04:40:00 33.75 N 118.08 W C 26 .0 4.7 03-11-1933 05:10:22 33.70 N 118.07 W C 31 .0 5.1 03-11-1933 05:13:00 33.75 N 118.08 W C 26 .0 4.7 03-11-1933 05:15:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 05:18:04 33.58 N 117.98 W C 46 .0 5.2 03-11-1933 05:21:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 05:24:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 05:53:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 05:55:00 33.75 N 118.08 W C 26 .0 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-3

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-11-1933 06:11:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 06:18:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 06:29:00 33.85 N 118.27 W C 22 .0 4.4 03-11-1933 06:35:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 06:58:03 33.68 N 118.05 W C 33 .0 5.5 03-11-1933 07:51:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 07:59:00 33.75 N 118.08 W C 26 .0 4.1 03-11-1933 08:08:00 33.75 N 118.08 W C 26 .0 4.5 03-11-1933 08:32:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 08:37:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 08:54:57 33.70 N 118.07 W C 31 .0 5.1 03-11-1933 09:10:00 33.75 N 118.08 W C 26 .0 5.1 03-11-1933 09:11:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 09:26:00 33.75 N 118.08 W C 26 .0 4.1 03-11-1933 10:25:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 10:45:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 11:00:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 11:04:00 33.75 N 118.13 W C 26 .0 4.6 03-11-1933 11:29:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 11:38:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 11:41:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 11:47:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 12:50:00 33.68 N 118.05 W C 33 .0 4.4 03-11-1933 13:50:00 33.73 N 118.10 W C 28 .0 4.4 03-11-1933 13:57:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 14:25:00 33.85 N 118.27 W C 22 .0 5.0 03-11-1933 14:47:00 33.73 N 118.10 W C 28 .0 4.4 03-11-1933 14:57:00 33.88 N 118.32 W C 24 .0 4.9 03-11-1933 15:09:00 33.73 N 118.10 W C 28 .0 4.4 03-11-1933 15:47:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 16:53:00 33.75 N 118.08 W C 26 .0 4.8 03-11-1933 19:44:00 33.75 N 118.08 W C 26 .0 4.0 03-11-1933 19:56:00 33.75 N 118.08 W C 26 .0 4.2 03-11-1933 22:00:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 22:31:00 33.75 N 118.08 W C 26 .0 4.4

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-4

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-11-1933 22:32:00 33.75 N 118.08 W C 26 .0 4.1 03-11-1933 22:40:00 33.75 N 118.08 W C 26 .0 4.4 03-11-1933 23:05:00 33.75 N 118.08 W C 26 .0 4.2 03-12-1933 00:27:00 33.75 N 118.08 W C 26 .0 4.4 03-12-1933 00:34:00 33.75 N 118.08 W C 26 .0 4.0 03-12-1933 04:48:00 33.75 N 118.08 W C 26 .0 4.0 03-12-1933 05:46:00 33.75 N 118.08 W C 26 .0 4.4 03-12-1933 06:01:00 33.75 N 118.08 W C 26 .0 4.2 03-12-1933 06:16:00 33.75 N 118.08 W C 26 .0 4.6 03-12-1933 07:40:00 33.75 N 118.08 W C 26 .0 4.2 03-12-1933 08:35:00 33.75 N 118.08 W C 26 .0 4.2 03-12-1933 15:02:00 33.75 N 118.08 W C 26 .0 4.2 03-12-1933 16:51:00 33.75 N 118.08 W C 26 .0 4.0 03-12-1933 17:38:00 33.75 N 118.08 W C 26 .0 4.5 03-12-1933 18:25:00 33.75 N 118.08 W C 26 .0 4.1 03-12-1933 21:28:00 33.75 N 118.08 W C 26 .0 4.1 03-12-1933 23:54:00 33.75 N 118.08 W C 26 .0 4.5 03-13-1933 03:43:00 33.75 N 118.08 W C 26 .0 4.1 03-13-1933 04:32:00 33.75 N 118.08 W C 26 .0 4.7 03-13-1933 06:17:00 33.75 N 118.08 W C 26 .0 4.0 03-13-1933 13:18:28 33.75 N 118.08 W C 26 .0 5.3 03-13-1933 15:32:00 33.75 N 118.08 W C 26 .0 4.1 03-13-1933 19:29:00 33.75 N 118.08 W C 26 .0 4.2 03-14-1933 00:36:00 33.75 N 118.08 W C 26 .0 4.2 03-14-1933 12:19:00 33.75 N 118.08 W C 26 .0 4.5 03-14-1933 19:01:50 33.62 N 118.02 W C 41 .0 5.1 03-14-1933 22:42:00 33.75 N 118.08 W C 26 .0 4.1 03-15-1933 02:08:00 33.75 N 118.08 W C 26 .0 4.1 03-15-1933 04:32:00 33.75 N 118.08 W C 26 .0 4.1 03-15-1933 05:40:00 33.75 N 118.08 W C 26 .0 4.2 03-15-1933 11:13:32 33.62 N 118.02 W C 41 .0 4.9 03-16-1933 14:56:00 33.75 N 118.08 W C 26 .0 4.0 03-16-1933 15:29:00 33.75 N 118.08 W C 26 .0 4.2 03-16-1933 15:30:00 33.75 N 118.08 W C 26 .0 4.1 03-17-1933 16:51:00 33.75 N 118.08 W C 26 .0 4.1

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-5

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-18-1933 20:52:00 33.75 N 118.08 W C 26 .0 4.2 03-19-1933 21:23:00 33.75 N 118.08 W C 26 .0 4.2 03-20-1933 13:58:00 33.75 N 118.08 W C 26 .0 4.1 03-21-1933 03:26:00 33.75 N 118.08 W C 26 .0 4.1 03-23-1933 08:40:00 33.75 N 118.08 W C 26 .0 4.1 03-23-1933 18:31:00 33.75 N 118.08 W C 26 .0 4.1 03-25-1933 13:46:00 33.75 N 118.08 W C 26 .0 4.1 03-30-1933 12:25:00 33.75 N 118.08 W C 26 .0 4.4 03-31-1933 10:49:00 33.75 N 118.08 W C 26 .0 4.1 04-01-1933 06:42:00 33.75 N 118.08 W C 26 .0 4.2 04-02-1933 08:00:00 33.75 N 118.08 W C 26 .0 4.0 04-02-1933 15:36:00 33.75 N 118.08 W C 26 .0 4.0 05-16-1933 20:58:55 33.75 N 118.17 W C 27 .0 4.0 08-04-1933 04:17:48 33.75 N 118.18 W C 27 .0 4.0 10-02-1933 09:10:17 33.78 N 118.13 W A 23 .0 5.4 10-02-1933 13:26:01 33.62 N 118.02 W C 41 .0 4.0 10-25-1933 07:00:46 33.95 N 118.13 W C 6 .0 4.3 11-13-1933 21:28:00 33.87 N 118.20 W C 17 .0 4.0 11-20-1933 10:32:00 33.78 N 118.13 W B 23 .0 4.0 01-09-1934 14:10:00 34.10 N 117.68 W A 39 .0 4.5 01-18-1934 02:14:00 34.10 N 117.68 W A 39 .0 4.0 01-20-1934 21:17:00 33.62 N 118.12 W B 41 .0 4.5 04-17-1934 18:33:00 33.57 N 117.98 W C 47 .0 4.0 10-17-1934 09:38:00 33.63 N 118.40 W B 48 .0 4.0 11-16-1934 21:26:00 33.75 N 118.00 W B 27 .0 4.0 06-19-1935 11:17:00 33.72 N 117.52 W B 60 .0 4.0 07-13-1935 10:54:16 34.20 N 117.90 W A 30 .0 4.7 09-03-1935 06:47:00 34.03 N 117.32 W B 71 .0 4.5 12-25-1935 17:15:00 33.60 N 118.02 W B 43 .0 4.5 02-23-1936 22:20:42 34.13 N 117.34 W A 71 10.0 4.5 02-26-1936 09:33:27 34.14 N 117.34 W A 71 10.0 4.0 08-22-1936 05:21:00 33.77 N 117.82 W B 35 .0 4.0 10-29-1936 22:35:36 34.38 N 118.62 W C 66 10.0 4.0 01-15-1937 18:35:47 33.56 N 118.06 W B 47 10.0 4.0 03-19-1937 01:23:38 34.11 N 117.43 W A 63 10.0 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-6

