City Council and Authorities Concurrent
November 15, 2022

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1.0   PROJECT INFORMATION

1.1   Project Authorization
Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Engineering Report for the proposed  multifamily  residential  development  in  Santa  Clara,  California.   Our  work  was  performed  in general  accordance  with  the  scope  of  work  as  outlined  in  our  Proposal  Number  575‐321247,  dated September 15, 2020.  Written authorization, in the form of a signed  copy of our proposal, was provided by  Ms.  Kathy  Robinson  of  Charities  Housing  on  September  28,  2020.  Our  previous  work  at  the  site  is summarized  in  our  January  16,  2020  report  to  Charities  Housing,  titled  “Preliminary  Geotechnical Engineering  Report  for  the  Proposed  Residential  Development,  1601  Civic  Center  Drive,  Santa  Clara California” PSI project No. 0575‐1585‐1.

1.2   Site Locati
on and Description
The  subject  site  is  located  at  the  northwest  corner  of  Civic  Center  Drive  and  Lincoln  Street,  which  is approximately 500 feet northwest from the active intersection of El Camino Real (California State Route 82) and Lincoln Street in Santa Clara, California (see Figure 1 ‐Site Location Map).  The site is a trapezoidal shaped
property of about 1.4 acres in plan area.  At the time of our investigation the site was developed with a 2‐story vacant office building surrounded by an asphalt‐paved parking lot and landscaped areas with lawn, shrubs and mature trees (see Figure 2).

The site is bound by single‐family residential properties to the wes t, a church to the north, Lincoln Street
and a City of Santa Clara municipal property to the east, and Civic Center Drive and commercial properties (bank and motel) to the south.   The site appears to have a gentle slope toward the northeast, with an elevation (estimated from the San Jose West,
California USGS topographic map) of about 75 feet above mean sea level (NAVD 88).

1.3   Review of Previous Study
As mentioned above, PSI performed a preliminary geotechnical study for the subject project (PSI, 2020) that included 2 Cone Penetration Test (CPT) probes pushed at the subject site to depths of between 60 and 100 feet below the ground surface (bgs), geologic and seismic research and a detailed liquefaction analysis.  The data from log  SCPT‐1 indicates that clays and silty clays were encountered in the upper 56 feet, underlain by about 10 feet of sand and silty sand, underlain by silty clay with interbeds of sandy silt from about 66 feet to the total depth explored of about 100 feet bgs.  The logs from CPT probes in dicate that clays and silty clays were encountered in the upper 33 feet, underlain by silty clay having interbeds of sandy silt to the total depth explored of about 60 feet bgs.  The groundwater level was estimated to be at a depth of between about 7 ½ and 9 feet bgs, based on pore pressure dis sipation testing in the CPT probes.

The preliminary report characterizes the site as geotechnically suitable for the proposed development.

The  report  also  provided  preliminary  recommendations  for  general  improvements,  including  site preparation, grading, pavements and utility trenches, with a requirement for a design‐level ge otechnical soil and foundation study at a later time.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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Locations of the CPT probes, as well as the approximate area of the proposed structure, are shown on Figure 2.  Pertinent data, including both logs and lab test results from the preliminary study are included in Appendices A and B.

1.4   Project Understanding
PSI understands based on a review of information provided by you, including a conceptual site plan for the proposed development with floor plans, perspective and section views (Mithun, 2020), the existing two‐ story structure at the subject property will be demolished and replaced with a multi‐story structure of about 27,000 square feet (s f) in plan area for use as a residential apartment building.  The structure is to be a 5‐ to 6‐story building with an at‐grade parking garage and community rooms and common areas on the ground level, and 4 to 5 stories of multifamily residences above.   The structure is to have a rais ed central garden courtyard and will be surrounded by grade‐level parking on the west and landscaped areas on all other sides.

The proposed construction type, and expected structural loading were not available at the time of this study, but based on our previous experience with similar proj ects, PSI anticipates that the structure will consist of a reinforced concrete podium (shown in section view on the provided plans as 12 ft. high) on the ground level,  with  wood  or  light  gauge  steel‐framed  construction  on  the  upper  stories.  Based  on  information provided by  your project structural engineer (I DA  Structural Engineers, Inc.), maximum column and wall loads are expected to be about 450 kips and 20 kips per foot, respectively.   Typical column loadings are anticipated to be on the order of 350 kips.  Dead loadings account for 75 percent of these values.   Other improvements are expected to include subsurface u tilities and concrete flatwork.

The finished floor elevations of the buildings were not furnished to us, but we have assumed finish exterior grades are to be near (+/‐ two feet) existing grades.  A site plan with the locations of the proposed structure is presented as Figure 2.  Should any of the above information  or assumptions made by PSI be inconsistent with  the  planned  construction,  we  request  that  you  contact  us  immediately  to  allow  us  to  make  any necessary modifications to our recommendations.

1.5   Purpose and Scope of Services
The purpose of PSI’s geotechnical evaluation was to assess the subsurface conditions at the site in order to  provide  appropriate  recommendations  for  site  preparation,  pavement  and  foundation  design.   Our evaluation  was  in  general  accordance  with  the  scope  of  work  outlined  in  our  Proposal  Number  575‐ 321247, dated September 15, 2020.

Our scope of services inclu
ded a total of 4 mud‐rotary soil borings with Standard Penetration Tests (SPT) performed at regular intervals, each drilled to a depth of approximately 60 feet bgs, and the preparation of this geotechnical report.  This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface condi tions, and presents geotechnical recommendations regarding the following:

 A geologic overview of the project area;
 Site topographic information and surface conditions;
Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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 A  discussion  of  subsurface  conditions  encountered  including  pertinent  soil  properties  and groundwater conditions;
 Logs of borings with soil classification per the Unified Soil Classification System (USCS);  A Site Location Map and Boring Location Map;
 Review of field and laboratory test procedures and test data;  California Building Code (2019 CBC) site class and seismic desi gn spectral acceleration parameters for use in seismic design;
 Evaluation of seismic hazards including liquefaction, seismic settlement, and lateral spreading;  Evaluation of the data as it relates to the proposed site development;  Site preparation and grading considerations, including recommended fill material characteristics and  compac
tion  requirements  for  general  site  fill  and  slab/pavement  subgrades,  including  an assessment as to the suitability of on‐site soils for use as fill;  Recommendations  pertaining  to  design  and  construction  of  foundations,  floor  slabs  and pavements, including allowable soil bearing pressures, anticipated bearing depths and estimated settlements; and,
 Comments  reg
arding  factors  that  may  impact  construction  and  performance  of  the  proposed construction.

Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for information purposes only.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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2.0   SUBSURFACE EXPLORATION

2.1   Site Geology
The subject site is located within a large region known as the Coast Ranges geomorphic province.   This province is characterized by extensively folded, faulted, and fractured earth materials.  These  structural features trend in a northwesterly direction  and make up  the  prominent system of northwest‐trending mountain ranges separated by straight‐sided sediment‐fille d valleys (CGS, 2002).

The subject site is situated on the northeast side of the Santa Clara Valley, about 0.9 miles east of Saratoga Creek and 1.8 miles southwest of the Guadalupe River.  Our review of readily available, pertinent geologic literature  (Dibblee,  2007)  indicates  that  the  subject  site  is  underlain  by  Holocene  aged  (Quaternary) alluvial deposits (Qya), described as alluvial sand, silt and, clay.

2.2   Pre‐Field Activities
Prior to initiation of field drilling activities, PSI marked the boring locations in white paint and contacted Underground Service Alert (USA) a minimum of 48 hours prior to beginning work to locate any potential buried utilities.  The USA inquiry identification number (or “Ticket Number”) for the utility locate request was  #W030300396.  Also prior  to drilling, PSI obtained  a dril ling permit (No.  E20201029002) from the Santa Clara Valley Water District (SCVWD).  A copy of the permit is included in Appendix A.

2.3   Subsurface Exploration and Conditions
To supplement CPT explorations from preliminary investigation and evaluate soil conditions at the subject site, PSI advanced four (4) Standard Penetration Test (SPT) soil borings.  The SPT borings were drilled by Britton Exploration of Los Gatos, California with a CME 55 drill rig, using solid‐flight auger and mud‐rotary drilling methods.   Borings B‐1, B‐2, B‐3 and B‐4 were located in the areas of the northwest, northeas t, southwest  and  southwest  quadrants  of  the  proposed  building,  respectively.   All  four  borings  were advanced to a depth of about 61½ feet bgs using a 6‐inch diameter solid flight auger in the upper 10  feet, and  a  5‐inch  diameter  mud‐rotary  below  10  feet.  Locations  of  the  soil  borings  as  well  as  the  existing improvements and proposed building, are shown on Figure 2.

During  the  sampling  procedure,  SPTs  were  performed  in  accordance  with  ASTM  D1586  and  relatively undisturbed samples were obtained in gene
ral accordance with ASTM D3550.  The SPTs for the soil borings were  performed  by  driving  a  2‐inch  diameter  split‐spoon  sampler  into  the  undisturbed  subsurface materials located at the bottom of the advanced borehole with repeated blows of a 140‐pound hammer falling a vertical distance of 30 inches.  The numb er of blows required to drive the sampler the last 12 inches of an 18‐inch penetration depth is a measure of the soil relative density/consistency.  For  ASTM D3550 (California Modified Sampler) the split barrel sampler possesses a 3‐inch outside diameter and is driven in the same manner as  the SPT.  Samples were identified in the field, placed in sealed containers, and transported to the laboratory for further classification and testing.  At the completion of drilling, the permitted borings were backfilled with cement grout in accordance with permit requirements.

In the locations explored at B‐1, B‐2 and B‐3, the site was surfaced with an asphalt pavement of betwee n
about 2 and 2½ inches of asphalt over about 3 to 5 inches of aggregate base.  Below the pavement (and Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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at the surface of B‐4), the site was underlain by interbeds of lean clay, silty lean clay and sandy lean clay (CL), fat clay and sandy fat clay (CH), silt and sandy silt (ML), sand (SW and SP), silty sand (SM), gravelly sand (SW and SP) and sandy gravel (GP).  These soils were enc ountered to the total depth explored in each boring of about 61½ feet bgs.  In general, the fine soils were encountered in the upper portions of the borings, while the coarser, sandy soils were encountered in the lower portions.   Based on the SPT blow counts, the consistency of the fine‐grained soils was observed to be gener ally soft to stiff, while the coarse‐grained soils were observed to be generally loose to dense.  Bedrock was not encountered in our borings.

The  above  subsurface  information  is  of  a  generalized  nature  to  highlight  the  major  subsurface stratification features and material characteristics.   The boring log s, included in Appendix A, should be reviewed for specific information at the boring locations.  The stratification presented on the Boring Logs is based on a visual examination of the recovered soil samples and the interpretation of field logs by a geotechnical  professional.   The  raw  (uncorrected)standard  penetration  resistances  (SPT  N‐values  and California Modified sampler blows) recorded in the i
ndividual borings at standard testing intervals to the
boring termination depths are also included on the Boring Logs.  The boring logs include soil descriptions, stratification, penetration resistance, locations of the samples and laboratory test data.  The stratification shown on the logs re present the conditions only at the actual location at the time of our  exploration.

Variations may occur and should be expected between boring locations.  The stratification that represents the approximate boundary between subsurface materials and the actual transition may be gradual.  It should be noted that, although the test borings are drilled and sampled by expe rienced professionals, it is sometimes difficult to record changes in stratification within narrow limits, especially at great depths.

In the absence of foreign substances, it is also sometimes difficult to distinguish between native and fill soil.

2.4   Groundwater
Groundwater was encountered borings B‐3 and B‐4 at a depth of about 12 feet.  Pore pressure dissipation tests performed for our preliminary study (PSI, 2020) indicated groundwater at between approximately 7½ and 9 feet bgs.   The Seismic Hazard Zone Report for the San Jose West Quadrangle (CDMG, 2002) indicates a historic hi gh groundwater level of less than 10 feet.  It is possible that transient, saturated ground  conditions at shallower  depths  could  develop  during periods of heavy precipitation, landscape watering, leaking water lines, or other unforeseen causes.   Variations in groundwater levels should be expected seasonally, annually, and from location to location.  Groundwater is not expected to impact th e construction of the proposed structures.

2.5   Laboratory Evaluation
Selected  samples  of  the  subsurface  soils  encountered  were  returned  to  our  laboratory  for  further evaluation  to  aid  in  classification  of  the  materials,  and  to  help  assess  their  strength,  plasticity  and expansive nature.  The laboratory evaluation consisted of visual and textural examinations, moisture and density tests, Atterberg Limits testing, direct shear testing, consolidation testing, perce nt passing the No. 200 sieve, and expansion index testing.   Sulfate, chloride, pH and minimum resistivity testing were also performed  to  assist  in  evaluating  the  corrosive  potential  of  the  site  soils.  A   brief  discussion  of  the laboratory tests performed, and a portion of the test results are presented in Appendix B.   The remainder Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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of the test results are shown in the text of this report or on the boring logs in Appendix A.  Samples that were not altered by laboratory testing will be retained for 30 days from the date of this report and will then be discarded.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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3.0   SEISMIC CONSIDERATIONS

3.1   Regional Seismicity
Generally, seismicity within California can be attributed to faulting due to regional tectonic movement.

This includes the Monte Vista‐Shannon Fault, the San Andreas Fault, and most parallel and subparallel faulting within the State.  The portion of California which includes the subject site is considered seismically active.   Seismic  hazards  within  the  site  can  be  attributed   to  potential  groundshaking  resulting  from earthquake events along nearby or more distant faults.

According to regional geologic literature (Blake, 2000), the closest known late Quaternary faults are the Monte Vista‐Shannon Fault, the Hayward Fault and the San Andreas Fault, located approximately 7.6, 9.3 and 10.3 miles from the sit e, respectively.  The USGS Quaternary Fault Database (USGS, 2019) indicates that the closest mapped trace of the Monte Vista‐Shannon Fault is located about 5.7 miles southwest of the  subject  site.   Several  potentially  active  and  pre‐Quaternary  faults  also  occur  within  the  regional vicinity.  The site is subject to a Maximum Magnitude Even t of 7.9 Magnitude along the San Andreas Fault.

The Maximum Magnitude Event is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic framework.

3.2   Seismic Analysis
According to the Alquist‐Priolo Special Studies Zones Act of 1972 (revised 1994), active faults are those that have been shown to display surface rupture during the last 11,000 years (i.e., Holocene time).  This site is not currently situated within a mapped Earthquake Fault Zone (CGS, 2019; CSC, 2012) and PSI did not  observe  any
mapped  faults  crossing  the  site  on  readily  available  resources  (Dibblee,  2007;  USGS, 2019).

The  site  will  be  affected  by  seismic  shaking  as  a  result  of  earthquakes  on  major  active  faults  located throughout the northern California area.  As part of the current, 2019 California Building Code (CBC), the design  of  structures  must  consider  dynamic  forces  resulting  from  seismic  events.   These  forces  are dependent upon the magnitude of the e arthquake event as well as the properties of the soils that underlie the site.   As  part of the  procedure  to  evaluate seismic forces, the code  requires the evaluation of the Seismic  Site  Class,  which  categorizes  the  site  based  upon  the  characteristics  of  the  subsurface  profile within the upper 100  feet of the ground surface.

To define the Site Class for this project, we interpreted the results of our soil CPT probes advanced within the project site to a depth of up to 100 feet bgs and performed shear wave velocity measurements at approximately 5‐foot intervals in the 100‐foot deep probe, SCPT‐1.   The average shear wave velocity in the upper 100 feet of the soil column was determined to be about 765 feet per second.  The data are presented after the CPT logs in Appendix A.   To evaluate the Site Class, we also took into account data available in published geologic reports as well
as our experience with subsurface conditions in the general site  area.   Based  upon  this,  the  subsurface  conditions  within  the  site  are  consistent  within  the characteristics of Site Class D (stiff soil profile).

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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In  accordance  with  the  2019  California  Building  Code  (CBSC,  2019),  the  USGS  probabilistic  ground acceleration values (ASCE 7‐16) for latitude 37.3539° and longitude ‐121.9561° obtained from the U.S.

Seismic Design Maps webpage (SEAOC‐OSHPD, 2019), using the 2015 NEHRP option, are presented in the following table:

Ground Motion Values*
Period
(sec)
Mapped MCE
Spectral
Response
Acceleration**(g)
Site
Coefficients
Adjusted MCER
Spectral
Response
Acceleration (g)
Design Spectral
Response
Acceleration (g)

0.2  Ss  1.5  Fa  1  SMs  1.5  SDs  1

1.0  S1  0.6  Fv  1.7+  SM1  1.02+  SD1  0.68+
*2% Probability of Exceedance in 50 years                   +See CBC Section 11.4.7 **At B‐C interface (i.e. top of bedrock)
MCER = Maximum Considered Earthquake

The Site Coefficients, Fa and Fv presented in the above table were also obtained from the noted Seismic Design Maps webpage as a function of the site classification and mapped spectral response acceleration at the short (Ss) and 1‐second (S1) periods but can also be interpolated from CBC Tables 1613.2.3(1) and 1613.2.3(2).

ASCE 7‐16 and the 2019 CBC require a site‐specific ground motion analysis for Site Class D sites where the seismic parameter S
1 is greater than 0.2.  For this site, the seismic parameter S1 exceeds 0.2.  As noted in the  code,  an  exception  is  allowed  so  that  a  site‐specific  analysis  is  not  required,  provided  the  seismic coefficient  used  by  the  structural  engineer  is  determined  as  outlined  in  ASCE  7‐16  and  the  2019  CBC.

Given the multiple level nature of the building, we anticipate that the allowa ble exclusion may not be appropriate, to be determined by the structural engineer.  A site‐specific ground motion analysis was not included in our scope of work as part of this study.  When the project is further along in the design process, PSI should be contacted so that a scope of work change order for a site‐specific ground motion hazar d analysis can be prepared, if needed.

3.3   Hazard Assessment
Shallow Ground Rupture – Evidence of active fault rupture was not observed within the explored areas of the site at the time of our subsurface exploration and as noted above, PSI did not observe any mapped faults crossing the site in readily available resources.  The site is not within any State or County Earthquake Fault Hazard Zones (CGS, 2019; CSC, 2012).  As such, the potential for ground rupture from faulting at the site is c
onsidered to be low.

Seismically‐Induced  Dry  Settlement  of  Soils  –  Based  on  the  results  of  the  liquefaction  analysis  (noted below) and depth to groundwater, estimated dry settlement (settlement above the water table) at both of the CPT locations was estimated to be negligible.  Therefore, dry settlement is not considered a design constraint for this project.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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Liquefaction‐Induced  Settlement  –  Soil liquefaction and seismically‐induced settlement typically occur in saturated loose to medium dense cohesionless soils; and in clays and silts with low plasticity indexes and with moistures near their liquid limits, due to cyclic softening where the groundwater is relatively shallow (within 50  feet  of  the  ground  surface).  During   an  earthquake,  ground  shaking  causes  a  rapid  increase  in  the pore
water pressure within the soil mass under undrained conditions.  The generation of excess porewater pressures causes a corresponding decrease in the soil’s effective stress, which can result in a sudden loss of soil  bearing  strength  and  ground  surface settlement  within  the  liquefied  (and  softened)  soil  layers.  Soil liquefaction  potential  is  generally  affected  by  soil  typ es,  groundwater,  soil  strength,  ground  acceleration, duration of shaking, and frequency content of the earthquake ground motion, among other factors.

The site lies within State and County mapped zones of potential liquefaction hazard (CDMG, 2002; CSC, 2012).  Due to this mapping, a liquefaction evaluation was performed.

PSI’s evaluation of soil liq uefaction potential included the advancement of two CPT probes, SCPT‐1 and CPT‐2, to depths of approximately 100 and 60 feet bgs, respectively.  Based on porewater dissipation data collected during our CPT explorations, groundwater was calculated to be near a depth of about 8 feet bgs.

This  is  in  gen
eral  agreement  with  the  Seismic  Hazard  Zone  Report  for  the  San  Jose  West  Quadrangle (CDMG,  2002),  which  indicates  a  historic  high  groundwater  level  of  less  than  10  feet.  We   used  a groundwater depth of 8 feet in our analysis for historic high and current conditions.

PSI  evaluated  the  soil  liquefaction  potential  in   the  saturated  soils  in  general  accordance  procedures outlined  by  Boulanger  and  Idriss  (2014).  The   procedure  compares  earthquake‐induced  cyclic  shear stresses within a soil profile to the ability of the soils to resist these stresses.  The stresses induced within the  profile  are  estimated  on  the  basis  of  the  earthquake   magnitude  and  the  horizontal  accelerations within the profile.  The ability of the soils to resist these stresses are based on their strength characterized by  cone  tip  resistance  normalized  for  overburden  pressures  and  corrected  for  factors  such  as  fines content.

Soil  liquefaction  potential  and  seismically‐induced  settlement  was  estimated  usi ng  computer  program CLiq (version V.3.0.3.4), developed by Geologismiki Geotechnical Software.   The program estimates the extent and depth of liquefaction within the CPT subsurface profile corresponding to input ground surface acceleration and earthquake magnitudes consistent with a design‐level earthquake event.  A predominant earthquake  magnitude  of  7.9  was  used  for  this  analysis  (CGS  SHZR‐058,  2005)  along  with  a  hori zontal ground acceleration (PGAM) of 0.56g and a groundwater level of 8 feet below the existing surface grade.

The design‐level earthquake magnitude and peak ground acceleration are based on requirements of the 2019 CBC.

The  results  of  this  analysis  are  presented  in  Appendix  B,  which  show  that  the  estimated  total  seismic settlement  of  saturated  soils  (settlem
ent  below  the  water  table)  at  both  of  the  CPT  locations  was estimated  to  be  less  than  1  inch.   As  such,  seismically‐induced  settlement  due  to  liquefaction  is  not considered  to  be  a  design  consideration  for  this  site.  Additionally,   based  on  a  review  of  the  site topography  and  on  the  lack  of  significant  liqu efiable  soil,  PSI  does  not  believe  lateral  spread  to  be  a concern for this project.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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Landsliding and Slope Stability ‐ The project site is relatively flat and is not within an area mapped by the State or County as being within a Seismic Hazard Zone for landsliding (CDMG, 2002; CSC 2012).  As such, landsliding is not considered a hazard on, or adjacent to the project site.

Tsunamis  and  Seiches ‐ Inundation   by  tsunamis  (seismic  or  "tidal  waves")  or  seiches  ("tidal  waves"  in confined  bodies  of  water)  are  not  considered  to  be  a  significant  threat  to  the  subject  site  due  to  the elevation of the site and the absence of proximal large bodies of water.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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4.0   GEOTECHNICAL RECOMMENDATIONS

4.1   General
Soil deposits, generally consisting of clay, silt, sand, and gravel were encountered at the site.  Fine grained soils were observed to be soft to stiff, while coarse soils were observed to be loose to dense.  Based on the results of our field exploration, the site soils appear to be suitable for foundation su pport provided the recommendations in this report are followed.  It is our opinion that the proposed structure may be supported  by  conventional  shallow  foundations  bearing  on  existing  soils  and/or  properly  compacted Engineered Fill, as recommended below in this report.

The  proposed  construction  at  the  site  should  be  performed  in  accordance  with  the  following recommenda
tions, the current edition of the California Building Code, and local governmental standards which have jurisdiction over this project.  Our recommendations have been developed on the basis of the described  project  characteristics  and  subsurface  conditions  encountered.  If   there  are  any  changes  in these project criteria, including project location on th e site, a review should be made by PSI to determine if modifications to the recommendations are warranted.

Once final design plans and specifications are available, a general review by PSI is recommended to check that the evaluations made in preparation of this report are correct and that earthwork and foundation recomme
ndations are properly interpreted and implemented.

4.2   Site Preparation
At the time of our field exploration, the site was developed with an existing structure, paved parking and drive areas and landscaped areas with shrubs and mature trees.   Initial site preparation should include demolition  of  the  existing  structures  and  their  foundations  and  removal  of  pavements,  with  off‐site disposal of all associated debris.  Prior to construc tion, the location of any existing underground utility lines within the construction area should be established.  Provisions should be made to relocate or remove any interfering utility lines within the construction area to appropriate locations.  The development area should also be cleared of surface vegetation, trees, shrubs, and debr is.  As a minimum, it is recommended the clearing operations extend at least five feet beyond the proposed building and pavement perimeters, where possible.  We recommend that at the time of initial site stripping and grading, that PSI be retained to observe the subgrade conditions to verify that no potentially del eterious soils are present.  All materials generated by the stripping operations should be legally disposed off‐site.

For any trees, shrubs or other landscaping planned for removal, the root system of these trees and/or shrubs should be thoroughly grubbed.  Removal of trees and shrubs should also include removal of their stumps and root balls which can extend to several feet below gr ade.  The cavity created by the removal
of the roots and of all loose material should be excavated in a dish shape to provide access for compaction equipment.   The  dished  area  should  be  scarified  a  minimum  of  6  inches,  moisture‐conditi oned,  and recompacted to the subgrade surface with engineered fill in accordance with the recommendations of “Section 4.3 – Engineered Fill.”

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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If desired, the existing asphalt pavement can be milled and recycled for use off site, or can be milled and stockpiled for use in new pavement areas at the site, or can be bull‐dozed/crushed/cleared from the limits of the planned building and removed from the site.  Milled or crushed asphalt pavement materials are no t to be used within the limits of the planned building for any purpose due to the presence of petroleum.

Following site clearing and lowering of site grades, where necessary, we recommend that the exposed subgrade  soils  within  the  new  building  and  pavement  areas  be  proof‐rolled  with  a  heavy  rubber‐tired piece of construction equi
pment (minimum 15 ton) approved by and in the presence of the geotechnical engineer.  Proof rolling is recommended to include at least 4 passes, two in each perpendicular direction.

Any soil that excessively yields or ruts during the proof‐roll operation should be removed as recomm ended by the geotechnical engineer.

All grading operations should be performed in accordance with our recommendations, the requirements of  the  current  edition  of  the  CBC,  and  local  governmental  standards  which  have  jurisdiction  over  this project.

4.3   Engineered Fill
Engineered Fill material required at this site should not contain rocks greater than 3‐inches in diameter or have greater than 30 percent retained on the ¾‐inch sieve and should not contain more than 3 percent (by  weight)  of  organic  matter  or  other  unsuitable  material.   The  Expansion  Index  (EI)  for  the  material should  not  exc
eed  50.  Based  on  our  laboratory  testing,  which  indicates  an  EI  of  42,  the  near‐surface existing on‐site clay soils are anticipated to be suitable for use as engineered fill, however, this should be confirmed  by  a  PSI  representative  during  grading.   Samples  of  on‐site  and  import  materials  should  be tested and approved
by the Geotechnical Engineer prior to use as Engineered Fill.

