South San Francisco City Council
December 13, 2023

Appendix F
Geotechnical Investigation for Vantage Phases 2 and 3
Langan Engineering and Environmental Services Inc., October 17, 2022

GEOTECHNICAL INVESTIGATION
Vantage Phases 2 and 3
South San Francisco, California
Prepared For:

HCP Forbes, LLC and LS Forbes, LLC
1 Tower Place, Suite 200
South San Francisco, California 94080
Prepared By:

Langan Engineering and Environmental Services, Inc.
1 Almaden Boulevard, Suite 590
San Jose, California 95113
Kelli McCurdy, PE #C91646
Project Engineer
Serena Jang, GE #2702
Associate Principal/Vice President
17 October 2022
Revised 8 November 2022
770675103
Geotechnical Investigation
Vantage Phases 2 and 3
South San Francisco, California
17 October 2022
Revised 8 November 2022
770675103
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TABLE OF CONTENTS

1.0 INTRODUCTION.............................................................................................................1

2.0 SCOPE OF SERVICES ....................................................................................................1

3.0 FIELD INVESTIGATION AND LABORATORY TESTING ...............................................2

3.1 Previous Investigations .....................................................................................2

3.2 Borings ...............................................................................................................3

3.3 Laboratory Testing ............................................................................................4

4.0 SITE AND SUBSURFACE CONDITIONS .......................................................................5

5.0 SEISMIC AND GEOLOGIC HAZARDS ...........................................................................6

5.1 Regional Seismicity ...........................................................................................6

5.2 Fault Rupture .....................................................................................................8

5.3 Seismic Hazards.................................................................................................8

5.3.1 Liquefaction and Lateral Spreading......................................................9

5.3.2 Seismic Densification.............................................................................9

5.3.3 Tsunami ................................................................................................10

6.0 DISCUSSION AND CONCLUSIONS............................................................................10

6.1 Foundation and Settlement............................................................................10

6.2 Construction Considerations ..........................................................................11

6.3 Corrosion Potential..........................................................................................11

7.0 RECOMMENDATIONS.................................................................................................12

7.1 Site Preparation ...............................................................................................12

7.2 Foundations .....................................................................................................13

7.3 Tiedown Anchors.............................................................................................15

7.3.1 Tiedown Testing...................................................................................15

7.4 Floor Slabs........................................................................................................16

7.5 Utilities and Utility Backfill .............................................................................18

7.6 Flexible Pavement Design ...............................................................................19

7.7 2019/2022 CBC Mapped Values ......................................................................19

8.0 ADDITIONAL GEOTECHNICAL SERVICES..................................................................20

9.0 LIMITATIONS...............................................................................................................21

REFERENCES

FIGURES

APPENDICES

DISTRIBUTION
770675103.03R Geotechnical Investigation Report_Vantage Phases 2 & 3_S San Francisco Geotechnical Investigation
Vantage Phases 2 and 3
South San Francisco, California
17 October 2022
Revised 8 November 2022
770675103
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ATTACHMENTS

FIGURES
Figure 1 Site Location Map
Figure 2 Site Plan
Figure 3 Map of Major Faults and Earthquake Epicenters in the San Francisco Bay Area
Figure 4 Modified Mercalli Intensity Scale

APPENDICES
Appendix A Logs of Borings from Previous Investigations Appendix B Laboratory Test Results from Previous Investigations Appendix C Logs of Borings from Current Investigation
Appendix D Laboratory Test Results from Current Investigation Appendix E Corrosivity Test Results
Geotechnical Investigation
Vantage Phases 2 and 3
South San Francisco, California
17 October 2022
Revised 8 November 2022
770675103

GEOTECHNICAL INVESTIGATION
Vantage Phases 2 And 3
South San Francisco, California

1.0 INTRODUCTION
This report presents the results of our geotechnical investigation for Phases 2 and 3 of the Vantage development in South San Francisco, California. The Vantage development is located southeast of the intersection of Forbes Boulevard and Eccles Avenue, as shown on Figure 1.

The development is bound by Forbes Boulevard to the north, Allerton Avenue to the east, trail corridor to the south, and commercial buildings and parking lot to the west, as shown on Figure 2.

The plans for the design and construction of the Vantage development will be performed in three phases. Phase 1 includes Buildings A and B and the Amenity building, as shown on Figure 2; the geotechnical investigation for Phase 1 was presented under separate reports (Langan 2020 and 2022). The project site for this report is Phases 2 and 3 of the Vantage development. Phase 2 will consist of Buildings C and D, and Parking Structures 1 and 2 and Phase 3 will consist of Buildings E and F and Parking Structure 3, as shown on Figure 2.

The development of Phases 2 and 3 will include demolishing the existing buildings and constructing several new at-grade structures. The planned building heights and building loads are currently unavailable. We also understand that Phase 2 will consist of a fire station that will be constructed in the northwest corner of the site; however, the fire station is not part of the current project scope. We presented preliminary conclusions and recommendations for the fire station in a letter report dated 17 October 2022. We will present final conclusions and recommendations for the fire station at a later date.

2.0 SCOPE OF SERVICES
Our scope of services was performed in general accordance with our proposal dated 12 August 2022. These services consisted of performing a field exploration program to supplement the available subsurface information and performing engineering analyses to develop conclusions and recommendations regarding:
 soil, bedrock, and groundwater conditions at the site  seismic hazards, including ground rupture, liquefaction, and differential compaction,  the most appropriate foundation type(s) for the proposed structure, Geotechnical Investigation
Vantage Phases 2 and 3
South San Francisco, California
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 design criteria for the most appropriate foundation type(s), including values for vertical and lateral capacities,
 estimated foundation and surrounding ground surface settlement,  2019 California Building Code (CBC) site classification, mapped values SS and S1, modification factors Fa and Fv and SMS and SM1,
 floor slabs,
 site preparation, grading, and excavation, including criteria for fill quality and compaction,  soil corrosivity with brief evaluation,
 flexible pavement design, and
 construction considerations.

3.0 FIELD INVESTIGATION AND LABORATORY TESTING
We began our subsurface investigation by reviewing the results of geotechnical investigations previously performed at the site and in the site vicinity. To further evaluate subsurface conditions at the site and obtain additional data, we drilled six borings. In addition, two seismic Multichannel Analysis of Surface Waves (MASW) surveys and Seismic Refraction (SR) surveys were performed by Norcal Geophysical Consultants, Inc. at the site on 8 October 2022. The MASW and SR surveys will be presented in an addendum to our design geotechnical investigation report.

Prior to performing the field investigation, we:
 obtained a drilling permit from the San Mateo Environmental Health Department (SMCEHD)
 notified Underground Service Alert (USA) and followed up with USA utility companies  checked the boring locations for underground utilities using a private utility locator Details of the field exploration activities and laboratory testing are described in the remainder of this section.

3.1 Previous Investigations
We previously performed geotechnical studies at and in the vicinity of the site and presented our findings in the following reports:

Geotechnical Investigation
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South San Francisco, California
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 “Geotechnical Investigation, Vantage Amenity Building, South San Francisco, California,” by Langan, dated 4 March 2022;
 “Preliminary Geotechnical Site Assessment, Gallo Site, South San Francisco, California,” by Langan, dated 27 October 2020; and
 “Geotechnical Investigation, Forbes Research Center, 494 Forbes Boulevard, South San Francisco, California,” by Langan, dated 16 January 2020.

The approximate locations of the previous borings, designated as B-1 through B-6, are shown on Figure 2. Logs of the previous borings are included in Appendix A. The laboratory test results from the previous investigations are presented on the boring logs and in Appendix B.

3.2 Borings
Six borings, designated as B-7 through B-121, were drilled for the Vantage Phase 2 and 3 buildings on 11 and 12 August 2022 by Gregg Drilling using a truck-mounted drill rig equipped with hollow-stem auger drilling equipment. The borings were advanced to depths of about 5 to 26 feet below ground surface (bgs). During drilling, our engineer logged the soil and bedrock encountered and obtained soil and bedrock samples for visual classification and laboratory testing.

The approximate locations of the borings are shown on Figure 2. Logs of the borings drilled as part of this investigation are presented in Appendix C on Figures C-1 through C-6. The soil and bedrock encountered in the borings were classified in accordance with the classification charts shown on Figure C-7 and Figure C-8, respectively.

All soil samples were obtained using a Standard Penetration Test (SPT) sampler with a 2.0-inch outside diameter and 1.5-inch inside diameter, without liners.

In general, the SPT sampler was used to evaluate the relative density of sandy soil.

The SPT sampler was driven with a 140-pound, automatic safety hammer falling 30 inches.

The samplers were driven up to 18 inches and the hammer blows required to drive the samplers every six inches of penetration were recorded and are presented on the boring logs. A “blow count” is defined as the number of hammer blows per six inches of penetration or 50 blows for six inches or less of penetration. The driving of samplers was discontinued if the observed (recorded) blow count was 50 for six inches or less of penetration. The blow counts required to 1 Borings B-1 through B-6 were drilled as part of the previous investigations for the preliminary geotechnical site assessment for the Gallo Site (Langan, 2020) and geotechnical investigation for the Vantage Amenity Building (Langan, 2022).

Geotechnical Investigation
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South San Francisco, California
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drive the SPT samplers were converted to approximate SPT N-values using factor of 1.2 to account for sampler type and hammer energy and are shown on the boring logs. The blow counts used for this conversion were: 1) the last two blow counts if the sampler was driven more than 12 inches, 2) the last one blow count if the sampler was driven more than six inches but less than 12 inches, and 3) the only blow count if the sampler was driven six inches or less.

After completion, the borings were backfilled with cement grout as required by SMCEHD.

The soil cuttings generated from the borings were collected into 55-gallon drums, which were temporarily stored at the site, tested, and eventually transported off-site for proper disposal.

3.3 Laboratory Testing
The soil samples collected during this current investigation were reexamined in the office for soil classification, and representative samples were selected for laboratory testing. The laboratory testing program was designed to evaluate engineering properties of the soil at the site. Samples were tested in the laboratory to measure moisture content, fines content, and plasticity (Atterberg Limits). The laboratory tests are included in Appendix D.

To evaluate the corrosivity of the soil near the foundation subgrade, we performed corrosivity tests on samples obtained from the upper 4½ feet. The corrosivity of the soil samples was evaluated by CERCO Analytical using the following ASTM Test Methods:
 Redox – ASTM D1498
 pH – ASTM D4972
 Resistivity (100% Saturation) – ASTM G57
 Sulfide – ASTM D4658M
 Chloride – ASTM D4327
 Sulfate – ASTM D4327
The laboratory corrosion test results and a brief corrosivity evaluation by CERCO Analytical Inc. are presented in Appendix E.

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South San Francisco, California
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4.0 SITE AND SUBSURFACE CONDITIONS
Currently, the east and west ends of the Vantage development are open lots; the east lot is under construction (Phase 1) and the west lot is being used for staging and construction parking.

The center of the site is currently occupied by two commercial buildings and paved parking.

Borings indicate the existing pavement section of the paved parking consists of about one to five inches of asphalt underlain by up to twelve inches of aggregate base at boring locations drilled in pavement areas. According to a topographic site map, the existing ground surface elevations generally range from Elevation 35 feet to Elevation 42 feet2.

The site is underlain by up to about 4½ feet of fill consisting of sandy clay and sand with gravel.

Bedrock underlies the fill along the northwest corner of the site. In the remaining portions of the site, medium dense to very dense sand with varying amounts of silt and clay and stiff to very stiff clay of the Colma Formation were encountered to the maximum depth explored of 31½ feet bgs.

Bedrock, consisting of sandstone, shale and serpentinite, which sometimes contains naturally occurring asbestos (NOA), of the Francisco Complex, was encountered approximately between 2½ and 4 feet bgs in the northwestern corner of the project site during the previous and current investigations. As part of the previous geotechnical investigations, the results of asbestos testing indicated concentrations of asbestos ranging from 0.25 to 3 percent. The rock is intensely fractured to crushed, plastic to friable, deeply weathered, and has soft to moderately hard hardness. Bedrock generally becomes deeper to the south and east.

During our current investigation, bedrock was encountered at approximately 16 to 20 feet bgs in the southwest corner of the site. Bedrock was not encountered in the central and eastern part of the project site; however, according to published top of bedrock elevation contour maps (Hensolt, 1990), bedrock is estimated to be approximately 40 to 50 feet bgs.

The historic high groundwater level is approximately 10 feet bgs (California Geological Survey, 2021). During the previous and current investigations, groundwater was encountered at approximately 15 to 25 feet bgs during drilling. Additionally, groundwater has been observed at the top of bedrock in the vicinity of the site; this may represent a perched groundwater condition.

The observed groundwater level may not represent stabilized level, and may also fluctuate due to seasonal rainfall.
2 Elevations based on topographic site plan titled “VANTAGE Site Topo” provided by Project Management Advisors on 24 August 2022.

Geotechnical Investigation
Vantage Phases 2 and 3
South San Francisco, California
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5.0 SEISMIC AND GEOLOGIC HAZARDS

5.1 Regional Seismicity
The project site is in a seismically active region. Numerous earthquakes have been recorded in the region in the past, and moderate to large earthquakes should be anticipated during the service life of the proposed development. The San Andreas and San Gregorio faults are the major faults closest to the site. These and other faults of the region are shown on Figure 3. For each of these faults, as well as other active faults within about 50 kilometers (km) of the site, the distance from the site and estimated mean Moment magnitude3[2014 Working Group on California Earthquake Probabilities (WGCEP) (2015) and Uniform California Earthquake Rupture Forecast Version 3 (UCERF3) as detailed in the United States Geological Survey Open File Report 2013-1165] are summarized in Table 1. The mean Moment magnitude presented on Table 1 was computed assuming full rupture of the segment using Hanks and Bakun (2008) relationship.

TABLE 1
Regional Faults and Seismicity
Fault Segment
Approx.

Distance from
fault (km)
Direction
from Site
Mean
Moment
Magnitude
San Andreas 1906 event 6 Southwest 8.1
Pilarcitos 12 Southwest 6.7
Total San Gregorio 15 West 7.6
Monte Vista – Shannon 21 Southeast 7.0
Total Hayward-Rodgers Creek Healdsburg 24 East 7.6
Mission (connected) 31 East 6.1
Contra Costa (Lafayette) 34 Northeast 6.1
Total Calaveras 37 East 7.5
Franklin 37 Northeast 6.7
Contra Costa (Larkey) 37 Northeast 6.0
Contra Costa Shear Zone (connector) 38 Northeast 6.6
Butano 39 South 6.7
Mount Diablo Thrust 40 Northeast 6.6
Contra Costa (Dillon Point) 43 Northeast 6.1
Concord 45 Northeast 6.4
3 Moment magnitude is an energy-based scale and provides a physically meaningful measure of the size of a faulting event. Moment magnitude is directly related to average slip and fault rupture area.