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

07-07-1937 11:12:00 33.57 N 117.98 W B 47 .0 4.0 09-01-1937 13:48:08 34.21 N 117.53 W A 57 10.0 4.5 09-01-1937 16:35:33 34.18 N 117.55 W A 54 10.0 4.5 05-21-1938 09:44:00 33.62 N 118.03 W B 41 .0 4.0 05-31-1938 08:34:55 33.70 N 117.51 W B 62 10.0 5.2 07-05-1938 18:06:55 33.68 N 117.55 W A 59 10.0 4.5 08-06-1938 22:00:55 33.72 N 117.51 W B 61 10.0 4.0 08-31-1938 03:18:14 33.76 N 118.25 W A 29 10.0 4.5 11-29-1938 19:21:15 33.90 N 118.43 W A 33 10.0 4.0 12-07-1938 03:38:00 34.00 N 118.42 W B 31 .0 4.0 12-27-1938 10:09:28 34.13 N 117.52 W B 55 10.0 4.0 04-03-1939 02:50:44 34.04 N 117.23 W A 79 10.0 4.0 11-04-1939 21:41:00 33.77 N 118.12 W B 24 .0 4.0 11-07-1939 18:52:08 34.00 N 117.28 W A 74 .0 4.7 12-27-1939 19:28:49 33.78 N 118.20 W A 25 .0 4.7 01-13-1940 07:49:07 33.78 N 118.13 W B 23 .0 4.0 02-08-1940 16:56:17 33.70 N 118.07 W B 31 .0 4.0 02-11-1940 19:24:10 33.98 N 118.30 W B 20 .0 4.0 02-19-1940 12:06:55 34.02 N 117.05 W A 96 .0 4.6 04-18-1940 18:43:43 34.03 N 117.35 W A 68 .0 4.4 06-05-1940 08:27:27 33.83 N 117.40 W B 66 .0 4.0 07-20-1940 04:01:13 33.70 N 118.07 W B 31 .0 4.0 10-11-1940 05:57:12 33.77 N 118.45 W A 41 .0 4.7 10-12-1940 00:24:00 33.78 N 118.42 W B 38 .0 4.0 10-14-1940 20:51:11 33.78 N 118.42 W B 38 .0 4.0 11-01-1940 07:25:03 33.78 N 118.42 W B 38 .0 4.0 11-01-1940 20:00:46 33.63 N 118.20 W B 40 .0 4.0 11-02-1940 02:58:26 33.78 N 118.42 W B 38 .0 4.0 01-30-1941 01:34:46 33.97 N 118.05 W A 4 .0 4.1 03-22-1941 08:22:40 33.52 N 118.10 W B 52 .0 4.0 03-25-1941 23:43:41 34.22 N 117.47 W B 63 .0 4.0 04-11-1941 01:20:24 33.95 N 117.58 W B 47 .0 4.0 10-22-1941 06:57:18 33.82 N 118.22 W A 22 .0 4.8 11-14-1941 08:41:36 33.78 N 118.25 W A 27 .0 4.8 04-16-1942 07:28:33 33.37 N 118.15 W C 69 .0 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-7

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

09-03-1942 14:06:01 34.48 N 118.98 W C 100 .0 4.5 09-04-1942 06:34:33 34.48 N 118.98 W C 100 .0 4.5 10-24-1943 00:29:21 33.93 N 117.37 W C 67 .0 4.0 06-19-1944 00:03:33 33.87 N 118.22 W B 18 .0 4.5 06-19-1944 03:06:07 33.87 N 118.22 W C 18 .0 4.4 02-24-1946 06:07:52 34.40 N 117.80 W C 53 .0 4.1 06-01-1946 11:06:31 34.42 N 118.83 W C 84 .0 4.1 03-01-1948 08:12:13 34.17 N 117.53 W B 55 .0 4.7 04-16-1948 22:26:24 34.02 N 118.97 W B 81 .0 4.7 10-03-1948 02:46:28 34.18 N 117.58 W A 51 .0 4.0 01-11-1950 21:41:35 33.94 N 118.20 W A 12 .4 4.1 09-22-1951 08:22:39 34.12 N 117.34 W A 70 11.9 4.3 02-17-1952 12:36:58 34.00 N 117.27 W A 75 16.0 4.5 08-23-1952 10:09:07 34.52 N 118.20 W A 60 13.1 5.1 10-26-1954 16:22:26 33.73 N 117.47 W B 64 .0 4.1 05-15-1955 17:03:25 34.12 N 117.48 W A 58 7.6 4.0 05-29-1955 16:43:35 33.99 N 119.06 W B 90 17.4 4.1 01-03-1956 00:25:48 33.72 N 117.50 W B 61 13.7 4.7 02-07-1956 02:16:56 34.53 N 118.64 W B 80 16.0 4.2 02-07-1956 03:16:38 34.59 N 118.61 W A 83 2.6 4.6 06-28-1960 20:00:48 34.12 N 117.47 W A 58 12.0 4.1 10-04-1961 02:21:31 33.85 N 117.75 W B 34 4.3 4.1 10-20-1961 19:49:50 33.65 N 117.99 W B 37 4.6 4.3 10-20-1961 20:07:14 33.66 N 117.98 W B 37 6.1 4.0 10-20-1961 21:42:40 33.67 N 117.98 W B 37 7.2 4.0 10-20-1961 22:35:34 33.67 N 118.01 W B 35 5.6 4.1 11-20-1961 08:53:34 33.68 N 117.99 W B 35 4.4 4.0 04-27-1962 09:12:32 33.74 N 117.19 W B 87 5.7 4.1 09-14-1963 03:51:16 33.54 N 118.34 W B 54 2.2 4.2 08-30-1964 22:57:37 34.27 N 118.44 W B 46 15.4 4.0 01-01-1965 08:04:18 34.14 N 117.52 W B 56 5.9 4.4 04-15-1965 20:08:33 34.13 N 117.43 W B 63 5.5 4.5 07-16-1965 07:46:22 34.49 N 118.52 W B 69 15.1 4.0 01-08-1967 07:37:30 33.63 N 118.47 W B 53 11.4 4.0 01-08-1967 07:38:05 33.66 N 118.41 W C 47 17.7 4.0