Engineered Fill should be compacted to at least 90 percent of the maximum dry density as determined by the modified Proctor (ASTM D1557).  The moisture content of Engineered Fill should be maintained within about 2 to 4 percent above the fill’s op
timum moisture content (clayey soils) [+2 percent for granular soils], as determined by the same index during compaction.  If the Engineered Fill is too dry, water should be uniformly applied across the affected fill area.   If the Engineered Fill is too wet, it must be dried. In either  event,  the  Engineered  Fill  should  be  thoroughly  mixed  by  disking  to  obtain  relatively  uniform moisture con
tent throughout the lift immediately prior to compaction.

Engineered Fill should be placed in maximum lifts of 8‐inches of loose material.   Each lift of Engineered Fill should be tested by a PSI soils technician, working under the direction of our Project Geotechnical Engineer, prior to placement of subsequent lifts.

Compaction of the backfill should be
checked with a sufficient number of density tests by a representative of the Geotechnical Engineer to determine if adequate compaction is being achieved by the contractor.

The  properly  compacted  Engineered  Fill  should  extend  horizontally  outward  beyond  the  exterior perimeter  of  the  foundations,  or  pavements,  a  distance  equal  to  the  height  of  fill  prior   to  significant sloping.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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4.4   Excavations
Excavation and  construction  operations for the foundations  may expose  the on‐site soils  to inclement weather conditions.  The stability of exposed soils will rapidly deteriorate due to drying or wetting or the action of heavy or repeated construction traffic.  Accordingly, foundation area excavations and pavement subgrade areas should be adequately protected from the el ements,  and from the action of repetitive or heavy construction loading.

4.4.1  Excavations/Slopes
In  Federal  Register,  Volume  54,  No.  209  (October  1989),  the  United  States  Department  of  Labor, Occupational  Safety  and  Health  Administration  (OSHA)  amended  its  “Construction  Standards  for Excavations,  29  CFR,  part  1926,  subpart  P.”  This  document  was  issued  to  better  ensure  th e  safety  of personnel entering trenches or excavations.   It is mandated by this federal regulation that excavations, whether  they  be  utility  trenches,  basement  excavations,  or  footing  excavations,  be  constructed  in accordance  with  the  new  OSHA  guidelines.  It  is  PSI’s  understanding  that  these  regulations  are  being strictly enforced and if th ey are not closely followed, the owner and the contractor could be liable for substantial penalties.

The  contractor  is  solely  responsible  for  designing  and  constructing  stable,  temporary  excavations  and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation  sides  and  bottom.

The  contractor’s “responsible  person,”  as  defined  in  29  CFR  Part  1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures.  In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal state regulatio ns.

PSI classifies the lean clay, silt and silty sand encountered within the upper 7 to 10 feet of the borings as an OSHA Type B soil, provided groundwater is not observed.  Though not anticipated, if groundwater or perched  water  is  observed  in  excavation  areas,  PSI  should  be  noti fied  and  allowed  to  reassess  our
temporary sloping recommendations.   In our opinion, temporary excavations in dry conditions may be safely sloped or shored.  Such slopes should not be steeper than a maximum of 1 horizontal to 1 vertical (1H:1V).  The contractor should be aware that excavation and shoring should conform to th e requirements specified in the applicable local, state, and federal safety regulations,  such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. PSI is providing this information solely as a service to our  client.   PSI does not assume  responsibility for construction site safety or the contract
or’s or other parties’ compliance with local, state, and federal safety or other regulations.

4.4.2  Utility Trench Backfill
Utility  trenches  below  the  slab,  footings  and  pavement  areas  should  be  backfilled  with  engineered  fill above  bedding  and  shading  fill.  Bedding   and  shading  fill  around  utilities  is  typically  performed  with granular soil according to loca
l recommendations.  PSI recommends bedding and shading consist of clean sand having a sand equivalent (SE) of at least 30.  Where utilities cross building perimeters, concrete or concrete slurry should be used for backfill around the utility to prevent moisture from migrating along the utility trench and entering the building en velope.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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4.5   Foundations
Following  site  preparation  as  recommended  in  Section  4.2  of  this  report,  it  is  our  opinion  that  the proposed  structure can be supported by shallow foundations bearing on native  soil or Engineered Fill.

Footings should be established at a minimum depth of 2 ft below the lowest adjacent finished grade. In addition, isolated colum n and continuous footings should have a minimum width of at least 3 and 1.5 ft, respectively. We recommend the use of a smooth‐edged excavator to make the footing excavations. A geotechnical engineering representative should observe the footing subgrade at the time of excavation.

Based primarily on settlement considerations, footings established in  accordance with these criteria can be  designed on the basis of an allowable soil bearing pressure of 2,500 pounds per square foot (psf)     This allowable  soil bearing capacity may also be increased by one‐third for short term wind and/or seismic loads.  If fill and/or other unsuitable soils are encountered at footing depth, the u nsuitable material should be over excavated to firm subgrade material and replaced with granular structural filI compacted to 95 percent of modified proctor (ASTM D1557).

For resistance to lateral loads, an allowable friction factor of 0.35 between the base of the foundation elements and underlying mat erial is recommended.  In addition, an allowable passive resistance equal to an equivalent fluid weighing 300 pounds per cubic foot (pcf) acting against the foundation may be used to resist lateral forces.  This design passive earth pressure assumes granular structural fill is used to backfill the footing excavation or the footings will be neat formed in situ.

The foun
dation excavations should be observed and tested by a representative of PSI prior to steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the material discussed in this report.  Foundation excavations should be  observed, and concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying.

Surface run‐off water should be drained away from the excavations and not be allowed to pond.  If it is required that footing excavations be left open for more than one day, they should be protecte d to reduce evaporation or entry of moisture.

PSI estimates that foundations designed and constructed in accordance with the recommendations herein will experience total static settlements generally less than 1 inch with differential settlement along a 40‐ foot‐long portion of a continuous footing, or similarly spaced pad footings, of less than ½‐in ch

4.6   Concrete Slabs‐On‐Grade
The floor slabs should be supported on a properly prepared subgrade as recommended in Section 4.2 of this report. We recommend the slab‐on‐grade in the embedded parking level be underlain by at least 8 in. of crushed rock, such as ¾‐in.‐minus material.  In our opinion, a coefficient of subgrade re action (k) of 175 pci can be assumed to characterize the support with a minimum thickness of 8 in. of crushed rock.

Due to the presence of low expansive soils, we recommend that the expansive subgrade beneath the floor slab and rock layer be moisture conditioned to at least 2 to 4 pe rcent of the soil’s optimum moisture content
to  a  depth  of  at  least  12  inches  prior  to  concrete  placement.   Testing by  the  geotechnical  engineer  is recommended to confirm adequate moisture conditioning.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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As  discussed  previously,  we  anticipate  the  local  groundwater  table  occurs  at  a  depth  below  the  planned lowest  floor  level.  However,   if  moisture‐sensitive  materials  may  be  placed  directly  on  the  floor,  we recommend the slab‐on‐grade be underlain by at least 8 in. of clean granular material to provide uniform support and minim
ize the risk of capillary rise of moisture.  Granular material, such as ¾‐ to ¼‐in. crushed rock having less than 2% passing the No. 200 sieve would be suitable for this purpose. The crushed rock should be compacted until it is well keyed.  In addition, it may be appropriat e to install a 10‐mil durable vapor‐retarding membrane beneath the slab‐on‐grade to limit the risk of damp floors in areas that will have moisture‐sensitive materials placed directly on the floor. The vapor‐retarding membrane should be installed in accordance with the manufacturer’s recommendations.

4.8   Drainage Considerati ons
Surface  water  must  not  pond  adjacent  to  the  foundations.   To  preclude  drainage  problems,  we recommend  continuous  roof  gutters  for  the  proposed  structure.  We  recommend  that  roof  drains  be connected  to  a  tight‐line  pipe  leading  to  storm  drain  facilities  or  other  suitable  discharge  locations.

Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points away from the building.

A positive slope gradient of 5 percent down and away from the building perimeter should be applied to the  finished  subgrade.   This  slope  should  extend  no  less  than  10  feet  away  from  the  outside  building perimeter, with drainage swales provided to remove runoff from around the structure.  Any utility tren ch
that enters the perimeter of a structure should be excavated with a slight slope down and away from the structure.

Landscaping and irrigation should not be placed within 5 feet of the proposed structure.  Trees and shrubs should be positioned a distance away from the structure equal to  half of their mature hei ght.  Where
concrete flatwork such as sidewalks are placed next to the structure, concrete should be placed adjacent to the foundation to prevent a planter strip that would trap surface water between the foundation and the sidewalk.  If vegetation is planted near the buildings, plants that require very little moistur e should be used.   Irrigation systems (drip and/or sprinkler heads) should not direct water where it could saturate foundation  soil.  If landscaping is desired closer to  the building,  moisture  barriers may be  constructed adjacent to the foundations to minimize infiltration below.  Details can be provided during plan check.

Water
should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades of the construction area either during or after construction.  Positive site drainage away from excavation  areas  should  be  established  to  minimize  the  flow  of  surface  runoff  or  rainwater  into  the excavations.   Un
dercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff.

4.9   Pavement Recommendations
Preparation of the subgrade soils for new pavements should be prepared in general accordance with the site preparation recommendations (Section 4.2).  While specific traffic loads and volumes for the project have not been provided, we are providing recommended light‐duty and medium to heavy‐duty pavement Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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sections, which have been successfully utilized for this type of development in the project area with similar traffic loading.  For these pavement sections, we have assumed an R‐value of 18 for the site subgrade soils and  a  Traffic  Index  of  5.0  and  7.0  for  the  light  duty  and  medium  to  heavy‐duty  sections,  re spectively.

R‐value testing should be performed on the actual pavement subgrade material at the time of site grading.

Asphaltic Concrete (AC):

Light Duty (Automobile Parking; TI=5)
3 inches Asphalt Concrete (Caltrans Standard Specs. Section 39) 8 inches Class II Aggregate Base (Caltrans Standard Specs. Section 26)

Medium to Heavy‐Duty (Entrance and Drive Lanes; TI=7)
4 inches Asphalt Concrete (Caltrans Standard Specs. Section 39) over 12 inches Class II Aggregate Base (Caltrans Standard Specs. Section 26)

In all pavement areas, all aggregate base and the upper 12 inches of subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM De signation D1557.  All materials and methods of construction should conform to good engineering practices and be in conformance with the requirements of the local jurisdiction.

As  an  alternate,  concrete  pavement  could  also  be  used  at  the  site.  Based   on  the  near  surface  soil encountered in the borings, it is our opinion that a mo dulus of subgrade reaction (k) of 125 pounds per square inch per inch (psi/in) is suitable for all the concrete pavement sections, given the presence of the underlying base course.  Based on this, we offer the following concrete pavement recommendations:

Portland Cement Concrete (PCC):

Light Duty Section (TI=5)
 5½ inches Portland Cement Concrete
 4 inches Class II Aggregate Base

Medium to Heavy Duty Section (TI=7)
 6 inches Portland Cement Concrete
 4 inches Class II Aggregate Base

Based on our local experience, rigid concrete pavements are considered to be a part of the civil site work package and the concrete mix design specifications and rebar reinforcement detailing is developed as part of the project specifications, typically by the Civil Engineer.

Minimum cement contents and cementitious
material replacement specifications should consider the time of year for concrete placement for optimal material  performance.   The  design  project  engineer  of  record  is  best  qualified  to  be  familiar  with  the project  schedule  and  to  establish  those  parameters.  Making   some  typical  assumptions,  however,  PSI provides the following recommendations.

PSI re
commends that the concrete should have a minimum 28‐day compressive strength of 4,000 psi. The concrete  pavements  should  be  properly  reinforced  and  jointed  (per  ACI  requirements).  Concrete Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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water/cement  ratios  should  be  kept  below  0.5  to  reduce  shrinkage  cracking.   Curing  and  finishing  of concrete should be properly performed to limit curling.

Saw cut control joints should be placed at maximum 15‐foot intervals and should be cut at a depth of at least one‐quarter of  the  pavement  thickness.   Saw  cut  control  join ts spaced  at 10 feet  usually  control cracking better than the 15‐foot interval.  Joints should be sawed within 12 hours of concrete placement, and  preferably  sooner.  All  joint  spacing  in  large  pavement  areas  should  be  spaced  in  accordance  the American Concrete Institute (ACI) standard or other local requirements, if stricter  than those set by ACI.

Expansion  joints  should  be  used  wherever  the  pavement  will  abut  a  structural  element  subject  to  a different magnitude of movement, such as: light poles,  retaining walls,  or manholes.   Expansion joints should  be  sealed  with  a  polyurethane  sealant  so  that  moisture  infiltration  into  the  subgrade  soils  and resultant con
crete deterioration at the joints is minimized.

The  above  recommended  pavement  sections  represent  minimum  design  thicknesses  and,  as  such, periodic  maintenance  should  be  anticipated.   Also,  these  recommended  pavement  sections  should  be confirmed or modified by your Civil Engineer, based on actual traffic and the owner’s requirements.  The pavement section materia
ls and construction  should comply with Caltrans Standard  Specifications and local municipality requirements.

Where pavement areas are adjacent to heavily watered landscaping areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated.  It is recommended that the concrete curbing adjacent to la
ndscape areas extend into the prepared subgrade to reduce the potential for irrigation water to saturate subgrade soils.

4.10   Construction Monitoring
It  is  recommended  that  PSI  be  retained  to  examine  and  identify  soil  exposures  created  during  project construction  to  document  that  soil  conditions  are  as  anticipated.  We   further  recommend  that  any Engineered Fills be continuously observed and tested by our representative to evaluate the thoroughness and  uniformity  of  their  compaction.   Samples  of  fill  materials  proposed  for  compaction  should  be submitted to our
laboratory for evaluation at least 3 days prior to placement of fills on site.  Costs for the recommended  observations  during  construction  are  beyond  the  scope  of  this  current  consultation.   A proposal for construction testing and inspection can be provided if desired.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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5.0   GENERAL

Our  conclusions  and  recommendations  described  in  this  report  are  subject  to  the  following  general conditions:

5.1   Use of Report
This report is for the exclusive use of Charities Housing and their representatives to use for the design of the proposed structures described herein and preparation of construction documents.  The data, analyses, and recommendations may not be appropriate for other structures or purposes.  We recommend that parties contemplating other structures or purposes contact us.   In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report.

Prior  to  the  grading  and  structural  plans  being  submitted,  PSI  should  be  retained  to  provide  the opportunity to review to check that our engineering recommendations have been properly inc orporated into the design documents.

5.2   Limitations
The  recommendations  contained  in  this  report  are  based  on  the  available  subsurface  information obtained by PSI, and design details furnished for the proposed project.  If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during  construction,  PSI  should  be  noti fied  immediately  to  determine  if  changes  in  the  foundation recommendations  are  required.  If   PSI  is  not  retained  to  perform  these  functions,  PSI  will  not  be responsible for the impact of those conditions on the project.

Services performed by PSI for this project have been conducted with that level of care and sk ill ordinarily exercised  by  members  of  the  profession  currently  practicing  in  this  area.   No  warranty,  expressed  or implied, is made.

Project Number:  0575‐1729‐1
Proposed Multifamily Residential Development – Santa Clara, California January 12, 2021

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6.0   REFERENCES

1. Blake,  T.F.,  1989‐2000,  Eqfault  Version  3.00b  Update,  Thomas  F.  Blake  Computer  Services  and Software, Thousand Oaks, California.

2. California Building Standards Commission (CBSC), 2019 California Building Code (CBC), California Code of Regulations, Title 24, Part 2.

3. CDMG, 2002a, “Seismic Hazard Zone Report for the San Jose West 7.5‐Minute Quadrangle, San ta Clara County, California,” Seismic Hazard Zone Report 058.

4. CDMG,  February  7,  2002b,  “State  of  California  Seismic  Hazard  Zones,  San  Jose  West  Quadrangle, Official Map,” Scale 1:24,000.

5. California  Geological  Survey  (CGS),  April  2002,  “California  Geomorphic  Provinces” http://www.consrv.ca.gov/cgs/information/publications/cgs_notes/note_36/note_36.pdf.

6. CGS,  2008,  “Guidelines  for  Evaluating  and  Mitigating  Seismic  Hazards  in  California,”  Special Publication 117A (SP‐117).

7. CGS, 2019, Regulatory Map Search, http://www.quake.ca.gov/gmaps/WH/regulatorymaps.htm.

8. County of Santa Clara (CSC), 2012, “Santa Clara County Geologic Hazard Zones.”

9. Dibblee, T.W. and Minch, J.A., 2007, “Geologic Map of the Cupertino and San Jose West Quadrangles, Santa Clara and Santa Cruz Counties, California”, Dibblee Geological Foundation, Dibblee Foundation Map DF‐351, Scale 1:24,000.

10. GeoLogismiki  Geotechnical  Software,  CLiq ‐  Cone   Penetration  Tes t  Soil  Liquefaction  software, V.3.0.3.4.

11. GeoLogismiki Geotechnical Software, CPeT‐IT ‐ Cone Penetration Data and Interpretation software, V.3.3.1.15.

12. Mithun, July 30, 2020, “Civic Center Family Housing, 1601  Civic Center Drive ‐ Affordable Housing, Design Meeting,” Aerial Views, Optional Building Height Sections, Conceptual Building and Unit Plans and Elevations, 20 Sheets.

13. Professional  Service  Ind
ustries,  Inc.  (PSI),  January  16,  2019,  “Preliminary  Geotechnical  Engineering Report,  Proposed  Multifamily  Residential  Development,  1601  Civic  Center  Drive,  Santa  Clara, California,” PSI Project No. 575‐1585‐1.

14. Structural  Engineers  Association  of  California  (SEAOC)  and  California’s  Office  of  Statewide  Health Planning and Development (OSHPD), U.S. Seismic Design Maps, h ttps://seismicmaps.org/.

15. US  Geological  Survey  (USGS),  2018,  San  Jose  West  Quadrangle,  California,  7.5  Minute  Series (topographic), United States Department of the Interior, Scale: 1:24,000.

16. USGS,  2019,  U.S.  Quaternary  Faults  and  Folds  Database  (web  page),  https://usgs.maps.arcgis.com /apps/webappviewer/index.html?id=5a6038b3a1684561a9b0aadf88412fcf.

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FIGURES
NORTH
0 1/2
SCALE

REFERENCE
U.S.G.S. SAN JOSE WEST,
CALIFORNIA, 7 .5 MINUTE

SERIES TOPOGRAPHIC MAP,
DATED 2018.
1 MILE
intertek psi
Total Quality. Assured.

Project Na.me :

PROPOSED MULTIFAMILY DEVELOPMENT
1601 CIVIC CENTER DRIVE, SANTA CLARA, CALIFORNIA
Title :

SITE LOCATION MAP
4703 Tidewater Avenue, Suite B
0akl,a,nd, California 94601
(510) 434-9200
Drawn By: Da.te: File No.: Figure No. :

M.U. 11/20 1729-1-1
Approved By: Project No.: 1
D.A. 575-1729-1
LEGEND
I_.... . · ---1 - PROPERTY BOUNDARY
- PROPOSED STRUCTURE
"-'C=-------"
CPT- 2 @ - CONE PENETRATION TEST LOCATION (2019)
B- 4 • - MUD-ROTARY BORING LOCATION (2020)
NOTES

ALL LOCATIONS SHOWN
ARE APPROXIMATE.
intC?rtC?k psi
Total Quality. Assured.

Project Name :
0 60 120ft

APPROXIMATE SCALE
4703 Tidewater Avenue, Suite B
Oakland, California 94601
(510) 434-9200

PROPOSED MULTIFAMILY DEVELOPMENT
1601 CIVIC CENTER DRIVE, SANTA CLARA, CALIFORNIA
Drawn By: Date: Fi.le No.:

M.U. 11/20 1729-1-2
Figure No.:
2 Title: SITE PLAN AND BORING

LOCATION MAP
Approved By: Project No.:

D.A. 575-1729-1

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APPENDIX A

EXPLORATION LOGS AND DRILLING PERMIT

Description
Angular:

Subangular:

Subrounded:

Rounded:

RELATIVE DENSITY OF COARSE-GRAINED SOILSANGULARITY OF COARSE-GRAINED PARTICLES SS:

ST:

BS:

PM:

CPT-U:

Component
Boulders:

Cobbles:

Coarse-Grained Gravel:

Fine-Grained Gravel:

Coarse-Grained Sand:

Medium-Grained Sand:

Fine-Grained Sand:

Silt:

Clay:

Size Range
Over 300 mm (>12 in.)
75 mm to 300 mm (3 in. to 12 in.)
19 mm to 75 mm (¾ in. to 3 in.)

4.75 mm to 19 mm (No.4 to ¾ in.)
2 mm to 4.75 mm (No.10 to No.4)

0.42 mm to 2 mm (No.40 to No.10)

0.075 mm to 0.42 mm (No. 200 to No.40)

0.005 mm to 0.075 mm
<0.005 mm
0 - 4
4 - 10
10 - 30
30 - 50
50+
Criteria
Particles with width/thickness ratio > 3
Particles with length/width ratio > 3
Particles meet criteria for both flat and
elongated
Relative Density
Description
Flat:

Elongated:

Flat & Elongated:

SFA:

HSA:

M.R.:

R.C.:

H.A.:

P.A.:

SOIL PROPERTY SYMBOLS

SAMPLE IDENTIFICATION

GENERAL NOTES
Descriptive Term
Trace:

With:

Modifier:

Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D.

Split-Spoon.

A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Unconfined compressive strength, TSF
Pocket penetrometer value, unconfined compressive strength, TSF Moisture/water content, %
Liquid Limit, %
Plastic Limit, %
Plasticity Index = (LL-PL),%
Dry unit weight, pcf
Apparent groundwater level at time noted

GRAIN-SIZE TERMINOLOGY
Solid Flight Auger - typically 4" diameter flights,
except where noted.

Hollow Stem Auger - typically 3¼" or 4¼ I.D.
openings, except where noted.

Mud Rotary - Uses a rotary head with Bentonite
or Polymer Slurry
Diamond Bit Core Sampler
Hand Auger
Power Auger - Handheld motorized auger
, ,
N:

N
60:

Qu:

Qp:
w%:

LL:

PL:

PI:

DD:

N - Blows/foot Criteria
Particles have sharp edges and relatively plane
sides with unpolished surfaces
Particles are similar to angular description, but have
rounded edges
Particles have nearly plane sides, but have
well-rounded corners and edges
Particles have smoothly curved sides and no edges

PARTICLE SHAPE
The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size.

% Dry Weight
< 5%
5% to 12%
>12%

RELATIVE PROPORTIONS OF FINES

DRILLING AND SAMPLING SYMBOLS
Split-Spoon - 1 3/8" I.D., 2" O.D., except where
noted.

Shelby Tube - 3" O.D., except where noted.

Bulk Sample
Pressuremeter
Cone Penetrometer Testing with Pore-Pressure
Readings
Very Loose
Loose
Medium Dense
Dense
Very Dense

RELATIVE PROPORTIONS OF SAND AND GRAVEL

STRUCTURE DESCRIPTION
Description
Stratified:

Laminated:

Fissured:

Slickensided:

Description
Blocky:

Lensed:

Layer:

Seam:

Parting:

CONSISTENCY OF FINE-GRAINED SOILS

MOISTURE CONDITION DESCRIPTION
0 - 0.25

0.25 - 0.50

0.50 - 1.00

1.00 - 2.00

2.00 - 4.00

4.00 - 8.00
Extremely Soft
Very Soft
Soft
Medium Hard
Moderately Hard
Hard
Very Hard
% Dry Weight
< 15%
15% to 30%
>30%

SCALE OF RELATIVE ROCK HARDNESS
Criteria
Absence of moisture, dusty, dry to the touch
Damp but no visible water
Visible free water, usually soil is below water table
0 - 2
2 - 4
4 - 8
8 - 15
15 - 30
30+
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
ConsistencyN - Blows/footQU - TSF

GENERAL NOTES
Descriptive Term
Trace:

With:

Modifier:

GRAIN-SIZED TERMINOLOGY
(Typically Sedimentary Rock)
Slightly Weathered:

Weathered:

Highly Weathered:

DEGREE OF WEATHERING
Rock Mass Description
Excellent
Good
Fair
Poor
Very Poor
Rock generally fresh, joints stained and discoloration
extends into rock up to 25 mm (1 in), open joints may
contain clay, core rings under hammer impact.

Rock mass is decomposed 50% or less, significant
portions of the rock show discoloration and
weathering effects, cores cannot be broken by hand
or scraped by knife.

Rock mass is more than 50% decomposed, complete
discoloration of rock fabric, core may be extremely
broken and gives clunk sound when struck by
hammer, may be shaved with a knife.