Geotechnical Investigation
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South San Francisco, California
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Figure 3 also shows the earthquake epicenters for events with magnitude greater than 5.0 from January 1800 through August 2014. Since 1800, four major earthquakes have been recorded on the San Andreas fault. In 1836 an earthquake with an estimated maximum intensity of VII on the Modified Mercalli (MM) scale (Figure 4) occurred east of Monterey Bay on the San Andreas fault (Toppozada and Borchardt 1998). The estimated Moment magnitude, Mw, for this earthquake is about 6.25. In 1838, an earthquake occurred with an estimated intensity of about VIII-IX (MM), corresponding to an Mw of about 7.5. The San Francisco Earthquake of 1906 caused the most significant damage in the history of the Bay Area in terms of loss of lives and property damage.

This earthquake created a surface rupture along the San Andreas fault from Shelter Cove to San Juan Bautista approximately 470 kilometers in length. It had a maximum intensity of XI (MM), an Mw of about 7.9, and was felt 560 kilometers away in Oregon, Nevada, and Los Angeles.

The Loma Prieta Earthquake occurred on 17 October 1989 in the Santa Cruz Mountains with an Mw of 6.9, the epicenter of which is approximately 82 km from the site.

In 1868 an earthquake with an estimated maximum intensity of X on the MM scale occurred on the southern segment (between San Leandro and Fremont) of the Hayward fault. The estimated Mw for the earthquake is 7.0. In 1861, an earthquake of unknown magnitude (probably an Mw of about 6.5) was reported on the Calaveras fault. The most recent significant earthquake on this fault was the 1984 Morgan Hill earthquake (Mw = 6.2).

The most recent earthquake to affect the Bay Area occurred on 24 August 2014 and was located on the West Napa fault, approximately 63 km northeast of the site, with an MW of 6.0.

The 2016 U.S. Geologic Survey (USGS) predicted a 72 percent chance of a magnitude 6.7 or greater earthquake occurring in the San Francisco Bay Area in 30 years (Aagaard et al. 2016).

More specific estimates of the probabilities for different faults in the Bay Area are presented in Table 2.

Geotechnical Investigation
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South San Francisco, California
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TABLE 2
Estimates of 30-Year Probability (2014 to 2043) of a
Magnitude 6.7 or Greater Earthquake
Fault
Probability
(percent)
Hayward-Rodgers Creek 33
Calaveras 26
N. San Andreas 22
San Gregorio 16
Mount Diablo Thrust 16
Greenville 6

5.2 Fault Rupture
Historically, ground surface ruptures closely follow the trace of geologically young faults. The site is not within an Earthquake Fault Zone, as defined by the Alquist-Priolo Earthquake Fault Zoning Act and no known active or potentially active faults exist on the site. The Hillside Fault appears to have been mapped as crossing the Phase 1 development area. According to our review of information regarding the fault, the Hillside Fault is an inactive fault, with the latest activity occurring on it at least 1.8 million years ago. Therefore, we conclude the risk of fault offset through the site from a known active fault is low.

In a seismically active area, the remote possibility exists for future faulting in areas where no faults previously existed; however, we conclude that the risk of surficial ground deformation from faulting at the site is low.

5.3 Seismic Hazards
During a major earthquake on one of the active faults in the general region, the site will experience very strong to violent ground shaking similar to other areas of the seismically active San Francisco Bay Region. The intensity of the earthquake ground motion at the site will depend upon the characteristics of the generating fault, distance to the earthquake epicenter, magnitude and duration of the earthquake, and specific site geologic conditions. During its history, the site has been subjected to strong ground shaking from moderate to large earthquakes on the San Andreas, Hayward, Monte Vista-Shannon, and the San Gregorio faults.

Geotechnical Investigation
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South San Francisco, California
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A major earthquake on one of the nearby faults could again produce strong to very strong shaking at the site. Strong shaking during an earthquake can result in ground failure such as that associated with soil liquefaction,4lateral spreading,5and seismic densification6. We used the results of the borings performed on the site to evaluate the potential of these phenomena occurring at the site. The results of our evaluation are presented below.

5.3.1 Liquefaction and Lateral Spreading
When saturated soil with little to no cohesion liquefies during a major earthquake, it experiences a temporary loss of shear strength as a result of a transient rise in excess pore water pressure generated by strong ground motion. Flow failure, lateral spreading, differential settlement, loss of bearing, ground fissures, and sand boils are evidence of excess pore pressure generation and liquefaction.

The subsurface data indicates the sand layers encountered below the groundwater level have generally sufficient cohesion or relative density to resist liquefaction. Additionally, the site is not within a zone designated as having the potential for liquefaction, as identified by the map titled Earthquake Zones of Required Investigation, San Francisco South Quadrangle (California Geological Survey, 2021). Specifically, the map shows the site is outside the area “where historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions indicate a potential for permanent ground displacements such that mitigation as defined in Public Resources Code Section 2693 (c) would be required.” Therefore, we conclude the potential for liquefaction and lateral spreading to be low.

5.3.2 Seismic Densification
Seismic densification of non-saturated, cohesionless soil following a major earthquake was analyzed using the procedure outlined by Tokimatsu and Seed (1987) and the Pradel (1998) method. The borings indicate that the materials above the water table may be susceptible to seismic densification. According to our analyses, we conclude that the soil in the upper five feet 4 Liquefaction is a phenomenon in which saturated, cohesionless soil experiences a temporary loss of strength due to the buildup of excess pore water pressure, especially during cyclic loading such as that induced by earthquakes.

Soil most susceptible to liquefaction is loose, clean, saturated, uniformly graded, fine-grained sand and silt of low plasticity that is relatively free of clay.
5 Lateral spreading is a phenomenon in which surficial soil displaces along a shear zone that has formed within an underlying liquefied layer. Upon reaching mobilization, the surficial blocks are transported downslope or in the direction of a free face by earthquake and gravitational forces. 6 Seismic densification is a phenomenon in which non-saturated, cohesionless soil is densified by earthquake vibrations, causing ground surface settlement.

Geotechnical Investigation
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above the groundwater table could potentially densify during a major earthquake. Settlements due to seismic densification of up to ½ inch could occur in the fill.

5.3.3 Tsunami
The property is not within a potential tsunami flood area as shown on a map prepared jointly by the California Governor’s Office of Emergency Services, the California Geological Survey, Aecom and the University of Southern California (2021). Therefore, we conclude the potential risk by inundation from tsunami to be low within the project site. However, the project civil engineer should evaluate the impact of sea level rise on the potential risk of inundation from a tsunami.

6.0 DISCUSSION AND CONCLUSIONS
We conclude the proposed development is feasible from a geotechnical standpoint, provided the recommendations presented in this report are incorporated in the project plans and implemented during construction. The primary geotechnical concern is foundation support for the improvements. This and other geotechnical concerns and their potential impacts on the proposed project are discussed in the following sections.

6.1 Foundation and Settlement
The available subsurface information indicates the site is blanketed by sandy fill which is underlain by medium dense to very dense native sand and stiff to very stiff clay; in the northwest corner of the site, the fill is underlain by shallow bedrock. Considering the subsurface conditions at the site, we judge the most economical foundation system for the proposed structures is a shallow foundation system consisting of spread footings gaining support in the native medium dense to very dense sand and stiff to very stiff clay or bedrock beneath the fill. If the foundation and building loads are not sufficient to resist the seismic uplift loads, tiedown anchors may be used.

Structural loads are currently not available for the proposed development. Once building loads and grading plans are available, the settlement estimates can be refined. Assuming spread footings with allowable bearing pressures of up to 6,000 pounds per square foot (psf) are at least five feet wide and that extend at least five feet bgs (bearing below the existing fill), we estimate the total settlement for footings on dense to very dense sands and stiff to very stiff clay or bedrock should not settle more than one inch; differential settlement between adjacent footings, typically about 25 feet apart, should not exceed ½ inch. Most of this settlement is expected to occur during construction. If the footing width is less than five feet, then we should reevaluate the settlements.

Geotechnical Investigation
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South San Francisco, California
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We anticipate that differential settlement between the proposed structures and adjacent ground will not exceed the total settlements estimated above.

6.2 Construction Considerations
Foundations for pre-existing buildings may be encountered during excavation; these should be excavated and removed. In addition, bedrock may be encountered at shallow depths in the northwest portion of the site. Hoe-ram or jack hammers may be required to break up remnants of large footings, slabs or bedrock, if encountered during excavation for footings, elevator pits or utility lines. Any resulting excavations which extend below finished subgrade should be backfilled with compacted granular fill.

The soil at the site consists of sand with varying types and amounts of fines and clay. Vertical cuts for footings may not stand vertically. Sloughing of unsupported cuts may occur.

The contractor should be prepared to form excavations for footings or elevator pits to prevent sloughing into the excavation. If sloughing occurs, the disturbed soil should be removed prior to pouring concrete.

Due to the presence of asbestos in the bedrock at the site, the site will be subject to the California Air Resource Board (CARB) Asbestos Airborne Toxic Control Measure (ATCM) for construction, grading, quarrying, and surface mining operations dated July 2001 during redevelopment.

The CARB Asbestos ATCM is enforced locally by Bay Area Air Quality Management District (BAAQMD) and requires construction projects greater than one acre in size, in which naturally-occurring asbestos, serpentine, or ultramafic rock is present, to prepare a site-specific Asbestos Dust Monitoring Plan (ADMP) for agency approval.

The ADMP specifies dust mitigation measures that must be initiated at the start and maintained throughout the duration of the construction and grading activities per the Asbestos ATCM.

Asbestos dust mitigation will be implemented every day that construction and grading activities are performed at the site. Construction and grading activities include any disturbance of surface or stockpiles conducted with powered equipment or any related activity including, but not limited to, all surface and subsurface cuts and fills, excavation, material loading, trenching, stockpiling, auger drilling, bulldozing, and landfilling.

6.3 Corrosion Potential
CERCO Analytical performed tests on soil samples from boring B-9 at a depth of about one to three feet and from B-11 at a depth of about one to 4½ feet to evaluate the potential of corrosion Geotechnical Investigation
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for buried metals and concrete. Corrosivity test results and a brief evaluation are presented in Appendix E.

On the basis of resistivity test results, the soil samples are classified as moderately corrosive to corrosive to buried steel. All buried metallic pressure piping, such as ductile iron firewater pipelines, should be protected against corrosion. All other buried iron, steel, cast iron, ductile iron, galvanized steel, and dielectric coated steel or iron should be properly protected against corrosion, depending upon the critical nature of the structure. To protect reinforcing steel from corrosion, adequate coverage should be provided as required by the building code.

For detailed recommendations regarding the corrosion protection of buried metals and concrete, a licensed corrosion consultant should be retained.

7.0 RECOMMENDATIONS
Recommendations for site preparation, foundation support, and other geotechnical aspects of this project are presented in the following sections.

7.1 Site Preparation
Site preparation should include removal of all existing structures, buried foundations, slabs, pavements, and underground utilities within the footprint of the planned development. All areas to receive improvements should be stripped of vegetation and organic topsoil. The pavement material, including asphalt, may be segregated from organic topsoil and used as compacted fill, provided it meets the fill requirements presented in a subsequent paragraph of this section and is acceptable from an environmental standpoint. The stripped organic soil can be stockpiled for later use in landscaped areas, if approved by the architect; organic topsoil should not be used as compacted fill.

Demolished asphalt and concrete at the site may be crushed to provide Class 2 aggregate base (AB) provided it is acceptable from an environmental standpoint. Where recycled Class 2 AB will be used beneath pavements, it should meet requirements of the Caltrans Standard Specifications. Recycled Class 2 AB that does not meet the Caltrans specifications should not be used beneath City streets, but it is acceptable for use as fill within building pads and beneath concrete flatwork, provided it meets the requirements for select fill as presented later in this section.

Geotechnical Investigation
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The surface exposed by excavation/stripping should be scarified to a depth of at least six inches, moisture-conditioned to near the optimum moisture content and compacted to at least 90 percent relative compaction7. The exposed ground surface should be kept moist during subgrade preparation.

Fill should consist of soil that is non-corrosive, free of organic matter, contain no rocks or lumps larger than three inches in greatest dimension, have a liquid limit less than 40 and plasticity index less than 12, and be approved by the geotechnical engineer. In addition, fill placed beneath asphalt pavements should have a minimum R-value of 9. We anticipate that most of the onsite soil meets the requirements for general fill.

Fill should be placed in lifts not exceeding eight inches in loose thickness, moisture-conditioned to near the optimum moisture content, and compacted to at least 90 percent relative compaction.

Fill thicker than five feet or containing less than 10 percent fines should be compacted to at least 95 percent relative compaction. The upper six inches of the soil subgrade in building pad or pavement areas that will receive vehicular traffic should also be compacted to at least 95 percent relative compaction to achieve a non-yielding subgrade. Class 2 aggregate base beneath the pavement and concrete flatwork should be compacted to at least 95 percent relative compaction.

We recommend new sidewalks and concrete flatwork be underlain by at least four inches of Class 2 aggregate base material that has been compacted to at least 95 percent relative compaction. Where adjacent to pavement areas or slabs underlain by aggregate base, concrete curbs should be keyed a minimum of four inches below the aggregate base section.

We recommend permanent fill slopes not be steeper than 2:1 (horizontal to vertical).

7.2 Foundations
We anticipate native medium dense to very dense sand and stiff to very stiff clay or bedrock will be exposed at the foundation level. The proposed structures may be supported on individual spread footings and/or continuous strip footings bearing on native soil or bedrock. Continuous footings should be at least 18 inches wide and isolated spread footings should be at least 7 Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by the ASTM D1557 laboratory compaction procedure.

Geotechnical Investigation
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24 inches wide. Footings should extend at least 18 inches below the lowest adjacent soil subgrade and through fill.

Borings indicate the fill extends to a depth of about 4 to 5 feet across most of the site. Where fill is encountered, the footing excavations should be deepened to bear on native soil or bedrock.

Therefore, most footing excavations should extend at least five feet bgs with at least one foot into native soil or bedrock; if bedrock is encountered at shallower depth the footings excavations may be reduced. The final depth of the footing excavations will need to be determined by the geotechnical engineer of record during construction. The excavations can be backfilled to the base of the design footing elevation with lean or structural concrete or Control Density Fill (CDF) with a minimum compressive strength of 100 pounds per square inch (psi).

Footings bearing on dense to very dense sand, stiff to very stiff clay, bedrock and/or CDF may be designed using an allowable bearing pressure of 6,000 psf for dead plus live loads. A one-third increase may be applied to the allowable value for total design loads, which include wind or seismic forces. To design the footings using the modulus of subgrade reaction method, we recommend a modulus of subgrade reaction of 70 kips per cubic foot (kcf).

Lateral loads may be resisted by a combination of passive pressure on the vertical faces of the footings and friction between the bottoms of the footings and the supporting native soil or bedrock. To compute lateral resistance, we recommend using an allowable equivalent fluid weight (triangular distribution) of 300 pounds per cubic foot (pcf). The upper foot of soil or bedrock should be ignored unless confined by a slab or pavement. Frictional resistance should be computed using a base friction coefficient of 0.30. The passive pressure and frictional resistance values include a factor of safety of at least 1.5 and may be used in combination without reduction.

Uplift loads may be resisted by the weight of the footing and any overlying soil. If footings are inadequate to provide the necessary uplift resistance, tiedown anchors may be used.

Recommendations for tiedown anchors are provided in Section 7.3.