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-8

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

06-15-1967 04:58:05 34.00 N 117.97 W B 10 10.0 4.1 02-28-1969 04:56:12 34.57 N 118.11 W A 65 5.3 4.3 05-05-1969 16:02:09 34.30 N 117.57 W B 59 8.8 4.4 10-27-1969 13:16:02 33.55 N 117.81 W B 55 6.5 4.5 09-12-1970 14:10:11 34.27 N 117.52 W A 61 8.0 4.1 09-12-1970 14:30:52 34.27 N 117.54 W A 60 8.0 5.2 09-13-1970 04:47:48 34.28 N 117.55 W A 59 8.0 4.4 02-09-1971 14:00:41 34.41 N 118.40 W B 56 8.4 6.6 02-09-1971 14:01:08 34.41 N 118.40 W D 56 8.0 5.8 02-09-1971 14:01:33 34.41 N 118.40 W D 56 8.0 4.2 02-09-1971 14:01:40 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:01:50 34.41 N 118.40 W D 56 8.0 4.5 02-09-1971 14:01:54 34.41 N 118.40 W D 56 8.0 4.2 02-09-1971 14:01:59 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:02:03 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:02:30 34.41 N 118.40 W D 56 8.0 4.3 02-09-1971 14:02:31 34.41 N 118.40 W D 56 8.0 4.7 02-09-1971 14:02:44 34.41 N 118.40 W D 56 8.0 5.8 02-09-1971 14:03:25 34.41 N 118.40 W D 56 8.0 4.4 02-09-1971 14:03:46 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:04:07 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:04:34 34.41 N 118.40 W C 56 8.0 4.2 02-09-1971 14:04:39 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:04:44 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:04:46 34.41 N 118.40 W D 56 8.0 4.2 02-09-1971 14:05:41 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:05:50 34.41 N 118.40 W D 56 8.0 4.1 02-09-1971 14:07:10 34.41 N 118.40 W D 56 8.0 4.0 02-09-1971 14:07:30 34.41 N 118.40 W D 56 8.0 4.0 02-09-1971 14:07:45 34.41 N 118.40 W D 56 8.0 4.5 02-09-1971 14:08:04 34.41 N 118.40 W D 56 8.0 4.0 02-09-1971 14:08:07 34.41 N 118.40 W D 56 8.0 4.2 02-09-1971 14:08:38 34.41 N 118.40 W D 56 8.0 4.5 02-09-1971 14:08:53 34.41 N 118.40 W D 56 8.0 4.6 02-09-1971 14:10:21 34.36 N 118.31 W B 47 5.0 4.7

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-9

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

02-09-1971 14:10:28 34.41 N 118.40 W D 56 8.0 5.3 02-09-1971 14:16:12 34.34 N 118.33 W C 46 11.1 4.1 02-09-1971 14:19:50 34.36 N 118.41 W B 51 11.8 4.0 02-09-1971 14:34:36 34.34 N 118.64 W C 65 -2.0 4.9 02-09-1971 14:39:17 34.39 N 118.36 W C 52 -1.6 4.0 02-09-1971 14:40:17 34.43 N 118.40 W C 58 -2.0 4.1 02-09-1971 14:43:46 34.31 N 118.45 W B 50 6.2 5.2 02-09-1971 15:58:20 34.33 N 118.33 W B 45 14.2 4.8 02-09-1971 16:19:26 34.46 N 118.43 W B 61 -1.0 4.2 02-10-1971 03:12:12 34.37 N 118.30 W B 47 .8 4.0 02-10-1971 05:06:36 34.41 N 118.33 W A 53 4.7 4.3 02-10-1971 05:18:07 34.43 N 118.41 W A 58 5.8 4.5 02-10-1971 11:31:34 34.38 N 118.46 W A 56 6.0 4.2 02-10-1971 13:49:53 34.40 N 118.42 W A 55 9.7 4.3 02-10-1971 14:35:26 34.36 N 118.49 W A 56 4.4 4.2 02-10-1971 17:38:55 34.40 N 118.37 W A 53 6.2 4.2 02-10-1971 18:54:41 34.45 N 118.44 W A 61 8.1 4.2 02-21-1971 05:50:52 34.40 N 118.44 W A 56 6.9 4.7 02-21-1971 07:15:11 34.39 N 118.43 W A 55 7.2 4.5 03-07-1971 01:33:40 34.35 N 118.46 W A 53 3.3 4.5 03-25-1971 22:54:09 34.36 N 118.47 W A 55 4.6 4.2 03-30-1971 08:54:43 34.30 N 118.46 W A 49 2.6 4.1 03-31-1971 14:52:22 34.29 N 118.51 W A 52 2.1 4.6 04-01-1971 15:03:03 34.43 N 118.41 W A 58 8.0 4.1 04-02-1971 05:40:25 34.28 N 118.53 W A 53 3.0 4.0 04-15-1971 11:14:32 34.26 N 118.58 W B 55 4.2 4.2 04-25-1971 14:48:06 34.37 N 118.31 W B 48 -2.0 4.0 06-21-1971 16:01:08 34.27 N 118.53 W B 52 4.1 4.0 06-22-1971 10:41:19 33.75 N 117.48 W B 62 8.0 4.2 02-21-1973 14:45:57 34.06 N 119.04 W B 88 8.0 5.3 03-09-1974 00:54:31 34.40 N 118.47 W C 58 24.4 4.7 08-14-1974 14:45:55 34.43 N 118.37 W A 56 8.2 4.2 01-01-1976 17:20:12 33.97 N 117.89 W A 19 6.2 4.2 04-08-1976 15:21:38 34.35 N 118.66 W A 66 14.5 4.6 08-12-1977 02:19:26 34.38 N 118.46 W B 56 9.5 4.5

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-10

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

09-24-1977 21:28:24 34.46 N 118.41 W C 61 5.0 4.2 01-01-1979 23:14:38 33.94 N 118.68 W B 55 11.3 5.2 10-17-1979 20:52:37 33.93 N 118.67 W C 54 5.5 4.2 10-19-1979 12:22:37 34.21 N 117.53 W B 57 4.9 4.1 10-23-1981 17:28:17 33.64 N 119.01 W C 93 6.0 4.6 10-23-1981 19:15:52 33.62 N 119.02 W A 95 14.8 4.6 04-13-1982 11:02:12 34.06 N 118.97 W A 82 12.1 4.0 05-25-1982 13:44:30 33.55 N 118.21 W A 50 12.6 4.3 01-08-1983 07:19:30 34.13 N 117.45 W A 61 7.8 4.1 02-27-1984 10:18:15 33.47 N 118.06 W C 57 6.0 4.0 10-26-1984 17:20:43 34.02 N 118.99 W A 83 13.3 4.6 04-03-1985 04:04:50 34.38 N 119.04 W A 98 24.9 4.0 10-02-1985 23:44:12 34.02 N 117.25 W A 78 15.2 4.8 02-21-1987 23:15:29 34.13 N 117.45 W A 61 8.5 4.0 10-01-1987 14:42:20 34.06 N 118.08 W A 9 9.5 5.9 10-01-1987 14:45:41 34.05 N 118.10 W A 7 13.6 4.7 10-01-1987 14:48:03 34.08 N 118.09 W A 10 11.7 4.1 10-01-1987 14:49:05 34.06 N 118.10 W A 9 11.7 4.7 10-01-1987 15:12:31 34.05 N 118.09 W A 8 10.8 4.7 10-01-1987 15:59:53 34.05 N 118.09 W A 7 10.4 4.0 10-04-1987 10:59:38 34.07 N 118.10 W A 10 8.3 5.3 10-24-1987 23:58:33 33.68 N 119.06 W A 96 12.2 4.1 02-11-1988 15:25:55 34.08 N 118.05 W A 11 12.5 4.7 06-26-1988 15:04:58 34.14 N 117.71 W A 39 7.9 4.7 11-20-1988 05:39:28 33.51 N 118.07 W C 53 6.0 4.9 12-03-1988 11:38:26 34.15 N 118.13 W A 19 14.3 5.0 01-19-1989 06:53:28 33.92 N 118.63 W A 51 11.9 5.0 02-18-1989 07:17:04 34.01 N 117.74 W A 32 3.3 4.1 04-07-1989 20:07:30 33.62 N 117.90 W A 44 12.9 4.7 06-12-1989 16:57:18 34.03 N 118.18 W A 10 15.6 4.6 06-12-1989 17:22:25 34.02 N 118.18 W A 10 15.5 4.4 12-28-1989 09:41:08 34.19 N 117.39 W A 69 14.6 4.3 02-28-1990 23:43:36 34.14 N 117.70 W A 40 4.5 5.4 03-01-1990 00:34:57 34.13 N 117.70 W A 39 4.4 4.0 03-01-1990 03:23:03 34.15 N 117.72 W A 39 11.4 4.7