Size Range
>4.76 mm

2.0 mm - 4.76 mm

0.42 mm - 2.0 mm

0.075 mm - 0.42 mm
<0.075 mm
RQD Value
90 -100
75 - 90
50 - 75
25 -50
Less than 25

ROCK QUALITY DESCRIPTION
Void Diameter
<6 mm (<0.25 in)
6 mm to 50 mm (0.25 in to 2 in)
50 mm to 600 mm (2 in to 24 in)
>600 mm (>24 in)
Q

U - TSF

ROCK VOIDS
Criteria
Cohesive soil that can be broken down into small
angular lumps which resist further breakdown
Inclusion of small pockets of different soils
Inclusion greater than 3 inches thick (75 mm)
Inclusion 1/8-inch to 3 inches (3 to 75 mm) thick
extending through the sample
Inclusion less than 1/8-inch (3 mm) thick
Component
Very Coarse Grained
Coarse Grained
Medium Grained
Fine Grained
Very Fine Grained
(Continued)

2.5 - 10
10 - 50
50 - 250
250 - 525
525 - 1,050
1,050 - 2,600
>2,600
Description
Very Thick Bedded
Thick Bedded
Medium Bedded
Thin Bedded
Very Thin Bedded
Thickly Laminated
Thinly Laminated
Description
Dry:

Moist:

Wet:

Criteria
Greater than 3-foot (>1.0 m)
1-foot to 3-foot (0.3 m to 1.0 m)
4-inch to 1-foot (0.1 m to 0.3 m)
1¼-inch to 4-inch (30 mm to 100 mm)
½-inch to 1¼-inch (10 mm to 30 mm)
1/8-inch to ½-inch (3 mm to 10 mm)
1/8-inch or less "paper thin" (<3 mm)
Criteria
Alternating layers of varying material or color with
layers at least ¼-inch (6 mm) thick
Alternating layers of varying material or color with
layers less than ¼-inch (6 mm) thick
Breaks along definite planes of fracture with little
resistance to fracturing
Fracture planes appear polished or glossy,
sometimes striated
Consistency

ROCK BEDDING THICKNESSES
Voids
Pit
Vug
Cavity
Cave

SYMBOLS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES
GRAPH
SM

MAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
GC
GM
GP
GW
LETTER
COARSE

GRAINED
SOILS
SP
OH
CH
MH
OL
CL
ML
SC
(APPRECIABLE

AMOUNT OF FINES)

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
CLEAN

GRAVELS

GRAVELS WITH
FINES

CLEAN SANDS
(LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
(APPRECIABLE

AMOUNT OF FINES)

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY
(LITTLE OR NO FINES)
FINE

GRAINED
SOILS
SAND
AND
SANDY
SOILS
SILTS
AND
CLAYS
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

1 2
3 4
5 6
7 8
18 18
24 18
18 18
24 18
CL
SM
CL
ML
CL
ML
16 9
14 22
19 25
29 36
36 400 psi
400 psi
DD = 117 pcf
LL = 27
PL = 17
Expansion Index=42
DD = 101 pcf
DD = 107 pcf
Passing #200=63%
DD = 85 pcf
DD = 85 pcf
2 inches asphalt over 3 inches aggregate
Lean CLAY, dark brown, moist, stiff
Silty SAND, medium brown, moist, loose, fine
to coarse sand, trace fine gravel
Lean CLAY, meidum olive-brown, moist, trace
fine to medium sand
Sandy SILT, medium olive-brown, moist, stiff,
fine sand
becomes soft
Lean CLAY, dark olive-brown, moist, medium
stiff
SILT, medium olive-brown, moist, soft, trace
fine sand
5-7-10
N=17
2-2-4
N=6
3-4-5
N=9
3-5-7
N=12
0-1-1
N=2
2-5-7
N=12
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
Continued Next Page
LATITUDE: 37.354°
LONGITUDE: -121.9562°
LOCATION: Proposed Civic Center Family Housing
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/3/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Manuel Uribe
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
0 5
10 15
20 25
DATE COMPLETED: 11/3/20 BORING B-1
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
9 10
11 12
13 18
18 18
18 18
ML
SM
CL
29 32
21 24
25 Passing #200=78%
Passing #200=65%
SILT, medium olive-brown, moist, soft, trace
fine sand
becomes medium stiff
becomes soft
becomes medium olive-grey
Silty SAND, medium olive-grey, moist, loose,
fine sand
Sandy CLAY, medium olive-grey, moist,
medium stiff, fine sand
0-1-2
N=3
1-3-3
N=6
0-1-1
N=2
0-0-2
N=2
1-1-7
N=8
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
Continued Next Page
LATITUDE: 37.354°
LONGITUDE: -121.9562°
LOCATION: Proposed Civic Center Family Housing
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/3/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Manuel Uribe
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
25 30
35 40
45 50
DATE COMPLETED: 11/3/20 BORING B-1
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
14 15
16 18
18 18
CL
26 24
25 Sandy CLAY, medium olive-grey, moist,
medium stiff, fine sand
becomes stiff
End of boring at 61-1/2 feet below grade.

Groundwater was not discernable due to mud
rotary drilling method used.

Borehole was backfilled with cement grout.
1-2-4
N=6
1-3-4
N=7
1-4-7
N=11
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
LATITUDE: 37.354°
LONGITUDE: -121.9562°
LOCATION: Proposed Civic Center Family Housing
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/3/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 3 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Manuel Uribe
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
50 55
60 DATE COMPLETED: 11/3/20 BORING B-1
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
1 2
3 4
5 6
7 18
18 18
18 24
18 24
SP
CL
SM
CL
SP
ML
CH
SM
8 22
16 21
33 37
26 400 psi
400 psi
LL = 40
PL = 24
DD = 115 pcf
DD = 88 pcf
DD = 89 pcf
DD = 98 pcf
2-1/2 inches asphalt over 4 inches aggregate
Gravelly SAND, medium olive-brown, moist,
medium dense, fine to coarse sand, fine gravel
Silty Lean CLAY, medium olive-brown, moist,
stiff
Silty SAND, medium olive-brown, moist,
medium dense, fine to medium sand
Silty Lean CLAY, medium olive-brown, moist,
trace fine sand
SAND, medium brown, moist, loose, fine to
medium sand
Sandy SILT, medium brown, moist, medium
stiff, fine to medium sand
Fat CLAY, dark olive-brown, moist, medium
stiff
SAND with silt, medium olive-grey, moist,
medium dense, fine sand
3-5-6
N=11
3-5-7
N=12
8-10-11
N=21
2-3-3
N=6
2-4-5
N=9
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
Continued Next Page
LATITUDE: 37.3541°
LONGITUDE: -121.9558°
LOCATION: Proposed Civic Center Family Housing
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/3/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Manuel Uribe
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
0 5
10 15
20 25
DATE COMPLETED: 11/3/20 BORING B-2
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
8 9
10 11
12 18
18 18
18 18
SM
ML
CL
24 27
22 22
DD = 107 pcf
SAND with silt, medium olive-grey, moist,
medium dense, fine sand
Sandy SILT, medium olive-grey, moist, stiff,
fine sand
becomes medium stiff
becomes soft
trace fine sand
becomes stiff
Sandy lean CLAY, medium olive-grey, moist,
soft, fine sand
4-5-7
N=12
3-5-7
N=12
0-1-1
N=2
0-1-2
N=3
3-4-5
N=9
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
Continued Next Page
LATITUDE: 37.3541°
LONGITUDE: -121.9558°
LOCATION: Proposed Civic Center Family Housing
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/3/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Manuel Uribe
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
25 30
35 40
45 50
DATE COMPLETED: 11/3/20 BORING B-2
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
13 14
15 18
18 18
CL
SP
26 29
12 Sandy lean CLAY, medium olive-grey, moist,
soft, fine sand
becomes very stiff, sand becomes fine to coarse
Gravelly SAND, medium brown, moist, very
dense, fine to coarse sand, fine to medium
gravel, trace clay
End of boring at 61-1/2 feet below grade.

Groundwater was not discernable due to mud
rotary drilling method used.

Borehole was backfilled with cement grout.
0-0-3
N=3
11-11-18
N=29
15-25-36
N=61
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
LATITUDE: 37.3541°
LONGITUDE: -121.9558°
LOCATION: Proposed Civic Center Family Housing
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/3/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 3 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Manuel Uribe
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
50 55
60 DATE COMPLETED: 11/3/20 BORING B-2
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
>>
1 2
3 4
5 6
7 8
18 18
24 18
18 18
24 18
ML
SM
CH
CH
SM
15 13
15 17
23 24
38 36
33 600 psi
350 psi
Corrosion Suite
DD = 95 pcf
Passing #200=71%
DD = 96 pcf
DD = 85 pcf
LL = 57
PL = 26
Direct Shear
Consolidation
2-1/2 inches asphalt over 5 inches aggregate
SILT, dark brown, moist, very stiff, some clay,
trace rootlets
becomes medium olive-brown
becomes very moist, medium stiff
Silty SAND, medium olive-brown with orange-
brown, very moist, medium dense, fine sand
Fat CLAY, medium olive-brown, wet, soft, few
silt, trace rootlets
becomes dark brown
becomes medium olive-grey, very moist, medium
stiff
Sandy fat CLAY, medium olive-grey, very
moist, medium stiff, fine to medium sand
Silty SAND, medium olive-brown with orange
brown, wet, loose, fine sand
6-16-19
N=35
8-10-12
N=22
1-2-3
N=5
4-5-7
N=12
0-0-2
N=2
2-2-3
N=5
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
While Drilling
Continued Next Page
LATITUDE: 37.3536°
LONGITUDE: -121.9556°
LOCATION: Proposed Civic Center Family Housing
12 feet
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/4/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Brand Burfield
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
0 5
10 15
20 25
DATE COMPLETED: 11/4/20 BORING B-3
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
>>
>>
9 10
11 12
13 18
18 18
18 18
SM
ML
ML
ML
SM
SW
23 25
18 25
22 DD = 112 pcf
Harder drilling at 48
ft.

Silty SAND, medium olive-brown with orange
brown, wet, loose, fine sand
becomes medium olive-grey, sand becomes fine
to coarse
Clayey SILT, medium olive-grey, wet, stiff
Sandy SILT, medium olive-grey, wet, very stiff,
fine sand
SILT, medium olive-grey, wet, medium stiff
Silty SAND, medium olive-grey, wet, medium
dense, fine sand, few decayed rootlets
SAND, medium olive-brown, wet, dense, trace
fine gravel, trace silt
2-3-4
N=7
4-4-7
N=11
1-8-10
N=18
0-1-3
N=4
6-9-12
N=21
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
While Drilling
Continued Next Page
LATITUDE: 37.3536°
LONGITUDE: -121.9556°
LOCATION: Proposed Civic Center Family Housing
12 feet
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/4/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Brand Burfield
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
25 30
35 40
45 50
DATE COMPLETED: 11/4/20 BORING B-3
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
14 15
16 18
18 18
SW
SM
GP
SP
16 25
18 SAND, medium olive-brown, wet, dense, trace
fine gravel, trace silt
Silty SAND, medium olive, wet, loose, fine sand
Sandy GRAVEL, medium olive-grey, wet,
medium dense, fine to medium gravel, fine to
coarse sand, few silt
SAND, medium olive-grey, wet, fine sand
End of boring at 61-1/2 feet below grade.

Groundwater was encountered at about 12 feet
below grade.

Borehole was backfilled with cement grout.
9-14-18
N=32
1-3-5
N=8
6-7-10
N=17
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
While Drilling
LATITUDE: 37.3536°
LONGITUDE: -121.9556°
LOCATION: Proposed Civic Center Family Housing
12 feet
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/4/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 3 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Brand Burfield
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
50 55
60 DATE COMPLETED: 11/4/20 BORING B-3
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
1 2
3 4
5 6
7 8
18 18
18 18
18 24
18 24
ML
SM
ML
ML
10 7
15 16
23 31
39 38
300 psi
350 psi
Passing #200=72%
DD = 92 pcf
LL = 43
PL = 28
Direct Shear
Consolidation
DD = 92 pcf
DD = 81 pcf
SILT, dark brown, damp, very stiff, few fine
gravel, trace rootlets and organics
becomes medium brown, stiff
becomes very stiff, no gravel
becomes medium olive-brown with
orange-brown, moist, stiff, no rootlets
Silty SAND, medium olive-brown, moist, loose,
fine sand
SILT with sand, medium olive-brown, moist to
very moist, soft, fine sand
becomes wet, trace rootlets
becomes dark brown, very moist
SILT, medium olive-brown, wet, medium stiff,
trace fine sand
7-10-12
N=22
6-6-7
N=13
10-11-16
N=27
3-5-6
N=11
1-1-2
N=3
1-2-2
N=4
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
While Drilling
Continued Next Page
LATITUDE: 37.3536°
LONGITUDE: -121.9562°
LOCATION: Proposed Civic Center Family Housing
12 feet
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/4/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Brand Burfield
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
0 5
10 15
20 25
DATE COMPLETED: 11/4/20 BORING B-4
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
>>
>>
9 10
11 12
13 18
18 18
18 18
ML
ML
SW
SW
SM
ML
29 24
16 10
21 17
SILT, medium olive-brown, wet, medium stiff,
trace fine sand
Sandy SILT, medium olive-brown with
orange-brown, wet, stiff, fine sand
SAND, dark olive-brown, wet, dense, fine to
coarse sand, few fine gravel
Gravelly SAND, dark olive-brown, wet, dense,
fine to coarse sand, fine to medium gravel
becomes medium olive-grey, medium dense,
fine gravel, some silt
Silty SAND, medium olive-grey, wet, medium
dense, fine to coarse sand
SILT, medium olive-grey, wet, stiff, trace fine
sand
0-0-4
N=4
2-3-6
N=9
10-17-17
N=34
8-14-16
N=30
3-11-16
N=27
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
While Drilling
Continued Next Page
LATITUDE: 37.3536°
LONGITUDE: -121.9562°
LOCATION: Proposed Civic Center Family Housing
12 feet
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/4/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Brand Burfield
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
25 30
35 40
45 50
DATE COMPLETED: 11/4/20 BORING B-4
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:
14 15
16 18
18 18
ML
SM
ML
22 13
21 SILT, medium olive-grey, wet, stiff, trace fine
sand
Silty SAND, medium olive-grey, wet, dense,
fine sand
SILT, medium olive-grey, wet, stiff, trace fine
sand, trace decayed rootlets
End of boring at 61-1/2 feet below grade.

Groundwater was encountered at about 12 feet
below grade.

Borehole was backfilled with cement grout.
1-3-5
N=8
21-17-30
N=44
4-4-7
N=11
PROJECT NO.: 575-1729
PROJECT: Charities Housing
Depth, (feet) STRENGTH, tsf
Additional
Remarks
USCS Classification
0 Qp
Sample Type

2.0 0
Moisture, %
MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA
N in blows/ft
Qu
Sample No.

Graphic Log
50 PL
Elevation (feet)
LL

4.0 25
Recovery (inches)
While Drilling
LATITUDE: 37.3536°
LONGITUDE: -121.9562°
LOCATION: Proposed Civic Center Family Housing
12 feet
Water
DRILLER: Paul Britton
Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, CA 94601
Telephone: (510) 434-9200 1601 Civic Center Drive
Santa Clara, California
Push Pressure (ST)
DATE STARTED: 11/4/20
BENCHMARK: N/A
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 3 of 3 DRILL COMPANY: Britton Exploration, Inc.

STATION: N/A OFFSET: N/A
LOGGED BY:Brand Burfield
DRILL RIG: CME 55
REVIEWED BY: Doug Abernathy

EFFICIENCY N/A
HAMMER TYPE: Automatic BORING LOCATION:
50 55
60 DATE COMPLETED: 11/4/20 BORING B-4
ELEVATION: N/A
COMPLETION DEPTH 61.5 ft
DRILLING METHOD: Solid Flight Auger/Mud Rotary
SAMPLING METHOD: ST/SS; 3" CMS & SPT
REMARKS:

Project: Charities Housing @1601 Civ ic Center Drive, Santa Clara, CA PSI
4703 Tidewater Avenue
Suite B
Oakland, CA 94601
Total depth: 100.39 ft, Date: 1/16/2020
Surface Elevation: 0.00 ft
05751585-1 Liquefaction Analysis
Coords: X:0.00, Y:0.00
Cone Type:

Cone Operator:

CPT: CPT-1
Location:

Cone resistanceHAND AUGER
Tip resistance (tsf)
4002000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 Cone resistance Pore pressureHAND AUGER
Pressure (psi)
1000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 Pore pressureSleeve frictionHAND AUGER
Friction (tsf)
4 3 2 1 0
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 Sleeve friction
Cross correlation between qc & fs
2018 161412 108 6 4 2 0-2 -4-6-8-10 -12-14-16-18-20

1.2 1

0.8 0.6

0.4 0.2
0 -0.2
-0.4
-0.6
-0.8
-1
-1.2
-3
Cross correlation between qc & fs
The plot below presents the cross correlation coeficient between the raw qc and fs values (as measured on the field). X axes pre sents the la g distance (one lag is the distance between two sucessive CPT measurements).

CPeT-IT v.3.3.1.15 - CPTU data presentation & interpretation software - Report created on: 12/4/2020, 6:17:44 PM 1 Project file: P:\575 Oakland GEO\1729 Charities SantaClara GEO\CPT NEW ANALYSIS\05751585 CPT Analysis.cpt Sounding:

Depth (ft):

Site:

Engineer:

GREGG DRILLING & TESTING
Pore Pressure Dissipation Test
SCPT1

57.25 CHARITIES-1601

ZACH JAYCO
0 5
10 15
20 25
0 50 100 150 200 250 300 350
Pore Pressure (psi)
Time (seconds)
Top Layer Bottom Layer Vs
(ft) (ft) (ft/s)

9.8 14.3 577.1

14.3 19.4 493.6

19.4 24.3 658.6

24.3 29.4 573.5

29.4 34.3 655.3

34.3 39.5 681

39.5 44.3 642.4

44.3 49.4 686.8

49.4 54.3 739.7

54.3 59.4 899.7

59.4 64.3 1035.7

64.3 69.5 846.4

69.5 74.3 880.7

74.3 79.4 820

79.4 84.3 894.6

84.3 89.4 840.4

89.4 94.3 902.8

94.3 99.4 932.9
GREGG DRILLING & TESTING, INC.
1/11/2021 5:31 PM PSI_CPT1 Data.xlsx [SEISMIC] Page 1 of 1 Project: Charities Housing @1601 Civ ic Center Drive, Santa Clara, CA PSI
4703 Tidewater Avenue
Suite B
Oakland, CA 94601
Total depth: 60.37 ft, Date: 1/16/2020
Surface Elevation: 0.00 ft
05751585-1 Liquefaction Analysis
Coords: X:0.00, Y:0.00
Cone Type:

Cone Operator:

CPT: CPT-2
Location:

Cone resistanceHAND AUGER
Tip resistance (tsf)
100500
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Cone resistance Pore pressureHAND AUGER
Pressure (psi)
100500
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Pore pressureSleeve frictionHAND AUGER
Friction (tsf)

10.50 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Sleeve friction
Cross correlation between qc & fs
2018 161412 108 6 4 2 0-2 -4-6-8-10 -12-14-16-18-20

1.2 1

0.8 0.6

0.4 0.2
0 -0.2
-0.4
-0.6
-0.8
-1
-1.2
0 Cross correlation between qc & fs
The plot below presents the cross correlation coeficient between the raw qc and fs values (as measured on the field). X axes pre sents the la g distance (one lag is the distance between two sucessive CPT measurements).

CPeT-IT v.3.3.1.15 - CPTU data presentation & interpretation software - Report created on: 12/4/2020, 6:18:53 PM 1 Project file: P:\575 Oakland GEO\1729 Charities SantaClara GEO\CPT NEW ANALYSIS\05751585 CPT Analysis.cpt Sounding:

Depth (ft):

Site:

Engineer:

GREGG DRILLING & TESTING
Pore Pressure Dissipation Test
CPT2

35.93 CHARITIES-1601

ZACH JAYCO
0 5
10 15
20 25
30 35
40 45
50 0 100 200 300 400 500 600 700 800
Pore Pressure (psi)
Time (seconds)
Sounding:

Depth (ft):

Site:

Engineer:

GREGG DRILLING & TESTING
Pore Pressure Dissipation Test
CPT2

45.93 CHARITIES-1601

ZACH JAYCO
0 10
20 30
40 50
60 0 100 200 300 400 500 600 700
Pore Pressure (psi)
Time (seconds)
~ ~ Valley Water 5750 Almaden Expressway
San Jose, CA 95118-3686
(408) 265-2600

APPLICATION TO DRILL EXPLORATORY BORINGS
FC 285 (01-27-20)

Date Issued:
/D
Client (if different from property owner):
- - --- -:---------- -.-- - ··-----
Expiration Date/ 0 J.. °! d"-0 J.-1 Valley Water P;;;a1} di)/ (j c). tj O O CHARITIES HOUSING Property Owner: Name of Business/Residence at Site:

Client's Address:
1400 PARKMOOR AVE, SUITE 190
City, State. Zip
CIVIC CENTER, L.P. OFFICE BUILDING
Property Owner's Address: Address of Site:
1400 PARKMOOR AVE, SUITE 190 1601 CIVIC CENTER DRIVE
City, State, Zip City, State, Zip
SAN J OSE , CALIFORNIA 9 5126 ·--- -- - - - SAN JOSE, CALIFORNIA 95126 SANTA CLARA, CALIFORNIA, 95050 Telephone No.:
4 08-55 0 - 8300
Consulting Company Name:

PSI INTERTEK
Address:
4 7 03 TIDE WATER AVE, SUI TE B
City, State, Zip
OAKLAND, CALIFORNIA 94601
Telephone No.: Assessor's Parcel No. of Site:
408-550-8300 Book 2 2• Page •• Parcel
Drilling Company Name:

Britton Exploration Drilling
Address:
23051 Evergreen Lane
City, State, Zip
Los Gatos, Ca, 95 033
Telephone No.:
510 - 434-9200
Telephone No.: C-57/C-61 License No.:

D Check if address or phone number has changed
In space at right, sketch location of proposed boring(s) in sufficient detail to identify location. In addition to distances to nearest street and intersection, show distances to any existing structures, landmarks, or topographic features.

How many borings will be installed on parcel?
4 0 Proposed borings on Valley Water property/easement
(See General Condition F, page 2.)
0 Within 50 feet of the top of a creek bank or Valley Water facility Proposed depth of boring(s):
[El 45 to 150 feet
0 151 to 300 feet
0 Over 300 feet
NOTE: No permit is required for borings under 45 feet deeJ>.

Boring Type: Boring Use:
□ Hollow stem [El Geotechnical Investigation
[El Rotary D Environmental Investigation
D CPT D Material Emplacement
D Hydropunch D Sensor Emplacement
D Other: D Other:
408-355-5781
D Check if address or phone number has changed

SITE PLAN
(Please draw accurately)

SIGNATURES
006
I understand and agree that all work associated with this permit is required to be done in accordance with Santa Clara Valley Water District (Valley Water) Well Ordinance 90-1, Valley Water Well Standards, and conditions of this permit (see page 2). I certify that the information given in this permit is correct to the best of my knowledge and that the signature below, whether original , electronic, or photocopied , is authorized and valid, and is affixed with the intent to be enforceable . I also certify that a right of entry/encroachment agreement has been formalized between the well owner and property owner, if parties differ.

Signature of Property Owner/Agent: Print/Type Name: Date:

Kathy A Robinson ::·:·,,,, :·:-:·.' ·"·.:"'"'" ~--- Kathy Robinson 10.19 . 20 Print/Type Name:

Kathy Robinson
Print/Type ~
Date:

10.19.20 Date:
(
Date:
10 l
zns r:,· .- &ft ._.,,.--------r.-... .i11.·"'-· ~-~=-·-•-•--------------------------.. .._ 5750 Almaden Expressway
San Jose, CA 95118-3686
(408) 265-2600

APPLICATION TO DRILL EXPLORATORY BORINGS
FC 285 (01-27-20)

Date Issued -- -
. IO\ ·er"\ ) ')..--0 ~ Expiration Oat~~() \').fl\-\ oO er-I Valley Water Permit~~&() f O d--q {J b d- Client (if different from property owner): Property Owner: Name of Business/Residence at Site:

CHARITIES HOUSING CIVIC CENTER, L.P. OFFICE BUILDING
Cl; ~ddre;;: ----- --- - ----t Property-Own;.-;-Addr_e_ss-:----- ----i-A- ddrei; -of sit;----- ----------.1 14 00 PARKMOOR AVE, SUITE 190 1400 PARKMOOR AVE, SUITE 190 1601 CIVIC CE:NTER DRIVE City, State, Zip City, State, Zip City , State, Zip
_ _ SAN_ JOSE, CALIFORNIA 95126 SAN JOSE, CALIFORNIA 95126 SAN:A_:::_AAA, CALIFORNIA, 9S0S0 Telephone No.: Telephone No.: Assessor's Parcel No. of Site: - ------1 4 08-550-8300 408-550-8300 Book 224 Page O Parcel 006
Consulting Company Name: Drilling Company Name:

PSI INTERTEK Br i tton Exploration Drilling
Address: Address:
4703 TIDEWATER AVE, SUITE B 23051 EVergreen Lane
City, State, Zip City, State, Zip
OAKLAND, CALIFORNIA 94601 Los Gatos, Ca, 95033
Telephone No.: Telephone No.: I C-57/C-61 license No.:
510-434-noo 408-355-5781 8 ;:.; C, C, OS
D Check if a _d_d_r-es_s_o_r_p_h_o-ne- n-um_ be_r_h_a_s_c_h_a_ng_ed _ ___ _____ 4-□- Check if address or phone number has changed In space at right, sketch location of proposed boring(s) in sufficient detail to identify location. In addition to distances to nearest street and intersection, show distances to any existing structures, landmarks, or topographic features.

How many borings will be installed on parcel?
4 0 Proposed borings on Valley Water property/easement
(See General Condition F, page 2.)
D Within 50 feet of the top of a creek bank or Valley Water facility Proposed depth of boring(s):
(8) 45 to 150 feet
D 151 to 300 feet
D Over 300 feet
NOTE: No permit is required for bori ng~. und<3 ' 45 fo [' ,;i~P- Boring Type:

D Hollowstem
1B] Rotary
0 CPT
D Hydropunch
D Other :
- - . -·· ·- · . -··· - --7
Boring Use:

D Envir~~r:rnr-t•·.:t·1 ·•r: ·:~_ ·r~· .. f;,<"",
D MattHiai ;:~:--i"!,:·1;;:: ..:.:~·-r,~. ·-:
0 Sensor En·, ;:,;,_,,;.-..:•rif':'"
D Other:

I
11'
I
!
i

SITE PLAN
(Please draw accurately)
I
I Ji
I understand and agree that all work associated with this permit is required to be done in accordance with Santa Clara Valley Water District (Valley Water) Well Ordinance 90-1, Valley Water Well Standards , and conditions of this permit (see page 2). I certify that the information given in this permit is correct to the best of my knowledge and that the signature below, whether original , electronic , or photocopied , is authorized and valid , and is affixed with the intent to be enforceable. I also certify that a right of entry/encroachment agreement has been formalized between the well owner and property owner, if parties differ. ~ ------ -------'--- ---=·---_c__ - - ----'-------~- ----- ------- ------ - · - Signature of Property Owner/Agent: Print/Type Name: Date:

Signature of Client/Agent:

Signature of Driller/Agent: .,~? , . .:./4
.A;,.c- /-7.A4~
Signature of Consultant/Agent: ~
Print/Type Name :

Print/Type Name : II
/~✓ I /f /'I - ori
Print/Type Name :

Date:

Date: \
/O-/A-z.DZt
Date:

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~ 15750 Almaden E,cpresswa>'
~ Valley Water San Jose, CA 9511B-3686
(408) 265-2600

APPLICATION TO DRILL EXP LORA TORY BORINGS
FC 285 (01-27-20)

GENERAL CONDITIONS
A. Valley water's Well Ordinance Program (408-630-2660) must be notified a minimum of one working day before the exploratory boring is backfilled An authorized Valley Water representative must be on site to w,.tness the sealing operation.