We should check footing excavations prior to placement of reinforcing steel and concrete.

As discussed in Section 6.2, because of the presence of cohesionless soil in the upper few feet, forms may be required to prevent caving or sloughing of footing excavations. Footing excavations should be free of standing water, debris, and sloughed soil or disturbed materials prior to placing concrete. In the event soft, wet, disturbed or otherwise undesirable material is encountered at the bottom of the footings, it should be over-excavated to competent material and backfilled with Geotechnical Investigation
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lean concrete. The bottoms and sides of the footing excavations should be moistened following excavation and maintained in a moist condition until concrete is placed.

7.3 Tiedown Anchors
If the weight of the building is not sufficient to resist uplift loads, tiedown anchors will be required. Tiedown anchors typically consist of relatively small-diameter, drilled, concrete or grout-filled shafts with steel bars or tendons embedded in the concrete or grout. The anchors develop their uplift resistance from friction between the sides of the shaft and the surrounding soil.

The center-to-center spacing of tiedown anchors should be at least four shaft diameters apart or four feet, whichever is greater. The ultimate bond strength between the anchor and soil will depend on the installation procedure. The actual bond strength should be estimated by the designer. For planning purposes, however, we recommend using an ultimate skin friction of 3,000 psf for post-grouted tiedowns installed in dense to very dense sand and stiff to very stiff clay or bedrock. A factor of safety of 1.5 (for total loads including wind and seismic) should be used. Higher values may be obtained depending upon the techniques employed by the contractor and the results of pullout tests.

Because the tiedowns will be permanent, we recommend they be double corrosion protected.

The tiedowns will be installed below the water table; therefore, the contractor should use an auger-cast system or be prepared to case the holes to prevent them from caving. If water is present in the shaft, concrete should be placed using a tremie system.

High strength bars or strands may be used as tensile reinforcement in the anchors. A minimum stressing length (free length) of 10 and 15 feet should be provided for steel bar and strand tendons, respectively.

7.3.1 Tiedown Testing
We should observe tiedown testing. The first two production tiedowns and two percent of the remaining tiedowns should be performance-tested to 1.5 times the design load. All other tiedowns should be proof-tested to either 1.25 times the design load.

The movement of each tiedown should be monitored with a free-standing, tripod-mounted dial gauge during performance and proof testing. The performance test is used to verify the capacity and the load-deformation behavior of the tiedowns. It is also used to separate and identify the Geotechnical Investigation
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causes of tiedown movement, and to check that the designed unbonded length has been established. In the performance test, the load is applied to the tiedown in several cycles of incremental loading and unloading. During the test, the tiedown load and movement are measured. The maximum test load should be held for a minimum of 10 minutes, with readings taken at 0, 1, 3, 6, and 10 minutes. If the difference between the 1- and 10-minute readings is less than 0.04 inch during the loading, the test is discontinued. If the difference is more than

0.04 inch, the holding period is extended by 50 minutes to 60 minutes, and the movements should be recorded at 15, 20, 25, 30, 45, and 60 minutes.

A proof test is a simple test used to measure the total movement of the tiedown during one cycle of incremental loading. The maximum test load should be held for a minimum of 10 minutes, with readings taken at 0, 1, 2, 3, 6, and 10 minutes. If the difference between the 1- and 10-minute readings is less than 0.04 inch, the test is discontinued. If the difference is more than

0.04 inch, the holding period is extended by 50 minutes to 60 minutes, and the movements should be recorded at 15, 20, 25, 30, 45, and 60 minutes.

We should evaluate the tiedown test results and determine whether the tiedowns are acceptable. A performance- or proof-tested tiedown with a ten-minute hold is acceptable if the tiedown carries the maximum test load with less than 0.04 inch movement between one and 10 minutes, and total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length.

A performance- or proof-tested tiedown with a 60-minute hold is acceptable if the tiedown carries the maximum test load with less than 0.08 inch movement between six and 60 minutes, and total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. Tiedowns that failed to meet the first criterion will be assigned a reduced capacity. If the total movement of the tiedowns at the maximum test load does not exceed 80 percent of the theoretical elastic elongation of the unbonded length, the contractor should replace the tiedowns. Replacement tiedowns should be provided, as directed by the structural engineer, for tiedowns that fail the test. All tiedowns should be locked off.

The lock-off load and allowable amount of deformation after the tiedown is locked off should be determined by the structural engineer.

7.4 Floor Slabs
Our analysis indicates up to ½ inch of seismic densification may occur during a major earthquake; this settlement is expected to be erratic and non-uniform. Slab-on-grades may be used for office Geotechnical Investigation
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buildings provided the seismic densification discussed in Section 5.3.2 is tolerable; some cracking and tilting of the slab may occur after a major earthquake. If this performance is not tolerable, we recommend the building footprint be overexcavated two feet below existing grade and the bottom of the overexcavation be compacted to 95 percent relative compaction to reduce the potential for cracking and tilting. Subsequently, the overexcavation can be backfilled with the spoils and compacted to 95 percent relative compaction.

If the seismic densification is tolerable, the soil subgrade where slab-on-grade floors are to be cast should be scarified to a depth of six inches, moisture conditioned to near (or above) optimum moisture content, and rolled to provide a firm, non-yielding surface compacted to at least 95 percent relative compaction. If the subgrade is disturbed during excavation for footings and utilities, it should be re-rolled. Loose, disturbed materials should be excavated, removed, and replaced with engineered fill during final subgrade preparation.

Flexible asphalt pavement can be used for the parking structures. Because asphalt pavements are more flexible, they can tolerate seismic densification better than a rigid slab (i.e. less cracking and tilting.) If the estimated seismic densification is not tolerable for the parking structures, then the recommendations presented above for slab-on-grade to overexcavate two feet below existing subgrade and backfill with spoils should be performed.

Moisture is likely to condense on the underside of the slabs, even though they will be above the design groundwater table. Consequently, a moisture barrier should be installed beneath the slabs if movement of water vapor through the slabs would be detrimental to its intended use.

A moisture barrier is generally not required beneath parking garage slabs, except for areas beneath mechanical, electrical, and storage rooms. A typical moisture barrier consists of a capillary moisture break and a water vapor retarder.

A capillary moisture break consists of at least four inches of clean, free-draining gravel or crushed virgin rock. The vapor retarder should meet the requirements for Class C vapor retarders stated in ASTM E1745-97. The vapor retarder should be placed in accordance with the requirements of ASTM E1643-98. These requirements include overlapping seams by six inches, taping seams, and sealing penetrations in the vapor retarder. The particle size of the gravel/crushed rock should meet the gradation requirements presented in Table 3.

Geotechnical Investigation
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TABLE 3
Gradation Requirements for Capillary Moisture Break
Sieve Size Percentage Passing Sieve
Gravel or Crushed Virgin Rock
1 inch 90 – 100
3/4 inch 30 – 100
1/2 inch 5 – 25
3/8 inch 0 – 6
Concrete mixes with high water/cement (w/c) ratios result in excess water in the concrete, which increases the cure time and results in excessive vapor transmission through the slab. Therefore, concrete for the floor slab should have a low w/c ratio - less than 0.45. The slab should be properly cured. Before the floor covering is placed, the contractor should check that the concrete surface and the moisture emission levels (if emission testing is required) meet the manufacturer’s requirements.

7.5 Utilities and Utility Backfill
The corrosivity reports provided in Appendix E of this report should be reviewed and corrosion protection measures used if needed. A licensed corrosion engineer should be retained to provide project specific corrosion protection recommendations.

Utility trenches should be excavated a minimum of four inches below the bottom of pipes or conduits and have clearances of at least four inches on both sides. Where necessary, trench excavations should be shored and braced to prevent cave-ins and/or in accordance with safety regulations. If trenches extend below the groundwater level, it will be necessary to temporarily dewater them to allow for placement of the pipe and/or conduits and backfill.

To provide uniform support, pipes or conduits should be bedded on a minimum of four inches of sand or fine gravel. After pipes and conduits are tested, inspected (if required), and approved, they should be covered to a depth of six inches with sand or fine gravel, which should then be mechanically tamped to at least 90 percent relative compaction. If fill with less than 10 percent fines is used, the entire depth of the fill should be compacted to at least 95 percent relative compaction. Jetting of trench backfill should not be permitted. Special care should be taken when backfilling utility trenches in pavement areas. Poor compaction may cause excessive settlements resulting in damage to the pavement section.

Geotechnical Investigation
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7.6 Flexible Pavement Design
The State of California flexible pavement design method was used to develop the recommended asphalt concrete pavement sections. We expect the final soil subgrade in asphalt-paved areas will generally consist of sand with varying types and amount of fines. An R-value of 9 was reported for the on-site surface soil. If the existing subgrade will be raised beneath the paved areas, the fill material should have the same or higher R-value than the native soil. Therefore, additional tests should be performed on the proposed fill to measure its R-value. Depending on the results of the tests, the pavement design may need to be revised.

For our calculations, we assumed a Traffic Index (TI) of 4.5 for automobile parking areas with occasional trucks, and Tis of 5.0 and 6.0 for driveways and truck-use areas; these TIs should be confirmed by the project civil engineer. Table 4 presents our recommendations for asphalt pavement sections.

TABLE 4
Flexible Pavement Section Design
(Subgrade R-value = 9)
TI
Asphaltic Concrete
(inches)
Class 2 Aggregate Base
R-value = 78
(inches)

4.5 3 7.5

5.0 3.5 8

6.0 4 11
Pavement components should conform to the current Caltrans Standard Specifications.

The upper six inches of the soil subgrade in pavement areas should be moisture-conditioned to near optimum and compacted to at least 95 percent relative compaction and rolled to provide a smooth non-yielding surface. Aggregate base should be compacted to at least 95 percent relative compaction.

7.7 2019/2022 CBC Mapped Values
For seismic design in accordance with the provisions of 2019/2022 California Building Code, we recommend the following:
 Risk-Targeted Maximum Considered Earthquake (MCER) Ss and S1 of 1.841g and 0.754g, respectively
Geotechnical Investigation
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 Site Class C, should be confirmed with shear wave velocity measurements from MASW survey as part of the addendum to the design geotechnical investigation report  Site Coefficients FA and FV of 1.2 and 1.4
 Maximum Considered Earthquake (MCE) spectral response acceleration parameters at short periods, SMS, and at one-second period, SM1, of 2.209g and 1.055g, respectively  Design Earthquake (DE) spectral response acceleration parameters at short period, SDS, and at one-second period, SD1, of 1.473g and 0.704g, respectively

8.0 ADDITIONAL GEOTECHNICAL SERVICES
Prior to construction, we should review the project plans and specifications to check their conformance with the intent of our recommendations. During construction, we should observe subgrade preparation and the installation of foundations and any fill placement, and perform field density tests to check that adequate fill compaction has been achieved beneath proposed slabs-on-grade, sidewalks, and pavement areas. These observations will allow us to compare the actual with the anticipated soil conditions and to check that the contractor’s work conforms to the geotechnical aspects of the plans and specifications.

Langan has investigated and interpreted the site subsurface conditions and developed the foundation design recommendations contained herein, and is therefore best suited to perform quality assurance observation and testing of geotechnical-related work during construction.

The work requiring quality assurance confirmation and/or special inspections per the Building Code includes, but is not limited to, earthwork, backfill, foundation and tiedown installation, and excavation support.

Recognizing that construction observation is the final stage of geotechnical design, quality assurance observation during construction by Langan is necessary to confirm the design assumptions and design elements, to maintain our continuity of responsibility on this project, and allow us to make changes to our recommendations, as necessary. The foundation systems and general geotechnical construction methods recommended herein are predicated upon Langan assisting with the final design and providing construction observation services for the Owner.

Should Langan not be retained for these services, we cannot assume the role of geotechnical engineer of record, and the entity providing the final design and construction observation services must serve as the engineer of record.

Geotechnical Investigation
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9.0 LIMITATIONS
The conclusions and recommendations presented in this report apply to the site and construction conditions as we have described them and are the result of engineering studies and our interpretations of the existing geotechnical conditions. Actual subsurface conditions may vary.

If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that described in this report, Langan should be notified so that supplemental recommendations can be developed.

Geotechnical Investigation
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REFERENCES
ASCE/SE 7-16 (2016). Minimum Design Loads for Buildings and Other Structures.

Bonilla, M.G. (1998). “Geology Map and Map Database of the San Francisco South, and part of the Hunter Point, San Francisco Bay Area, California.”
California Air Resource Board (2002), Asbestos Airborne Toxic Control Measure for Construction, Grading, Quarrying and Surface Mining Operations.

California Building Standards Commission (2019). California Building Code.

California Department of Conservation Division of Mines and Geology (1997). Guidelines for Evaluating and Mitigating Seismic Hazards in California. Special Publication 117.

California Division of Mines and Geology (1996) Probabilistic Seismic Hazard Assessment for the State of California, CDMG Open-File Report 96-08.

California Geological Survey (2021). Earthquake Zones of Required Investigation, San Francisco South Quadrangle. Official Map.

California Geological Survey (2021). Seismic Hazard Zone Report for the San Francisco South

7.5-Minute Quadrangle, San Mateo County, California.

Cao, T., Bryant, W. A., Rowshandel, B., Branum D. and Wills, C. J. (2003). “The Revised 2002 California Probabilistic Seismic Hazard Maps.”
Hensolt, W. H. and E.E. Brabb (1990). “Elevation of Bedrock and Location of Principal Faults, Maps Showing Elevation of Bedrock and Implications for Design of Engineered Structures to Withstand Earthquake Shaking in San Mateo County, California.”
Ishihara, K. and Yoshimine, M. (1992). “Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes,” Soils and Foundations, Vol. 32, No. 1, pp. 173-188.

Langan (2020). “Geotechnical Investigation, Forbes Research Center, 494 Forbes Boulevard, South San Francisco, California,” dated 16 January 2020.

Langan (2020). “Preliminary Geotechnical Site Assessment, Gallo Site, South San Francisco, California,” dated 27 October 2020.

Langan (2022). “Geotechnical Investigation, Vantage Amenity Building, South San Francisco, California,” dated 4 March 2022.

Lienkaemper, J.J. (1992). “Map of recently active traces of the Hayward Fault, Alameda and Contra Costa counties, California.” Miscellaneous Field Studies Map MF-2196.

PMA (2022). Topographic map attachment titled “VANTAGE Site Topo,” email from PMA on 24 August 2022.

Geotechnical Investigation
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South San Francisco, California
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REFERENCES
(Continued)
State of California (2021). Tsunami Hazard Area Map, San Mateo County, produced by the California Geological Survey and the California Governor’s Office of Emergency Services.

Tokimatsu, K. and Seed, H.B., 1987, “Evaluation of Settlements in Sand Due to Earthquake Shaking,” Journal of Geotechnical Engineering, Vol. 113, No. 8, pp. 861-878.

Toppozada, T. R. and Borchardt G., 1998, Re-Evaluation of the 1836 “Hayward Fault” and the 1838 San Andreas Fault earthquakes, Bulletin of Seismological Society of America, 88(1), 140-159.