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-11

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

03-02-1990 17:26:25 34.15 N 117.69 W A 40 5.6 4.7 04-17-1990 22:32:27 34.11 N 117.72 W A 36 3.6 4.8 06-28-1991 14:43:54 34.27 N 117.99 W A 33 9.1 5.8 06-28-1991 17:00:55 34.25 N 117.99 W A 31 9.5 4.3 07-05-1991 17:41:57 34.50 N 118.56 W A 72 10.9 4.1 01-17-1994 12:30:55 34.21 N 118.54 W A 49 18.4 6.7 01-17-1994 12:30:55 34.22 N 118.54 W A 49 17.4 6.6 01-17-1994 12:31:58 34.27 N 118.49 W C 50 6.0 5.9 01-17-1994 12:34:18 34.31 N 118.47 W C 51 6.0 4.4 01-17-1994 12:39:39 34.26 N 118.54 W C 52 6.0 4.9 01-17-1994 12:40:09 34.32 N 118.51 W C 54 6.0 4.8 01-17-1994 12:40:36 34.34 N 118.61 W C 63 6.0 5.2 01-17-1994 12:54:33 34.31 N 118.46 W C 50 6.0 4.0 01-17-1994 12:55:46 34.28 N 118.58 W C 56 6.0 4.1 01-17-1994 13:06:28 34.25 N 118.55 W C 52 6.0 4.6 01-17-1994 13:26:45 34.32 N 118.46 W C 51 6.0 4.7 01-17-1994 13:28:13 34.27 N 118.58 W C 55 6.0 4.0 01-17-1994 13:56:02 34.29 N 118.62 W C 60 6.0 4.4 01-17-1994 14:14:30 34.33 N 118.44 W C 51 6.0 4.5 01-17-1994 15:07:03 34.30 N 118.47 W A 51 2.6 4.2 01-17-1994 15:07:35 34.31 N 118.47 W A 50 1.6 4.1 01-17-1994 15:54:10 34.38 N 118.63 W A 66 13.0 4.8 01-17-1994 17:56:08 34.23 N 118.57 W A 53 19.2 4.6 01-17-1994 19:35:34 34.31 N 118.46 W A 50 2.3 4.0 01-17-1994 19:43:53 34.37 N 118.64 W A 66 13.9 4.1 01-17-1994 20:46:02 34.30 N 118.57 W C 57 6.0 4.9 01-17-1994 22:31:53 34.34 N 118.44 W C 51 6.0 4.1 01-17-1994 23:33:30 34.33 N 118.70 W A 68 9.8 5.6 01-17-1994 23:49:25 34.34 N 118.67 W A 67 8.4 4.0 01-18-1994 00:39:35 34.38 N 118.56 W A 62 7.2 4.4 01-18-1994 00:40:04 34.39 N 118.54 W A 62 .0 4.2 01-18-1994 00:43:08 34.38 N 118.70 W A 71 11.3 5.2 01-18-1994 04:01:26 34.36 N 118.62 W A 65 .9 4.3 01-18-1994 07:23:56 34.33 N 118.62 W A 63 14.8 4.0 01-18-1994 11:35:09 34.22 N 118.61 W A 55 12.1 4.2

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-12

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

01-18-1994 13:24:44 34.32 N 118.56 W A 57 1.7 4.3 01-18-1994 15:23:46 34.38 N 118.56 W A 62 7.7 4.8 01-19-1994 04:40:48 34.36 N 118.57 W A 61 2.6 4.3 01-19-1994 04:43:14 34.37 N 118.71 W C 72 6.0 4.0 01-19-1994 09:13:10 34.30 N 118.74 W A 70 13.0 4.1 01-19-1994 14:09:14 34.22 N 118.51 W A 47 17.5 4.5 01-19-1994 21:09:28 34.38 N 118.71 W A 73 14.4 5.1 01-19-1994 21:11:44 34.38 N 118.62 W A 66 11.4 5.1 01-21-1994 18:39:15 34.30 N 118.47 W A 50 10.6 4.5 01-21-1994 18:39:47 34.30 N 118.48 W A 50 11.9 4.0 01-21-1994 18:42:28 34.31 N 118.47 W A 51 7.9 4.2 01-21-1994 18:52:44 34.30 N 118.45 W A 49 7.6 4.3 01-21-1994 18:53:44 34.30 N 118.46 W A 49 7.7 4.3 01-23-1994 08:55:08 34.30 N 118.43 W A 47 6.0 4.1 01-24-1994 04:15:18 34.35 N 118.55 W A 59 6.5 4.6 01-24-1994 05:50:24 34.36 N 118.63 W A 65 12.1 4.3 01-24-1994 05:54:21 34.36 N 118.63 W A 65 10.9 4.2 01-27-1994 17:19:58 34.27 N 118.56 W A 55 14.9 4.6 01-28-1994 20:09:53 34.38 N 118.49 W A 58 .7 4.2 01-29-1994 11:20:35 34.31 N 118.58 W A 58 1.1 5.1 01-29-1994 12:16:56 34.28 N 118.61 W A 59 2.7 4.3 02-03-1994 16:23:35 34.30 N 118.44 W A 48 9.0 4.0 02-05-1994 08:51:29 34.37 N 118.65 W A 67 15.4 4.0 02-06-1994 13:19:27 34.29 N 118.48 W A 50 9.3 4.1 02-25-1994 12:59:12 34.36 N 118.48 W A 55 1.2 4.0 03-20-1994 21:20:12 34.23 N 118.47 W A 45 13.1 5.2 04-06-1994 19:01:04 34.19 N 117.10 W A 94 7.3 4.8 05-25-1994 12:56:57 34.31 N 118.39 W A 46 7.0 4.4 06-15-1994 05:59:48 34.31 N 118.40 W A 46 7.4 4.1 12-06-1994 03:48:34 34.29 N 118.39 W A 44 9.0 4.5 02-19-1995 21:24:18 34.05 N 118.92 W A 77 15.6 4.3 06-26-1995 08:40:28 34.39 N 118.67 W A 71 13.3 5.0 03-20-1996 07:37:59 34.36 N 118.61 W A 65 13.0 4.1 05-01-1996 19:49:56 34.35 N 118.70 W A 70 14.4 4.1 04-26-1997 10:37:30 34.37 N 118.67 W A 69 16.5 5.1

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

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El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