This requirement may be waived by an authorized Valley Water representative. If Valley Water waives the inspection requirement, Valley Water may request the permittee(s) to furnish certification under penalty of perJury that the seal was constructed in accordance with Valley Water Well Standards.

B.

C.

D.

E.

This permit is valid only for the purpose specified herein. Boring destruction methods authorized under this permit may not be chanqed except by written approval of an authorized Valley Water representative , and only if Valley Water believes that such a change will result in equal or superior compliance with Valley Water and State Well Standards (e.g., if Valley Water representative finds that site conditions warrant such a change).

This permit is only valid for the Assessor 's Parcel No. indicated on it This permit may be voided if it contains incorrect information.

Borings shall be sealed within 24 hours following completion of testing or sampling activities . Borings shall not be left in such a condition as to allow for the introduction of surface waters or foreign materials into them . Borings shall be secured such that they do not endanger public health.

I
I F.

G.

If any work associated with this permit will take place on Valley Water property/easement, an encroachment or construction permit must be granted by the Valley Water 's Community Projects Review Unit (telephone 408-630-2650) .

The permittee(s) shall assume entire responsibility for all activities and uses under this permit and shall indemn ify, defend , and hold Valley Water, its officers , agents, and employees, free and harmless from any and all expense , cost , and liability in connection with or resulting from the granting or exercise of this permit includ ing, but not limited to, property damage , personal injury, and wrongful death.

I
I
H.

I.

J.

K.

L
M.

N.

Permittees are required to be in full compliance with Cal/OSHA California Labor Code Section 6300 .

A current C-57 or C-61 Contractor's License is required for work associated with this permit Permittee , permittee's contractors , consultants , or agents shall be responsible to assure that all materials or waters generated during drilling , boring destruction , and/or other activities associated with this permit will be safely handled , properly managed , and disposed of according to all applicable federal , state , and local statues regu lating such . In no case shall these materials and/or waters be allowed to enter , or potentially enter, on- or off-site storm sewers, dry wells, or waterways or be allowed to move off the property where the work is being completed .

The driller and consultants (if applicab le) sh8Ii have an active copy of their Worker 's Compensation Insurance on file with Valley Water .

This permit shall expire if not exercised within 18() calm:-'iar days c,f its approval , unless an extension of the permit expiration date is granted by an authorized Valiey Water rE:,pre~8ntB!iw;l.

This permit shall be kept on site during all activities r'ff,!,(i~~, zi 8 d wit h it and shall immediately be presented to an authorized Valley Water representative upon request.

Perm ittee shall notify Underground Serv ice Alert (USA) at 1-800 -227-2600 or 811 prior to any digging .

Permit Approved by:

www.intertek.com/building

APPENDIX B

LABORATORY TEST RESULTS

www.intertek.com/building

LABORATORY TEST RESULTS

Laboratory tests were performed on representative soil samples to determine their relative engineering properties.  Tests were performed in general accordance with test methods of the American Society for Testing Materials or other accepted standards.  The following presents a brief description of the various test methods used.

Classification ‐ Soils  were  classified  visually  accordin g  to  the  Unified  Soil  Classification  System.

Visual classifications were supplemented by laboratory testing of selected samples in general accordance with ASTM D2487.  The soil classifications are shown on the boring logs in Appendix A.

In‐Situ Moisture / Density ‐ The in‐place moisture content and dry unit weight of selected samples were determined using relatively undisturbed samples from the linear rings of a 2.38‐inch I.D. modified California Sampler.  The moisture content of representative SPT samples was also determined.   The dry unit weight and moisture contents are shown on the boring logs.

Atterberg  Limits  –  The  liquid  limit,  plastic  limit,  and  plasticity  i ndex   of  selected  representative
samples were determined in accordance with ASTM D4318.  The liquid limit and plastic limit are shown on the boring logs and below in this appendix.

Expansion Index ‐ Expansion index testing was performed on representative samples of the on‐ site soils in general accordance with ASTM Test method D4829.  The results of these tests are provided in the text of this report, on the boring logs and below in this appendix.

Direct  Shear  Test  –  A  consolidated,  drained,  direct  shear  test  was  performed  on  a  relatively undisturbed sample in general accordance with ASTM D3080.  The results of this test is provided below in this appendix.

Consolidation ‐ The potential for excessive soil settlement was evaluated in general accordance with ASTM D2435 by applying a series of normal loads to undisturbed samples and measuring the vertical deformations.  The magnitude of vertical displacement of the test samples can be used to estimate the building settlement upon application of structural loads.  The results of the tests are presented in graphical form in this appendix.

Percent of Ma
terial Finer than 75‐μm – The percent passing the #200 sieve was performed on representative samples of the on‐site soil in general accordance with ASTM D1140.  The percent passing the #200 sieve is shown on the boring logs.

Soil Sulfate / Chloride Test – In order to estimate the concrete degradation potential of soils, the soluble sulfate and chloride content of a representative sample of the on‐site soil, provided in the text of this report, was determined in accordance with EPA Test Method 300.0.

pH (Potential of Hydrogen) – The measure of acidity or alkalinity of a material is referred to as the pH factor, which  increases with alkalinity and  decreases with acidity.   The corrosivity  potential of iron increases with low pH (4‐5) while the corrosivity potential of copper increases with high pH (10‐11).  The pH value of a representative sample of the on‐site soil, provided in the text of this report, was determined in
accordance with EPA Test Method 9045B.

www.intertek.com/building

Minimum Resistivity – The electrical resistivity of a soil is a measure of its resistance to electrical current flow.  Corrosion of buried ferrous metals is an electrochemical process which is related to the flow of electrical current from the metal to the soil.   Lower electrical resistivity (higher currents) result from higher moisture and chemical contents in the soil.  Resistivity is minimal when the soil is saturated.  The minimum resistivity of a representative sample  of the on‐site soil, provided in the text of this report, was determined in accordance with AASHTO Test Method T 288‐91.

Corrosivity
Testing  was  performed  to  evaluate  the  corrosivity  of  the  on‐site  soils  and  the  potential  for  attack  on concrete  and  subsurface  utility  pipes,  specifically  cast  iron  and  ductile  iron.   The  testing  included  pH, sulfate, chloride and minimum electrical resistivity.  The results of the chemical analysis are as follows:

Boring
Number
Sample Depth
(feet)
pH  Resistivity
(ohm‐cm)
Water Soluble
Sulfate (ppm)
Water Soluble
Chloride (ppm)
B‐3  1 to 5  7.8  2,300  78.0  ND (<10.0)

ND – Not Detected above laboratory detection limits indicated

Concrete  mix  designs  should  follow  the  minimum  requirements  of  the  California  Building  Code.

Laboratory  testing of a selected soil sample indicates that the on‐site soils possess a negligible sulfate exposure and slightly alkaline  pH, indicating a low degree of corrosivity with respect to concrete (ACI, 2014).  Based   on  the  chloride  test  results,  the  site  soils  are  classified  as  “non‐corro sive  to  structural elements,” according to Caltrans Corrosion Guidelines (CalTrans, 2018).  Based on these results, it is our opinion that special sulfate‐resistant concrete mix designs are not warranted and that the use of Type I or II  cement  is  suitable  for  concrete  in  cont act  with  on‐site  soils.   Final  concrete  mix  designs  should  be evaluated after sulfate tests have been performed on the actual subgrade material.

Corrosivity testing was also performed to determine whether the on‐site soils have the potential to attack subsurface utility pipes, specifically cast iron and ductile iron.   Based on the resistivity  test results, the soils are characterized as being highly corrosive to cast iron or ductile iron piping (Roberge, 2000).  PSI does not practice in the field of corrosion engineering.  We recommend that a qualified corrosion engineer be consulted to determine if special corrosion protection is warranted for this site.  Testing for corrosivity of any fill soils should be conducted during site grading to verify our recommendations.

Atterberg Limits
(ASTM D4318-98 AASHTO T89/90)
Project Name: Charities - Santa Clara ; Civic Center Project Number:

Laboratory Number: 0575 (Oakland, CA) Date Tested:

Sample Description: B-1 (Bulk) => CL Tested By:

Equipment List: Scale: 01PS575/02PS575 Oven: VWR-1675 Liquid Limit Cup: 01LL575 41 41 6 1 0 2 5

19.70 22.37 20.89 22.58 21.18 22.28

31.30 33.64 32.02 31.88 30.11 30.64

28.92 31.22 29.57 30.54 28.84 29.45

2.38 2.42 2.45 1.34 1.27 1.19

9.22 8.85 8.68 7.96 7.66 7.17

25.8 27.3 28.2 16.8 16.6 16.6
31 23 16
B-1
1 to 5
0 2.4

4.52 1

0.00 29 19
128.61
372.32
28 351.93

20.39 223.32
27 9.1

0.00 26 27
17 10
25 24
M. Uribe
Tare Weight (g) [e]
Wet Weight + Tare (g) [f]
Dry Weight + Tare (g) [g]
Plasticity Index
Dry Density [k=d/(1+j/100)]
Liquid Limit
Plastic Limit
Weight of Dry Sample (g) [i=g-e]
Moisture Content (%) [j=(h/i)*100]
Weight of Water (g) [h=f-g]
Moisture Content
Wet Density of the Sample
[d=(c*3.81)/(A*h)
Tare Number

MOISTURE CONTENT

NUMBER OF BLOWS
Boring Number
Sample Depth (ft.)
Density
Weight of Sample + Ring [a]
Weight of Ring [b]

PLASTIC LIMIT

CAN NUMBER

WEIGHT OF CAN
Diameter of Ring
Weight of Sample [c=a-b]
575-1729
Area of Ring [A]
Height of the Sample [h]

WEIGHT OF WATER

WEIGHT OF DRY SOIL

LIQUID LIMIT
November 19, 2020
WEIGHT OF CAN + WET SOIL
WEIGHT OF CAN + DRY SOIL
Equation of “A” – Line
Horizontal at PI=4 to LL=25.5,
Then PI= 0.73 (LL - 20)
Equation of “U” – Line
Vertical at LL=16 to PI=7,
Then PI= 0.9 (LL – 8)
0 10
20 30
40 50
60 0 1 02 03 04 05 06 07 08 09 0 1 0 0 1 1 0

LIQUID LIMIT (LL)

PLASTICITY INDEX (PI) MH OR OH

ML OR OLCL-ML

CL OR OL

CH OR OH

Atterberg Limits
(ASTM D4318-98 AASHTO T89/90)
Project Name: Charities - Santa Clara ; Civic Center Project Number:

Laboratory Number: 0575 (Oakland, CA) Date Tested:

Sample Description: B-2 (3.0') => CL Tested By:

Equipment List: Scale: 01PS575/02PS575 Oven: VWR-1675 Liquid Limit Cup: 01LL575 13 15 21 7 11 24

23.94 20.07 18.89 22.62 23.87 22.97

34.31 30.44 28.16 31.54 32.38 31.29

31.46 27.44 25.4 29.81 30.71 29.66

2.85 3 2.76 1.73 1.67 1.63

7.52 7.37 6.51 7.19 6.84 6.69

37.9 40.7 42.4 24.1 24.4 24.4
34 24 16
B-2

3.0 0

2.4 4.52
1 43 59
127.89
306.50
42 274.57

31.93 146.68
41 21.8

0.00 40 40
24 16
39 38
575-1729
November 19, 2020

LIQUID LIMIT PLASTIC LIMIT
M. Uribe

CAN NUMBER

WEIGHT OF CAN
WEIGHT OF CAN + WET SOIL
WEIGHT OF CAN + DRY SOIL

WEIGHT OF WATER

WEIGHT OF DRY SOIL

MOISTURE CONTENT

NUMBER OF BLOWS
Boring Number
Sample Depth (ft.)
Density
Weight of Sample + Ring [a]
Weight of Ring [b]
Weight of Sample [c=a-b]
Diameter of Ring
Area of Ring [A]
Height of the Sample [h]
Wet Density of the Sample
[d=(c*3.81)/(A*h) 0.00
Moisture Content
Tare Number
Tare Weight (g) [e]
Wet Weight + Tare (g) [f]
Dry Weight + Tare (g) [g]
Plasticity Index
Weight of Water (g) [h=f-g]
Weight of Dry Sample (g) [i=g-e]
Moisture Content (%) [j=(h/i)*100]
Dry Density [k=d/(1+j/100)]
Liquid Limit
Plastic Limit
Equation of “A” – Line
Horizontal at PI=4 to LL=25.5,
Then PI= 0.73 (LL - 20)
Equation of “U” – Line
Vertical at LL=16 to PI=7,
Then PI= 0.9 (LL – 8)
0 10
20 30
40 50
60 0 1 02 03 04 05 06 07 08 09 0 1 0 0 1 1 0

LIQUID LIMIT (LL)

PLASTICITY INDEX (PI) MH OR OH

ML OR OLCL-ML

CL OR OL

CH OR OH

Project:

Remarks:Client:Project No.
%<#200%<#40PIPLLLMATERIAL DESCRIPTION

LIQUID AND PLASTIC LIMITS TEST REPORT
Source: B-3 Sample No.: ST-7 Elev./Depth: 15'
Figure
L

IQUID AND PLASTIC LIMITS TEST REPORT

COOPER TESTING LABORATORY
USCS
P
SI781-044
312657Gray Fat CLAY
Sample was prepared using the wet Charities-Santa Clara; Civic Center - 575-1729 prep method.

Source: B-4 Sample No.: ST-6 Elev./Depth: 12.5'
152 843Olive SILT w/ Sand
Sample was prepared using the wet
prep method.
5 10 20 25 30 4035
41 47
53 59
65 NUMBER OF BLOWS

WATER CONTENT
10 30 50 70 90 110

LIQUID LIMIT
10 20
30 40
50 60PLASTICITY INDEX
4 7 CL-ML
CL or OL
CH or OH
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
B-1 Bulk
0-5'
Dark Yellowish Brown Sandy Lean Clay (CL)
RESULTS:

0.498

0.539

1.000 in.
363.7 g
766.7 g
416.10 g
402.92 g
271.09 g
41 w = 10.0
Expansion
Index
Potential
Expansion
0-20 Very Low
121.7 21-50 Low
51-90 Medium
110.6 91-130 High
>131 Very High
G
s= 2.70

62.4 Smeas= 51.6
EI50= 42
EI50 corrected = 42

21.3%
Low

EXPANSION ANALYSIS
ASTM - D4829
PROJECT NAME :

PROJECT NUMBER:

Charities-Santa Clara - CC
575-1729
11/19/2020
SE
TARE WEIGHT:

DRY WEIGHT-TARE:

RING HEIGHT:

Final Moisture Content =
POTENTIAL EXPANSION:

Date:Sample Location:

Depth:

INITIAL READING:

FINAL READING:

RING WEIGHT:

RING+SAMPLE WEIGHT:

WET WEIGHT-TARE:

Tested By:
δd=
δw=
EXPANSION INDEX (EImeas):

WET DENSITY=
Sample Description:
11980 Telegraph Road, Suite 104
Santa Fe Springs, CA
714‐484‐8600
CTL Job #: Project #: By: MD
Client: Date: Checked: PJ
Project Name: Remolding Info:

Phi (deg) 24.8 Ult. Phi (deg)
1234
Boring: B-3 B-3 B-3
Sample: ST-7 ST-7 ST-7
Depth (ft): 15(Tip-7") 15(Tip-6") 15(Tip-5")
Normal Load (psf) 1000 2000 3000
Dry Mass of Specimen (g) 140.2 142.0 145.1
Initial Height (in) 0.98 0.98 1.00
Initial Diameter (in) 2.87 2.87 2.87
Initial Void Ratio 1.081 1.049 1.048
Initial Moisture (%) 37.3 36.0 34.6
Initial Wet Density (pcf) 115.3 116.0 114.9
Initial Dry Density (pcf) 84.0 85.3 85.3
Initial Saturation (%) 96.6 96.1 92.5
ΔHeight Consol (in) 0.0069 0.0162 0.0256
At Test Void Ratio 1.066 1.015 0.996
At Test Moisture (%) 38.0 36.0 35.0
At Test Wet Density (pcf) 116.7 118.0 118.2
At Test Dry Density (pcf) 84.6 86.7 87.6
At Test Saturation (%) 99.8 99.4 98.3
Strain Rate (%/min) 0.01 0.01 0.01
Strengths Picked at Peak Peak Peak
Shear Stress (psf) 748 1257 1643
ΔHeight (in) at Peak -0.0020 0.0071 0.0094
Ultimate Stress (psf)
©
Consolidated Drained Direct Shear
(ASTM D3080)
PSI
Charities-Santa Clara; Civic Center
781-044 575-1729
12/1/2020
Gray Fat CLAYVisual
Description:

Gray Fat CLAY Gray Fat CLAY
Remarks:
300
Specimen Data
Cohesion (psf) Ult. Cohesion (psf)
0 200
400
600
800
1000
1200
1400
1600
1800

0.0 5.0 10.0 15.0
Shear Stress (psf)
Deformation (%)
Shear Stress vs. Deformation
Sample 1
Sample 2
Sample 3
Sample 4
0 2000
4000
6000
8000
0 2000 4000 6000 8000
Shear Stress, psf
Normal Load, psf
Shear Stress vs. Normal Load
Peak
Shear Stress
Ult. Stress
Ultimate
-0.0050

0.0000

0.0050

0.0100

0.0150

0.0200

0.0250

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Delta h (in)
Deformation (%)
Change in Height
Sample 1
Sample 2
Sample 3
Sample 4
CTL Job #: Project #: By: MD
Client: Date: Checked: PJ
Project Name: Remolding Info:

Phi (deg) 27.7 Ult. Phi (deg)
1234
Boring: B-4 B-4 B-4
Sample: ST-6 ST-6 ST-6
Depth (ft): 12.5 12.5 12.5
Normal Load (psf) 1000 2000 3000
Dry Mass of Specimen (g) 152.6 154.0 154.1
Initial Height (in) 0.98 0.99 1.00
Initial Diameter (in) 2.88 2.87 2.87
Initial Void Ratio 0.903 0.898 0.916
Initial Moisture (%) 31.1 31.0 30.1
Initial Wet Density (pcf) 120.4 120.6 118.7
Initial Dry Density (pcf) 91.8 92.1 91.2
Initial Saturation (%) 96.3 96.7 92.0
ΔHeight Consol (in) 0.0182 0.0289 0.0503
At Test Void Ratio 0.868 0.843 0.820
At Test Moisture (%) 30.8 29.9 29.1
At Test Wet Density (pcf) 122.4 123.2 124.0
At Test Dry Density (pcf) 93.6 94.9 96.1
At Test Saturation (%) 99.4 99.2 99.5
Strain Rate (%/min) 0.01 0.01 0.01
Strengths Picked at 5% 5% 5%
Shear Stress (psf) 726 1231 1775
ΔHeight (in) at 5% -0.0008 0.0140 0.0122
Ultimate Stress (psf)
©
Consolidated Drained Direct Shear
(ASTM D3080)
PSI
Charities-Santa Clara; Civic Center
781-044 575-1729
12/8/2020
Olive SILT w/
Sand
Visual
Description:

Olive SILT w/
Sand
Olive SILT w/
Sand
Remarks:
200
Specimen Data
Cohesion (psf) Ult. Cohesion (psf)
0 500
1000
1500
2000
2500

0.0 5.0 10.0 15.0
Shear Stress (psf)
Deformation (%)
Shear Stress vs. Deformation
Sample 1
Sample 2
Sample 3
Sample 4
0 2000
4000
6000
8000
0 2000 4000 6000 8000
Shear Stress, psf
Normal Load, psf
Shear Stress vs. Normal Load
Peak
Shear Stress
Ult. Stress
Ultimate
-0.0050

0.0000

0.0050

0.0100

0.0150

0.0200

0.0250

0.0300

0.0350

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Delta h (in)
Deformation (%)
Change in Height
Sample 1
Sample 2
Sample 3
Sample 4
Job No.: Boring: Run By: MD
Client: Sample: Reduced: PJ
Project: Depth, ft.: Checked: PJ/DC
Soil Type: Date: 12/4/2020
Assumed Gs 2.7 Initial Final

31.4 28.2

89.7 95.7

0.880 0.762

96.5 100.0
Void Ratio:
% Saturation:

Dry Density, pcf:

Moisture %:

B-3
ST-7
15(Tip-3")575-1729
PSI
781-044
Gray Fat CLAY

0.0 5.0

10.0 15.0

20.0 25.0

30.0 10 100 1000 10000 100000
Strain, %
Effective Stress, psf
Strain-Log-P Curve
Consolidation Test
ASTM D2435
Remarks: Per the client’s instructions, the sample was not inundated until after the 2000psf load had been applied for 24 hours.

Job No.: Boring: Run By: MD
Client: Sample: Reduced: PJ
Project: Depth, ft.: Checked: PJ/DC
Soil Type: Date: 12/4/2020
Assumed Gs 2.7 Initial Final

35.0 27.1

85.2 97.4

0.979 0.731

96.7 100.0
Void Ratio:
% Saturation:

Dry Density, pcf:

Moisture %:

B-4
ST-6

12.5(Tip-3")575-1729
PSI
781-044
Olive SILT w/ Sand

0.0 5.0

10.0 15.0

20.0 25.0

30.0 10 100 1000 10000 100000
Strain, %
Effective Stress, psf
Strain-Log-P Curve
Consolidation Test
ASTM D2435
Remarks: Per the client’s instructions, the sample was not inundated until after the 2000psf load had been applied for 24 hours.

Determining Minimum
Laboratory Soil Resistivity
(AASHTO T 288-91)
Project Name: Project Number:

Laboratory Number: 0575 (Oakland, CA) Date Tested:

Sample Description: B-3 Bulk (1-5') => CL
Meter:

Scale:

Tested By: M.U. Reviewed By: B.B.

Date: 11-Dec Date: 11-Dec
Charities - Santa Clara 575-1729
Dec. 11, 2020
Lowest Reading
Test Data
1,100
110
168
Reading on Resistivity Meter (Ω)
3,100
2,300
Saturated
800 mL of Water
900 mL of Water
200 mL of Water
300 mL of Water
Final Test Results
400 mL of Water
500 mL of Water
600 mL of Water
700 mL of Water
Initial Data
Air Dried Mass of Sample (g)
Mass of Water Added (mL)
Amount of Time Hydrated (hrs)
Initial
100 mL of Water
2,300
Equipment List
2,300
H-4385
01PS587

25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax
PSI -- Oakland
RE: Charities-Santa Clara
Oakland, CA 94601
4703 Tidewater Ave Ste B
Brand Burfield
Mike Jaroudi
Project Manager
Enclosed are the results of analyses for samples received by the laboratory on 11/13/20 09:30. If you have any questions concerning this report, please feel free to contact me.

Sincerely,
20 November 2020

Project:

Project Number:

Project Manager:

Reported:

PSI -- Oakland
4703 Tidewater Ave Ste B 575-1729
Brand Burfield
Charities-Santa Clara
11/20/20 15:48Oakland CA, 94601
25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax
Sample ID Laboratory ID Matrix Date Sampled

ANALYTICAL REPORT FOR SAMPLES
Date Received
B3 Bulk T203900-01 Soil 11/04/20 00:00 11/13/20 09:30
Mike Jaroudi, Project Manager
SunStar Laboratories, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety.

Project:

Project Number:

Project Manager:

Reported:

PSI -- Oakland
4703 Tidewater Ave Ste B 575-1729
Brand Burfield
Charities-Santa Clara
11/20/20 15:48Oakland CA, 94601
25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax

DETECTIONS SUMMARY
Laboratory ID:

Analyte Result Limit Units Method
T203900-01B3 Bulk
Notes
Reporting
Sample ID:
pH 7.8 0.1 pH Units E
PA 9045B O-04
Sulfate as SO4 78.0 10.0 mg/kg EPA 300.0
Mike Jaroudi, Project Manager
SunStar Laboratories, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety.

Project:

Project Number:

Project Manager:

Reported:

PSI -- Oakland
4703 Tidewater Ave Ste B 575-1729
Brand Burfield
Charities-Santa Clara
11/20/20 15:48Oakland CA, 94601
25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax
ResultAnalyte Limit Batch
Reporting
Prepared Analyzed Method Notes DilutionUnits
B3 Bulk
T203900-01 (Soil)
SunStar Laboratories, Inc.

Conventional Chemistry Parameters by APHA/EPA/ASTM Methods EPA 9045B7.8 011
1326 1 1/13/20 11/13/20 pH Units 1pH 0.1 O-04
Anion Scan by EPA Method 300.0
ND EPA 300.011/13/20 11/16/20 mg/kg 011
13411Chloride 10.0
"78.0 " " "" "Sulfate as SO4 10.0
Mike Jaroudi, Project Manager
SunStar Laboratories, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety.

Project:

Project Number:

Project Manager:

Reported:

PSI -- Oakland
4703 Tidewater Ave Ste B 575-1729
Brand Burfield
Charities-Santa Clara
11/20/20 15:48Oakland CA, 94601
25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax
Result Limit
Reporting
Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Limit Notes Analyte
Conventional Chemistry Parameters by APHA/EPA/ASTM Methods - Quality Control SunStar Laboratories, Inc.

Batch 0111326 - General Preparation
Duplicate (0
111326-DUP1) Prepared & Analyzed: 11/13/20 Source: T203900-01 pH pH Units7.81 0.1 7.78 200.385
Mike Jaroudi, Project Manager
SunStar Laboratories, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety.

Project:

Project Number:

Project Manager:

Reported:

PSI -- Oakland
4703 Tidewater Ave Ste B 575-1729
Brand Burfield
Charities-Santa Clara
11/20/20 15:48Oakland CA, 94601
25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax
Result Limit
Reporting
Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Limit Notes Analyte
Anion Scan by EPA Method 300.0 - Quality Control
SunStar Laboratories, Inc.