Wesnousky, S. G. (1986). “Earthquakes, quaternary faults, and seismic hazards in California.” Journal of Geophysical Research, 91(1312).

Working Group on California Earthquake Probabilities (WGCEP) (2008). “The Uniform California Earthquake Rupture Forecast, Version 2.” Open File Report 2007-1437.

Working Group on California Earthquake Probabilities (WGCEP) (2003), “Earthquake Probabilities in the San Francisco Bay region: 2002 to 2031.” Open File Report 03-214.

Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering, 127(4), 297 – 313.

Youd, T.L., and Garris, C.T. (1995). “Liquefaction-induced ground-surface disruption.” Journal of Geotechnical Engineering, American Society of Civil Engineers, Vol. 121, 805-809.

FIGURES
1 Almaden Boulevard, Suite 590
San Jose, CA 95113
T: 408.283.3600 F: 408.283.3601 www.langan.com
© 2019 Langan
Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C.

Filename: C:\bms\langan-pw-01\d0266232\FG01-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:32 User: jcarabelas Style Table: Langan.stb Layout: Figure 1 Site Loc Approximate scale
0 2,000 Feet
Notes: Topographic base map is provided through Langan’s Esri Arc GIS software licensing and Arc GIS online ,
National Geographic Society, i-cubed .

SITE
B-7
B-10
B-11
B-8
B-12
B-9
B-1
B-2
B-4
B-3
B-5
B-8
B-7
B-9
B-6

FORBES BOULEVARD

ALLERTON AVENUE RAILS-TO-TRAILS
B-3
B-2
B-1
B-4
B-5
B-6
Filename: C:\bms\langan-pw-01\d0266232\FG02-770675103-B-SP0102.dwg Date: 10/17/2022 Time: 14:16 User: jfrank Style Table: Langan.stb Layout: SITE PLAN 135 Main Street, Suite 1500
San Francisco, CA 94105
T: 415.955.5200 F: 415.955.5201 www.langan.com
© 2020 Langan
Langan Engineering and Environmental Services, Inc.

Approximate location of boring by
Langan, August 2022
Approximate location of boring by
Langan, November 2021
Approximate location of boring by
Langan, October 2020
Approximate location of boring by
Langan, February 2019

EXPLANATION
Approximate scale
B-1 0 150 Feet
Reference: Base map by Healthpeak
Properties titled "Vantage Amenity Building".

B-4
B-1
B-7 Approximate site boundary
Vantage Phase 1 Structure (not included in
this study)
Vantage Phase 2 Structure (fire station not
included in this study)
Vantage Phase 3 Structure
Filename: C:\bms\langan-pw-01\d0266232\FG01-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:30 User: jcarabelas Style Table: Langan.stb Layout: Figure 3 FaultMap 1 Almaden Boulevard, Suite 590
San Jose, CA 95113
T: 408.283.3600 F: 408.283.3601 www.langan.com
© 2019 Langan
Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C.

Approximate scale
0 20 Miles
Notes: 1. Quaternary fault data displayed are based on a generalized version of USGS Quaternary Fault and fold database, 2010. For cartographic purposes only.

2. The Earthquake Epicenter (Magnitude) data is provided by the U.S Geological Survey (USGS) and is current through 08/26/2014.

3. Basemap hillshade and County boundaries provided by USGS and California Department of Transportation.

4. Map displayed in California State Coordinate System, California (Teale) Albers, North American Datum of 1983 (NAD83) , Meters.

Magnitude 5 to 5.9
Magnitude 6 to 6.9
Magnitude 7 to 7.4
Magnitude 7.5 to 8
Earthquake Epicenter
Magnitude
LEGEND
County Boundary
Fault
SITE
1 Almaden Boulevard, Suite 590
San Jose, CA 95113
T: 408.283.3600 F: 408.283.3601 www.langan.com
© 2019 Langan
Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C.

Filename: C:\bms\langan-pw-01\d0266232\FG01-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:28 User: jcarabelas Style Table: Langan.stb Layout: Figure 4 MM Scale I Not felt by people, except under especially favorable circumstances. However, dizziness or nausea may be experienced.

Sometimes birds and animals are uneasy or disturbed. Trees, structures, liquids, bodies of water may sway gently, and doors may swing very slowly.

II Felt indoors by a few people, especially on upper floors of multi-story buildings, and by sensitive or nervous persons.

As in Grade I, birds and animals are disturbed, and trees, structures, liquids and bodies of water may sway. Hanging objects swing, especially if they are delicately suspended.

III Felt indoors by several people, usually as a rapid vibration that may not be recognized as an earthquake at first. Vibration is similar to that of a light, or lightly loaded trucks, or heavy trucks some distance away. Duration may be estimated in some cases.

Movements may be appreciable on upper levels of tall structures. Standing motor cars may rock slightly.

IV Felt indoors by many, outdoors by a few. Awakens a few individuals, particularly light sleepers, but frightens no one except those apprehensive from previous experience. Vibration like that due to passing of heavy, or heavily loaded trucks. Sensation like a heavy body striking building, or the falling of heavy objects inside.

Dishes, windows and doors rattle; glassware and crockery clink and clash. Walls and house frames creak, especially if intensity is in the upper range of this grade. Hanging objects often swing. Liquids in open vessels are disturbed slightly. Stationary automobiles rock noticeably.

V Felt indoors by practically everyone, outdoors by most people. Direction can often be estimated by those outdoors. Awakens many, or most sleepers. Frightens a few people, with slight excitement; some persons run outdoors.

Buildings tremble throughout. Dishes and glassware break to some extent. Windows crack in some cases, but not generally. Vases and small or unstable objects overturn in many instances, and a few fall. Hanging objects and doors swing generally or considerably.

Pictures knock against walls, or swing out of place. Doors and shutters open or close abruptly. Pendulum clocks stop, or run fast or slow.

Small objects move, and furnishings may shift to a slight extent. Small amounts of liquids spill from well-filled open containers. Trees and bushes shake slightly.

VI Felt by everyone, indoors and outdoors. Awakens all sleepers. Frightens many people; general excitement, and some persons run outdoors.

Persons move unsteadily. Trees and bushes shake slightly to moderately. Liquids are set in strong motion. Small bells in churches and schools ring. Poorly built buildings may be damaged. Plaster falls in small amounts. Other plaster cracks somewhat. Many dishes and glasses, and a few windows break. Knickknacks, books and pictures fall. Furniture overturns in many instances. Heavy furnishings move. VII Frightens everyone. General alarm, and everyone runs outdoors.

People find it difficult to stand. Persons driving cars notice shaking. Trees and bushes shake moderately to strongly. Waves form on ponds, lakes and streams. Water is muddied. Gravel or sand stream banks cave in. Large church bells ring. Suspended objects quiver.

Damage is negligible in buildings of good design and construction; slight to moderate in well-built ordinary buildings; considerable in poorly built or badly designed buildings, adobe houses, old walls (especially where laid up without mortar), spires, etc. Plaster and some stucco fall. Many windows and some furniture break. Loosened brickwork and tiles shake down. Weak chimneys break at the roofline.

Cornices fall from towers and high buildings. Bricks and stones are dislodged. Heavy furniture overturns. Concrete irrigation ditches are considerably damaged.

VIII General fright, and alarm approaches panic.

Persons driving cars are disturbed. Trees shake strongly, and branches and trunks break off (especially palm trees). Sand and mud erupts in small amounts. Flow of springs and wells is temporarily and sometimes permanently changed. Dry wells renew flow.

Temperatures of spring and well waters varies. Damage slight in brick structures built especially to withstand earthquakes; considerable in ordinary substantial buildings, with some partial collapse; heavy in some wooden houses, with some tumbling down. Panel walls break away in frame structures. Decayed pilings break off. Walls fall. Solid stone walls crack and break seriously. Wet grounds and steep slopes crack to some extent. Chimneys, columns, monuments and factory stacks and towers twist and fall. Very heavy furniture moves conspicuously or overturns.

IX Panic is general.

Ground cracks conspicuously. Damage is considerable in masonry structures built especially to withstand earthquakes; great in other masonry buildings - some collapse in large part. Some wood frame houses built especially to withstand earthquakes are thrown out of plumb, others are shifted wholly off foundations. Reservoirs are seriously damaged and underground pipes sometimes break.

X Panic is general.

Ground, especially when loose and wet, cracks up to widths of several inches; fissures up to a yard in width run parallel to canal and stream banks. Landsliding is considerable from river banks and steep coasts. Sand and mud shifts horizontally on beaches and flat land. Water level changes in wells. Water is thrown on banks of canals, lakes, rivers, etc. Dams, dikes, embankments are seriously damaged. Well-built wooden structures and bridges are severely damaged, and some collapse. Dangerous cracks develop in excellent brick walls. Most masonry and frame structures, and their foundations are destroyed. Railroad rails bend slightly. Pipe lines buried in earth tear apart or are crushed endwise. Open cracks and broad wavy folds open in cement pavements and asphalt road surfaces.

XI Panic is general.

Disturbances in ground are many and widespread, varying with the ground material. Broad fissures, earth slumps, and land slips develop in soft, wet ground. Water charged with sand and mud is ejected in large amounts. Sea waves of significant magnitude may develop. Damage is severe to wood frame structures, especially near shock centers, great to dams, dikes and embankments, even at long distances. Few if any masonry structures remain standing. Supporting piers or pillars of large, well-built bridges are wrecked.

Wooden bridges that "give" are less affected. Railroad rails bend greatly and some thrust endwise. Pipe lines buried in earth are put completely out of service.

XII Panic is general.

Damage is total, and practically all works of construction are damaged greatly or destroyed. Disturbances in the ground are great and varied, and numerous shearing cracks develop. Landslides, rock falls, and slumps in river banks are numerous and extensive. Large rock masses are wrenched loose and torn off. Fault slips develop in firm rock, and horizontal and vertical offset displacements are notable. Water channels, both surface and underground, are disturbed and modified greatly. Lakes are dammed, new waterfalls are produced, rivers are deflected, etc. Surface waves are seen on ground surfaces. Lines of sight and level are distorted. Objects are thrown upward into the air.

APPENDIX A

LOGS OF BORINGS FROM PREVIOUS INVESTIGATIONS

18.0 100
4 inches Asphalt Concrete (AC)
6 inches Aggregate Base (AB)

SANDY CLAY (CL)
gray, moist, fine- to medium sand, fine subangular to
subrounded gravel with rootlets [FILL]
gray-brown to yellow-brown

CLAYEY SAND (SC)
red-yellow, medium dense, moist, fine-grained, trace
fine subangular to subrounded gravel
dense to very dense

SANDY CLAY (CL)
red-yellow, very stiff, moist, fine sand

CLAYEY SAND (SC)
red-yellow with brown mottling, medium dense, moist,
fine-grained
very dense
at 11 feet: LL = 25, PI = 8, see Figure D-1
12 12
18 8
18 24
5 15
22 12
20 25
21 50
26 54
AC
AB
CL
SC
CL
SC
HA
HA
HA
S&H
SPT
S&H
SPT

22.5 DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
See Site Plan, Figure 2
11/10/21
Hollow Stem Auger
Ground Surface Elevation: 40.0 feet2
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 11/10/21
Hammer type: Automatic Safety
Boring location:

Date started:

Drilling method:

Samplers:

T. Toledo
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches
Logged by:

Drilled By:

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
466 FORBES BOULEVARD Log of Boring B-4 South San Francisco, California Figure:
770675102
Project No.:

PROJECT:

C-1
PAGE 1 OF 1
TEST GEOTECH LOG 770675102_466 FORBES BOULEVARD.GPJ TEMPLATE_CA-MODIFIED - COPY.GDT 2/15/22 1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy. 2
Elevations based on topographic survey provided by PMA, datum unknown.

Boring terminated at a depth of 13 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered at time of drilling.
119
109

13.5 14.1

17.1 19.8
5 inches Asphalt Concrete (AC)
4 inches Aggregate Base (AB)
SAND with SILT (SP-SM)
yellow-brown, moist, fine-grained, trace coarse
subrounded gravel, trace brick debris [FILL]
red-brown, with less gravel and brick

CLAYEY SAND (SC)
red-brown, medium dense, moist, fine-grained
gray-brown to red-yellow
yellow-brown to gray-brown, dense, moist,
fine-grained sand, trace fine angular to subangular
gravel
medium dense
LL = 24, PI = 7, see Figure D-1

SILTY SAND (SM)
red-brown to red, dense, moist, fine-grained, trace clay (11/10/21, 2:30 PM)

SILTY SAND (SM)
olive-gray, dense, wet, fine-grained
trace black mottling
very dense, wet, fine-grained, trace fine gravel
8 10
10 6
10 11
18 25
27 8
15 25
18 19
19 10
18 20
9 24
40 14
25 36
28 46
46 77
AC
AB
SPSM
SC
SM
SM
HA
HA
HA
S&H
SPT
S&H
S&H
SPT
SPT
SPT

37.9 23.9

16.3 DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
See Site Plan, Figure 2
11/10/21
Hollow Stem Auger
Ground Surface Elevation: 40.0 feet2
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 11/10/21
Hammer type: Automatic Safety
Boring location:

Date started:

Drilling method:

Samplers:

T. Toledo
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches
Logged by:

Drilled By:

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
466 FORBES BOULEVARD Log of Boring B-5 South San Francisco, California Figure:
770675102
Project No.:

PROJECT:

C-2a
PAGE 1 OF 2
TEST GEOTECH LOG 770675102_466 FORBES BOULEVARD.GPJ TEMPLATE_CA-MODIFIED - COPY.GDT 2/15/22

21.9 107

19.6 SAND (SP)
grey-brown, wet, non-plastic
SAND with SILT (SP-SM)
brown, wet, plastic
dense
8 9
11 9
22 16
24 46
SP
SPSM
DIST
SPT
SPT

3.6 9.1
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample

SAMPLES LABORATORY TEST DATA
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60

MATERIAL DESCRIPTION
466 FORBES BOULEVARD Log of Boring B-5 South San Francisco, California Figure:
770675102
Project No.:

PROJECT:

C-2b
PAGE 2 OF 2
TEST GEOTECH LOG 770675102_466 FORBES BOULEVARD.GPJ TEMPLATE_CA-MODIFIED - COPY.GDT 2/15/22 1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy. 2
Elevations based on topographic survey provided by PMA, datum unknown.

Boring terminated at a depth of 151.5 feet below ground surface.