04-26-1997 10:40:29 34.37 N 118.67 W A 69 14.6 4.0 04-27-1997 11:09:28 34.38 N 118.65 W A 68 15.2 4.8 06-28-1997 21:45:25 34.17 N 117.34 W A 72 10.0 4.2 01-05-1998 18:14:06 33.95 N 117.71 W A 35 11.5 4.3 03-11-1998 12:18:51 34.02 N 117.23 W A 79 14.9 4.5 08-20-1998 23:49:58 34.37 N 117.65 W A 59 9.0 4.4 07-22-1999 09:57:24 34.40 N 118.61 W A 67 11.6 4.0 02-21-2000 13:49:43 34.05 N 117.26 W A 77 15.0 4.5 03-07-2000 00:20:28 33.81 N 117.72 W A 39 11.3 4.0 01-14-2001 02:26:14 34.28 N 118.40 W A 44 8.8 4.3 01-14-2001 02:50:53 34.29 N 118.40 W A 45 8.4 4.0 09-09-2001 23:59:18 34.06 N 118.39 W A 29 7.9 4.2 10-28-2001 16:27:45 33.92 N 118.27 W A 18 21.1 4.0 12-14-2001 12:01:35 33.95 N 117.75 W A 32 13.8 4.0 01-29-2002 05:53:28 34.36 N 118.66 W A 67 14.1 4.2 09-03-2002 07:08:51 33.92 N 117.78 W A 30 12.9 4.8 01-06-2005 14:35:27 34.13 N 117.44 W A 62 4.2 4.4 06-16-2005 20:53:26 34.06 N 117.01 W A 100 11.6 4.9 06-27-2005 22:17:33 34.05 N 117.03 W A 98 12.1 4.0 08-09-2007 07:58:49 34.30 N 118.06 W A 35 7.6 4.7 09-02-2007 17:29:14 33.73 N 117.48 W A 63 12.6 4.7 10-16-2007 08:53:44 34.38 N 117.64 W A 61 8.1 4.2 03-09-2008 09:22:32 34.14 N 117.46 W A 60 3.7 4.0 06-23-2008 14:14:57 34.05 N 117.25 W A 78 14.4 4.0 07-29-2008 18:42:15 33.95 N 117.76 W A 30 14.7 5.4 01-09-2009 03:49:46 34.11 N 117.30 W A 74 14.2 4.5 04-24-2009 03:27:50 33.89 N 117.79 W A 29 4.2 4.0 05-02-2009 01:11:13 34.07 N 118.88 W A 74 14.2 4.4 05-18-2009 03:39:36 33.94 N 118.34 W A 24 13.9 4.7 05-19-2009 22:49:11 33.93 N 118.33 W A 23 12.8 4.0 01-16-2010 12:03:26 33.93 N 117.02 W A 98 13.9 4.3 02-13-2010 21:39:00 34.01 N 117.02 W A 99 8.5 4.1 03-16-2010 11:04:00 33.99 N 118.08 W A 1 18.9 4.4 09-01-2011 20:47:08 34.34 N 118.47 W A 53 7.3 4.2 09-14-2011 14:44:51 33.95 N 117.08 W A 93 16.9 4.1

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-14

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

05-30-2012 05:14:00 33.69 N 119.06 W A 95 16.4 4.0 06-14-2012 03:17:15 33.91 N 117.79 W A 28 9.8 4.0 08-08-2012 06:23:34 33.90 N 117.79 W A 29 10.1 4.5 08-08-2012 16:33:22 33.90 N 117.79 W A 29 10.4 4.5 08-29-2012 20:31:00 33.91 N 117.79 W A 29 9.2 4.1 05-15-2013 20:00:06 33.66 N 118.37 W A 45 1.2 4.1 01-15-2014 09:35:18 34.14 N 117.44 W A 62 3.6 4.4 03-17-2014 13:25:36 34.13 N 118.49 W A 41 9.5 4.4 03-29-2014 04:09:42 33.93 N 117.92 W A 17 4.8 5.1 03-29-2014 21:32:45 33.96 N 117.89 W A 18 9.4 4.1 06-02-2014 02:36:43 34.10 N 118.49 W A 39 4.4 4.2 01-04-2015 03:18:09 34.62 N 118.63 W A 86 7.8 4.3 07-25-2015 12:54:06 34.09 N 117.44 W A 60 5.1 4.2 12-30-2015 01:48:57 34.19 N 117.41 W A 66 7.0 4.4

NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION

A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance

Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.

T-15

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (CAL TECH DATA 1932-2015)

S E A R C H O F E A R T H Q U A K E D A T A F I L E 1

SITE: El Rancho Adult School

COORDINATES OF SITE ...... 33.9831 N 118.0858 W

DISTANCE PER DEGREE ..... 110.9 KM-N 92.4 KM-W

MAGNITUDE LIMITS ...... 4.0 - 8.5

TEMPORAL LIMITS ...... 1932 - 2015

SEARCH RADIUS (KM) ...... 100

NUMBER OF YEARS OF DATA ...... 84.00

NUMBER OF EARTHQUAKES IN FILE ...... 4616

NUMBER OF EARTHQUAKES IN AREA ...... 434

Amec Foster Wheeler Environment & Infrastructure, Inc.

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El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (RICHTER DATA 1906-1931)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

09-20-1907 01:54:00 34.20 N 117.10 W D 94 .0 6.0 05-15-1910 15:47:00 33.70 N 117.40 W D 71 .0 6.0 07-23-1923 07:30:26 34.00 N 117.25 W D 77 .0 6.3

S E A R C H O F E A R T H Q U A K E D A T A F I L E 2

SITE: El Rancho Adult School

COORDINATES OF SITE ...... 33.9831 N 118.0858 W

DISTANCE PER DEGREE ..... 110.9 KM-N 92.4 KM-W

MAGNITUDE LIMITS ...... 6.0 - 8.5

TEMPORAL LIMITS ...... 1906 - 1931

SEARCH RADIUS (KM) ...... 100

NUMBER OF YEARS OF DATA ...... 26.00

NUMBER OF EARTHQUAKES IN FILE ...... 35

NUMBER OF EARTHQUAKES IN AREA ...... 3

Amec Foster Wheeler Environment & Infrastructure, Inc.

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El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site (NOAA/CDMG DATA 1812-1905)

DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE

02-09-1890 04:06:00 34.00 N 117.50 W D 54 .0 7.0

S E A R C H O F E A R T H Q U A K E D A T A F I L E 3

SITE: El Rancho Adult School

COORDINATES OF SITE ...... 33.9831 N 118.0858 W

DISTANCE PER DEGREE ..... 110.9 KM-N 92.4 KM-W

MAGNITUDE LIMITS ...... 7.0 - 8.5

TEMPORAL LIMITS ...... 1812 - 1905

SEARCH RADIUS (KM) ...... 100

NUMBER OF YEARS OF DATA ...... 94.00

NUMBER OF EARTHQUAKES IN FILE ...... 9

NUMBER OF EARTHQUAKES IN AREA ...... 1

Amec Foster Wheeler Environment & Infrastructure, Inc.

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El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 3 - continued List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Km of the Site

S U M M A R Y O F E A R T H Q U A K E S E A R C H

* * *

NUMBER OF HISTORIC EARTHQUAKES WITHIN 100 KM RADIUS OF SITE

MAGNITUDE RANGE NUMBER

4.0 - 4.5 288

4.5 - 5.0 103

5.0 - 5.5 32

5.5 - 6.0 7

6.0 - 6.5 4

6.5 - 7.0 3

7.0 - 7.5 1

7.5 - 8.0 0

8.0 - 8.5 0

* * *

Amec Foster Wheeler Environment & Infrastructure, Inc.