Batch 0111341 - General Preparation
Blank (0
111341-BLK1) Prepared: 11/13/20 Analyzed: 11/16/20
Chloride mg/kgND 10.0
Sulfate as SO4 "ND 10.0
LCS (0111341-BS1) Prepared: 11/13/20 Analyzed: 11/16/20 Chloride mg/kg219 10.0 250 70-13087.4
Sulfate as SO4 "214 10.0 250 70-13085.8
Matrix Spike (0111341-MS1) Prepared: 11/13/20 Analyzed: 11/16/20 Source: T203899-01 Chloride mg/kg241 10.0 269 4.74 70-13088.1
Sulfate as SO4 "240 10.0 269 11.4 70-13085.0
Matrix Spike Dup (0111341-MSD1) Prepared: 11/13/20 Analyzed: 11/16/20 Source: T203899-01 Chloride mg/kg233 10.0 258 4.74 2070-13088.5 3.63
Sulfate as SO4 "232 10.0 258 11.4 2070-13085.8 3.19
Mike Jaroudi, Project Manager
SunStar Laboratories, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety.

Project:

Project Number:

Project Manager:

Reported:

PSI -- Oakland
4703 Tidewater Ave Ste B 575-1729
Brand Burfield
Charities-Santa Clara
11/20/20 15:48Oakland CA, 94601
25712 Commercentre Drive
Lake Forest, California 92630
949.297.5020 Phone
949.297.5027 Fax
Notes and Definitions
O-04 This sample was received and analyzed outside the EPA recommended holding time.

Sample results reported on a dry weight basis
Relative Percent DifferenceRPD
dry
Not ReportedNR
Analyte NOT DETECTED at or above the reporting limitND
Analyte DETECTEDDET
Mike Jaroudi, Project Manager
SunStar Laboratories, Inc. The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety.

Chain
of
Custody
Record
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FIGURES

LI Q UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

7.90 0.56
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Charities Housing @1601 Civic Center Drive, St C l C A
Location : 05751585-1 Liquefaction Analysis
PSI
4703 Tidewater Avenue
Suite B
Oakland, CA 94601
CPT file : CPT-1

8.00 ft

8.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

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

Limit depth applied:

Limit depth:

MSF method:

All soils
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
4002000
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 Cone resistance SBTn Plot

HAND AUGER
Ic (Robertson 1990)
4 3 2 1
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

HAND AUGER

CRR & CSR

0.60.40.20 100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liq ue fa c t io n
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction RatioHAND AUGER
Rf (%)
108 6 4 2 0
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 Friction Ratio
Mw=71/2 , sigma'=1 atm base curve Summary of liquefaction potential FS Plot

HAND AUGER
Factor of safety

21.510.50
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.0.3.4 - CPT Liquefaction Assessment Software - Report created on: 11/23/2020, 3:30:54 PM Project file: P:\575 Oakland GEO\1729 Charities SantaClara GEO\CPT NEW ANALYSIS\05751585 CPT Liquefaction Analysis NEW.clq 1 This software is licensed to: Professional Service Industries CPT name: CPT-1 CRR plot

HAND AUGER

CRR & CSR

0.60.40.20 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot

HAND AUGER
Factor of safety

21.510.50
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Liquefaction potential

HAND AUGER
LPI
20151050
Depth (ft)
64 62
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements

HAND AUGER
Settlement (in)

0.50.40.30.2 0.10
Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Vertical settlements Lateral displacements

HAND AUGER
Displacement (in)
0 Depth (ft)
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Lateral displacements
CLiq v.3.0.3.4 - CPT Liquefaction Assessment Software - Report created on: 11/23/2020, 3:30:54 PM 5 Project file: P:\575 Oakland GEO\1729 Charities SantaClara GEO\CPT NEW ANALYSIS\05751585 CPT Liquefaction Analysis NEW.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

7.90 0.56

8.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

8.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
Yes

50.00 ft
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk

LI Q UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Robertson (2009)
Robertson (2009)
Based on Ic value

7.90 0.56
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : Charities Housing @1601 Civic Center Drive, St C l C A
Location : 05751585-1 Liquefaction Analysis
PSI
4703 Tidewater Avenue
Suite B
Oakland, CA 94601
CPT file : CPT-2

8.00 ft

8.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

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

Limit depth applied:

Limit depth:

MSF method:

All soils
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
500
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Cone resistance SBTn Plot

HAND AUGER
Ic (Robertson 1990)
4 3 2 1
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 SBTn Plot CRR plot

HAND AUGER

CRR & CSR

0.60.40.20 60
58 56
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
CRR plot
During earthq.

Qtn,cs
200180160140120100 80 60 40 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liq ue fa c t io n
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction RatioHAND AUGER
Rf (%)
108 6 4 2 0
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Friction Ratio
Mw=71/2 , sigma'=1 atm base curve Summary of liquefaction potential FS Plot

HAND AUGER
Factor of safety

21.510.50
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.0.3.4 - CPT Liquefaction Assessment Software - Report created on: 11/23/2020, 3:30:55 PM Project file: P:\575 Oakland GEO\1729 Charities SantaClara GEO\CPT NEW ANALYSIS\05751585 CPT Liquefaction Analysis NEW.clq 8 This software is licensed to: Professional Service Industries CPT name: CPT-2 CRR plot

HAND AUGER

CRR & CSR

0.60.40.20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot

HAND AUGER
Factor of safety

21.510.50
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 FS Plot
During earthq.

Liquefaction potential

HAND AUGER
LPI
20151050
Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Liquefaction potential Vertical settlements

HAND AUGER
Settlement (in)

0.60.40.20 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Vertical settlements Lateral displacements

HAND AUGER
Displacement (in)
0 Depth (ft)
60 58
56 54
52 50
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
4 2
0 Lateral displacements
CLiq v.3.0.3.4 - CPT Liquefaction Assessment Software - Report created on: 11/23/2020, 3:30:55 PM 12 Project file: P:\575 Oakland GEO\1729 Charities SantaClara GEO\CPT NEW ANALYSIS\05751585 CPT Liquefaction Analysis NEW.clq F.S. color scheme LPI color schemeInput parameters and analysis data Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

Depth to water table (insitu):

Robertson (2009)
Robertson (2009)
Based on Ic value

7.90 0.56

8.00 ft
Depth to water table (erthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Use fill:

Fill height:

8.00 ft
3 2.60
Based on SBT
No
N/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:

Limit depth applied:

Limit depth:

N/A
Yes
No
All soils
Yes

50.00 ft
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Santa Clara Area,
California, Western
Part
Natural
Resources
Conservation
Service
November 15, 2021
Preface
Soil surveys contain information that affects land use planning in survey areas.

They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many dif
ferent users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.

Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.

The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www .nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (
http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically
. Updated information is available
through the NRCS Web Soil Survey
, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability ,
and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). T
o file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.
3 Contents
Preface.................................................................................................................... 2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map (1601 Civic Center Web Soil Survey )................................................... 9 Legend................................................................................................................10 Map Unit Legend (1601 Civic Center Web Soil Survey )....................................11 Map Unit Descriptions (1601 Civic Center Web Soil Survey )............................ 11 Santa Clara Area, California, Western Part.................................................... 13 180—Urbanland-Newpark complex, 0 to 2 percent slopes.........................13 185—Urban Land - Bayshore complex, 0 to 2 percent slopes, drained......14 Soil Information for All Uses...............................................................................17 Soil Reports........................................................................................................17 Soil Physical Properties.................................................................................. 17 Physical Soil Properties (1601 Civic Center Web Soil Survey ).................. 17 References............................................................................................................25 4 How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity
.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology , climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly
, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however , soil
scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units).

T
axonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.

The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.

The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded.

These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay
, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.

Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties.

While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in dif
ferent uses and under different levels of management.

Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report
6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately.

Custom Soil Resource Report
7 Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9
Custom Soil Resource Report
Soil Map (1601 Civic Center Web Soil Survey )
4134560 4134580 4134600 4134620 4134640 4134660 4134680 4134700 4134720 4134560 4134580 4134600 4134620 4134640 4134660 4134680 4134700 4134720 592340 592360 592380 592400 592420 592440 592460 592480 592500 592520 592540 592560 592580 592340 592360 592380 592400 592420 592440 592460 592480 592500 592520 592540 592560 592580 37° 21' 16'' N
121° 57' 27'' W
37° 21' 16'' N
121° 57' 16'' W
37° 21' 11'' N
121° 57' 27'' W
37° 21' 11'' N
121° 57' 16'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300
Feet
0 15 30 60 90
Meters
Map Scale: 1:1,180 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Santa Clara Area, California, W
estern Part
Survey Area Data: Version 10, Sep 9, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jun 1
1, 2021—Jun
16, 2021
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Custom Soil Resource Report
10 Map Unit Legend (1601 Civic Center Web
Soil Survey )
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 180 Urbanland-Newpark complex, 0
to 2 percent slopes

3.3 48.8%
185 Urban Land - Bayshore
complex, 0 to 2 percent
slopes, drained

3.5 51.2%
Totals for Area of Interest 6.7 100.0%
Map Unit Descriptions (1601 Civic Center
Web Soil Survey )
The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.

Areas of soils of a single taxonomic class rarely
, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar
, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

Custom Soil Resource Report
11 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions.

Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series . Except for
differences in texture of the surface layer
, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that af fect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.

These map units are complexes, associations, or undifferentiated groups.

A
complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.

The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An
association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar
. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

Custom Soil Resource Report
12 Santa Clara Area, California, Western Part
180—Urbanland-Newpark complex, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 261r8
Elevation: 10 to 190 feet
Mean annual precipitation: 14 to 24 inches
Mean annual air temperature: 57 to 61 degrees F
Frost-free period: 275 to 325 days
Farmland classification: Not prime farmland
Map Unit Composition
Urban land: 70 percent
Newpark and similar soils: 20 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Urban Land
Setting
Landform: Alluvial fans
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Disturbed and human transported material Description of Newpark
Setting
Landform: Alluvial fans
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium derived from metamorphic and sedimentary rock and/or alluvium derived from metavolcanics
Typical profile
Ap - 0 to 8 inches: silty clay loam
A1 - 8 to 18 inches: silty clay loam
A2 - 18 to 27 inches: silty clay loam
Ck1 - 27 to 36 inches: silty clay loam
Ck2 - 36 to 52 inches: silty clay loam
C1 - 52 to 63 inches: fine sandy loam
C2 - 63 to 79 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Custom Soil Resource Report
13 Frequency of ponding: None
Calcium carbonate, maximum content: 10 percent
Gypsum, maximum content: 2 percent
Maximum salinity: Nonsaline to very slightly saline (1.0 to 3.0 mmhos/cm) Sodium adsorption ratio, maximum: 2.0
Available water supply, 0 to 60 inches: High (about 11.2 inches) Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: C
Ecological site: R014XG917CA - Dry Loamy Fan
Hydric soil rating: No
Minor Components
Still
Percent of map unit: 5 percent
Landform: Alluvial fans
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Elpaloalto
Percent of map unit: 5 percent
Landform: Alluvial fans
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
185—Urban Land - Bayshore complex, 0 to 2 percent slopes, drained Map Unit Setting
National map unit symbol: 2mfbq
Elevation: 10 to 90 feet
Mean annual precipitation: 14 to 24 inches
Mean annual air temperature: 57 to 61 degrees F
Frost-free period: 275 to 325 days
Farmland classification: Not prime farmland
Map Unit Composition
Urban land: 70 percent
Bayshore and similar soils: 20 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Custom Soil Resource Report
14 Description of Urban Land
Setting
Landform: Alluvial fans
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Disturbed and human transported material Description of Bayshore
Setting
Landform: Basin floors
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium derived from metamorphic and sedimentary rock and/or alluvium derived from metavolcanics
Typical profile
A1 - 0 to 3 inches: loam
A2 - 3 to 12 inches: loam
ABt - 12 to 26 inches: loam
ABtk - 26 to 38 inches: sandy clay loam
Ck - 38 to 51 inches: sandy clay loam
C - 51 to 61 inches: gravelly sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 20 percent
Maximum salinity: Nonsaline (0.1 to 0.3 mmhos/cm)
Sodium adsorption ratio, maximum: 1.0
Available water supply, 0 to 60 inches: High (about 9.6 inches) Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: C
Hydric soil rating: Yes
Minor Components
Hangerone, drained
Percent of map unit: 10 percent
Landform: Basin floors
Landform position (three-dimensional): Talf
Down-slope shape: Linear
Across-slope shape: Linear
Custom Soil Resource Report
15 Hydric soil rating: Yes
Custom Soil Resource Report
16 Soil Information for All Uses
Soil Reports
The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections.

The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included.

Soil Physical Properties
This folder contains a collection of tabular reports that present soil physical properties. The reports (tables) include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay
, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density.

Physical Soil Properties (1601 Civic Center Web Soil
Survey )
This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils.

Depth
to the upper and lower boundaries of each layer is indicated.

Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay
, ranging from the larger to the smaller.

Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter
.
17 Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter
. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter.

Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter.

The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification.

The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink- swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also af
fect tillage and earthmoving operations.

Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10-bar (33kPa or 10kPa) moisture tension. W
eight is determined after the
soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink-swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than

1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure.

Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity
, and texture. Saturated hydraulic conductivity
(Ksat) is considered in the design of soil drainage systems and septic tank absorption fields.

Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that af
fect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time.

Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10-bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change.

Linear extensibility is used to determine the shrink-swell potential of soils. The shrink-swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than Custom Soil Resource Report
18 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed.

Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil.

Organic matter has a positive ef
fect on available water capacity, water infiltration,
soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms.

Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor.

Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year.

The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water.

Erosion factor Kw
indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments.

Erosion factor Kf
indicates the erodibility of the fine-earth fraction, or the material less than 2 millimeters in size.

Erosion factor T
is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year.

Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter
, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion.

Reference:

United States Department of Agriculture, Natural Resources Conservation Service.

National soil survey handbook, title 430-VI. (http://soils.usda.gov) Custom Soil Resource Report
19 Three values are provided to identify the expected Low (L), Representative Value (R), and High (H).

Custom Soil Resource Report
20 Physical Soil Properties–Santa Clara Area, California, Western Part Map symbol
and soil name
Depth Sand Silt Clay Moist
bulk
density
Saturated
hydraulic
conductivity
Available
water
capacity
Linear
extensibility
Organic
matter
Erosion
factors
Wind
erodibility
group
Wind
erodibility
index
Kw Kf T
In Pct Pct Pct g/cc micro m/sec In/In Pct Pct
180—
Urbanland-
Newpark
complex, 0 to
2 percent
slopes
Urban land — — — — — — — — —
Newpark 0-8 - 7- -63- 25-30- 35 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 1.0- 2.0-

4.0 .43 .43 5 6 48
8-18 - 6- -62- 25-32- 35 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 1.0- 1.4-

2.0 .43 .43
18-27 - 6- -62- 25-32- 35 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.5- 0.7-

1.0 .43 .43
27-36 - 7- -65- 27-28- 35 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.3- 0.4-

0.8 .49 .49
36-52 - 7- -65- 27-28- 35 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.3- 0.4-

0.8 .49 .49
52-63 -69- -16- 15-15- 30 1.40-1.45-

1.55 1.40-10.00-14.0
0 0.13-0.17-0.2
1 3.0- 4.5- 6.0 0.2- 0.3-

0.5 .28 .28
63-79 -68- -16- 15-16- 30 1.40-1.45-

1.50 1.40-10.00-14.0
0 0.13-0.17-0.2
1 3.0- 4.5- 6.0 0.2- 0.3-

0.5 .28 .28
Elpaloalto 0-8 -35- -50- 0-15- 25 0.10-0.20-

0.30 42.00-373.00-7

05.00 0.30-0.45-0.6
0 — 65.0-75.0-

95.0 5 6 48
8-17 -29- -44-
20-27- 35 1.35-1.40-

1.45 1.40-10.00-14.0
0 0.15-0.17-0.2
1 3.0- 4.5- 6.0 1.0- 2.0-

3.0 .32 .32
17-26 - 3- -59- 27-38- 40 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 1.0- 1.4-

2.0 .37 .37
26-35 - 1- -59- 27-40- 40 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.5- 0.7-

1.0 .37 .37
35-47 - 4- -56- 27-40- 40 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.3- 0.4-

0.8 .37 .37
Custom Soil Resource Report
21 Physical Soil Properties–Santa Clara Area, California, Western Part Map symbol
and soil name
Depth Sand Silt Clay Moist
bulk
density
Saturated
hydraulic
conductivity
Available
water
capacity
Linear
extensibility
Organic
matter
Erosion
factors
Wind
erodibility
group
Wind
erodibility
index
Kw Kf T
In Pct Pct Pct g/cc micro m/sec In/In Pct Pct
47-71 -10- -51- 27-39- 40 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.3- 0.4-

0.8 .37 .37
71-94 -17- -50- 25-33- 40 1.35-1.40-

1.45 1.40-2.00-4.00 0.17-0.19-0.2
1 3.0- 4.5- 6.0 0.2- 0.3-

0.5 .37 .37
Still 0-2 -66- -19- 15-15- 22 1.35-1.45-

1.55 14.00-20.00-42.
00 0.10-0.12-0.1
3 3.0- 4.0- 6.0 1.0- 2.0-

4.0 .15 .15 5 3 86
2-12 -68- -14- 18-18- 22 1.35-1.55-

1.65 14.00-20.00-42.
00 0.13-0.15-0.1
7 3.0- 4.0- 6.0 1.0- 2.0-

4.0 .43 .43
12-20 -26- -53- 18-21- 22 1.35-1.45-

1.55 4.00-20.00-42.0
0 0.15-0.17-0.2
0 3.0- 4.0- 6.0 1.0- 1.5-

2.0 .37 .37
20-33 -26- -52- 18-22- 22 1.35-1.45-

1.55 4.00-20.00-42.0
0 0.15-0.17-0.2
0 3.0- 4.0- 6.0 0.5- 0.8-

1.5 .43 .43
33-37 -42- -37- 18-21- 26 1.35-1.45-

1.55 4.00-20.00-42.0
0 0.13-0.15-0.1
8 3.0- 4.0- 6.0 0.3- 0.4-

0.8 .32 .32
37-51 -43- -38- 18-19- 26 1.35-1.45-

1.55 4.00-20.00-42.0
0 0.13-0.15-0.1
8 3.0- 4.0- 6.0 0.3- 0.4-

0.8 .37 .37
51-62 -39- -37- 18-24- 26 1.35-1.45-

1.55 4.00-20.00-42.0
0 0.13-0.15-0.1
8 3.0- 4.0- 6.0 0.2- 0.3-

0.5 .32 .32
62-72 -39- -37- 18-24- 26 1.35-1.45-

1.55 4.00-20.00-42.0
0 0.13-0.15-0.1
8 3.0- 4.0- 6.0 0.1- 0.2-

0.4 .32 .32
Custom Soil Resource Report
22 Physical Soil Properties–Santa Clara Area, California, Western Part Map symbol
and soil name
Depth Sand Silt Clay Moist
bulk
density
Saturated
hydraulic
conductivity
Available
water
capacity
Linear
extensibility
Organic
matter
Erosion
factors
Wind
erodibility
group
Wind
erodibility
index
Kw Kf T
In Pct Pct Pct g/cc micro m/sec In/In Pct Pct
185—Urban
Land -
Bayshore
complex, 0 to
2 percent
slopes,
drained
Urban land — — — — — — — — —
Bayshore 0-3 -42- -38- 18-20- 30 1.40-1.45-

1.50 1.40-3.00-4.00 0.14-0.16-0.1
8 3.0- 4.5- 6.0 1.0- 2.0-

4.0 .37 .37 5 6 48
3-12 -41- -37- 18-22- 30 1.40-1.45-

1.50 1.40-3.00-4.00 0.14-0.16-0.1
8 3.0- 4.5- 6.0 0.8- 1.1-

2.0 .37 .37
12-26 -38- -36- 18-26- 35 1.40-1.45-

1.50 1.40-2.00-4.00 0.14-0.16-0.1
8 3.0- 4.5- 6.0 0.8- 1.1-

2.0 .32 .32
26-38 -55- -18- 18-27- 35 1.40-1.45-

1.50 1.40-2.00-4.00 0.14-0.16-0.1
8 3.0- 4.5- 6.0 0.5- 0.9-

1.5 .24 .24
38-51 -58- -18- 16-24- 35 1.40-1.45-

1.50 1.40-2.00-4.00 0.14-0.16-0.1
8 3.0- 4.5- 6.0 0.4- 0.6-

0.8 .24 .24
51-61 -65- -19- 16-16- 35 1.40-1.45-

1.50 1.40-3.00-4.00 0.14-0.16-0.1
8 3.0- 4.5- 6.0 0.1- 0.3-

0.5 .17 .28
Hangerone,
drained
0-9 -21- -38- 27-42- 45 1.40-1.45-

1.50 1.40-3.00-4.00 0.17-0.19-0.2
1 6.0- 7.5- 9.0 1.0- 2.0-

4.0 .28 .28 5 4 86
9-17 -16- -34- 27-51- 55 1.40-1.45-

1.50 1.40-3.00-4.00 0.17-0.19-0.2
1 6.0- 7.5- 9.0 0.8- 1.1-

2.0 .24 .24
17-27 -16- -34- 35-50- 60 1.35-1.40-

1.45 0.42-1.00-1.40 0.14-0.15-0.1
6 9.0-10.5-12.0 0.8- 1.1-

2.0 .24 .24
27-35 -19- -38- 35-44- 60 1.35-1.40-

1.45 0.42-1.00-1.40 0.14-0.15-0.1
6 9.0-10.5-12.0 0.5- 0.9-

1.5 .28 .28
35-45
-25- -42- 30-34- 60 1.35-1.40-

1.45 0.42-1.00-1.40 0.14-0.15-0.1
6 9.0-10.5-12.0 0.4- 0.6-

0.8 .37 .37
Custom Soil Resource Report
23 Physical Soil Properties–Santa Clara Area, California, Western Part Map symbol
and soil name
Depth Sand Silt Clay Moist
bulk
density
Saturated
hydraulic
conductivity
Available
water
capacity
Linear
extensibility
Organic
matter
Erosion
factors
Wind
erodibility
group
Wind
erodibility
index
Kw Kf T
In Pct Pct Pct g/cc micro m/sec In/In Pct Pct
45-72 -44- -32- 20-24- 35 1.60-1.65-

1.70 42.00-50.00-14

1.00 0.05-0.06-0.0
7 0.0- 3.0- 9.0 0.1- 0.3-

0.5 .10 .20
72-89 -22- -29- 20-49- 50 1.45-1.50-

1.55 4.00-10.00-14.0
0 0.15-0.18-0.2
0 3.0- 6.0- 9.0 0.1- 0.1-

0.3 .20 .20
Custom Soil Resource Report
24 References
American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.

U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staf
f. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 T
iner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section.

United States Army Corps of Engineers, Environmental Laboratory . 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station T echnical
Report Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.

National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.

National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 25 United States Department of Agriculture, Natural Resources Conservation Service.

National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report
26 Appendix D
Phase I Environmental Site Assessment
Civic Center
Family Housing Project
Initial Study
City of Santa Clara

Phase I Environmental Site Assessment

Vacant Building
1601 Civic Center Drive
Santa Clara, California 95050

Prepared for

Charities Housing
1400 Parkmoor Avenue
Suite 190
San Jose, California 95116

Prepared by

Professional Service Industries, Inc.
4703 Tidewater Avenue, Suite B
Oakland, California 94601

September 3, 2021

PSI Project 0575-1902

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021
Page i

TABLE OF CONTENTS
LIST OF COMMONLY USED ABBREVIATIONS ......................................................................................... III CERTIFICATION ..................................................................................................................................... V 1 EXECUTIVE SUMMARY ................................................................................................................... 1

1.1 FINDINGS ................................................................................................................................... 1

1.2 CONCLUSTIONS ......................................................................................................................... 2

1.3 NON-SCOPE CONSIDERATIONS – OTHER BUSINESS ENVIRONMENTAL RISKS .......................... 3

1.4 RECOMMENDATIONS ................................................................................................................ 3 2 PHASE I ESA SCOPE AND METHODOLOGY ....................................................................................... 4

2.1 PURPOSE OF SERVICES .............................................................................................................. 4

2.2 PHASE I ESA METHODOLOGY .................................................................................................... 4

2.3 LIMITATIONS, EXCEPTIONS, DEVIATIONS, AND DATA GAP ....................................................... 4

2.4 SIGNIFICANT ASSUMPTIONS ..................................................................................................... 5 3 USER-PROVIDED INFORMATION .................................................................................................... 6

3.1 USER QUESTIONNAIRE .............................................................................................................. 6

3.2 SUGGESTED INFORMATION ...................................................................................................... 6

3.3 HELPFUL DOCUMENTS .............................................................................................................. 6 4 PHYSICAL SETTING ......................................................................................................................... 7 5 SITE RECONNAISSANCE .................................................................................................................. 8

5.1 SUBJECT PROPERTY DESCRIPTION AND CURRENT USES ........................................................... 8

5.2 SUBJECT PROPERTY OBSERVATIONS ......................................................................................... 9

5.3 OFF-SITE OBSERVATIONS ........................................................................................................ 11 6 HISTORICAL USES ........................................................................................................................ 13

6.1 SUMMARY OF RESOURCES ...................................................................................................... 13

6.2 CURRENT AND PRIOR USE INTERVIEWS .................................................................................. 14

6.3 PRIOR INVESTIGATIONS .......................................................................................................... 14

6.4 SUMMARY HISTORY OF SITE AND SURROUNDING AREA ....................................................... 14 7 ENVIRO
NMENTAL REGULATORY RECORDS REVIEW ...................................................................... 19

7.1 REGULATORY AGENCY INQUIRIES ........................................................................................... 19

7.2 DATABASE FINDINGS ............................................................................................................... 19

7.2.1 SUBJECT PROPERTY ............................................................................................... 19

7.2.2 SURROUNDING PROPERTIES ................................................................................. 20 8 VAPOR ENCROACHMENT SCREENING ........................................................................................... 21

8.1 METHODOLOGY....................................................................................................................... 21

8.2 VES RESULTS ............................................................................................................................ 23

8.3 VES LIMITATIONS..................................................................................................................... 23 9 CONTRACT INFORMATION ........................................................................................................... 24

9.1 STANDARD OF CARE AND WARRANTIES ................................................................................. 24

9.2 RELIANCE ................................................................................................................................. 24

9.3 USE BY OTHER PARTIES ........................................................................................................... 25

u,tertek .

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Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021
Page ii

TABLE OF APPENDICES

FIGURES

PHOTOGRAPHS

ENVIRONMENTAL DATABASE REPORT

HISTORICAL RESEARCH DOCUMENTATION

INTERVIEW DOCUMENTATION

SUPPLEMENTAL DOCUMENTATION

DATA GAP WORKSHEET

PERSONNEL QUALIFICATIONS

u,tertek .