Boring backfilled with cement grout. Groundwater observed at 19 feet on 11/10/21 at 2:30 PM. 107
111

19.6 18.8
5 inches Asphalt Concrete (AC)
6 inches Aggregate Base (AB)
SAND with SILT (SP-SM)
yellow-brown, moist, fine grained [FILL]
SAND with SILT (SP-SM)
red-yellow, dense, moist, fine-grained, fine rootlets
some cementation

CLAYEY SAND (SC)
yellow-brown with red mottling, dense, moist,
fine-grained
yellow-brown with gray mottling

SILTY CLAYEY SAND (SC-SM)
yellow-brown, medium dense, moist, fine-grained,
trace clay
LL = 25, PI = 5, see Figure D-1

CLAYEY SAND (SC)
yellow-brown with orange and gray mottling, medium
dense, moist, fine- to medium-grained, trace fine
subangular gravel
(11/10/21, 10:20 AM)

SILTY CLAYEY SAND (SC-SM)
yellow-brown to gray-brown, medium dense, wet,
fine-grained
dense
LL = 22, PI = 6, see Figure D-1
8 20
45 5
12 15
9 12
20 10
15 26
4 10
8 5
12 20
10 12
20 46
32 38
29 22
22 38
AC
AB
SPSM
SPSM
SC
SCSM
SC
SCSM
SC
HA
HA
HA
S&H
SPT
SPT
S&H
SPT
S&H
SPT

18.2 19.4
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
See Site Plan, Figure 2
11/10/21
Hollow Stem Auger
Ground Surface Elevation: 39.0 feet2
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 11/10/21
Hammer type: Automatic Safety
Boring location:

Date started:

Drilling method:

Samplers:

T. Toledo
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches
Logged by:

Drilled By:

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
466 FORBES BOULEVARD Log of Boring B-6 South San Francisco, California Figure:
770675102
Project No.:

PROJECT:

C-3a
PAGE 1 OF 2
TEST GEOTECH LOG 770675102_466 FORBES BOULEVARD.GPJ TEMPLATE_CA-MODIFIED - COPY.GDT 2/15/22

CLAYEY SAND (SC)
light brown, dense, wet, fine-grained

SILTY SAND (SM)
red-yellow, dense, wet, fine-grained, trace clay
9 15
20 42
SC
SPSC
SPT
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample

SAMPLES LABORATORY TEST DATA
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60

MATERIAL DESCRIPTION
466 FORBES BOULEVARD Log of Boring B-6 South San Francisco, California Figure:
770675102
Project No.:

PROJECT:

C-3b
PAGE 2 OF 2
TEST GEOTECH LOG 770675102_466 FORBES BOULEVARD.GPJ TEMPLATE_CA-MODIFIED - COPY.GDT 2/15/22 1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy. 2
Elevations based on topographic survey provided by PMA, datum unknown.

Boring terminated at a depth of 31.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater encountered at a depth of 25 feet on 11/10/21 at 10:20 AM.

Major Divisions Gravels (More than half of coarse fraction > no. 4 sieve size) Sands (More than half of coarse fraction < no. 4 sieve size) Silts and Clays LL = < 50 Silts and Clays LL = > 50 Highly Organic Soils Symbols GWGP GMGCSWSPSMSCML CLOL MHCHOHPT GRAIN SIZE CHART Range of Grain Sizes Classification Boulders Cobbles Gravel coarse fine Sand coarse medium fine Silt and Clay U.S. Standard Sieve Size Above 12" 12" to 3" 3" to No. 4 3" to 3/4" 3/4" to No. 4 No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 Below No. 200 Unstabilized groundwater level Stabilized groundwater level Grain Size in Millimeters Above 305 305 to 76.2 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 Below 0.075 UNIFIED SOIL CLASSIFICATION SYSTEM Typica l Names Well-graded gravels or gravel-sand mixtures, little or no fines Poorly-graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands or gravelly sands, little or no fines Poorly-graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays Organic silts and organic silt-clays of low plasticity Inorganic silts of high plasticity Inorganic clays of high plasticity, fat clays Organic silts and clays of high plasticity Peat and other highly organic soils SAMPLE DESIGNATIONS/SYMBOLS Sample taken with Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter. Darkened area indicates soil recovered Classification sample taken with Standard Penetration Test sampler Undisturbed sample taken with thin-walled tube Disturbed sample Sampling attempted with no recovery Core sample Analytical laboratory sample Sample taken with Direct Push or Drive sampler SAMPLER TYPE C Core barrel CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube
O Osterberg piston sampler using 3.0-inch outside
diameter, thin-walled Shelby tube
PT Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube
S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure
Fine -Grained Soils
(more than half of soil
< no. 200 sieve size)
Coarse-Grained Soils
(more than half of soil > no. 200
sieve size Sonic Filename: C:\bms\langan-pw-01\dms92307\FG01-770675102-B-GI0101.dwg Date: 1/11/2022 Time: 09:18 User: agekas Style Table: Langan.stb Layout: SOIL CLASSIFICATION REPORT 1 Almaden Boulevard, Suite 590 San Jose, CA 95113 T: 408.283.3600 F: 408.283.3601 www.langan.com © 2021 Langan Langan Engineering and Environmental Services, Inc.

SILTY SAND with GRAVEL (SM)
gray-brown, moist, fine- to medium-grained,
subangular to subrounded fine to coarse gravel, trace
coarse-grained sand [FILL]

SERPENTINITE
gray-brown, intensely fractured to crushed, low
hardness, friable, deeply weathered [BEDROCK]
gray to gray-brown
SHALE
gray-brown to dark brown, intensely fractured, low
hardness to crushed, moderately hard, plastic to
friable deeply weathered, serpentinite fragments
gray with white discoloration, low hardness
gray-brown, increased serpentinite content

SERPENTINITE
gray-green, closely fractured to crushed, low hardness
to moderately hard, friable to weak, deeply weathered,
white discoloration
gray to gray-green with white discoloration at bottom
with white discoloration
6 5
7 3
4 6
7 13
18 11
50/
4"
17 50/
6"
23 17
23 12
21 50/
2"
12 17
24 14
12 37
60/
4"
60/
6"
48 85/
8"
49 SM
BULK
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
See Site Plan, Figure 2
10/19/20
Hollow Stem Auger
Standard Penetration Test (SPT)
Date finished: 10/19/20
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

JDO
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches
Logged by:

Drilled By:

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
GALLO SITE Log of Boring B-1 South San Francisco, California Figure:
770675101
Project No.:

PROJECT:

A-1
PAGE 1 OF 1
TEST GEOTECH LOG 770675101_GALLOSITE.GPJ TEMPLATE_CA-MODIFIED.GDT 10/23/20 1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy.

Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not observed at time of drilling.

SILTY SAND with GRAVEL (SM)
gray-brown, moist, fine- to medium-grained,
subangular to subrounded fine to coarse gravel, trace
coarse-grained sand [FILL]
SHALE
gray-brown, intensely fractured to crushed, soft to low hardness, plastic to friable, deeply weathered, white
discoloration [BEDROCK]
light brown to gray-brown with white discoloration
gray-brown
gray-green to gray-brown
gray-brown to light gray, soft to low hardness
low hardness to moderately hard, white discoloration
gray-brown to dark brown with blue-green serpentinite
fragments
8 9
14 7
14 11
11 24
41 24
50/
4"
13 23
29 14
38 36
14 19
50/
2"
15 45
47 28
30 78
60/
4"
62 89
83/
8"
110
SM
GRAB
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
See Site Plan, Figure 2
10/19/20
Hollow Stem Auger
Standard Penetration Test (SPT)
Date finished: 10/19/20
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

JDO
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches
Logged by:

Drilled By:

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
GALLO SITE Log of Boring B-2 South San Francisco, California Figure:
770675101
Project No.:

PROJECT:

A-2
PAGE 1 OF 1
TEST GEOTECH LOG 770675101_GALLOSITE.GPJ TEMPLATE_CA-MODIFIED.GDT 10/23/20 1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy.

Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not observed at time of drilling.
2 inches asphalt parking log (AC/AB)
Top 5 feet Hand Augered
SAND with SILT (SP-SM)
red-yellow to brown, moist, fine- to medium-grained,
trace coarse particles and clay, moist
increased fines content [FILL]
SAND with SILT (SP-SM)
red-yellow to brown, medium dense, moist, trace dark
brown clay
very dense

CLAYEY SAND (SC)
red-yellow, medium dense, moist, fine- to
medium-grained, trace silt
dense
medium dense, decreased fines content
(10/19/20, 12:35 PM)
red-brown to yellow-brown, wet
SAND with CLAY (SP-SC)
yellow to light brown, very dense, wet, fine- to
medium-grained, trace silt
7 14
28 17
22 22
11 18
26 3
6 6
7 14
14 6
11 13
4 6
7 5
12 20
29 53
53 14
34 29
16 22
SPSM
SPSM
SC
SPSC
GRAB
S&H
SPT
SPT
SPT
SPT
SPT
SPT
S&H
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
See Site Plan, Figure 2
10/19/20
Hollow Stem Auger
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 10/19/20
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

JDO
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches
Logged by:

Drilled By:

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
GALLO SITE Log of Boring B-3 South San Francisco, California Figure:
770675101
Project No.:

PROJECT:

A-3a
PAGE 1 OF 2
TEST GEOTECH LOG 770675101_GALLOSITE.GPJ TEMPLATE_CA-MODIFIED.GDT 10/23/20 SAND with CLAY (SP-SC) (continued)
very dense
17 37
50/
3"
61 SPSC S&H
Type of
Strength
Test
Fines %
Natural
Moisture
Confining
Content, %
Pressure
Lbs/Sq Ft
Shear Strength
Lbs/Sq Ft
Dry Density
Lbs/Cu Ft
DEPTH
(feet)
Blows/ 6"
SPT
N-Value
1 Sampler

LITHOLOGY
Type
Sample

SAMPLES LABORATORY TEST DATA
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60

MATERIAL DESCRIPTION
GALLO SITE Log of Boring B-3 South San Francisco, California Figure:
770675101
Project No.:

PROJECT:

A-3b
PAGE 2 OF 2
TEST GEOTECH LOG 770675101_GALLOSITE.GPJ TEMPLATE_CA-MODIFIED.GDT 10/23/20 1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.7 and 1.2, respectively to account for sampler type and hammer energy.

Boring terminated at a depth of 31.25 feet below ground surface.

Boring backfilled with cement grout - via tremie pipe.

Groundwater observed at 22 feet at time of drilling.

Majo r Divisions Gravels (More than half of coarse fraction > no. 4 sieve size) Sands (More than half of coarse fraction < no. 4 sieve size) Silts and Clays LL = < 50 Silts and Clays LL = > 50 Highly Organic Soils Symbols GWGP GMGCSWSPSMSCML CLOL MHCHOHPT GRAIN SIZE CHART Range of Grain Sizes Classification Boulders Cobbles Gravel coarse fine Sand coarse medium fine Silt and Clay U.S. Standard Sieve Size Above 12" 12" to 3" 3" to No. 4 3" to 3/4" 3/4" to No. 4 No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 Below No. 200 Unstabilized groundwater level Stabilized groundwater level Grain Size in Millimeters Above 305 305 to 76.2 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 Below 0.075 UNIFIED SOIL CLASSIFICATION SYSTEM Typica l Names Well-graded gravels or gravel-sand mixtures, little or no fines Poorly-graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands or gravelly sands, little or no fines Poorly-graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays Organic silts and organic silt-clays of low plasticity Inorganic silts of high plasticity Inorganic clays of high plasticity, fat clays Organic silts and clays of high plasticity Peat and other highly organic soils SAMPLE DESIGNATIONS/SYMBOLS Sample taken with Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter. Darkened area indicates soil recovered Classification sample taken with Standard Penetration Test sampler Undisturbed sample taken with thin-walled tube Disturbed sample Sampling attempted with no recovery Core sample Analytical laboratory sample Sample taken with Direct Push or Drive sampler SAMPLER TYPE C Core barrel CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube
O Osterberg piston sampler using 3.0-inch outside
diameter, thin-walled Shelby tube
PT Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube
S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure
Fine -Grained Soils
(more than half of soil
< no. 200 sieve size)
Coarse-Grained Soils
(more than half of soil > no. 200
sieve size Sonic Filename: \\langan.com\data\SJO\data1\770675101\Project Data\CAD\01\2D-DesignFiles\Geotechnical\770675101-B-GI0101_Classification.dwg Date: 10/20/2020 Time: 17:45 User: agekas Style Table: Langan.stb Layout: SOIL CLASSIFICATION REPORT 1 Almaden Boulevard, Suite 590 San Jose, CA 95113 T: 408.283.3600 F: 408.283.3601 www.langan.com © 2019 Langan Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C. 1 Almaden Boulevard, Suite 590
San Jose, CA 95113
T: 408.283.3600 F: 408.283.3601 www.langan.com © 2019 Langan Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C. Filename: \\langan.com\data\SJO\data1\770675101\Project Data\CAD\01\2D-DesignFiles\Geotechnical\770675101-B-GI0101_Classification.dwg Date: 10/20/2020 Time: 17:45 User: agekas Style Table: Langan.stb Layout: Rock Classification 111
41 44
30/
6"
56 55
91 39
60 62

16.5 16.5
10 20
48 13
17 27
22 50/
6"
23 23
33 17
22 23
30 43
48 9
13 26
12 24
36 28
30 32

23.1 3 inches asphalt concrete (AC)
5 inches aggregate base (AB)
SAND with CLAY (SP-SC)
red-brown with light gray mottling, dense, moist,
fine-grained sand
very dense
red-brown

CLAYEY SAND (SC)
red-brown, very dense, moist, fine-grained
dense
SAND with SILT (SP-SM)
red-brown, very dense, wet, fine-grained
S&H
SPT
S&H
SPT
SPT
SPT
SPT
SPT
SPT
SPSC
SC
SPSM
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/12/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/12/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-1
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-1
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
112
54 48
47 45
31 40
64 69
55 14.5

16.3 16
40 50
14 21
27 14
28 50
18 21
24 14
14 18
14 19
21 14
26 38
24 31
38 16
25 30

27.0 3 inches asphalt concrete (AC)
5 inches aggregate base (AB)
SAND with CLAY (SP-SC)
mottled orange-brown, brown and light gray, very
dense, moist, fine-grained
dense
some fine subangular gravel

SILTY SAND (SM)
red-brown, dense, moist, fine-grained

CLAYEY SAND (SC)
red-brown, dense, moist, fine-grained
LL = 25, PI = 10, see Figure B-1

SILTY SAND (SM)
red-brown, very dense, moist, fine-grained
trace black oxidation staining
S&H
SPT
S&H
SPT
SPT
SPT
SPT
SPT
SPT
SPSC
SM
SC
SM
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/12/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 38.5 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/12/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-2
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-2
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
40 44
30/
6"
70 53
39 34
54 42

13.1 12.3

22.0 12
42 24
11 16
28 36
50/
6"
32 32
38 22
26 27
19 20
19 11
15 19
11 18
36 18
18 24

33.7 26.7

CLAYEY SAND (SC)
mottled brown, red-brown and dark brown, dense,
moist, fine-grained
R-Value Test, see Figure B-2
mottled orange-brown, brown and light brown
very dense

SILTY SAND (SM)
red-brown, very dense, moist, fine-grained
dense

CLAYEY SAND (SC)
red-brown, dense, wet, fine-grained
very dense
dense
S&H
SPT
S&H
SPT
SPT
SPT
SPT
SPT
SPT
SC
SM
SC
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/12/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/12/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-3
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-3
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
102
43 40
27 39
48 43
34 64
50 15.6
16 23
48 14
14 26
8 16
29 9
16 23
12 18
28 12
18 25
13 14
20 14
26 28
18 23
27 35.8

GRAVEL (GP)
gray, angular gravel up to 3/4 inch in diameter

CLAYEY SAND (SC)
mottled red-brown and light brown, dense, moist,
fine-grained
medium dense
LL = 30, PI = 14, see Figure B-1
dense, decreased clay content
SAND with CLAY (SP-SC)
red-brown, dense, moist, fine-grained

CLAYEY SAND (SC)
red-brown, very dense, wet, fine-grained
dense to very dense
S&H
SPT
S&H
SPT
SPT
SPT
SPT
SPT
SPT
GP
SC
SPSC
SC
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/12/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/12/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-4
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-4
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
46 20
88 36
25 38
93 88
49 9.4
18 36
40 9
10 10
19 38
50 12
21 24
8 9
16 12
18 20
19 43
50 28
38 50
16 21
28 23.3
SAND with CLAY (SP-SC)
mottled light brown and red-brown, dense, moist,
fine sand
medium dense

CLAYEY SAND (SC)
brown, very dense, moist, fine-grained
dense
red-brown, medium dense

SAND (SP)
brown, dense, moist, fine-grained, trace clay
SAND with CLAY (SP-SC)
mottled dark brown, brown, very dense, moist,
fine-grained
brown
CLAY with SAND (CL)
mottled light brown and red-brown with dark
brown striations, hard, moist, fine sand
S&H
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPSC
SC
SP
SPSC
CL
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/11/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/11/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-5
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-5
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
41 42
42/
4"
52 52
41 33
45 90/
11"

20.3 14
28 40
12 20
22 20
50/
4"
14 21
31 16
21 31
14 14
27 10
13 20
12 15
30 20
40 50/
5"

17.1 CLAYEY SAND (SC)
light gray and dark brown with red-brown mottling,
dense, moist, fine-grained
trace fine gravel
red-brown, very dense
light brown with red-brown mottling
brown, dense
(02/11/19, 12:21 p.m.)
mottled light brown and brown, wet
SAND with CLAY (SP-SC)
light brown and brown, very dense, wet,
fine-grained
S&H
SPT
S&H
SPT
SPT
SPT
SPT
SPT
SPT
SC
SPSC
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/11/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/11/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-6
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-6
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.4 feet below ground surface.