T-19

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

Table 4. Horizontal Response Spectra Pseudospectral Acceleration in g

5% Damping

Maximum Period in Considered Design Seconds Earthquake 0.010 0.95 0.63 0.020 0.95 0.63 0.030 0.96 0.68 0.050 1.09 0.81 0.075 1.31 0.98 0.100 1.52 1.15 0.106 - 1.19 0.141 - 1.19 0.150 1.84 1.23 0.200 2.08 1.39 0.250 2.25 1.50 0.300 2.35 1.57 0.400 2.40 1.60 0.500 2.32 1.55 0.750 1.89 1.26 1.000 1.57 1.04 1.500 1.10 0.74 2.000 0.82 0.55 3.000 0.50 0.33 4.000 0.33 0.22 5.000 0.24 0.16 7.500 0.13 0.09 10.000 0.08 0.06

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Bassett High School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-1371

FIGURES

118°6'0"W 118°5'0"W 118°4'0"W N " 0 N ' " 0 0 ' ° 0 4 ° 3 4 3 N " 0 N ' " 9

SITE 0 ' 5 9 ° 5 3 ° 3 3 3 d x m . p a M _ y t i n i c i V _ e t i S _ 1 _ e r u g i F _ 2 0 3 0 5 1 \ S I G \ s t N n " e 0 N ' " 8 m 0 ' 5 e 8 ° v 5 3 ° o 3 r 3 3 p m I l o o h c S t l u d A o h c n Base: USGS 7.5 minute topographic maps of the Whittier and El Monte quadrangles a R l E

2 0 3 0

5 Proposed School Improvements 1 \

5 El Rancho Adult School 1

0 Pico Rivera, California 2 \ h LAT:

c 33.9830 FIGURE:

e LON: t -118.08579 o 0 500 1,000 2,000 3,000 e AMEC SCALE: 1:24,000

G Feet Environment & Infrastructure, Inc. 1 _ DRAWN: PER VICINITY MAP

3 6001 Rickenbacker Road

5 Los Angeles, California 90040

9 CHECK: Tel: 323.889.5300 PJE

4 PROJECT: \ : Fax: 323.721.6700 DATE: 01-15-16 4953-15-0302 G EL RANCHO ADULT SCHOOL 9515 HANEY STREET Reference: PICO RIVER, CALIFORNIA LEGEND Topographic Survey prepared by Guida Surveying, Inc., LT,LNG: FIGURE NO. dated December 10, 2015 3 BORING LOCATIONS PREPARED BY: VMN 0 15' 30' 60' SCALE: 1" = 30'

Amec Foster Wheeler DRAWN: PLOT PLAN Environment & Infrastructure, Inc. WL SCALE: 1" = 30' 6001 Rickenbacker Road CHKD: PROJECT NO. Los Angeles, CA 90040 LT Phone (323) 889-5300 Fax (323) 721-6700 DATE: 1/19/2016 4953-15-0302 Path: G:\4953_Geotech\2015\150302 El Rancho Adult School Improvements\CAD\DWG\4953-15-0302_Fig-2_Plot-Plan.dwg [B-17x11] Date: January 20, 2016 - 11:53am By: vo.nguyen N 118°6'0"W 118°5'0"W 118°4'0"W " 0 ' 0 ° 4 3 N " 0 N ' " 9 0 ' 5 9 ° 5 3 SITE ° 3 3 3 d x m . p a M _ c i g o l o e G _ l a c o L _ 3 _ e r u g i N " F 0 N _ ' " 8 2 0 ' 5 0 8 ° 3 5 3 ° 0 3 Base: USGS 7.5 minute topographic map of the El Monte and Whittier quadrangles 3 5 3 1 \ S I G \ Geologic Units s t n

e Unit - Description (Age) m e Qw - Active channel and wash deposits (Holocene) v o r p Qyfa - Younger undivided alluvial fan and valley deposits. m I l Sandy. (Holocene) o o h c Qyfs - Younger undivided alluvial fan and valley deposits. S

t 0 1,000 2,000 4,000 l Silty. (Holocene) u d Feet A

Qofs - Older undivided alluvial fan and valley deposts. Silty o h (Pleistocene) c n a R l E

2 Contacts: 0 3 contact, location accurate 0 Reference: Saucedo, G.J., 1999, Geological map of the Whittier 7.5-minute quadrangle Los Angeles and Orange counties, 5

1 California: California Division of Mines and Geology, Open-File Report 99-04, scale 1:24,000. \ contact, location approximate 5 1

0 contact, location concealed Proposed School Improvements 2 \ h El Rancho Adult School c contact, location inferred e t Pico Rivera, California o e fault, location accurate LAT: 33.9830 FIGURE: G LON: _ -118.08579

3 fault, location approximate 5 AMEC Foster Wheeler SCALE: 1:24,000 9

4 Environment & Infrastructure, Inc.

\ fault, location concealed 3 : 6001 Rickenbacker Road DRAWN: PER LOCAL GEOLOGIC MAP G

Los Angeles, California 90040 : fault, location inferred CHECK: PJE h Tel: 323.889.5300 PROJECT: t a Fax: 323.889.5398 DATE: 01-18-16 4953-15-0302 P Geologic Units 10 710 60 60 SITE 605 5

Geologic Contacts

Regional Map

PACIFIC 4 OCEAN

5 3.5

3.0

2.5

2.0

1.5 Spectral Acceleration (g) Acceleration Spectral 1.0

0.5

0.0 0.01 0.10 1.00 10.00 Period (seconds)

NOTES: Probabilistic MCE R spectrum was computed for a ground motion level expected to achieve a 1% probability of collapse within a 50 year period.

Deterministic MCE R spectrum is governed by: - Magnitude-7.1 earthquake on the Puente Hills Fault at the PGA and between 0.25 and 1 second. - Magnitude 6.7 earthquake on the Santa Fe Springs Segment of the Puente Hills Fault between the PGA and 0.25 second. - Magnitude-7.85 earthquake on the Elsinor Fault beyond 1 second.

Prepared/Date: WL 1/19/2016 Checked/Date: MM 1/20/2016

Horizontal Response Spectra Components of the Risk-Targeted Maximum Considered Earthquake (MCE R) Project No. 4953-15-0302 Figure 6 2.5

2.0

1.5

1.0 Spectral Acceleration (g) Acceleration Spectral

0.5

0.0 0.01 0.10 1.00 10.00 Period (seconds)

Prepared/Date: WL 1/19/2016 Checked/Date: MM 1/20/2016

Horizontal Response Spectra Components of the Design Response Spectrum Project No. 4953-15-0302 Figure 7 El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

APPENDIX

FIELD EXPLORATIONS AND LABORATORY TEST RESULTS

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

APPENDIX

FIELD EXPLORATIONS AND LABORATORY TEST RESULTS

FIELD EXPLORATIONS

The soil conditions beneath the site were explored by drilling three borings to depths of 10 to 50 feet below the existing grade at the locations shown on Figure 2. Borings 1 and 2 were drilled using 8-inch-diameter hollow-stem auger drilling equipment. Boring 3 was drilled using hand auger equipment.

The soils encountered were logged by our engineer and undisturbed and bulk samples were obtained for laboratory inspection and testing. The logs of the borings are presented on Figures A-1.1 through A-1.3; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The number of blows required to drive the Crandall sampler is indicated on the log. In addition to obtaining undisturbed samples, standard penetration tests (SPT) were performed in one of the borings; the results of the tests are indicated on the logs. The soils are classified in the accordance with the Unified Soil Classification System described on Figure A-2.

LABORATORY TEST RESULTS

Laboratory tests were performed on selected samples obtained from the current borings to aid in the classification of the soils and to determine their engineering properties.

The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left on the boring logs.

Tests to determine the percentage of fines (material passing through a -200 sieve) in selected samples were performed. The results of these tests are presented on the boring logs.