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Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021
Page iii

LIST OF COMMONLY USED ABBREVIATIONS

AST Above-ground Storage Tank
AUL Activity and Land Use Limitation
AHERA Asbestos Hazard Emergency Response Act
ACM Asbestos-Containing Materials
AMSL Above Mean Sea Level
APN Assessor's Parcel Number (also referred to as a PIN) ASTM American Society for Testing and Materials
BER Business Environmental Risk
Bgs Below ground surface
BTEX Benzene, Toluene, Ethylbenzene, Xylenes
COC Chemical(s) of Concern
CERCLA Comprehensive Environmental Response, Compensation and Liability Act

CERCLIS Comprehensive Environmental Response, Compensation and Liability Information System (now called SEMS)
CESQG Conditionally Exempt Small Quantity Generator of Hazardous Waste CREC Controlled Recognized Environmental Condition
ERIS Environmental Risk Information Service.

EP Environmental Professional
EPA U.S. Environmental Protection Agency
ESA Environmental Site Assessment
FDEP Florida Department of Environmental Protection
GCTL Groundwater Cleanup Target Level
HREC Historical Recognized Environmental Condition
HVAC Heating, Ventilation, and Air Conditioning
LLP Landowner Liability Protection
LQG Large Quantity Generator of Hazardous Waste
LBP Lead-Based Paint
LSA Limited Site Assessment
LUST Leaking Underground Storage Tank
MCL Maximum Concentration Level
MSDS Material Safety Data Sheets (now referred to as Safety Data Sheets) MTBE Methyl tert Butyl Ether
μg/L Micrograms per Liter
Mg/kg Milligrams per Kilogram
Mg/L Milligrams per Liter
NPL National Priorities List (aka/Superfund)
NFA No Further Action (also known as No Further Remediation) ND Not Detected
NOV Notice of Violation
OSHA Occupational Safety and Health Administration
ppb Parts per billion
ppm Parts per million
PCE Perchloroethylene (also known as Tetrachloroethylene) u,tertek .

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Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021
Page iv

pCi/L Picocuries per liter
PCB Polychlorinated Biphenyls
REC Recognized Environmental Condition

RCRA Resource Conservation and Recovery Act
SRCO Site Rehabilitation Completion Order
TPH Total Petroleum Hydrocarbons
TCE Trichloroethylene
UST Underground Storage Tank
USDA United States Department of Agriculture
USGS United States Geological Survey
VEC Vapor Encroachment Condition
VES Vapor Encroachment Screening
VIC Vapor Intrusion Condition
VOC Volatile Organic Compound
u,tertek .

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Phase I ESA – Charities Housing, Santa Clara, CA
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September 3, 2021
Page v

www.intertek.com/building

CERTIFICATION
Professional Service Industries, Inc. (PSI) has completed a Phase I Environmental Site Assessment of the vacant building located at 1601 Civic Center Drive, Santa Clara, California (“the Subject Property”). PSI performed the Phase I ESA in general accordance with ASTM E 1527-13, Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process (the Practice).

The assessment was completed at the request of Charities Housing (“the Client”) in accordance with proposal number 575-351918, which was authorized by the Client on August 18, 2021.

The conclusions developed herein represent our professional judgment based on information and data available to us at the time of the assessment, and observations made at the time of our site reconnaissance. In accordance with ASTM E1527-13 § 4.6, the report is valid for a period of 180 days from the time of issuance.

Site Assessor:

Kassandra O. Idowu
Project Environmental Scientist

Reviewed by:

Frank R. Poss
Principal Consultant

Environmental Professional Certification

I declare that, to the best of my professional knowledge and belief, I meet the definition of Environmental Professional as defined in 312.10 of this part. I have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the subject property. I have developed and performed the all appropriate inquiries in conformance with the standards and practices set
forth in 40 CFR Part 312.

Environ
mental Professional:

Frank R. Poss
Principal Consultant
1ntertek.

I
Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
1 EXECUTIVE SUMMARY
Professional Service Industries, Inc. (PSI) performed a Phase I Environmental Site Assessment (Phase I ESA) of the vacant building located at 1601 Civic Center Drive, Santa Clara, California. PSI performed the assessment to comply with the contract between Charities Housing (the Client) and PSI.

1.1 FINDINGS
A summary of findings is provided below. The report should be read in its entirety to obtain a more complete understanding of the information provided and to aid in any decisions made or actions taken based on this information.

1.1.1 SITE DESCRIPTION AND CURRENT USE

The subject property is located on the east side of Lincoln Street, north of its intersection with Civic Center Drive. The site address is 1601 Civic Center Drive, Santa Clara, California 95050. The site can also be defined by Santa Clara County Assessor Parcel Number: 224-49-006.

Currently, the subject property is developed with one two-story building that totals approximately 30,000 square feet on a 1.49-acre property. The building is currently unoccupied and appeared to previously function as an office space. The building includes multiple offices, break rooms, restrooms, and conference rooms. The subject property also has parking and limited landscaping.

No RECs were identified during the site reconnaissance.

1.1.2 ADJOINING PROPERTY DESCRIPTION AND USE

The subject property is located within a commercial and residential area in Santa Clara, California. Current use(s) of adjoining properties are:

Adjoining Current Use
Direction Interpreted Property Use
North Santa Clara United Methodist Church
South Civic Center Drive followed by Bank of the West and Best Western University Inn Santa Clara
West Lincoln Street followed by City Hall
East Multiple single-family residences

©
Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

1.1.3 HISTORICAL USE OF SITE AND SURROUNDING AREA

Historical information sources researched in this assessment allowed uses of the property to be traced from the present back to 1939 as undeveloped and partially agricultural land with internal roads. The subject property appears to be undeveloped land in 1963 and was developed in its current configuration by 1974.

Based on historical sources, it appears that the subject property has always functioned as office space for multiple tenants since 1975.

The general surrounding area has been agriculturally developed and undeveloped land until around 1963, when the adjacent properties appear to be developed with various commercial and residential structures.

Around late-1970s to early-1990s, the commercial and residential buildings appear to be developed in their current configuration.

1.1.4 GOVERNMENTAL RECORDS REVIEW

PSI subcontracted with ERIS, to provide a review of governmental database records for spill sites, tanks, hazardous waste handlers, and other facilities of potential concern within proximity to the subject property.

In our review of the environmental database report for the subject property and site vicinity, none of the listed sites appeared to be a REC.

1.1.5 SIGNIFICANT DATA GAPS

The Standard Practice defines a Significant Data Gap as a gap that affects the ability to identify RECs.

Findings and conclusions are subject to the limitations imposed by Significant Data Gaps. Based on our experience, the information that we gathered and evaluated did not present significant data gaps that

affected our ability to identify RECs in connection with the subject property.

1.2 CONCLUSIONS
PSI performed a Phase I Environmental Site Assessment of the subject property in general accordance with the scope and limitations of ASTM Practice E 1527-13. Any exceptions to or deletions from this practice are described in Section 2.3 of this report. The following conclusions have been made with regard to evidence of RECs, HRECs, CRECs, VECs, off- site RECs, and de minimis conditions on the subject property, as defined in ASTM E 1527-13.

1.2.1 RECOGNIZED ENVIRONMENTAL CONDITIONS
This assessment has revealed no evidence of RECs in connection with the subject property.

1.2.2 CONTROLLED RECOGNIZED ENVIRONMENTAL CONDITIONS
This assessment has revealed no evidence of CRECs in connection with the subject property.

1.2.3 HISTORICAL RECOGNIZED ENVIRONMENTAL CONDITIONS
This assessment has revealed no evidence of HRECs in connection with the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

1.2.4 VAPOR ENCROACHMENT CONDITIONS
This assessment has revealed no evidence of VECs in connection with the subject property.

1.2.5 DE MINIMIS CONDITIONS
PSI did not identify any evidence of de minimis conditions on the subject property.

1.2.6 OFF-SITE RCOGNIZED ENVIRONMENTAL CONDITIONS
This assessment has revealed no evidence of off-site RECs in connection with the subject property.

1.3 NON-SCOPE CONSIDERATIONS – OTHER BUSINESS ENVIRONMENTAL RISKS Assessment of other environmental issues beyond the consideration of ASTM E 1527-13 was not conducted at the request of the Charities Housing.

1.4 RECOMMENDATIONS
PSI recommends no further assessment for RECs in connection with the subject property at this time.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
2 PHASE I ESA SCOPE AND METHODOLOGY

2.1 PURPOSE OF SERVICES
PSI performed the Phase I ESA in conformance with ASTM E 1527-13, Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process (the Practice). The purpose of the Practice was to define good commercial practice for conducting an environmental site assessment and as such, the Practice is intended to permit the user to satisfy one of the requirements to qualify for the LLPs. The goal of the processes established by the Practice is to identify RECs in connection with the property.

2.2 PHASE I ESA METHODOLOGY
PSI performed a Phase I ESA of the subject property. The scope of our services and general methodology is presented below.

The information sources that PSI used, including published material, material obtained from commercial, and other sources, is listed below and cited as it is presented in the report. The information or excerpts thereof is appended.

This assessment included four components:

• Records review;
• Reconnaissance;
• Interviews; and,
• Preparation of this report, including our evaluation.

Assessment of other environmental issues beyond the consideration of ASTM E 1527-13 was not conducted at the request of Charities Housing.

2.3 LIMITATIONS, EXCEPTIONS, DEVIATIONS, AND DATA GAP
PSI considers that limitations, exceptions, and deviations from the Practice manifest as a lack of or inability to obtain information required by the Practice. This represents the definition of the 'data gap' contained in the Practice. PSI listed the component objectives of the Practice on the appended Data Gap Worksheet and tracked the information obtained against the objectives. Therefore, the limitations, exceptions, and deviations are identified in the Worksheet.

In gene
ral, when required information was incomplete, not provided, otherwise not obtained, or indicated a need for additional information, PSI attempted to use information from other sources to meet the Practices' performance objectives. When the data gaps affected the Environmental Professional's ability to identify RECs, PSI considered the data gap(s) to be significant. PSI identified significant data gaps (if any) on the Data Gap Worksheet and reported them in Section 1.1.5.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

2.4 SIGNIFICANT ASSUMPTIONS
PSI made the following assumptions in developing our Phase I ESA findings and conclusions:

• Regulatory Agency Information - PSI considers all information provided by our environmental database subcontractor regarding regulatory status of facilities to be complete, accurate, and current.

• Other Regulatory Information - PSI considers all information obtained from regulatory or enforcement agencies to be complete, accurate, and current.

• Title, Lien and AUL Information - PSI considers all information provided by real estate title record review firms regarding property use or ownership, encumbrances or other limitations, if provided, to be complete, accurate, and current.

• Interviews - PSI considers all information provided through interviews to be complete, unbiased, and provided in good faith.

• Groundwater - PSI interpreted and inferred the direction of the shallow groundwater movement based on the information we obtained and our experience. Actual groundwater flow may be locally influenced by many factors beyond the scope of this assessment. Subsurface investigation would be necessary to determine site-specific groundwater flow direction.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
3 USER-PROVIDED INFORMATION
PSI considers the Client to be the 'User' of our assessment, defined in ASTM Practice E 1527 as "the party seeking to use ASTM E 1527 to complete an environmental site assessment of the property. A User may include, without limitation, a potential purchaser of property, a potential tenant of property, an owner of property, a lender, or a property manager. The User has specific obligations for completing a successful application of this practice...."

3.1 USER QUESTIONNAIRE
The EPA All Appropriate Inquiry Rule (40 CFR Part 312) and ASTM E1527 Section 6 require the User to answer certain questions related to the property, in order to obtain certain LLPs from CERCLA liability.

Environmental Liens
The Client did NOT return the UQ and we were not contracted for a lien/AUL search: PSI was not provided with information about environmental cleanup liens. This limitation and our evaluation are recorded on the appended Data Gap Worksheet.

Activity and Use Limitations
The Client did NOT return the UQ and we were not contracted for a lien/AUL search: PSI was not provided with information about AULs. This limitation and our evaluation are recorded on the appended Data Gap Worksheet.

3.2 SUGGESTED INFORMATION
The Client provided PSI with the following suggested information described by the Practice.

• The reason for performing the Phase I ESA.
• The type of property and type of property transaction. • The complete and correct address of the property.
• The scope of services desired for the Phase I ESA, including any evaluation for business environmental risk that is beyond the scope of ASTM E1527. • Identification of all parties who will rely upon the report. • Identification of the key site contact and contact information.

3.3 HELPFUL DOCUMENTS
The Practice requires that the environmental professional ask the property owner, the key site manager (if any is identified), and the User for certain helpful documents about the property and certain legal proceedings involving hazardous substances and the subject property. PSI mailed or e-mailed questions or performed interviews requesting this information. The responses documenting the persons we corresponded with, and relevant information obtained, are appended where practical.

PSI mailed, e-mailed questions, or performed interviews requesting this information. The Client did not provide PSI with prior reports of prior assessments of the site.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
4 PHYSICAL SETTING
PSI reviewed a USGS topographic (topo) map, information from the USDA and/or Natural Resources Conservation Service (NRCS), and/or other information regarding the physical setting of the subject property to assist with the interpretation of subsurface water movement near the subject property. Physical setting information is summarized in the table below.

Summary of Physical Setting Information

Physical Setting Attributes Description Source(s)
Subject property elevation: Approximately 76 feet AMSL. ERIS Geocheck Report, USGS
Topographic gradient: Based on the ERIS report, the subject property and surrounding area
slopes gently to the northeast.

ERIS Geocheck Report,
USGS, Observations
Closest surface water: None observed. ERIS Geocheck Report, Observations
Is a flood plain mapped
on the subject property?
Yes, a 500-year flood plain. ERIS Flood Plain Maps
obtained from FEMA
Predominant soil
type(s) mapped on the
subject property:

The predominant soil on the subject
property is Botella. Botella is
described as a clay loam that is a
categorized as a Class B soil that has
well drained and moderate infiltration
rates. Additionally, Botella has
moderately coarse textures.

ERIS Geocheck Report
Estimated depth to
first groundwater:

Occurs at approximately 16 to 18
feet below the ground surface.

Geotracker website report
for the City of Santa Clara
City Hall, 1500 Warburton
Avenue, approximately 400
feet northeast of the subject
property.

Anticipated regional
groundwater flow
direction:

Likely moves to the northeast. Geotracker website report for the City of Santa Clara
City Hall, 1500 Warburton
Avenue, approximately 400
feet northeast of the subject
property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
5 SITE RECONNAISSANCE
The location and approximate boundaries of the subject property are illustrated on the appended figures.

The legal description of the subject property, if provided to PSI, is appended.

Mr. Hai Nguyen of Charities Housing arranged for PSI to access to the subject property. Our accessor was unescorted b during the site reconnaissance.

The site reconnaissance consisted of observing the periphery of the subject property and viewing the subject property from accessible adjoining public access areas. Visual reconnaissance of adjoining properties was limited to areas and facilities that were readily observable from the subject property or from public access areas. PSI also systematically toured the interior portions of the subject property parcels to provide an overlapping field of view.

The peripheries of surface features and/or structures, where present on the subject property, were observed along with accessible interior common areas. PSI photo-documented selected features. The photo log is included in the Appendix.

5.1 SUBJECT PROPERTY DESCRIPTION AND CURRENT USES
General Site Information
Subject Property Address 1601 Civic Center Drive, Santa Clara, California 95050 Parcel Size (acres) 1.41 ±
Site Contact/Escort Mr. Hai Nguyen of Charities Housing /Unescorted Date of Reconnaissance August 20, 2021
Building Information
Building Description One two-story structure with offices, conference rooms, restrooms, and break rooms
Size (square feet) 30,000
Number of Stories Two
Approx. Construction Date 1974
Utilities
Water City of Santa Clara
Electricity Silicon Valley Power
Natural Gas Pacific Gas & Electric (PG&E)
The subject property is located on the east side of Lincoln Street, north of its intersection with Civic Center Drive. The site address is 1601 Civic Center Drive, Santa Clara, California 95050. The site can also be defined by Santa Clara County Assessor Parcel Number: 224-49-006.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

Currently, the subject property is developed with one two-story building that totals approximately 30,000 square feet on a 1.41-acre property. The building is currently unoccupied and appeared to previously function as an office space. The building includes multiple offices, break rooms, restrooms, and conference rooms. The subject property also has parking and limited landscaping.

No evidence of recognized environmental conditions was observed as part of the site reconnaissance of the subject property.

5.2 SUBJECT PROPERTY OBSERVATIONS
A summary of the subject property uses, and conditions is tabulated below. Detailed information is discussed following the summary for any “yes” answers, along with an opinion about the significance of the listing.

Identified?
(check if
Yes)

Item Description
Equipment/Activities/Uses
✓ Emergency Generators
Elevators
Hydraulic Lifts
Dry Cleaners/Laundromats
Photo Processing
Medical/Dental Offices - Biomedical Wastes
Automotive/Equipment Repair
Grease Traps and Oil/Water Separators
Wastewater Treatment Systems
Septic or Sewage Tanks
Air Compressors
Transformers or Other Mech./Elec. Equipment That Could Contain PCBs Pipeline Markers
Oil and Gas Wells
Stormwater Ponds
Quarries, Pits, Ponds, Lagoons, or Sumps
Use, Storage, or Disposal of Hazardous Substances
Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
Use, Storage, or Disposal of Petroleum Products
ASTs/USTs
Drums or Other Bulk Chemical Containers
Suspect Containers/Unidentified Contents
Drains and Sumps
Drinking Water, Irrigation or Monitoring Wells
Agrochemical Use/Application
Railroad Spur/Tracks
Potential Evidence of Releases
Interior/Pavement Stains or Corrosion
Stained Soil/Stressed Vegetation
Chemical Odors
Surface Water Sheen or Discoloration
Exterior Pipe Discharges/Unknown Pipes/Effluent Discharges Pools of Liquid or Standing Water
Solid Waste Dumping/Landfilling/Suspect Fill Material
Construction Debris/Material Stockpiles
Other Uses or Conditions of Concern

Any of the conditions that are not listed above were not observed and are therefore not of environmental concern.

Emergency Generators

PSI observed an emergency generator located on the north side on the subject property. This emergency generator appeared to be diesel -fueled with an integral tank and associated piping under the generator equipment, but above the ground. Typically, tanks associated with emergency generators are equipped with integral secondary containment systems. PSI did not observe evidence of leaking or staining around the base of the generator at the time of the site reconnaissance. Based on this information, the presence of the emergency generator is not considered to be evidence of a REC in connection with the subject property.

No evidence of recognized environmental conditions was observed as part of the site reconnaissance of the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

5.3 OFF-SITE OBSERVATIONS
Our interpretation of the uses of the adjoining properties is tabulated below and detailed in the subsequent sections.

Adjoining Current Use
Direction Interpreted Property Use
North Santa Clara United Methodist Church
South Civic Center Drive followed by Bank of the West and Best Western University Inn Santa Clara
West Lincoln Street followed by City Hall
East Multiple single-family residences

A summary of our interpretation of the current and past uses, and conditions of adjoining and surrounding property based on historical records and observations is provided below.

Identified?
(check if
Yes)

Item Description
Equipment/Activities/Uses
Emergency Generators
Elevators
Hydraulic Lifts
Dry Cleaners/Laundromats
Photo Processing
Medical/Dental Offices - Biomedical Wastes
Automotive/Equipment Repair
Grease Traps and Oil/Water Separators
Wastewater Treatment Systems
Septic or Sewage Tanks
Air Compressors
Transformers or Other Mech/Elec. Equipment That Could Contain PCBs Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
Pipeline Markers
Oil and Gas Wells
Stormwater Ponds
Quarries, Pits, Ponds, Lagoons, or Sumps
Use, Storage, or Disposal of Hazardous Substances
Use, Storage, or Disposal of Petroleum Products
ASTs/USTs
Drums or Other Bulk Chemical Containers
Suspect Containers/Unidentified Contents
Drains or Sumps
Drinking Water, Irrigation or Monitoring Wells
Agrochemical Use/Application
Railroad Spur/Tracks
Potential Evidence of Releases
Interior/Pavement Stains or Corrosion
Stained Soil/Stressed Vegetation
Chemical Odors
Surface Water Sheen or Discoloration
Exterior Pipe Discharges/Unknown Pipes/Effluent Discharges Pools of Liquid or Standing Water
Solid Waste Dumping/Landfilling/Suspect Fill Material
Construction Debris/Material Stockpiles
Other Uses or Conditions of Concern

The information developed and reviewed for adjoining properties did not reveal evidence of recognized environmental conditions in connection with the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building
6 HISTORICAL USES
PSI utilized readily ascertainable historical data resources in order to research the history of the site and surrounding area. The intent of this review was to identify historical tenancies or uses of the subject property and surrounding area, which might be considered evidence of a recognized environmental condition. Generally, PSI reviewed the following readily ascertainable historic data resources, where they were available:

• Readily available historical topographic maps were reviewed to evaluate land development in the area over time. It should be noted that the scale of topographic maps in some cases does not allow for mapping of individual structures and developed areas may be shown by shading only.

• Selected historical aerial photographs were reviewed at 5 to 10-year intervals to obtain information concerning the development and history of the subject property and surroundings.

• PSI reviewed readily ascertainable historical city directories at 5 to 10- year intervals in order to obtain information on tenancies on the subject property and adjoining properties.

• PSI requested available historical fire insurance maps from ERIS, Inc. The Sanborn Map Company and other regional providers historically mapped urban areas for use by insurance underwriters.

In some cases, these maps provide useful information in evaluating previous tenancies and uses of the subject property and surrounding area.

Copies of select historical documents are provided in the report appendix; however, it should be noted that some of the resources used by PSI may be copyrighted and PSI has summarized these resources herein, but we have not included copies of these resources in the appendix.

6.1 SUMMARY OF RESOURCES
PSI reviewed the following resources in order to evaluate the historic uses of the subject property and surrounding area:

Source Type Years Reviewed Source
USGS Topo Maps 2015 USGS
Aerial Photographs 1939, 1948, 1956, 1960, 1968, 1970, 1974, 1980, 1982, 1987, 1993, 2003, 2004, 2005, 2006, 2009,
2010, 2012, 2014, 2016, 2018, 2020
ERIS
City Directories 1957, 1961, 1966, 1971, 1976, 1981, 1987, 1990, 1991, 1995, 1996, 2001, 2002, 2006, 2009, 2012,
2016, 2020
ERIS
Sanborn Fire Insurance
Maps
None Available ERIS
Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

6.2 CURRENT AND PRIOR USE INTERVIEWS
PSI conducted interviews with persons who are knowledgeable of the current use and history of the site.

The following individuals were interviewed:

Name

Title/Role
Date
Interviewed

Comments
Ms. Kathy
Robinson
Client, Charities
..Housing
August 18,
2021
Ms. Robinson provided site contact for
the project and escorted PSI for the site
reconnaissance.

Mr. Hai
Nguyen
Client, Charities
Housing
Various Mr. Nguyen provided site information
and provided access for PSI.

RWQCB Geotracker Website September 2,
2021
PSI reviewed the RWQCB Geotracker
website for information on the
subject property and vicinity.

DTSC Envirostor Website September 2,
2021
PSI reviewed the DTSC Envirostor
website for information on the
subject property and vicinity.

Ms. Melissa
Belloso
Sr. Office Specialist,
County of Santa Clara
Department of
Environmental Health
August 24,
2021
FOIA Request.

Ms. Tamra
Francis
Staff Aide, Santa
Clara Fire
Department
August 24,
2021
FOIA Request.

6.3 PRIOR INVESTIGATIONS
The Client has not provided PSI with reports or documents pertaining to the subject property.

6.4 SUMMARY HISTORY OF SITE AND SURROUNDING AREA
A chronological summary of the history/use of the subject property and immediately adjacent properties is provided in the following table.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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Past Uses – Subject Property
Year(s) Interpreted Property Use
1939, 1948, 1956,
1960 Aerial Photographs: The subject property appears to be undeveloped land and partially agricultural land with internal roads.
1968, 1970
Aerial Photographs: The subject property appears to be undeveloped land. 1974, 1976, 1980,
1981, 1982, 1987,
1990, 1991, 1993,
1995, 1996, 2001,
2002, 2003, 2004,
2005, 2006, 2009,
2010, 2012, 2014,
2016, 2018, 2020

Aerial Photographs, Interviews, & City Directories: The subject property appears to be in its current configuration with the development of the current building.

Assessor information indic ates that the building was constructed in 1974. City Directories indicate the following:

Centry Past (1976); David M Semas Entp (1976); Purolator Security (1976); S E M Developers (1976); Semas D M Entprs (1976); Meyer Care Hme Hlth (1976 -1987); Pac Coast Producers (1976 -1991); Aqua Dome (1981); Barnes W A Cfp (1981); Benetech Inc (1981); Bolino Peter&Asc (1981); Ca Prfsnl Computing (1981); Carborundum Co Inc (1981); Citiline Agency (1981); Cranbrook Intl Inc (1981); Energy Cnsrvtn Brkr (1981); G E C C Financial (1981); Genl Elec Crdt Mrtg (1981); Hoffman Jon A (1981); Micro Focus (1981); Microglobe Corp (1981); Natl Micronetcs Inc (1981); Old Mission Exectv (1981); Order Desk (1981); Owen Victor H (1981); Pac Coast Producers Prime (1981); S E M Develo prs Inc (1981); Sequoia Insurance (1981); Torin Corp (1981); Wallpapers To Go (1981); Weber Associates (1981); I D A (1981- 1987); Intl Data Applictns (1981- 1987); Marketex (1981 - 1991); Owen Victor H 3d (1981- 1991); Building (1981- 1996); A S A P Courier Srv (1987); Centcircuit Intl (1987); Comnctn Center The (1987); Compatible Cmponent (1987); E X I M A (1987); Mission Commnctn (1987); Pac Cst Producers (1987); Prime Share (1987); Spectra Systems (1987); No Listing (1987-1991); Owen Victor H Jr (1987-1991); Proservice Computer (1987 -1991); Amdahl Corp (1990 -1991); Blossom Ml Estates (1990- 1991); Courtesy Exhange (1990 -1991); Meyer Care Hlth Svs (1990- 1991); Omega Prtctn Systws (1990-1991); Owen Group (1990- 1991); Owen Management (1990 -1991); Pac Envrnmntl Group (1990-1991); Telex Connection (1990-1991); A S C Technologies (1995-1996); Adult Indpndnce Ctr (1995-1996); Blossom Hl Estates (1995-1996); Escobar A I Atty (1995-1996); Honen Victor H 3d (1995- 1996); Marxetex (1995 -1996); Mission Cty Fed Cr (1995 -1996); Oven Properties (1995- 1996); Seveira N R Atty (1995 -1996); Techserv (1995- 1996); Woodside Mobile Hms (1995- 1996); Acrossworld Communicanons Inc (2001- 2002); Blossw Hl Estates (2001 -2002); Leon N G Construction (2001- 2002); Owen Vickr (2001 - 2002); Webmas ter Incorporated (2001 -2006); Owen Properties (2001 -2016); Marketex Computer Corp (2001-2020); Marxetex Computer Corp (2006); Up Front Communications (2006); Bldg (2009); Webmaster Inc (2009- 2020); Escobar, Anthony I (2012- 2016); Power (2012-2016); Chronicle Data (2016); Vastedge (2016); Retail Cashback (2016- 2020); Santa Clara Cable (2016 -2020); Becky Wallin (2020); Mission Center (2020); Online California Title Loans (2020); Roots Bay Area (2020)

The historical information developed and reviewed for the subject property did not reveal evidence of recognized environmental conditions in connection with the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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It should be noted that part of the subject property appears to have been agriculturally developed at some point. While no structur es indicative of pesticide/herbicide/chemical storage/mixing areas were distinguished in the aerial photographs, typically, crops are maintained with chemicals applied as a normal agricultural process. While no surficial evidence of misuse, misapplication of residual materials from pesticides, herbicides, or fertilizers were observed during the site reconnaissance, in certain instances, the chemicals historically applied to the subject site could be persistent and not biodegrade. As with any agriculturally developed land, there exists the possibility that pesticides, herbicides, or fertilizers have been applied, which may have impacted the subject property. Since there is no evidence of mixing and storage of pesticides, herbicides, or fertilizers at adjoining properties, PSI does not consider former agricultural use to represent a REC.