Boring backfilled with cement grout.

Groundwater encountered at 15 feet below ground surface during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
116
45/
11"
53/
6"
54 80
37 49
40 44
65 11.1
31 25
50/
5"
38 50/
6"
22 40
50 20
30 50
5 15
22 12
21 28
16 24
42 14
22 22
20 30
35 40.1

CLAYEY SAND (SC)
mottled light gray and orange-brown, very dense,
moist, fine-grained, trace fine gravel
orange-brown, no gravel
brown
dense
mottled light brown and red-brown
red-brown
SAND with CLAY (SP-SC)
(02/11/19, 8:40 a.m.)
red-brown, very dense, wet, fine-grained
S&H
S&H
S&H
SPT
SPT
SPT
S&H
SPT
SPT
SC
SPSC
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/11/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/11/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-7
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-7
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater encountered at 25 feet below ground surface during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
19 38
51 53
54 92
45 40
45 14.7
8 12
20 17
27 37
14 24
29 9
39 49
19 22
32 33
43 49
20 20
25 20
18 22
15 20
35 38.9
SAND with CLAY (SP-SC)
brown, medium dense, moist, fine-grained
mottled gray and brown, dense

CLAYEY SAND (SC)
mottled light gray and red-brown, very dense,
moist, fine-grained
brown
dense
SAND with CLAY (SP-SC)
brown and red-brown, dense, moist, fine-grained
light brown
S&H
S&H
SPT
S&H
SPT
SPT
SPT
SPT
SPT
SPSC
SC
SPSC
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/11/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/11/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-8
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-8
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not encountered during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.
101
110
51/
11"
83 53
56 90
43 19
32 31

14.3 17.2

16.6 16.4
11 35
50/
5"
17 33
50 15
39 50
14 28
28 32
40 50
17 18
25 5
8 11
14 26
28 14
16 35

24.9 48.6

36.5 34.1

SAND (SP)
red-brown, very dense, moist, fine-grained
trace clay

CLAYEY SAND (SC)
red-brown, dense, moist, fine-grained
mottled red-brown and dark brown, medium dense
LL = 23, PI = 10, see Figure B-1
dense
LL = 23, PI = 10, see Figure B-1
(02/11/19: 10:50 a.m.)
brown with black mottling, wet
LL = 22, PI = 9, see Figure B-1
S&H
SPT
S&H
SPT
SPT
SPT
SPT
S&H
S&H
SP
SC
Type of
Strength
Test
Fines %
Shear Strength
Confining
Pressure
Lbs/Sq FtLbs/Sq Ft
Dry Density
Lbs/Cu Ft
Natural
Moisture
Content, %
See Site Plan, Figure 2 Logged by: R. Nelson
2/11/19
Hollow Stem Auger (Mobile B56)
Hammer type: Downhole Wireline
Boring location:

Date started:

Drilling method:

Samplers:

Ground Surface Elevation: 39 feet2
Hammer weight/drop: 140 lbs./30 inches
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 2/11/19
Sampler
Type
Sample
Blows/ 6"
SPT
N-Value
1 DEPTH
(feet)

LITHOLOGY

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
Log of Boring B-9
Project No.:
770658401
PAGE 1 OF 1
Figure:

A-9
PROJECT: FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
TEST GEOTECH LOG 770658401.GPJ TR.GDT 4/17/19
Boring terminated at a depth of 26.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater encountered at 25 feet below ground surface during drilling.
1 S&H and SPT blow counts for the last two increments were converted to SPT N-Values using factors of 0.6 and 1.0, respectively to account for sampler type and hammer energy. 2 Elevations based on topographic survey provided by PMA, datum unknown.

Date 02/26/19 Project No. 770658401 Figure A-10

CLASSIFICATION CHART
Major Divisions Symbols Typical Names
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
Highly Organic Soils PT

UNIFIED SOIL CLASSIFICATION SYSTEM
Well-graded gravels or gravel-sand mixtures, little or no fines Poorly-graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures
Clayey gravels, gravel-sand-clay mixtures
Well-graded sands or gravelly sands, little or no fines Poorly-graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures
Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays Organic silts and organic silt-clays of low plasticity
Inorganic silts of high plasticity
Inorganic clays of high plasticity, fat clays
Organic silts and clays of high plasticity
Peat and other highly organic soils
Clayey sands, sand-clay mixtures
Range of Grain Sizes
Grain Size
in Millimeters
U.S. Standard
Sieve Size
Above 12"
12" to 3"
Classification
Boulders
Cobbles
Above 305
305 to 76.2
Silt and Clay Below No. 200 Below 0.075

GRAIN SIZE CHART

SAMPLER TYPE
Coarse-Grained Soils
(more than half of soil > no. 200
sieve size
Fine -Grained Soils
(more than half of soil
< no. 200 sieve size)
Gravels
(More than half of
coarse fraction >
no. 4 sieve size)
Sands
(More than half of
coarse fraction <
no. 4 sieve size)
Silts and Clays
LL = < 50
Silts and Clays
LL = > 50
Gravel
coarse
fine
3" to No. 4
3" to 3/4"
3/4" to No. 4
No. 4 to No. 200
No. 4 to No. 10
No. 10 to No. 40
No. 40 to No. 200

76.2 to 4.76

76.2 to 19.1

19.1 to 4.76

4.76 to 0.075

4.76 to 2.00

2.00 to 0.420

0.420 to 0.075
Sand
coarse
medium
fine
C Core barrel
CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter
D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube
O Osterberg piston sampler using 3.0-inch outside diameter, thin-walled Shelby tube
PT Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube
S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter
SPT Standard Penetration Test (SPT) split-barrel sampler with a

2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure

SAMPLE DESIGNATIONS/SYMBOLS
Sample taken with Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter. Darkened area indicates soil recovered
Classification sample taken with Standard Penetration Test sampler
Undisturbed sample taken with thin-walled tube
Disturbed sample
Sampling attempted with no recovery
Core sample
Analytical laboratory sample
Sample taken with Direct Push or Drive sampler
Unstabilized groundwater level
Stabilized groundwater level

FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California

APPENDIX B

LABORATORY TEST RESULTS FROM PREVIOUS INVESTIGATIONS
PLASTICITY CHART 706050403020100 0 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 120 MH or OH CH or OH CL or OL "U" LINE CL-ML ML or OL "A" LINE PLASTICITY INDEX (PI) Reference: ASTM D2487-11 PLASTICITY CHART 706050403020100 0 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 120 MH or OH CH or OH CL or OL "U" LINE CL-ML ML or OL "A" LINEPLASTICITY INDEX (PI) Reference: ASTM D2487-11 Symbol Source Description and Classification Natural M.C. (%) Liquid Limit (%) Plasticity Index (%) % Passing #200 Sieve % at  feet CL$<(< S$ND (SC ) redyelloZ ZitK broZn mottling .0 2  22. % at . feet CL$<(< S$ND (SC) graybroZn . 2  2. % at  feet S$ND (SP) graybroZn 2.

NP NP . % at . feet S$ND ZitK SIL7 (SPSM) broZn  . NP NP
. % at . feet SIL7< CL$<(< S$ND (SCSM) yelloZbroZn  . 2  .2 % at 2 feet SIL7< CL$<(< S$ND (SCSM) yelloZbroZn to graybroZn . 22   . Filename: C:\bms\langan-pw-01\dms92307\FG01-770675102-B-GI0101.dwg Date: 1/12/2022 Time: 11:09 User: jfrank Style Table: Langan.stb Layout: PLASTICITY CHART_1 1 Almaden Boulevard, Suite 590 San Jose, CA 95113 T: 408.283.3600 F: 408.283.3601 www.langan.com © 2021 Langan Langan Engineering and Environmental Services, Inc. NP = Non plastic WorkOrder:

Report Created for: Langan
135 Main St, Suite 1500
San Francisco, CA 94105
Project Contact: Peter Cusack
Project: 770675101; Gallo Site
Project P.O.:

Project Received: 10/19/2020
Analytical Report reviewed & approved for release on 10/21/2020 by:

Christine Askari
2010954
The report shall not be reproduced except in full, without the written approval of the laboratory. The analytical results relate only to the items tested. Results reported conform to the most current NELAP standards, where applicable, unless otherwise stated in the case narrative.

Analytical Report
1534 Willow Pass Rd. Pittsburg, CA 94565 ♦ TEL: (877) 252-9262 ♦ FAX: (925) 252-9269 ♦ www.mccampbell.com CA ELAP 1644 ♦ NELAP 4033 ORELAP
Project Manager
McCampbell Analytical, Inc.
"When Quality Counts"

Glossary of Terms & Qualifier Definitions
Client: Langan
Project: 770675101; Gallo Site
WorkOrder: 2010954
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Glossary Abbreviation
%D Serial Dilution Percent Difference
95% Interval 95% Confident Interval
CPT Consumer Product Testing not NELAP Accredited
DF Dilution Factor
DI WET (DISTLC) Waste Extraction Test using DI water
DISS Dissolved (direct analysis of 0.45 µm filtered and acidified water sample) DLT Dilution Test (Serial Dilution)
DUP Duplicate
EDL Estimated Detection Limit
ERS External reference sample. Second source calibration verification.

ITEF International Toxicity Equivalence Factor
LCS Laboratory Control Sample
LQL Lowest Quantitation Level
MB Method Blank
MB % Rec % Recovery of Surrogate in Method Blank, if applicable MDL Method Detection Limit
ML Minimum Level of Quantitation
MS Matrix Spike
MSD Matrix Spike Duplicate
N/A Not Applicable
ND Not detected at or above the indicated MDL or RL
NR Data Not Reported due to matrix interference or insufficient sample amount.

PDS Post Digestion Spike
PDSD Post Digestion Spike Duplicate
PF Prep Factor
RD Relative Difference
RL Reporting Limit (The RL is the lowest calibration standard in a multipoint calibration.) RPD Relative Percent Deviation
RRT Relative Retention Time
SPK Val Spike Value
SPKRef Val Spike Reference Value
SPLP Synthetic Precipitation Leachate Procedure
ST Sorbent Tube
TCLP Toxicity Characteristic Leachate Procedure
TEQ Toxicity Equivalents
TZA TimeZone Net Adjustment for sample collected outside of MAI's UTC.

WET (STLC) Waste Extraction Test (Soluble Threshold Limit Concentration)

Glossary of Terms & Qualifier Definitions
Client: Langan
Project: 770675101; Gallo Site
WorkOrder: 2010954
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Analytical Qualifiers
k10 CARB 435 Exception 1 - No asbestos detected. The limit of quantitation (LOQ) = 0.25%. k15 Chrysotile

Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Langan
Project: 770675101; Gallo Site
Date Received: 10/19/2020 18:34
Date Prepared: 10/20/2020
WorkOrder: 2010954
Extraction Method: CARB 435 Asbestos
Analytical Method: 435 CARB
Unit: %
Asbestos (CARB 435) 400 Point Count
B-1-3.0 2010954-001A Soil 10/19/2020 08:00 Microscope 207845 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Asbestos 3.00 0.25 1 10/21/2020 09:10
Analyst(s): DA Analytical Comments: k15
B-1-7.5 2010954-002A Soil 10/19/2020 08:20 Microscope 207845 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Asbestos 1.00 0.25 1 10/21/2020 11:10
Analyst(s): DA Analytical Comments: k15
B-1-12.5 2010954-003A Soil 10/19/2020 08:35 Microscope 207845 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Asbestos 0.25 0.25 1 10/21/2020 13:10
Analyst(s): DA Analytical Comments: k15
B-2-5.0 2010954-004A Soil 10/19/2020 10:00 Microscope 207845 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Asbestos ND NA 1 10/21/2020 14:15
Analyst(s): DA Analytical Comments: k10
(Cont.)

Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Langan
Project: 770675101; Gallo Site
Date Received: 10/19/2020 18:34
Date Prepared: 10/20/2020
WorkOrder: 2010954
Extraction Method: CARB 435 Asbestos
Analytical Method: 435 CARB
Unit: %
Asbestos (CARB 435) 400 Point Count
B-2-10.0 2010954-005A Soil 10/19/2020 10:10 Microscope 207845 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Asbestos ND NA 1 10/21/2020 15:35
Analyst(s): DA Analytical Comments: k10
B-2-15.0 2010954-006A Soil 10/19/2020 10:15 Microscope 207845 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Asbestos ND NA 1 10/21/2020 16:20
Analyst(s): DA Analytical Comments: k10

McCampbell Analytical, Inc.
1534 Willow Pass Rd
Pittsburg, CA 94565-1701
(925) 252-9262
CHAIN-OF-CUSTODY RECORD Page
Lab ID Matrix Collection Date Hold
Requested Tests (See legend below)
Report to:

Peter Cusack
135 Main St, Suite 1500
San Francisco, CA 94105
(415) 955-5244 FAX: (415) 955-9041
PO:
10/19/2020
Client ID
Project: 770675101; Gallo Site
WorkOrder: 2010954
1 of 1
Date Logged:

Date Received: 10/19/2020
1 2 3 4 5 6 7 8 9 10 11 12
Langan
Bill to:

Accounts Payable
Langan
135 Main St, Suite 1500
San Francisco, CA 94105
Requested TAT: 2 days;
ClientCode: TWRF
Email: [email protected]
EDF EQuIS Email HardCopy ThirdParty
Langan_InvoiceCapture@concursolutio
Excel
WriteOn J-flag
cc/3rd Party: [email protected]; [email protected]
WaterTrax
Detection Summary
Dry-Weight
2010954-001 B-1-3.0 Soil 10/19/2020 08:00 A A
2010954-002 B-1-7.5 Soil 10/19/2020 08:20 A A
2010954-003 B-1-12.5 Soil 10/19/2020 08:35 A A
2010954-004 B-2-5.0 Soil 10/19/2020 10:00 A A
2010954-005 B-2-10.0 Soil 10/19/2020 10:10 A A
2010954-006 B-2-15.0 Soil 10/19/2020 10:15 A A
Prepared by: Nancy Palacios
NOTE: Soil samples are discarded 60 days after results are reported unless other arrangements are made (Water samples are 30 days).