Direct shear tests were performed on selected undisturbed samples to determine the strength of the soils. The tests were performed at field moisture content and after soaking

El Rancho Adult School – Report of Geotechnical Investigation January 20, 2016 Amec Foster Wheeler Project 4953-15-0302

to near-saturated moisture content and at various surcharge pressures. The yield-point values determined from the direct shear tests are presented on Figure A-3, Direct Shear Test Data.

Confined consolidation tests were performed on one undisturbed sample to determine the compressibility of the soils. Water was added to the sample during the test to illustrate the effect of moisture on the compressibility. The results of the tests are presented on Figures A-4, Consolidation Test Data.

To provide information for paving design, a Stabilometer test (“R” value test) was performed on a sample of the upper soils. The test was performed for us by LaBelle Marvin Professional Pavement Engineering. The results of the test are presented on Figures A-5.1 and A-5.2.

Soil corrosivity tests were performed on samples of the on-site soils. The results of the tests are presented on Figure A-6.

BORING 1

DATE DRILLED: December 18, 2015

(pcf) EQUIPMENT USED: Hollow Stem Auger

(blows/ft) HOLE DIAMETER (in.): 8 DEPTH(ft) MOISTURE (%ofdry wt.) SAMPLELOC. DRYDENSITY ELEVATION (ft.): 165** ELEVATION(ft) BLOWCOUNT*

3-inch thick Asphalt Concrete over 4½-inch thick Base Course FILL - SILTY SAND - moist, brownish gray, some siltier layers

14.9 96 6 SURFACE CONDITIONS AT OTHER

EEN STRATA MAY BE GRADUAL. SM SILTY SAND - loose, moist to very moist, brown, some siltier layers TUDE AND LONGITUDE OF BORING 160 5

30.9 87 7

SP POORLY GRADED SAND - medium dense, moist, light gray, fine to medium grained 155 10 7.2 103 32 END OF BORING AT 10 FEET NOTES: Hand augered upper 2 feet to avoid damage to utilities. Groundwater was not encountered. Boring backfilled with cuttings, tamped, and patched with asphalt. * Number of blows required to drive the Crandall Sampler 12 inches using 140 pound 150 15 hammer falling 30 inches. ** Elevations based on Topographic Survey Map prepared by Guida Surveying Inc., dated 12/10/2015. S S BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETW OT PLAN FOR MORE ACCURATE LOCATION INFORMATION. SUB RFACE CONDITIONS AT THE EXPLORATION LOCATION. LATI 145 20 GPJ GPJ 1/20/16

140 25

135 30 \LIBRARY \LIBRARY AMEC JUNE2012.GLB HOOL HOOL IMPROVEMENTS\3.2 ALL FIELD NOTES\4953-15-0302.

LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACE 130 35 THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSU LOCATION SHOWN ON LOGS ARE APPROXIMATE; REFER TO PL

40 Field Tech: AR Prepared By: WL Checked By: LT Proposed Improvements El Rancho Adult School LOG OF BORING Pico Rivera, California Project: 4953-15-0302 Figure: A-1.1 B11SOIL_CRANDALL(ELEVATION) L:\70131 B11SOIL_CRANDALL(ELEVATION) GEOTECH\GINTW P:\4953 GEOTECH\2015-PROJ\150302 EL P:\4953 RANCHO GEOTECH\2015-PROJ\150302 ADULT SC BORING 2

DATE DRILLED: December 18, 2015 (pcf) EQUIPMENT USED: Hollow Stem Auger (blows/ft) DEPTH(ft) HOLE DIAMETER (in.): MOISTURE "N" VALUE "N" 8 (%ofdry wt.) SAMPLELOC. DRYDENSITY STD.PEN.TEST

ELEVATION(ft) ELEVATION (feet): 164** BLOWCOUNT*

3-inch thick Asphalt Concrete over 4-inch thick Base Coarse FILL - SILTY SAND - moist, light brown

ML SANDY SILT - medium stiff, moist, brown

SURFACE CONDITIONS AT OTHER 22.3 90 8 EEN STRATA MAY BE GRADUAL. 160 TUDE AND LONGITUDE OF BORING 5 24.0 87 10

29.9 81 8 (87% Passing No. 200 Sieve)

155 SP POORLY GRADED SAND - medium dense, moist, light brown, fine to medium grained 10 17

150 2.9 94 25 15 Some occasional gravel (¼-inch in size)

23 (3% Passing No. 200 Sieve)

145 S S BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETW OT PLAN FOR MORE ACCURATE LOCATION INFORMATION. SUB RFACE CONDITIONS AT THE EXPLORATION LOCATION. LATI 20 2.6 98 38 GPJ GPJ 1/20/16

140 25 36 Becomes dense

135 30 3.6 96 41 TW\LIBRARY TW\LIBRARY AMEC JUNE2012.GLB HOOL HOOL IMPROVEMENTS\3.2 ALL FIELD NOTES\4953-15-0302.

130 32 Thin layers of Silty Sand, becomes more moist LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACE 35 THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSU LOCATION SHOWN ON LOGS ARE APPROXIMATE; REFER TO PL

125 SW WELL-GRADED SAND - very dense, moist, light gray, some gravel 40 57 Field Tech: AR Prepared By: WL (CONTINUED ON FOLLOWING FIGURE) Checked By: LT Proposed Improvements El Rancho Adult School LOG OF BORING Pico Rivera, California Project: 4953-15-0302 Figure: A-1.2a B12SOIL_CRANDALL(DECIMAL_ELE) L:\70131 GEOTECH\GIN B12SOIL_CRANDALL(DECIMAL_ELE) P:\4953 GEOTECH\2015-PROJ\150302 EL P:\4953 RANCHO GEOTECH\2015-PROJ\150302 ADULT SC BORING 2 (Continued)

DATE DRILLED: December 18, 2015 (pcf) EQUIPMENT USED: Hollow Stem Auger (blows/ft) DEPTH(ft) HOLE DIAMETER (in.): MOISTURE "N" VALUE "N" 8 (%ofdry wt.) SAMPLELOC. DRYDENSITY STD.PEN.TEST

ELEVATION(ft) ELEVATION (feet): 164** BLOWCOUNT*

(No recovery)

More gravel SURFACE CONDITIONS AT OTHER

EEN STRATA MAY BE GRADUAL. 120 TUDE AND LONGITUDE OF BORING 45 52

115 Abundant gravel 50 3.2 127 82 END OF BORING AT 50 FEET NOTES: Hand augered upper 3 feet to avoid damage to utilities. Groundwater was not encountered. Boring backfilled with cuttings, tamped, and patched 110 with asphalt. 55

105 S S BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETW OT PLAN FOR MORE ACCURATE LOCATION INFORMATION. SUB RFACE CONDITIONS AT THE EXPLORATION LOCATION. LATI 60 GPJ GPJ 1/20/16

100 65

95 70 TW\LIBRARY TW\LIBRARY AMEC JUNE2012.GLB HOOL HOOL IMPROVEMENTS\3.2 ALL FIELD NOTES\4953-15-0302.

LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACE 75 THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSU LOCATION SHOWN ON LOGS ARE APPROXIMATE; REFER TO PL

85 80 Field Tech: AR Prepared By: WL Checked By: LT Proposed Improvements El Rancho Adult School LOG OF BORING Pico Rivera, California Project: 4953-15-0302 Figure: A-1.2b B12SOIL_CRANDALL(DECIMAL_ELE) L:\70131 GEOTECH\GIN B12SOIL_CRANDALL(DECIMAL_ELE) P:\4953 GEOTECH\2015-PROJ\150302 EL P:\4953 RANCHO GEOTECH\2015-PROJ\150302 ADULT SC BORING 3

DATE DRILLED: December 18, 2015

(pcf) EQUIPMENT USED: Hand Auger

(blows/ft) HOLE DIAMETER (in.): 4 DEPTH(ft) MOISTURE (%ofdry wt.) SAMPLELOC. DRYDENSITY ELEVATION (ft.): 165** ELEVATION(ft) BLOWCOUNT*

3-inch thick Asphalt Concrete, No Base Course FILL - SILTY SAND with GRAVEL - moist, brown, trace some rootlets ML SANDY SILT - moist, brown

More finer sand

SURFACE CONDITIONS AT OTHER 12.6 77 7 EEN STRATA MAY BE GRADUAL. TUDE AND LONGITUDE OF BORING 160 5 27.4 77 25 Becomes stiff (63% Passing No. 200 Sieve)

12.5 82 20 Layer of Poorly Graded Sand with Silt, moist, olive brown and orangish brown mottled, fine SP POORLY GRADED SAND - medium dense, moist, gray, fine, some medium. 155 10 7.4 73 30 END OF BORING AT 10 FEET NOTES: Groundwater was not encountered. Boring backfilled with cuttings, tamped, and patched with asphalt. * Number of blows required to drive a Crandall sampler 12 inches using a 50-pound 150 15 slide hammer falling from a height of 18 inches. S S BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETW OT PLAN FOR MORE ACCURATE LOCATION INFORMATION. SUB RFACE CONDITIONS AT THE EXPLORATION LOCATION. LATI 145 20 GPJ GPJ 1/20/16

140 25

135 30 \LIBRARY \LIBRARY AMEC JUNE2012.GLB HOOL HOOL IMPROVEMENTS\3.2 ALL FIELD NOTES\4953-15-0302.

LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACE 130 35 THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSU LOCATION SHOWN ON LOGS ARE APPROXIMATE; REFER TO PL

40 Field Tech: IC/WL Prepared By: WL Checked By: LT Proposed Improvements El Rancho Adult School LOG OF BORING Pico Rivera, California Project: 4953-15-0302 Figure: A-1.3 B11SOIL_CRANDALL(ELEVATION) L:\70131 B11SOIL_CRANDALL(ELEVATION) GEOTECH\GINTW P:\4953 GEOTECH\2015-PROJ\150302 EL P:\4953 RANCHO GEOTECH\2015-PROJ\150302 ADULT SC GROUP MAJOR DIVISIONSSYMBOLS TYPICAL NAMES Undisturbed Sample Auger Cuttings Well graded gravels, gravel - sand CLEAN GW mixtures, little or no fines. Standard Penetration Test Bulk Sample GRAVELS GRAVELS (Little or no fines) Poorly graded gravels or grave - sand (More than 50% of GP mixtures, little or no fines. Rock Core Crandall Sampler coarse fraction is LARGER than the GRAVELS GM Silty gravels, gravel - sand - silt mixtures. Dilatometer Pressure Meter COARSE No. 4 sieve size) WITH FINES (Appreciable GRAINED GC Clayey gravels, gravel - sand - clay Packer No Recovery SOILS amount of fines) mixtures. (More than 50% of material is SW Well graded sands, gravelly sands, little or Water Table at time of drilling Water Table after drilling LARGER than No. CLEAN no fines. 200 sieve size) SANDS SANDS (More than 50% of (Little or no fines) SP Poorly graded sands or gravelly sands, coarse fraction is little or no fines. SMALLER than the No. 4 Sieve SANDS WITH SM Silty sands, sand - silt mixtures Size) FINES (Appreciable amount of fines) SC Clayey sands, sand - clay mixtures. Inorganic silts and very fine sands, rock Correlation of Penetration Resistance ML flour, silty of clayey fine sands or clayey silts and with slight plasticity. with Relative Density and Consistency SILTS AND CLAYS Inorganic lays of low to medium plasticity, SAND & GRAVEL SILT & CLAY CL gravelly clays, sandy clays, silty clays, FINE (Liquid limit LESS than 50) lean clays. No. of BlowsRelative Density No. of Blows Consistency 0 - 4 Very Loose 0 - 1 Very Soft GRAINED OL Organic silts and organic silty clays of low SOILS plasticity. 5 - 10 Loose 2 - 4 Soft (More than 50% of Inorganic silts, micaceous or - 30 Medium Dense 5 - 811 Medium Stiff material is MH diatomaceous fine sandy or silty soils, SMALLER than elastic silts. 31 - 50 Dense 9 - 15 Stiff No. 200 sieve size) SILTS AND CLAYS Over 50 Very Dense 16 - 30 Very Stiff CH Inorganic clays of high plasticity, fat clays (Liquid limit GREATER than 50) Over 30 Hard Organic clays of medium to high OH plasticity, organic silts.

HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols.

SAND GRAVEL KEY TO SYMBOLS AND SILT OR CLAY Cobbles Boulders Fine Medium Coarse Fine Coarse DESCRIPTIONS No.200 No.40 No.10 No.4 3/4" 3" 12" U.S. STANDARD SIEVE SIZE

Reference: The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1960) Figure A-2 SHEAR PEAK STRENGTH in Pounds per Square Foot 0 1000 2000 3000 4000 5000 6000 0

[email protected]

[email protected] [email protected] [email protected] 1000

Boring Number and

[email protected] Sample Depth (ft.)

2000

3000

4000

[email protected] [email protected] [email protected] [email protected] SURCHARGE PRESSURE in Pounds per Square Foot 5000

[email protected]

6000

Samples soaked to a moisture content near saturation Samples tested at field moisture content

Prepared/Date: PC 1/11/16 Checked/Date: LT 1/15/16

DIRECT SHEAR TEST DATA Project No. 4953-15-0302 Figure A-3 LOAD IN KIPS PER SQUARE FOOT

0.4 0.6 0.8 1.0 2.0 4.0 6.0 8.0 10.0 0.00

0.02 Boring 2 @ 3½' SANDY SILT

0.04

0.06

0.08 CONSOLIDATIONININCHES PER INCH

0.10

0.12 Note: Water added to sample after consolidation under a load of 1.8 kips per square foot.

Prepared/Date: PC 1/11/16 Checked/Date: LT 1/15/16

CONSOLIDATION TEST DATA Project 4953-15-0302 Figure A-4 Figure A-5.1 Figure A-5.2 Table 1 - Laboratory Tests on Soil Samples

AMEC Foster Wheeler El Rancho Adult School Your #4953-15-0302, HDR Lab #16-0007LAB 5-Jan-16

Sample ID

B-3 @ 1'-5' B-1 @ 2.5' B-2 @ 3.5'

Resistivity Units as-received ohm-cm 1,720 2,400 6,400 saturated ohm-cm 480 960 2,920 pH 6.8 7.3 7.3

Electrical Conductivity mS/cm 0.60 0.30 0.08

Chemical Analyses Cations calcium Ca2+ mg/kg 382 240 61 magnesium Mg2+ mg/kg 45 14 3.1 sodium Na1+ mg/kg 88 38 14 potassium K1+ mg/kg ND ND ND Anions 2- carbonate CO3 mg/kg ND ND ND 1- bicarbonate HCO3 mg/kg 110 247 177 fluoride F1- mg/kg 0.8 1.2 0.8 chloride Cl1- mg/kg 115 13 3.0 2- sulfate SO4 mg/kg 268 113 20 3- phosphate PO4 mg/kg ND ND ND

Other Tests 1+ ammonium NH4 mg/kg ND ND ND 1- nitrate NO3 mg/kg 1,720 663 55 sulfide S2- qual na na na Redox mV na na na

Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed

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