Our interpretation of the past uses of the adjoining properties is tabulated below.

Past Site Uses, North
Year(s) Interpreted Property Use
1939, 1948, 1956,
1960
Aerial Photographs : The adjacent property to the north appears to be agriculturally or fallow land.
1968, 1970, 1974,
1980, 1982, 1987,
1993, 2003, 2004,
2005, 2006, 2009,
2010, 2012, 2014,
2016, 2018, 2020
Aerial Photographs: The adjacent property to the north appears to be developed in its current configuration with the development of the current building structure.

Past Site Uses, East
Year(s) Interpreted Property Use
1939, 1948, 1956,
1960
Aerial Photographs: The adjacent propert ies to the east appears to be undeveloped land.

,1968, 1970, 1974,
1980, 1982, 1987,
1993, 2003, 2004,
2005, 2006, 2009,
2010, 2012, 2014,
2016, 2018, 2020

Aerial Photographs: The adjacent properties to the east appears to be developed in current configuration with the development of the two Santa Clara City Hall structures.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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Past Site Uses, South
Year(s) Interpreted Property Use
1939, 1948, 1956,
1960
Aerial Photographs: The adjacent property to the south appears to be undeveloped land.

1966, 1968, 1970,
1971
Aerial Photographs & City Directories: The adjacent property to the south appears to be undeveloped land and the current Best Western Inn of Santa Clara building.

City Directories indicate the following:

1655 El Camino Real
Santa Clara Motelodge (1966); Motelodge Sclara (1971); Santa Clara Moteldg (1971);
1974, 1976, 1980,
1981, 1982, 1987,
1991, 1993, 1995,
1996, 2001, 2002,
2003, 2004, 2005,
2006, 2009, 2010,
2012, 2014, 2016,
2018, 2020
Aerial Photographs & City Directories: The adjacent property to the south appears to be developed in its current configuration as Civic Center Drive followed by the two commercial structures. City Directories indicate the following:

1655 El Camino Real
Motelodge Snta Clra (1976); Sclar Motelodge (1976-1996); Sclar Motelooge (1990- 1991); Asstik Corp (1995-2009); Patel Rameshasanji (2001-2002); Ramada Limited (2001-2012); Patel Rameshvasanji (2006); Ramada (2009); Ramada Inn (2009); Ramada Limited-Santa Clara (2016-2020)

1705 El Camino Real
First Ntl S Clara (1976); Bank Of Wst Sc Chkg (1981); Bank Of Wst Sc Info (1981); Bank Of Wst Sc Ln (1981); Bank Wst Info (1987 -1991); Bank Wst Svgs & Chckg (1987-1991); Bank Wst Branch (1995 -1996); Bank Wst Branch Location (2001 - 2002); Bank Of The West (2006 -2020); Nova Information Systems (2009); Elavon (2012-2016); Security System Installation (2012 -2016); A American Debt Consolidation (2012-2020); Dish Network (2016-2020)

Past Site Uses, West
Year(s) Interpreted Property Use
1939, 1948, 1956,
1960
Aerial Photographs: The adjacent property to the west appears to be agricultural land and a single-family residence.
1948, 1950, 1956,
1963
Aerial Photographs: The adjacent property to the west appears to be undeveloped land followed by agricultural land and a single-family residence. 1968, 1970, 1974,
1980, 1982, 1987,
Aerial Photographs: The adjacent property to the west appears to be a single- family residence.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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1993, 2003, 2004,
2005, 2006, 2009,
2010, 2012, 2014,
2016, 2018, 2020
Aerial Photographs: The adjacent property to the west appears to be developed in its current configuration as multiple single family residence.

The historical information developed and reviewed for adjoining properties did not reveal evidence of recognized environmental conditions in connection with the subject property. However, it should be noted that some of the adjoining properties appear to have been agriculturally developed at some point. While no structures indicative of pesticide/herbicide/chemical storage/mixing areas were distinguished in the aerial photographs, typically, crops are maintained with chemicals applied as a normal agricultural process.

While no surficial evidence of misuse, misapplication of residual materials from pesticides, herbicides, or fertilizers were observed during the site reconnaissance, in certain instances, the chemicals historically applied to the subject site could be persistent and not biodegrade. As with any agriculturally developed land, there exists the possibility that pesticides, herbicides, or fertilizers have been applied, which may have impacted the subject property. Since there is no evidence of mixing and storage of pesticides, herbicides, or fertilizers at adjoining properties, PSI does not consider former agricultural use to represent a REC in connection to the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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7 ENVIRONMENTAL REGULATORY RECORDS REVIEW

7.1 REGULATORY AGENCY INQUIRIES
PSI requested records or information about the subject property and/or surrounding area from the governmental agencies listed in the following sections. Information was requested by telephone, in person, via e-mail or through a written Freedom of Information Act (FOIA) or equivalent request, as appropriate.

Please see Section 6.2 for additional information.

7.2 DATABASE FINDINGS
PSI retained ERIS to provide environmental database information attributed to the subject property and its surroundings. ERIS obtains environmental databases published by local, state, tribal, and federal agencies and maps the information for electronic searches. ERIS's service includes reporting Standard Environmental Records Sources and, in most cases, some Additional Environmental Records Sources.

The search was performed to AMSDs listed in ASTM E 1527-13. The search radius required by ASTM varies by database.

Unmappable (orphan) sites (if any were listed) having insufficient address information to be mapped were evaluated for potential location within the AMSD. Those that could be determined to be within the AMSD are discussed, as appropriate.

The distribution of listed sites with respect to the subject property is tabulated and mapped in ERIS's Radius Map Report, which is appended. The reader is referred to the table, which can be found near the front of ERIS's report. The full names of the acronyms used below and in ERIS’s report can be found in the Government Records Searched/Data Currency Tracking section of ERIS’s report.

7.2.1 SU

BJECT PROPERTY
The subject property was listed on the searched governmental databases as a spill site or regulated facility and is summarized below.

Facility
Name &
Address
Owen Properties , Old Mission Center,
K&K Outdoor Advertising,
1601 Civic Center Drive,
Santa Clara, California
Map ID Number(s) 1
Subject Property
Database(s) Listed: FINDS/FRS, Emissions
The subject property was identified on the FINDS/FRS and Emissions databases. The database listings are associated with the site being regulated as a small source of air point pollution with the Bay Area Air Quality Management District for the emergency back-up generator. These listings do not have any violations associated with them no r do they identify a release to the subject property. Based on this information, PSI does not consider these listings to be a REC in connection with the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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7.2.2 ADJACENT AND SURROUNDING PROPERTIES
ERIS's report identified sites surrounding the subject property. PSI considered all of the listed sites unlikely to impact the subject site, based upon factors including (but not limited to):

• The nature of the listing;
• The use of the facility;
• When the facility was listed and its current listed status; • The developmental density of the setting;
• The potential for vapors to encroach from the property to the subject property; • The distance between the listing and subject sites related to whether releases are likely to migrate based on local surface and subsurface drainage conditions; • The contaminant of concern; and/or
• The presence of intervening drainage divides; and/or inferred groundwater movement.

The following facilities were either adjacent to the subject property or deserved additional comment.

Facility
Name &
Address
Santa Clara Police Department
1541 Civic Center Drive
Santa Clara, California
Map ID Number(s)
4 Adjacent to the east,
across Lincoln Street
Database(s) Listed: LOP Santa Clara, LUST, HHSS, Hist Tank, UST Sweeps This facility was identified on the LOP Santa Clara, LUST, HHSS, Hist Tank, and UST Sweeps databases.

These listings are associated with the removal of a number of USTs from the site between 1985 and 2001. Only minor amounts of impact were identified in the soil, and the site received closure on April 23, 2004. Based on the closure and lack of evidence of groundwater impact, PSI does not consider the listing to represent a recognized environmental condition.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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8 VAPOR ENCROACHMENT SCREENING

8.1 METHODOLOGY
Vapor encroachment is an emerging concern associated with the potential for volatile chemicals, such as petroleum fuels and chlorinated solvents to migrate through the subsurface in the gas phase from contaminated soil and/or groundwater plumes. Vapor encroachment may be a concern if subsurface volatile contaminants migrate into occupied buildings through cracks and penetrations in the building slab.

The ASTM E1527-13 Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment process requires the Environmental Professional to evaluate the potential for vapor encroachment onto the subject property, and to determine if such vapor encroachment constitutes evidence of a recognized environmental condition on the subject property. The E1527-13 Standard Practice does not specifically state the methods that must be used to screen for potential vapor encroachment issues. However, ASTM has developed a separate Standard Guide for Vapor Encroachment Screening on Property Involved in Real Estate Transactions (ASTM E2600-15). The VES guidance outlines a methodology to conduct vapor encroachment screening, which will satisfy the vapor screening requirements under the Phase I ESA Standard Practice. PSI utilized the ASTM E2600-15 Standard Guide to conduct vapor encroachment screening for the subject property.

The goal of conducting VES is to identify a VEC, which is defined as the presence or likely presence of COC vapors in the subsurface of the subject property caused by the release of vapors from contaminated soil either on or near the subject property. If a VEC is identified, the environmental professional must determine whether the VEC represents evidence of a REC on the subject property under the context of the Phase I ESA Standard Practice. It should be noted that the identification of a VEC on the subject property does not necessarily indicate that a potential for migration of vapors into existing or proposed structures on the subject property is likely. The environmental professional will identify the VEC as a recognized environmental condition where the potential for vapor migration into structures is considered likely, or where the contaminant concentrations in the soil, groundwater, or soil vapors on the subject property are significant and likely to result in enforcement against on-site or off-site responsible parties.

The VES utilizes information regarding the potential presence of releases on or near the subject property that were collected as a normal part of the Phase I ESA process, such as governmental database records, review of governmental files, historical data sources, etc. No additional data was collected specifically for the purpose of the VES. In order to identify potential sites of concern within the approximate minimum search distance, PSI reviewed Sanborn Maps, governmental database records, regulatory agency files, aerial photographs, and other information as available and appropriate.

VES Standard Guide prescribes a two- tier approach for screening of sites for potential vapor encroachment. In Tier I, potential sites of concern within the search radii are identified and the environmental professional must determine whether a VEC exists or not based on the information that is available within the context of the Phase I ESA data gathering. If the available information indicates that a VEC exists based on available information, the environmental professional, in consultation with the User, may conduct Tier II screening to further evaluate the potential risk. Under Tier II, the environmental professional would review available reports through the regulatory agency or other reasonably ascertainable sources to determine the status of assessment/remediation, size and migration pathways for any associated plumes, geologic conditions, and other geologic information. This information would be utilized to determine the distance between the plume and the target property boundary. For example, if the Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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distance from the edge of a plume in a downgradient position to the subject property boundary exceeds 100 feet for VOCs or petroleum free product, or 30 feet for dissolved petroleum hydrocarbons (PHCs), then the site may be screened out and a VEC does not exist. Functionally, where Tier II information is readily available during the normal course of conducting the Phase I ESA, PSI has combined the Tier I and Tier II steps herein. Where agency files are not readily available for nearby contaminated sites within the typical schedule for a Phase I ESA, then Tier II screening might be recommended as a separate step subsequent to the Phase I ESA. Where Tier II screening is recommended, the sites of concern where data is lacking are considered a VEC until further information is available and/or further screening is completed.

The VES Standard Guide requires the environmental professional to search for potential sites of concern within the following databases and search distances, where groundwater flow is not known and/or preferential pathways for groundwater or vapor flow may exist:

Standard Environmental Records
Sources
Minimum Search Distance
(miles) - VOCs, excluding
PHCs
Minimum Search
Distance (miles) -
PHCs
State and tribal HWS lists 1/3 1/10
State or tribal-equivalent NPL 1/3 1/10
State or tribal-equivalent CERCLIS list 1/3 1/10
State or tribal landfill or solid waste site list 1/3 1/10 State or tribal leaking storage tank lists 1/3 1/10
State and tribal registered tank lists Subject property only Subject property only State and tribal IC/EC registries Subject property only Subject property only State and tribal voluntary cleanup site lists 1/3 1/10
State and tribal brownfield sites list 1/3 1/10
Federal NPL site list 1/3 1/10
Federal CERCLIS list 1/3 1/10
Federal RCRA CORRACTS list 1/3 1/10
Federal RCRA non-CORRACTS TSD List 1/3 1/10
Federal RCRA Generators List Subject property only Subject property only Federal IC/EC registries Subject property only Subject property only Federal ERNS list Subject property only Subject property only

The default search distances may be expanded or reduced in the upgradient, downgradient, or cross- gradient directions by the environmental professional based on experience in the local area and applying professional judgment to factors such as where a well-defined regional groundwater flow direction is identified, or whether other geologic features such as low permeability soils or hydrogeologic boundaries Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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such as rivers or streams exist which would tend to limit the potential for migration of groundwater or vapors in a particular direction.

8.2 VES RESULTS
PSI did not identify a site of concern within the VES search radii; and concludes that a VEC does not exists on the subject property.

8.3 VES LIMITATIONS
The VES process is not intended to be an exhaustive screening and cannot wholly eliminate uncertainty regarding the presence of VECs in connection with the subject property. Screening is intended to reduce, but not eliminate uncertainty regarding whether or not a VEC exists in connection with the subject property.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

www.intertek.com/building

9 CONTRACT INFORMATION

9.1 STANDARD OF CARE AND WARRANTIES
Our services were not intended to be technically exhaustive. There is a possibility that with the proper application of methodologies, conditions may exist on the property that could not be identified within the scope of the assessment(s) or that were not reasonably identifiable from the available information.

No ESA can wholly eliminate uncertainty regarding the potential for RECs in connection with the property. The ESA was intended to reduce, but not eliminate uncertainty regarding the potential for RECs in connection with a property.

Our report is based on commonly known and reasonably ascertainable information, including limited, ground-level visual inspection of the property except where otherwise explicitly indicated, in general conformance with ASTM E 1527-13. Findings and conclusions derived from the methodologies described in the Practice contain all of the inherent limitations in the methodologies that are referred to in the Practice.

PSI has assumed that factual information provided to us by the Client, or obtained from governmental and historical research firm, the public domain, interviews, and other sources is accurate and unbiased.

PSI assumes no liability for the accuracy of data provided to us by others.

PSI did not perform any exploratory probing or discovery, perform tests, operate any specific equipment, or take measurements or samples to perform the ESA scope. The ESA was not a building code, safety, regulatory or environmental compliance inspection. The ESA is not intended to reduce the risk of the presence of mold and physical deficiencies conducive to mold nor the risk that mold or physical deficiencies conducive to mold may pose to the buildings and building occupants.

The methodologies include reviewing information provided by other sources. PSI treats information obtained from the record reviews and interviews concerning the property as reliable and the ASTM protocol does not require PSI to independently verify the information. Therefore, PSI cannot and does not warrant or guarantee that the information provided by these other sources is accurate or complete.

PSI has performed the services in a manner consistent with that level of care and skill ordinarily exercised by other members of our profession currently practicing in the same locality and under similar conditions, within the limitations of ASTM E 1527-13 standard, and the All Appropriate Inquiries Rule established by the U.S. Environmental Protection Agency (40 C.F.R. Part 312). No other warranties are implied or expressed.

The observations and recommendations presented in this report are time dependent, and conditions will change. This report speaks only as of its date.

9.2 RELIANCE
Charities Housing, the County of Santa Clara, the City of San Jose, LISC, Housing Trust SV, and Destination:

Home may rely on this report.

Phase I ESA – Charities Housing, Santa Clara, CA
PSI Project Number 0575-1902
September 3, 2021

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9.3 USE BY OTHER PARTIES
This report was prepared pursuant to a contract between PSI and its client. That contractual relationship included an exchange of information about the property that was unique and serves as the basis upon which this report was prepared. Because of the importance of these understandings, our assessment may not be sufficient for the intended purposes of another party.

Reliance or any use of this report by anyone other than those parties identified above for which it was prepared, except with express written permission, is prohibited and therefore not foreseeable to PSI. Any unauthorized reliance on or use of this report, including any of the information or conclusions contained herein, will be at the third party's risk. No warranties or representations expressed or implied in this report are made to any such third party.

Third party reliance letters may be issued:

• upon timely request;
• subject to the permission by our original client; and • payment of the then-current fee for such letters.

All third parties relying on our report, by such reliance, agree that such reliance is limited by our proposal and/or General Conditions, as applicable.

FIGURES
Not to Scale
REFERENCE:

U.S.G.S. SAN JOSE WEST, 2012 tntertek p
Total Quality. Assured.
•
Project Name:

Vacant Building
1601 Civic Center Drive, Santa Clara, California 95050
Title:

SITE VICINITY MAP
4703 Tidewater Avenue, Suite B
Oakland, California 94601
(510) 434-9200
Drown By: Date:

M.G. 9/21
Approved By: Project No.:

File No.:
1902-001
K.I. 575-1902
Figure No.:
1 - ---~ I
I
Not to Scale
~ ·c: a
I...

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-C:

Cl)
(_)
-~
<3
LEGEND
SFRs
en a:::

LL
(/)
"t:'.
::3
8 C:
0 -~
Office
Building
Parking
- • - - • - - SUBJECT PROPERTY BOUDNDARY
SFR SINGLE-FAMIL y RESIDENCE
en a:::

LL
(/)
I
I
I
I
I ID
I
Santa
Clara
United
Methodist
Church
'D P-·--·--·--·, I Parking \
i----- \
I .

I
I .

Vacant
Building
, ..__ ___ ____,J
Parking
L---·--·--·--·-
Civic Center Drive
Parking
Bank of
the West
Best
Western Inn
Santa Clara
I
I
I
I
I
I
I
I
I
I
I
I
I
City
Hall
City
Hall
Parking
Civic Center Dr.

Civic Center
Park
intertek psi
4703 Tidewater Avenue, Suite B
Oakland, California 94601
(510) 434-9200 Total Quality. Assured.

Project Name:

Vacant Building
1601 Civic Center Drive , Santa Clara, California 95050 Title:

SITE PLAN
Drown By: Date:

M.G. 9/21
Approved By: Project No.:

FIie No.:
1902-001
K.I. 575-1902
Figure No.:
2 PHOTOGRAPHS

PHOTOGRAPHIC LOG
1601 Civic Center Drive, Santa Clara, California

Photo 1: View looking northwest at the subject property.

Photo 2: View looking northwest at the subject property.

Photo 3: View looking west at the subject property.

Photo 4: View looking at the EBUG at the subject property.

Photo 5: View looking at the interior of the subject property.

Photo 6: View looking at the interior of the subject property.

Photo 7: View looking the interior of the subject property.

Photo 8: View looking the interior of the subject property.

Photo 9: View looking northwest at the adjacent property to the north.

Photo 10: View looking southwest at the adjacent property to the south.

Photo 11: View looking west at the adjacent property to the west.

Photo 12: View looking east at the adjacent property to the east.

ENVIRONMENTAL DATABASE REPORT
Project Property: Office Building
1601 Civic Center Drive
Santa Clara CA 95050
Project No: 575-1902
Report Type: Database Report
Order No: 21082700544
Requested by: Intertek PSI
Date Completed: August 30, 2021
2 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 h-Table of Contents
Notice: IMPORTANT LIMITATIONS and YOUR LIABILITY
Reliance on information in Report: This report DOES NOT replace a full Phase I Environmental Site Assessment but is solely intended to be used as database review of environmental records.

License for use of information in Report: No page of this report can be used without this cover page, this notice and the project property identifier.

The information in Report(s) may not be modified or re-sold.

Your Liability for misuse: Using this Service and/or its reports in a manner contrary to this Notice or your agreement will be in breach of copyright and contract and ERIS may obtain damages for such mis-use, including damages caused to third parties, and gives ERIS the right to terminate your account, rescind your license to any previous reports and to bar you from future use of the Service.

No warranty of Accuracy or Liability for ERIS: The information contained in this report has been produced by ERIS Information Inc. ("ERIS") using various sources of information, including information provided by Federal and State government departments. The report applies only to the address and up to the date specified on the cover of this report, and any alterations or deviation from this description will require a new report. This report and the data contained herein does not purport to be and does not constitute a guarantee of the accuracy of the information contained herein and does not constitute a legal opinion nor medical advice. Although ERIS has endeavored to present you with information that is accurate, ERIS disclaims, any and all liability for any errors, omissions, or inaccuracies in such information and data, whether attributable to inadvertence, negligence or otherwise, and for any consequences arising therefrom. Liability on the part of ERIS is limited to the monetary value paid for this report.

Trademark and Copyright: You may not use the ERIS trademarks or attribute any work to ERIS other than as outlined above. This Service and Report (s) are protected by copyright owned by ERIS Information Inc. Copyright in data used in the Service or Report(s) (the "Data") is owned by ERIS or its licensors. The Service, Report(s) and Data may not be copied or reproduced in whole or in any substantial part without prior written consent of ERIS.