Hazardous samples will be returned to client or disposed of at client expense.

Comments:
1 CARB435_400 2 PRDisposal Fee 3 4
5 6 7 8
9 10
Test Legend:
11 12

Lab ID Client ID Collection Date
& Time
Date Logged:

Matrix Test Name Containers TAT
/Composites

WORK ORDER SUMMARY
Work Order: 2010954
Comments:

Client Name: LANGAN Project: 770675101; Gallo Site
QC Level: LEVEL 2
Bottle & Preservative DryWeight Hold SubOut
10/19/2020
Sediment
Content
WriteOn EDF Excel EQuIS Email HardCopy ThirdParty J-flag Client Contact: Peter Cusack
Contact's Email: [email protected]
WaterTrax
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" 2010954-001A B-1-3.0 Soil Asbestos, CARB 435, 400 Point 1 Plastic Baggie, Medium 10/19/2020 8:00 2 days 2010954-002A B-1-7.5 Soil Asbestos, CARB 435, 400 Point 1 Plastic Baggie, Medium 10/19/2020 8:20 2 days 2010954-003A B-1-12.5 Soil Asbestos, CARB 435, 400 Point 1 Plastic Baggie, Medium 10/19/2020 8:35 2 days 2010954-004A B-2-5.0 Soil Asbestos, CARB 435, 400 Point 1 Plastic Baggie, Medium 10/19/2020 10:00 2 days 2010954-005A B-2-10.0 Soil Asbestos, CARB 435, 400 Point 1 Plastic Baggie, Medium 10/19/2020 10:10 2 days 2010954-006A B-2-15.0 Soil Asbestos, CARB 435, 400 Point 1 Plastic Baggie, Medium 10/19/2020 10:15 2 days

- STLC and TCLP extractions require 2 days to complete; therefore, all TATs begin after the extraction is completed (i.e., One-day TAT yields results in 3 days from sample submission).

NOTES:
- MAI assumes that all material present in the provided sampling container is considered part of the sample - MAI does not exclude any material from the sample prior to sample preparation unless requested in writing by the client.

Sample Receipt Checklist
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client Name: Langan
WorkOrder №: 2010954
Date Logged: 10/19/2020
Matrix: Soil Logged by: Nancy Palacios
Carrier: Client Drop-In
Shipping container/cooler in good condition? Yes No
Custody seals intact on shipping container/cooler? Yes No NA Samples Received on Ice? Yes No
Chain of custody present? Yes No
Chain of custody signed when relinquished and received? Yes No Chain of custody agrees with sample labels? Yes No
Samples in proper containers/bottles? Yes No
Sample containers intact? Yes No
Sufficient sample volume for indicated test? Yes No
All samples received within holding time? Yes No NA
Sample/Temp Blank temperature NA
Water - VOA vials have zero headspace / no bubbles? Yes No NA pH acceptable upon receipt (Metal: <2; Nitrate 353.2/4500NO3:
<2; 522: <4; 218.7: >8)?
Yes No NA
Temp: 4.5°C
Chain of Custody (COC) Information
Sample IDs noted by Client on COC? Yes No
Date and Time of collection noted by Client on COC? Yes No Sampler's name noted on COC? Yes No
Sample Receipt Information
Sample Preservation and Hold Time (HT) Information
Sample labels checked for correct preservation? Yes No
Project: 770675101; Gallo Site
(Ice Type: WET ICE )
Comments:
pH tested and acceptable upon receipt (200.8: ≤2; 525.3: ≤4; 530: ≤7; 541: <3; 544: <6.5 & 7.5)?
Yes No NA
UCMR Samples:

Free Chlorine tested and acceptable upon receipt (<0.1mg/L)? Yes No NA Date and Time Received: 10/19/2020 18:34
Received by: Torri Badura
COC agrees with Quote? Yes No NA

ML or OL
MH or OH
Symbol Source
Natural
M.C. (%)
Liquid
Limit (%)

CL - ML
0 10
20 30
40 50
60 70
0 10 20 30 40 50 60 70 80 90 100 110 120

LIQUID LIMIT (LL)
Description and Classification
% Passing
#200 Sieve
Plasticity
Index (%)
Date 03/27/19 Project No. Figure B-1

PLASTICITY CHART

PLASTICITY INDEX (PI)
Ref erence:

ASTM D2487-11
770658401

FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
B-2 at 7.5 feet
B-4 at 5.5 feet
B-9 at 15 feet
B-9 at 21 feet
B-9 at 26 feet
CLAYEY SAND (SC), red-brown
CLAYEY SAND (SC), mottled red-brown
and light brown
CLAYEY SAND (SC), mottled red-brown
and dark brown
--

15.6 17.2

16.6 16.4
--

35.8 48.6

36.5 34.1
25 30
23 23
22 10
14 10
10 9
CLAYEY SAND (SC), mottled red-brown
and dark brown
CLAYEY SAND (SC), brown with black
mottling
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500
1,000 800 600 400 200 0
EXPANSION PRESSURE (psf)
EXUDATION PRESSURE (psi)
300
Date 04/10/19 Project No. Figure B-2

RESISTANCE VALUE TEST DATA
770658401
Specimen ID: A B C D
Water Content (%)
Dry Density (pcf)
Exudation Pressure (psi)
Expansion Pressure (psf)
Resistance Value (R)
Sand
Equivalent
Expansion
Pressure R value Sample Description Sample Source RESISTANCE VALUE (R)

FORBES RESEARCH CENTER
494 FORBES BOULEVARD
South San Francisco, California
B-3 at 1 to 2 feet CLAYEY SAND (SC), mottled
brown, red-brown and dark
brown
-- -- 9

16.8 110.6
256

0.00 5

15.5 117.6
338

0.00 10

14.2 119.8
436

0.00 13
--
--
--
--
--

DISTRIBUTION
Electronic copy: Ms. Tara Korlipara
Project Management Advisors
1 Tower Place, Suite 200
South San Francisco, California 94080
QUALITY CONTROL REVIEWER:

John Gouchon, GE
Principal

APPENDIX C

LOGS OF BORINGS FROM CURRENT INVESTIGATION
CL
SM
SPT
SPT
SPT
12 inches thick aggregate base (AB)
CLAY with SAND (CL)
brown to dark brown, very stiff, moist, fine to
coarse sand, trace fine to coarse gravel and
organics [FILL]
SILTY SAND with GRAVEL (SM)
brown to dark brown, very dense, moist, fine to
coarse gravel [FILL]

SANDSTONE
gray, closely fractured, moderately hard, strong,
moderately weathered [BEDROCK]
25 60/
3"
60/
1"
5 9
12 7
50/
3"
18 50/
1" DEPTH (feet) Blows/ 6" SPT N-Value
1 Sampler LITHOLOGY Type Sample
Type of
Strength Test Fines % Natural Moisture Confining
Content, % Pressure Lbs/Sq Ft Shear Strength Lbs/Sq Ft
Dry Density Lbs/Cu Ft
See Site Plan, Figure 2
08/11/22
Hollow Stem Auger
Ground Surface Elevation: 41 feet2
Standard Penetration Test (SPT)
Date finished: 08/11/22
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

Logged by:

Drilled By:

K. Pettey
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
VANTAGE PHASES 2 AND 3 Log of Boring B-7 South San Francisco, California Figure:

PAGE 1 OF 1
770675103
Project No.:

PROJECT:

C-1
TEST GEOTECH LOG 770675103_VANTAGE PHASE 2.GPJ TR.GDT 10/17/22 1 SPT blow counts for the last two increments were converted to SPT N-Values using factor of 1.2, to account for sampler type and hammer energy. 2 Elevations based on topographic site plan titled "VANTAGE Site Topo" provided by Project Management Advisors on 24 August 2022.

Boring terminated at a depth of 5.1 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not observed during drilling.

32.5 38.1

47.6 41.0
SC
SC
SPSC
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT

16.3 15.9

16.1 15.3

1.5 inches thick asphalt concrete (AC)

CLAYEY SAND (SC)
brown to yellow-brown, medium dense, moist,
fine-grained [FILL]
light brown to red-brown

CLAYEY SAND (SC)
brown to red-brown, loose to medium dense, moist,
fine-grained
LL = 23, PI = 10, see Figure D-1
medium dense
LL = 22, PI = 12, see Figure D-1
red-yellow to light brown with red mottling, trace
organics
LL = 25, PI = 12, see Figure D-1
LL = 26, PI = 13, see Figure D-1
red-yellow to red-brown, very dense, trace silt
red-yellow to red-brown with red mottling, dense
SAND with CLAY (SP-SC)
red-yellow to red-brown with red mottling, very
dense, moist, fine-grained
(8/12/22, 2:35PM)
red-brown to light brown with gray mottling, wet
dense
12 8
13 16
16 25
59 38
60 64
48 4
5 5
2 3
4 2
4 7
5 6
7 5
6 7
6 9
12 13
21 28
4 12
20 12
20 30
11 21
32 10
15 25 DEPTH (feet) Blows/ 6" SPT N-Value
1 Sampler LITHOLOGY Type Sample
Type of
Strength Test Fines % Natural Moisture Confining
Content, % Pressure Lbs/Sq Ft Shear Strength Lbs/Sq Ft
Dry Density Lbs/Cu Ft
See Site Plan, Figure 2
08/12/22
Hollow Stem Auger
Ground Surface Elevation: 38.4 feet2
Standard Penetration Test (SPT)
Date finished: 08/12/22
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

Logged by:

Drilled By:

K. Pettey
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
VANTAGE PHASES 2 AND 3 Log of Boring B-8 South San Francisco, California Figure:

PAGE 1 OF 1
770675103
Project No.:

PROJECT:

C-2
TEST GEOTECH LOG 770675103_VANTAGE PHASE 2.GPJ TR.GDT 10/17/22 1 SPT blow counts for the last two increments were converted to SPT N-Values using factor of 1.2, to account for sampler type and hammer energy. 2 Elevations based on topographic site plan titled "VANTAGE Site Topo" provided by Project Management Advisors on 24 August 2022.

Boring terminated at a depth of 25.5 feet below ground surface (bgs).

Boring backfilled with cement grout.

Groundwater observed at 22.5 feet bgs at 2:35 PM at time of drilling.

15.2 21.1
SM
SC
SM
SCSM
SM
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT

9.6 16.2
12 inches aggregate base (AB)

SILTY SAND (SM)
red-brown, dense, moist, fine-grained, trace
organics [FILL]

CLAYEY SAND (SC)
yellow-brown to red-brown, very dense, moist,
fine-grained, trace organics

SILTY SAND (SM)
yellow-brown to red-yellow, dense to very dense,
moist, fine-grained
dense
red-brown, medium dense
non plastic, see Figure D-1
very dense

CLAYEY SILTY SAND (SC-SM)
red-brown to light brown, dense, moist, fine-grained
LL = 19, PI = 6, see Figure D-1

SILTY SAND (SM)
red-brown to light brown, very dense, moist,
fine-grained
(8/11/22, 3:03 PM)
37 65
50 37
26 59
35 37
55 5
12 19
9 26
28 9
20 22
6 14
17 7
10 12
16 17
32 10
14 15
9 14
17 11
20 26 DEPTH (feet) Blows/ 6" SPT N-Value
1 Sampler LITHOLOGY Type Sample
Type of
Strength Test Fines % Natural Moisture Confining
Content, % Pressure Lbs/Sq Ft Shear Strength Lbs/Sq Ft
Dry Density Lbs/Cu Ft
See Site Plan, Figure 2
08/11/22
Hollow Stem Auger
Ground Surface Elevation: 37.5 feet2
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 08/11/22
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

Logged by:

Drilled By:

K. Pettey
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
VANTAGE PHASES 2 AND 3 Log of Boring B-9 South San Francisco, California Figure:

PAGE 1 OF 1
770675103
Project No.:

PROJECT:

C-3
TEST GEOTECH LOG 770675103_VANTAGE PHASE 2.GPJ TR.GDT 10/17/22 1 SPT blow counts for the last two increments were converted to SPT N-Values using factor of 1.2, to account for sampler type and hammer energy. 2 Elevations based on topographic site plan titled "VANTAGE Site Topo" provided by Project Management Advisors on 24 August 2022.

Boring terminated at a depth of 25.5 feet below ground surface (bgs).

Boring backfilled with cement grout.

Groundwater observed at 25 feet bgs at 3:30 PM at time of drilling.

57.5 CL
CL
CL
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT

14.3 2.5 inches thick asphalt concrete (AC)
SANDY CLAY with GRAVEL (CL)
brown, hard, moist, fine sand, fine to coarse
subrounded to subangular gravel [FILL]

SANDY CLAY (CL)
brown to dark brown, very stiff, moist, fine sand
yellow-brown to brown, trace fine subangular gravel
stiff, fine to coarse sand, trace fine to medium
subrounded to subangular gravel and organics
LL = 30, PI = 16, see Figure D-1

CLAY (CL)
yellow-brown to brown, stiff, moist, trace fine sand
and fine to medium subrounded to subangular
gravel
yellow-brown to gray-brown, hard, trace fine to
coarse sand and fine subangular gravel
SHALE
gray, intensely fractured, low hardness, weak,
moderately weathered [BEDROCK]

SANDSTONE
gray, intensely fractured, moderately hard, little
weathered [BEDROCK]
34 16
17 10
14 71
50 92/
8"
60/
3"
60/
3"
5 6
22 7
6 7
7 6
8 3
3 5
2 5
7 16
29 30
6 17
25 12
27 50/
2"
40 50/
3"
50/
3" DEPTH (feet) Blows/ 6" SPT N-Value
1 Sampler LITHOLOGY Type Sample
Type of
Strength Test Fines % Natural Moisture Confining
Content, % Pressure Lbs/Sq Ft Shear Strength Lbs/Sq Ft
Dry Density Lbs/Cu Ft
See Site Plan, Figure 2
08/11/22
Hollow Stem Auger
Ground Surface Elevation: 41 feet2
Standard Penetration Test (SPT)
Date finished: 08/11/22
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

Logged by:

Drilled By:

K. Pettey
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
VANTAGE PHASES 2 AND 3 Log of Boring B-10 South San Francisco, California Figure:

PAGE 1 OF 1
770675103
Project No.:

PROJECT:

C-4
TEST GEOTECH LOG 770675103_VANTAGE PHASE 2.GPJ TR.GDT 10/17/22 1 SPT blow counts for the last two increments were converted to SPT N-Values using factor of 1.2, to account for sampler type and hammer energy. 2 Elevations based on topographic site plan titled "VANTAGE Site Topo" provided by Project Management Advisors on 24 August 2022.

Boring terminated at a depth of 23.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not observed during drilling.

28.2 51.9
SC
CL
CL
CL
CL
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT

13.9 16.6
3 inches thick aggregate base (AB)

CLAYEY SAND (SC)
brown, medium dense, moist, fine- to
coarse-grained, trace fine to coarse gravel [FILL]
LL = 25, PI = 11, see Figure D-1

SANDY CLAY (CL)
brown to yellow-brown, stiff, moist, fine to coarse
sand
LL = 35, PI = 19, see Figure D-2
CLAY with SAND (CL)
yellow-brown to light brown, very stiff, moist, fine to coarse sand
CLAY with GRAVEL (CL)
yellow-brown to light brown, hard, moist, fine to
coarse subangular gravel, trace fine to coarse sand
CLAY with SAND (CL)
gray-brown to brown with orange mottling, very stiff,
moist, fine to coarse sand
yellow-brown, hard
yellow-brown to gray-brown with orange to dark
brown mottling

SERPENTINITE
gray-brown, crushed, low hardness, friable,
moderately weathered [BEDROCK]
19 19
14 29
40 24
38 38
60/
3"
60/

5.5"
4 6
10 6
8 8
4 4
8 6
9 15
6 13
20 6
10 10
13 15
17 10
16 16
8 50/
3"
50/

5.5" DEPTH (feet) Blows/ 6" SPT N-Value
1 Sampler LITHOLOGY Type Sample
Type of
Strength Test Fines % Natural Moisture Confining
Content, % Pressure Lbs/Sq Ft Shear Strength Lbs/Sq Ft
Dry Density Lbs/Cu Ft
See Site Plan, Figure 2
08/12/22
Hollow Stem Auger
Ground Surface Elevation: 41 feet2
Standard Penetration Test (SPT)
Date finished: 08/12/22
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

Logged by:

Drilled By:

K. Pettey
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
VANTAGE PHASES 2 AND 3 Log of Boring B-11 South San Francisco, California Figure:

PAGE 1 OF 1
770675103
Project No.:

PROJECT:

C-5
TEST GEOTECH LOG 770675103_VANTAGE PHASE 2.GPJ TR.GDT 10/17/22 1 SPT blow counts for the last two increments were converted to SPT N-Values using factor of 1.2, to account for sampler type and hammer energy. 2 Elevations based on topographic site plan titled "VANTAGE Site Topo" provided by Project Management Advisors on 24 August 2022.

Boring terminated at a depth of 24.5 feet below ground surface.

Boring backfilled with cement grout.

Groundwater not observed during drilling.

22.9 31.9

26.6 28.8
SM
SC
SCSM
SC
CL
SM
CL
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT

15.8 16.1

14.1 15.4
1-inch-thick asphalt concrete (AC)
SILTY SAND with GRAVEL (SM)
brown, moist, fine-grained, fine to coarse
subrounded to subangular gravel [FILL]
CLAYEY SAND with GRAVEL (SC)
dark brown, medium dense, moist, fine-grained,
fine to coarse subrounded to subangular gravel
[FILL]
at 1.5 feet: LL = 28, PI = 9, see Figure D-2

CLAYEY SILTY SAND (SC-SM)
gray-brown to dark brown, medium dense, moist,
fine-grained, trace organics
at 3 feet: LL = 18, PI = 5, see Figure D-2
gray-brown
at 4.5 feet: LL = 20, PI = 7, see Figure D-2
red-brown to light brown, dense
increase clay content

CLAYEY SAND (SC)
red-brown, medium dense, moist, fine-grained,
trace organics
LL = 21, PI = 8, see Figure D-2
red-brown with red mottling

SANDY CLAY (CL)
red-yellow, very stiff, moist, fine sand

SILTY SAND (SM)
yellow-brown with red mottling, dense to very
dense, moist, fine- to coarse-grained, trace fine to
medium subrounded gravel, with clay

SANDY CLAY (CL)
red-brown to light brown with red mottling, medium
stiff to stiff, moist, fine sand, trace fine to medium
subrounded to subangular gravel
(8/12/2022, 5:43 PM)
wet, very stiff
hard
26 11
22 37
41 12
12 22
23 50
8 19
31 4
5 17
4 3
6 7
8 10
6 6
25 7
16 18
5 5
5 2
4 6
6 8
10 6
7 12
8 17
25 2
3 4
3 6
10 3
10 16 DEPTH (feet) Blows/ 6" SPT N-Value
1 Sampler LITHOLOGY Type Sample
Type of
Strength Test Fines % Natural Moisture Confining
Content, % Pressure Lbs/Sq Ft Shear Strength Lbs/Sq Ft
Dry Density Lbs/Cu Ft
See Site Plan, Figure 2
08/12/22
Hollow Stem Auger
Ground Surface Elevation: 34.9 feet2
Sprague & Henwood (S&H), Standard Penetration Test (SPT) Date finished: 08/12/22
Hammer type: Automatic Trip
Boring location:

Date started:

Drilling method:

Samplers:

Logged by:

Drilled By:

K. Pettey
Gregg Drilling
Hammer weight/drop: 140 lbs./30 inches

SAMPLES

LABORATORY TEST DATA
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30

MATERIAL DESCRIPTION
VANTAGE PHASES 2 AND 3 Log of Boring B-12 South San Francisco, California Figure:

PAGE 1 OF 1
770675103
Project No.:

PROJECT:

C-6
TEST GEOTECH LOG 770675103_VANTAGE PHASE 2.GPJ TR.GDT 10/17/22 1 SPT blow counts for the last two increments were converted to SPT N-Values using factor of 1.2, to account for sampler type and hammer energy. 2 Elevations based on topographic site plan titled "VANTAGE Site Topo" provided by Project Management Advisors on 24 August 2022.

Boring terminated at a depth of 26 feet below ground surface (bgs).

Boring backfilled with cement grout.

Groundwater observed at 23.5 feet bgs at 5:45 PM at time of drilling.

Major Divisions Gravels (More than half of coarse fraction > no. 4 sieve size) Sands (More than half of coarse fraction < no. 4 sieve size) Silts and Clays LL = < 50 Silts and Clays LL = > 50 Highly Organic Soils Symbols GWGP GMGCSWSPSMSCML CLOL MHCHOHPT GRAIN SIZE CHART Range of Grain Sizes Classification Boulders Cobbles Gravel coarse fine Sand coarse medium fine Silt and Clay U.S. Standard Sieve Size Above 12" 12" to 3" 3" to No. 4 3" to 3/4" 3/4" to No. 4 No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 Below No. 200 Unstabilized groundwater level Stabilized groundwater level Grain Size in Millimeters Above 305 305 to 76.2 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 Below 0.075 UNIFIED SOIL CLASSIFICATION SYSTEM Typical Names Well-graded gravels or gravel-sand mixtures, little or no fines Poorly-graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands or gravelly sands, little or no fines Poorly-graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts and clayey silts of low plasticity, sandy silts, gravelly silts Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays Organic silts and organic silt-clays of low plasticity Inorganic silts of high plasticity Inorganic clays of high plasticity, fat clays Organic silts and clays of high plasticity Peat and other highly organic soils SAMPLE DESIGNATIONS/SYMBOLS Sample taken with Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter. Darkened area indicates soil recovered Classification sample taken with Standard Penetration Test sampler Undisturbed sample taken with thin-walled tube Disturbed sample Sampling attempted with no recovery Core sample Analytical laboratory sample Sample taken with Direct Push or Drive sampler SAMPLER TYPE C Core barrel CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube
O Osterberg piston sampler using 3.0-inch outside
diameter, thin-walled Shelby tube
PT Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube
S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure
Fine -Grained Soils
(more than half of soil
< no. 200 sieve size)
Coarse-Grained Soils
(more than half of soil > no. 200
sieve size Sonic Filename: C:\bms\langan-pw-01\d0266232\FG03-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:39 User: jcarabelas Style Table: Langan.stb Layout: SOIL CLASSIFICATION REPORT 1 Almaden Boulevard, Suite 590 San Jose, CA 95113 T: 408.283.3600 F: 408.283.3601 www.langan.com © 2019 Langan Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C.

I FRACTURING Intensity
Very little fractured
Occasionally fractured
Moderately fractured
Closely fractured
Intensely fractured Crushed Size of Pieces in Feet Greater than 4.0 1.0 to 4.0 0.5 to 1.0 0.1 to 0.5 0.05 to 0.1 Less than 0.05 II HARDNESS 1. Soft - reserved for plastic material alone. 2. Low hardness - can be gouged deeply or carved easily with a knife blade. 3. Moderately hard - can be readily scratched by a knife blade; scratch leaves a heavy trace of dust and is readily visible after the powder has been blown away. 4. Hard - can be scratched with difficulty; scratch produced a little powder and is often faintly visible. 5. Very hard - cannot be scratched with knife blade; leaves a metallic streak. III STRENGTH 1. Plastic or very low strength. 2. Friable - crumbles easily by rubbing with fingers. 3. Weak - an unfractured specimen of such material will crumble under light hammer blows. 4. Moderately strong - specimen will withstand a few heavy hammer blows before breaking. 5. Strong - specimen will withstand a few heavy ringing hammer blows and will yield with difficulty only dust and small flying fragments. 6. Very strong - specimen will resist heavy ringing hammer blows and will yield with difficulty only dust and small flying fragments. IV WEATHERING - The physical and chemical disintegration and decomposition of rocks and minerals by natural processes such as oxidation, reduction, hydration, solution, carbonation, and freezing and thawing.

D. Deep - moderate to complete mineral decomposition; extensive disintegration; deep and thorough discoloration; many fractures, all extensively coated or filled with oxides, carbonates and/or clay or silt. M. Moderate - slight change or partial decomposition of minerals; little disintegration; cementation little to unaffected. Moderate to occasionally intense discoloration. Moderately coated fractures. L. Little - no megascopic decomposition of minerals; little of no effect on normal cementation. Slight and intermittent, or localized discoloration. Few stains on fracture surfaces. F. Fresh - unaffected by weathering agents. No disintegration of discoloration. Fractures usually less numerous than joints. ADDITIONAL COMMENTS: V CONSOLIDATION OF SEDIMENTARY ROCKS: usually determined from unweathered samples. Largely dependent on cementation. U = unconsolidated P = poorly consolidated M = moderately consolidated W = well consolidated VI BEDDING OF SEDIMENTARY ROCKS Splitting Property Thickness Stratification Massive Greater than 4.0 ft. very thick-beddedBlocky 2.0 to 4.0 ft. thick bedded Slabby 0.2 to 2.0 ft. thin bedded
Flaggy 0.05 to 0.2 ft. very thin-bedded
Shaly or platy 0.01 to 0.05 ft. laminated
Papery less than 0.01 thinly laminated
1 Almaden Boulevard, Suite 590
San Jose, CA 95113
T: 408.283.3600 F: 408.283.3601 www.langan.com © 2019 Langan Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C. Filename: C:\bms\langan-pw-01\d0266232\FG03-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:40 User: jcarabelas Style Table: Langan.stb Layout: Rock Classification

APPENDIX D

LABORATORY TEST RESULTS FROM CURRENT INVESTIGATION
PLASTICITY CHART 706050403020100 0 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 120 MH or OH CH or OH CL or OL "U" LINE CL-ML ML or OL "A" LINE PLASTICITY INDEX (PI) Reference: ASTM D2487-11 PLASTICITY CHART 706050403020100 0 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 120 MH or OH CH or OH CL or OL "U" LINE CL-ML ML or OL "A" LINEPLASTICITY INDEX (PI) Reference: ASTM D2487-11 Filename: C:\bms\langan-pw-01\d0266232\FG03-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:40 User: jcarabelas Style Table: Langan.stb Layout: PLASTICITY CHART-1 1 Almaden Boulevard, Suite 590 San Jose, CA 95113 T: 408.283.3600 F: 408.283.3601 www.langan.com © 2019 Langan Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C. Symbol Source Description and Classification Natrual M.C. (%) Liquid Limit (%) Plasticity Index (%) % Passing #200 Sieve % at  feet CL$<(< S$ND (SC) broZn to redbroZn . 2 0 2. % at . feet CL$<(< S$ND (SC) broZn to redbroZn . 22 2 . % at . feet CL$<(< S$ND (SC) redyelloZ to ligKt broZn ZitK red mottling . 2 2 . % at feet CL$<(< S$ND (SC) redyelloZ to ligKt broZn ZitK red mottling . 2  .0 % at 0 feet SIL7< S$ND (SM) redbroZn
. NP NP .2 %
at 20 feet CL$<(< SIL7< S$ND (SCSM) redbroZn to ligKt broZn .2   2. %0 at  feet S$ND< CL$< (CL) yelloZbroZn to broZn . 0  . % at  feet CL$<(< S$ND (SC) broZn . 2  2.2 NP = Non Plastic
PLASTICITY CHART 706050403020100 0 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 120 MH or OH CH or OH CL or OL "U" LINE CL-ML ML or OL "A" LINE PLASTICITY INDEX (PI) Reference: ASTM D2487-11 PLASTICITY CHART 706050403020100 0 10 20 30 40 50 60 70 LIQUID LIMIT (LL) 80 90 100 110 120 MH or OH CH or OH CL or OL "U" LINE CL-ML ML or OL "A" LINEPLASTICITY INDEX (PI) Reference: ASTM D2487-11 Filename: C:\bms\langan-pw-01\d0266232\FG03-770675103-B-GI0101.dwg Date: 10/17/2022 Time: 15:42 User: jcarabelas Style Table: Langan.stb Layout: PLASTICITY CHART-2 1 Almaden Boulevard, Suite 590 San Jose, CA 95113 T: 408.283.3600 F: 408.283.3601 www.langan.com © 2019 Langan Langan Engineering, Environmental, Surveying, Landscape Architecture and Geology, D.P.C. Symbol Source Description and Classification Natrual M.C. (%) Liquid Limit (%) Plasticity Index (%) % Passing #200 Sieve % at . feet S$ND< CL$< (CL) broZn to yelloZbroZn .   .
%2 at . feet CL$<(< S$ND ZitK *5$9(L (SC) darN broZn . 2

22. %2 at  feet CL$<(< SIL7< S$ND (SCSM) graybroZn to darN broZn .   . %2 at . feet CL$<(< SIL7< S$ND (SCSM) graybroZn . 20  2. %2 at . feet CL$<(< S$ND (SC) redbroZn . 2  2. NP = Non Plastic

APPENDIX E

CORROSIVITY TEST RESULTS

DISTRIBUTION
Electronic copy: Ms. Madison Richey
Project Management Advisors
1 Tower Place, Suite 200
South San Francisco, California 94080

QUALITY CONTROL REVIEWER
John Gouchon, GE #2282
Principal/Vice President