Table of Contents
Table of Contents...........................................................................................2 Executive Summary........................................................................................3 Executive Summary: Report Summary.......................................................................................................................4 Executive Summary: Site Report Summary - Project Property...................................................................................9 Executive Summary: Site Report Summary - Surrounding Properties......................................................................10 Executive Summary: Summary by Data Source.......................................................................................................24 Map...............................................................................................................43 Aerial.............................................................................................................46 Topographic Map..........................................................................................47 Detail Report.................................................................................................48 Unplottable Summary.................................................................................570 Unplottable Report......................................................................................572 Appendix: Database Descriptions...............................................................598 Definitions...................................................................................................613 3 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 h-Executive Summary
Property Information:

Project Property: Office Building
1601 Civic Center Drive Santa Clara CA 95050
Project No: 575-1902
Coordinates:

Latitude: 37.3538444
Longitude: -121.95601019
UTM Northing: 4,134,637.77
UTM Easting: 592,459.26
UTM Zone: UTM Zone 10S
Elevation: 76 FT
Order Information:

Order No: 21082700544
Date Requested: August 27, 2021
Requested by: Intertek PSI
Report Type: Database Report
Historicals/Products:

Aerial Photographs Historical Aerials (Boundaries)
City Directory Search CD - 2 Street Search
ERIS Xplorer ERIS Xplorer
Excel Add-On Excel Add-On
Fire Insurance Maps US Fire Insurance Maps
Physical Setting Report (PSR) Physical Setting Report (PSR) Topographic Map Topographic Maps
Vapor Screening Tool Vapor Screening Tool
Executive Summary
4 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 h-Executive Summary: Report Summary
Database Searched Search
Radius
Project
Property
Within

0.12mi

0.125mi
to 0.25mi

0.25mi to

0.50mi

0.50mi to

1.00mi
Total
Standard Environmental Records
Federal
rr-DOE FUSRAP-aa Y 1 0 0 0 0 0 0

rr-NPL-aa Y 1 0 0 0 0 0 0

rr-PROPOSED NPL-aa Y 1 0 0 0 0 0 0

rr-DELETED NPL-aa Y 0.5 0 0 0 0 - 0

rr-SEMS-aa Y 0.5 0 0 0 0 - 0

rr-SEMS ARCHIVE-aa Y 0.5 0 0 0 0 - 0

rr-ODI-aa Y 0.5 0 0 0 0 - 0

rr-CERCLIS-aa Y 0.5 0 0 0 0 - 0

rr-IODI-aa Y 0.5 0 0 0 0 - 0

rr-CERCLIS NFRAP-aa Y 0.5 0 0 0 0 - 0

rr-CERCLIS LIENS-aa Y PO 0 - - - - 0

rr-RCRA CORRACTS-aa Y 1 0 0 0 0 1 1

rr-RCRA TSD-aa Y 0.5 0 0 1 5 - 6

rr-RCRA LQG-aa Y 0.125 0 0 - - - 0

rr-RCRA SQG-aa Y 0.125 0 0 - - - 0

rr-RCRA VSQG-aa Y 0.125 0 0 - - - 0

rr-RCRA NON GEN-aa Y 0.125 0 10 - - - 10

rr-FED ENG-aa Y PO 0 - - - - 0

rr-FED INST-aa Y PO 0 - - - - 0

rr-LUCIS-aa Y 0.5 0 0 0 0 - 0

rr-ERNS 1982 TO 1986-aa Y PO 0 - - - - 0

rr-ERNS 1987 TO 1989-aa Y PO 0 - - - - 0

rr-ERNS-aa Y PO 0 - - - - 0

rr-FED BROWNFIELDS-aa Y 0.5 0 0 0 0 - 0

rr-FEMA UST-aa Y 0.25 0 0 0 - - 0

rr-FRP-aa Y 0.25 0 0 0 - - 0

rr-HIST GAS STATIONS-aa Y 0.25 0 0 0 - - 0

DOE FUSRAP
NPL

PROPOSED NPL

DELETED NPL
SEMS

SEMS ARCHIVE
ODI

CERCLIS
IODI

CERCLIS NFRAP

CERCLIS LIENS

RCRA CORRACTS

RCRA TSD

RCRA LQG

RCRA SQG

RCRA VSQG

RCRA NON GEN

FED ENG

FED INST
LUCIS
ERNS 1982 TO 1986
ERNS 1987 TO 1989
ERNS

FED BROWNFIELDS

FEMA UST
FRP

HIST GAS STATIONS
Executive Summary: Report Summary
5 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Database Searched Search
Radius
Project
Property
Within

0.12mi

0.125mi
to 0.25mi

0.25mi to

0.50mi

0.50mi to

1.00mi
Total

rr-REFN-aa Y 0.25 0 0 0 - - 0

rr-BULK TERMINAL-aa Y 0.25 0 0 0 - - 0

rr-SEMS LIEN-aa Y PO 0 - - - - 0

rr-SUPERFUND ROD-aa Y 1 0 0 0 0 0 0

State
rr-RESPONSE-aa Y 1 0 0 0 0 0 0

rr-ENVIROSTOR-aa Y 1 0 1 1 0 20 22

rr-DELISTED ENVS-aa Y 1 0 0 0 0 0 0

rr-SWF/LF-aa Y 0.5 0 0 0 0 - 0

rr-SWRCB SWF-aa Y 0.5 0 0 0 0 - 0

rr-HWP-aa Y 1 0 0 0 0 1 1

rr-SWAT-aa Y 0.5 0 0 0 0 - 0

rr-C&D DEBRIS RECY-aa Y 0.5 0 0 1 0 - 1

rr-RECYCLING-aa Y 0.5 0 0 0 1 - 1

rr-PROCESSORS-aa Y 0.5 0 0 0 0 - 0

rr-CONTAINER RECY-aa Y 0.5 0 0 0 0 - 0

rr-LDS-aa Y 0.5 0 0 0 0 - 0

rr-LUST-aa Y 0.5 0 4 13 9 - 26

rr-DELISTED LST-aa Y 0.5 0 0 0 0 - 0

rr-UST-aa Y 0.125 0 0 - - - 0

rr-UST CLOSURE-aa Y 0.125 0 0 - - - 0

rr-HHSS-aa Y 0.25 0 1 5 - - 6

rr-UST SWEEPS-aa Y 0.25 0 2 11 - - 13

rr-AST-aa Y 0.25 0 0 0 - - 0

rr-AST SWRCB-aa Y 0.25 0 0 0 - - 0

rr-TANK OIL GAS-aa Y 0.25 0 0 0 - - 0

rr-DELISTED TNK-aa Y 0.25 0 0 1 - - 1

rr-CERS TANK-aa Y 0.25 0 0 2 - - 2

rr-DELISTED CTNK-aa Y 0.25 0 1 0 - - 1

rr-HIST TANK-aa Y 0.25 0 1 8 - - 9

rr-LUR-aa Y PO 0 - - - - 0

rr-CALSITES-aa Y 0.5 0 0 0 0 - 0

rr-HLUR-aa Y PO 0 - - - - 0

rr-DEED-aa Y PO 0 - - - - 0

REFN

BULK TERMINAL

SEMS LIEN

SUPERFUND ROD

RESPONSE

ENVIROSTOR

DELISTED ENVS
SWF/LF

SWRCB SWF
HWP
SWAT

C&D DEBRIS RECY

RECYCLING

PROCESSORS

CONTAINER RECY
LDS
LUST

DELISTED LST
UST

UST CLOSURE
HHSS

UST SWEEPS
AST

AST SWRCB

TANK OIL GAS

DELISTED TNK

CERS TANK

DELISTED CTNK

HIST TANK
LUR

CALSITES
HLUR
DEED
6 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Database Searched Search
Radius
Project
Property
Within

0.12mi

0.125mi
to 0.25mi

0.25mi to

0.50mi

0.50mi to

1.00mi
Total

rr-VCP-aa Y 0.5 0 0 1 0 - 1

rr-CLEANUP SITES-aa Y 0.5 0 2 3 2 - 7

rr-DELISTED COUNTY-aa Y 0.25 0 0 0 - - 0

Tribal
rr-INDIAN LUST-aa Y 0.5 0 0 0 0 - 0

rr-INDIAN UST-aa Y 0.125 0 0 - - - 0

rr-DELISTED ILST-aa Y 0.5 0 0 0 0 - 0

rr-DELISTED IUST-aa Y 0.25 0 0 0 - - 0

County

rr-HSOL SANTACLARA-aa Y 0.5 0 0 0 0 - 0

rr-LOP SANTACLARA-aa Y 0.5 0 3 10 10 - 23

rr-UST SANTACLARA-aa Y 0.25 0 0 0 - - 0

rr-CUPA SANTACLARA-aa Y 0.25 0 4 8 - - 12

rr-HAZ SANJOSE-aa Y 0.25 0 0 0 - - 0

rr-CUPA GILROY-aa Y 0.25 0 0 0 - - 0

rr-CUPA SUNNYVALE-aa Y 0.25 0 0 0 - - 0

Additional Environmental Records
Federal
rr-PFAS NPL-aa Y 0.5 0 0 0 0 - 0

rr-FINDS/FRS-aa Y PO 2 1 - - - 3

rr-TRIS-aa Y PO 0 - - - - 0

rr-PFAS TRI-aa Y 0.5 0 0 0 0 - 0

rr-PFAS WATER-aa Y 0.5 0 0 0 0 - 0

rr-HMIRS-aa Y 0.125 0 0 - - - 0

rr-NCDL-aa Y 0.125 0 0 - - - 0

rr-TSCA-aa Y 0.125 0 0 - - - 0

rr-HIST TSCA-aa Y 0.125 0 0 - - - 0

rr-FTTS ADMIN-aa Y PO 0 - - - - 0

rr-FTTS INSP-aa Y PO 0 - - - - 0

rr-PRP-aa Y PO 0 - - - - 0

rr-SCRD DRYCLEANER-aa Y 0.5 0 0 0 0 - 0

rr-ICIS-aa Y PO 0 - - - - 0

rr-FED DRYCLEANERS-aa Y 0.25 0 0 0 - - 0

rr-DELISTED FED DRY-aa Y 0.25 0 0 0 - - 0

VCP

CLEANUP SITES

DELISTED COUNTY

INDIAN LUST

INDIAN UST

DELISTED ILST

DELISTED IUST

HSOL SANTACLARA

LOP SANTACLARA

UST SANTACLARA

CUPA SANTACLARA

HAZ SANJOSE

CUPA GILROY

CUPA SUNNYVALE

PFAS NPL

FINDS/FRS
TRIS

PFAS TRI

PFAS WATER
HMIRS
NCDL
TSCA

HIST TSCA

FTTS ADMIN

FTTS INSP
PRP

SCRD DRYCLEANER
ICIS

FED DRYCLEANERS

DELISTED FED DRY
7 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Database Searched Search
Radius
Project
Property
Within

0.12mi

0.125mi
to 0.25mi

0.25mi to

0.50mi

0.50mi to

1.00mi
Total

rr-FUDS-aa Y 1 0 0 0 0 0 0

rr-FORMER NIKE-aa Y 1 0 0 0 0 0 0

rr-PIPELINE INCIDENT-aa Y PO 0 - - - - 0

rr-MLTS-aa Y PO 0 - - - - 0

rr-HIST MLTS-aa Y PO 0 - - - - 0

rr-MINES-aa Y 0.25 0 0 0 - - 0

rr-SMCRA-aa Y 1 0 0 0 0 0 0

rr-MRDS-aa Y 1 0 0 0 0 1 1

rr-URANIUM-aa Y 1 0 0 0 0 0 0

rr-ALT FUELS-aa Y 0.25 0 5 0 - - 5

rr-SSTS-aa Y 0.25 0 0 0 - - 0

rr-PCB-aa Y 0.5 0 0 0 0 - 0

State
rr-DRYCLEANERS-aa Y 0.25 0 0 0 - - 0

rr-DELISTED DRYCLEANERS-aa Y 0.25 0 0 0 - - 0

rr-DRYC GRANT-aa Y 0.25 0 0 0 - - 0

rr-PFAS-aa Y 0.5 0 0 0 0 - 0

rr-PFAS GW-aa Y 0.5 0 0 0 0 - 0

rr-HWSS CLEANUP-aa Y 0.5 0 0 0 0 - 0

rr-DTSC HWF-aa Y 0.5 0 0 0 0 - 0

rr-INSP COMP ENF-aa Y 1 0 0 0 0 1 1

rr-SCH-aa Y 1 0 0 0 0 0 0

rr-CHMIRS-aa Y PO 0 - - - - 0

rr-HIST CHMIRS-aa Y PO 0 - - - - 0

rr-HAZNET-aa Y PO 0 1 - - - 1

rr-HIST MANIFEST-aa Y PO 0 - - - - 0

rr-HW TRANSPORT-aa Y 0.125 0 0 - - - 0

rr-WASTE TIRE-aa Y PO 0 - - - - 0

rr-MEDICAL WASTE-aa Y 0.25 0 0 0 - - 0

rr-HIST CORTESE-aa Y 0.5 0 0 0 0 - 0

rr-CDO/CAO-aa Y 0.5 0 0 0 0 - 0

rr-CERS HAZ-aa Y 0.125 0 6 - - - 6

rr-DELISTED HAZ-aa Y 0.5 0 2 3 1 - 6

rr-GEOTRACKER-aa Y 0.125 0 0 - - - 0

rr-MINE-aa Y 1 0 0 0 0 0 0

FUDS

FORMER NIKE

PIPELINE INCIDENT
MLTS

HIST MLTS
MINES
SMCRA
MRDS

URANIUM

ALT FUELS
SSTS
PCB

DRYCLEANERS

DELISTED DRYCLEANERS

DRYC GRANT
PFAS

PFAS GW

HWSS CLEANUP

DTSC HWF

INSP COMP ENF
SCH
CHMIRS

HIST CHMIRS
HAZNET

HIST MANIFEST

HW TRANSPORT

WASTE TIRE

MEDICAL WASTE

HIST CORTESE

CDO/CAO

CERS HAZ

DELISTED HAZ

GEOTRACKER
MINE
8 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Database Searched Search
Radius
Project
Property
Within

0.12mi

0.125mi
to 0.25mi

0.25mi to

0.50mi

0.50mi to

1.00mi
Total

rr-LIEN-aa Y PO 0 - - - - 0

rr-WASTE DISCHG-aa Y 0.25 0 0 0 - - 0

rr-EMISSIONS-aa Y 0.25 2 0 14 - - 16

rr-CDL-aa Y 0.125 0 0 - - - 0

Tribal No Tribal additional environmental record sources available for this State.

County No County additional environmental databases were selected to be included in the search.

Total: 4 44 82 28 24 182
* PO – Property Only
* 'Property and adjoining properties' database search radii are set at 0.25 miles.

LIEN

WASTE DISCHG

EMISSIONS
CDL
9 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 h-Executive Summary: Site Report Summary - Project Property Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
1d
dd-FINDS/FRS-816548756-aa
OWEN PROPERTIES 1601 CIVIC CENTER DRIVE
SANTA CLARA CA 95050
SSW 0.00 / 0.00 1
p1p-48-816548756-x1x
Registry ID: 110054209717
m1d
dd-FINDS/FRS-816549559-aa
OLD MISSION CENTER 1601 CIVIC CENTER DR
#202
SANTA CLARA CA 95050
SSW 0.00 / 0.00 1
p1p-48-816549559-x1x
Registry ID: 110055769173
m1d
dd-EMISSIONS-861182773-aa
OWEN PROPERTIES 1601 CIVIC CENTER DRIVE
SANTA CLARA CA 95050
SSW 0.00 / 0.00 1
p1p-49-861182773-x1x
m1d
dd-EMISSIONS-884303026-aa

K&K OUTDOOR

ADVERTISING LLC
1601 CIVIC CENTER DRIVE
SANTA CLARA CA 95050
SSW 0.00
/ 0.00 1
p1p-53-884303026-x1x
48 48
49 53
1 1
1 1

FINDS/FRS

FINDS/FRS

EMISSIONS

EMISSIONS
Executive Summary: Site Report Summary - Project Property 10 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 h-Executive Summary: Site Report Summary - Surrounding Properties Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
2d
dd-HAZNET-826889849-aa

CITY OF SANTA CLARA -

COURTHOUSE
1675 LINCOLN AVE

SANTA CLARA CA
950500000
NE 0.02 / 85.99 -4
p1p-54-826889849-x1x
m2d
dd-FINDS/FRS-840070933-aa
CITY OF SANTA CLARA 1675 LINCOLN ST
SANTA CLARA CA 95050
NE 0.02 / 85.99 -4
p1p-55-840070933-x1x
Registry ID: 110066194219
m2d
dd-DELISTED HAZ-859598969-aa
City of Santa Clara 1675 LINCOLN ST.

SANTA CLARA CA 95050
NE 0.02 / 85.99 -4
p1p-56-859598969-x1x
m2d
dd-DELISTED CTNK-876246488-aa
City of Santa Clara 1675 LINCOLN ST.

SANTA CLARA CA 95050
NE 0.02 / 85.99 -4
p1p-56-876246488-x1x
m3d
dd-ENVIROSTOR-820297803-aa

APPLIED MATERIALS,
INC., CORONADO
3111 CORONADO DRIVE
#15, MS1501
SANTA CLARA CA 95054
ENE 0.02 /
113.41
-3
p1p-56-820297803-x1x
Estor/EPA ID | Cleanup Status: 71003346 | INACTIVE - NEEDS EVALUATION AS OF m4d
dd-LOP SANTACLARA-820143008-aa
Santa Clara Police Station 1541 Civic Center Dr Santa
Clara
CA
ESE 0.03 /
140.55
-3
p1p-57-820143008-x1x
SCVWD ID | Closure Date: 07S1W03G05f | 4/23/2004
m4d
dd-LUST-820201344-aa

SANTA CLARA POLICE

STATION
1541 CIVIC CENTER DR
SANTA CLARA CA 95050
ESE 0.03 /
140.55
-3
p1p-57-820201344-x1x
Global ID | Status | Status Date: T0608501198 | COMPLETED - CASE CLOSED | 4/23/2004 m4d
dd-HHSS-822954898-aa
POLICE DEPT 1541 CIVIC CENTER DRIVE
SANTA CLARA CA 95050
ESE 0.03 /
140.55
-3
p1p-60-822954898-x1x
m4d
dd-HIST TANK-865034511-aa
POLICE DEPT 1541 CIVIC CENTER DRIVE

SANTA CLARA CA
ESE 0.03 /
140.55
-3
p1p-61-865034511-x1x
m4d
dd-UST SWEEPS-888173364-aa

SANTA CLARA POLICE

DEPARTMENT
1541 CIVIC CENTER DRIVE

SANTA CLARA CA
ESE 0.03 /
140.55
-3
p1p-61-888173364-x1x
C C | Status: A43-010-91152 | ACTIVE
Tank ID: 000002, 000003, 000001
m5d
dd-RCRA NON GEN-890048251-aa
DESPINA SAHOURIA 1700 CIVIC CENTER

BOULEVARD
SANTA CLARA CA 95050
WNW 0.06 /
294.69
-2
p1p-62-890048251-x1x
EPA Handler ID: CAC003094570
m6d
dd-RCRA NON GEN-890058204-aa
DESPINA SAHOURIA 1700 CIVIC CENTER DR
SANTA CLARA CA 95050
NW 0.06 /
342.81
-2
p1p-63-890058204-x1x
EPA Handler ID: CAC003095446
54 55
56 56
56 57
57 60
61 61
62 63
2 2
2 2
3 4
4 4
4 4
5 6
HAZNET

FINDS/FRS

DELISTED
HAZ

DELISTED
CTNK

ENVIROSTOR
LOP

SANTACLARA
LUST
HHSS
HIST
TANK
UST
SWEEPS
RCRA

NON GEN
RCRA

NON GEN
Executive Summary: Site Report Summary - Surrounding Properties 11 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
7d
dd-CERS HAZ-859605878-aa
Sherwin-Williams #8686 1717 EL CAMINO REAL
SANTA CLARA CA 95050
S 0.07 /
389.93
2 p1p-64-859605878-x1x
m7d
dd-RCRA NON GEN-873948996-aa

SHERWIN WILLIAMS
#8686
1717 EL CAMINO REAL
SANTA CLARA CA 95050
S 0.07 /
389.93
2 p1p-65-873948996-x1x
EPA Handler ID: CAL000391786
m8d
dd-LOP SANTACLARA-820144297-aa
Jones' Automotive Shop
(Site1)
1702 El Camino Real Santa
Clara
CA
S 0.09 /
457.32
2 p1p-66-820144297-x1x
SCVWD ID | Closure Date: 07S1W03K02f | 6/10/2003
m8d
dd-LUST-820198907-aa

JONES' AUTOMOTIVE
SHOP (SITE1)
1702 EL CAMINO REAL
SANTA CLARA CA 95050
S 0.09 /
457.32
2 p1p-67-820198907-x1x
Global ID | Status | Status Date: T0608500640 | COMPLETED - CASE CLOSED | 6/10/2003 m9d
dd-RCRA NON GEN-810343997-aa
ACC U TUNE & BRAKE 1805 EL CAMINO REAL
SANTA CLARA CA 95051
SW 0.09 /
467.31
2 p1p-76-810343997-x1x
EPA Handler ID: CAD982483554
m9d
dd-CERS HAZ-859590753-aa
Bassi Corp (DBA)
Precision Tune Auto Care
1805 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.09 /
467.31
2 p1p-77-859590753-x1x
m9d
dd-CUPA SANTACLARA-867091258-aa

ACC-U-TUNE & BRAKE
OF SC
1805 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.09 /
467.31
2 p1p-78-867091258-x1x
m9d
dd-RCRA NON GEN-873993099-aa

BASSI CORP DBA

PRECISION TUNE AUTO
CARE
1805 EL CAMINO REAL
SANTA CLARA CA 95050-
0000
SW 0.09 /
467.31
2 p1p-78-873993099-x1x
EPA Handler ID: CAL000284203
m10d
dd-CERS HAZ-859602355-aa
Bruno's Automotive 1815 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.09 /
472.17
2 p1p-79-859602355-x1x
m10d
dd-CUPA SANTACLARA-867093132-aa

BRUNO'S AUTO & BRAKE

SERVICE
1815 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.09 /
472.17
2 p1p-82-867093132-x1x
m11d
dd-CERS HAZ-859596660-aa
King Auto Center 1817 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.09 /
474.32
2 p1p-82-859596660-x1x
m12d
dd-CERS HAZ-859593409-aa
AJ's Auto Repair, Service
& Performance
1819 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.09 /
482.23
2 p1p-85-859593409-x1x
m13d
dd-LUST-820169330-aa

JACOBSEN TRAILER LOT
(SITE 2)
1610 EL CAMINO REAL
SANTA CLARA CA 95050
SE 0.09 /
486.40
1 p1p-87-820169330-x1x
Global ID | Status | Status Date: T0608500742 | COMPLETED - CASE CLOSED | 12/8/1997 64 65
66 67
76 77
78 78
79 82
82 85
87 7
7 8
8 9
9 9
9 10
10 11
12 13
CERS
HAZ
RCRA

NON GEN
LOP

SANTACLARA
LUST
RCRA

NON GEN
CERS
HAZ
CUPA

SANTACLARA
RCRA

NON GEN
CERS
HAZ
CUPA

SANTACLARA
CERS
HAZ
CERS
HAZ
LUST
12 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
14d
dd-LOP SANTACLARA-820143986-aa
Gangi Investments 1810 El Camino Real Santa
Clara
CA
SW 0.10 /
521.81
3 p1p-89-820143986-x1x
SCVWD ID | Closure Date: 07S1W03K01f | 09/08/2010
m14d
dd-LUST-820182043-aa
GANGI INVESTMENTS 1810 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.10 /
521.81
3 p1p-89-820182043-x1x
Global ID | Status | Status Date: T0608500662 | COMPLETED - CASE CLOSED | 9/8/2010 m14d
dd-DELISTED HAZ-859566798-aa
El Camino Auto Care 1810 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.10 /
521.81
3 p1p-116-859566798-x1x
m14d
dd-CUPA SANTACLARA-867091570-aa

JIMMY'S AUTO & BODY
SHOP
1810 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.10 /
521.81
3 p1p-116-867091570-x1x
m14d
dd-CUPA SANTACLARA-867092802-aa
JAY AUTO MASTER 1810 EL CAMINO REAL #1
SANTA CLARA CA 95050
SW 0.10 /
521.81
3 p1p-117-867092802-x1x
m15d
dd-CLEANUP SITES-866521622-aa
ANANTARA VILLAS 1850/1890 EL CAMINO REAL
SANTA CLARA CA 95050
SW 0.10 /
547.23
2 p1p-117-866521622-x1x
Status | Site Facility Type: COMPLETED - CASE CLOSED | CLEANUP PROGRAM SITE m15d
dd-RCRA NON GEN-884453027-aa
NEXGEN BUILDERS INC 1850 EL CAMINO RL
SANTA CLARA CA 95050
SW 0.10 /
547.23
2 p1p-121-884453027-x1x
EPA Handler ID: CAC003071062
m16d
dd-CLEANUP SITES-820152915-aa

CITY OF SANTA CLARA

CITY HALL
1500 WARBURTON AVENUE
SANTA CLARA CA 95050
NNE 0.12 /
608.00
-9
p1p-122-820152915-x1x
Status | Site Facility Type: COMPLETED - CASE CLOSED | CLEANUP PROGRAM SITE m16d
dd-CERS HAZ-859592326-aa
City of Santa Clara - City
Hall
1500 WARBURTON AVE
SANTA CLARA CA 95050
NNE 0.12 /
608.00
-9
p1p-129-859592326-x1x
m16d
dd-ALT FUELS-878631258-aa
City of Santa Clara 1500 Warburton Ave
Santa Clara CA 95050
NNE 0.12 /
608.00
-9
p1p-131-878631258-x1x
ID: 144132
m16d
dd-RCRA NON GEN-882461231-aa
CITY OF SANTA CLARA 1500 WARBURTON AVE
SANTA CLARA CA 95050
NNE 0.12 /
608.00
-9
p1p-132-882461231-x1x
EPA Handler ID: CAC003047705
m16d
dd-ALT FUELS-887243865-aa

SANTA CLARA CITY
HALL #1
1500 Warburton Ave
Santa Clara CA 95050
NNE 0.12 /
608.00
-9
p1p-133-887243865-x1x
ID: 167600
m16d
dd-UST SWEEPS-888174571-aa
CITY HALL 1500 WARBURTON AVENUE

SANTA CLARA CA
NNE 0.12 /
608.00
-9
p1p-133-888174571-x1x
C C | Status: A43-010-91158 | ACTIVE
Tank ID: 000001
89 89
116
116
117
117
121
122
129
131
132
133
133
14 14
14 14
14 15
15 16
16 16
16 16
16 LOP

SANTACLARA
LUST

DELISTED
HAZ
CUPA

SANTACLARA
CUPA

SANTACLARA

CLEANUP
SITES
RCRA

NON GEN

CLEANUP
SITES
CERS
HAZ
ALT
FUELS
RCRA

NON GEN
ALT
FUELS
UST
SWEEPS
13 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
16d
dd-ALT FUELS-892002624-aa

SANTA CLARA CITY
HALL #3
1500 Warburton Ave
Santa Clara CA 95050
NNE 0.12 /
608.00
-9
p1p-134-892002624-x1x
ID: 181563
m16d
dd-ALT FUELS-892003636-aa

SANTA CLARA CITY
HALL #2
1500 Warburton Ave
Santa Clara CA 95050
NNE 0.12 /
608.00
-9
p1p-134-892003636-x1x
ID: 181564
m16d
dd-ALT FUELS-892006002-aa

SANTA CLARA CITY
HALL #4
1500 Warburton Ave
Santa Clara CA 95050
NNE 0.12 /
608.00
-9
p1p-135-892006002-x1x
ID: 181565
m16d
dd-RCRA NON GEN-892145985-aa
CITY OF SANTA CLARA 1500 WARBURTON AVENUE
WATER DEPT.

SANTA CLARA CA 95050
NNE 0.12 /
608.00
-9
p1p-135-892145985-x1x
EPA Handler ID: CAC003103501
m16d
dd-RCRA NON GEN-892148039-aa
CITY OF SANTA CLARA 1500 WARBURTON AVE
SANTA CLARA CA 95050
NNE 0.12 /
608.00
-9
p1p-136-892148039-x1x
EPA Handler ID: CAC003098886
m16d
dd-RCRA NON GEN-892152835-aa
CITY OF SANTA CLARA 1500 WARBURTON AVE
SANTA CLARA CA 95050
NNE 0.12 /
608.00
-9
p1p-137-892152835-x1x
EPA Handler ID: CAC003100330
m17d
dd-LOP SANTACLARA-820144087-aa
Santa Clara Lumber 1650 Clay St Santa Clara
CA
SSE 0.13 /
696.61
1 p1p-138-820144087-x1x
SCVWD ID | Closure Date: 07S1W03J01f | 9/12/1996
m17d
dd-LUST-820200251-aa
SANTA CLARA LUMBER 1650 CLAY ST
SANTA CLARA CA 95050
SSE 0.13 /
696.61
1 p1p-139-820200251-x1x
Global ID | Status | Status Date: T0608501197 | COMPLETED - CASE CLOSED | 9/12/1996 m17d
dd-HHSS-822974812-aa

SANTA CLARA LUMBER

AND MILLWORK
1650 CLAY ST
SANTA CLARA CA 95050
SSE 0.13 /
696.61
1 p1p-141-822974812-x1x
m17d
dd-HIST TANK-865069091-aa

SANTA CLARA LUMBER
& MILLWORK
1650 CLAY ST.

SANTA CLARA CA
SSE 0.13 /
696.61
1 p1p-141-865069091-x1x
m18d
dd-LOP SANTACLARA-820143824-aa
Estate of Carmen Laherran 1499 Lincoln St Santa Clara
CA
SE 0.14 /
750.80
1 p1p-141-820143824-x1x
SCVWD ID | Closure Date: 07S1W03J02f | 02/24/2015
m18d
dd-LUST-820190541-aa

ESTATE OF CARMEN

LAHERRAN
1499 LINCOLN ST.

SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-141-820190541-x1x
Global ID | Status | Status Date: T0608500820 | COMPLETED - CASE CLOSED | 2/24/2015 m18d
dd-DELISTED HAZ-859575394-aa
International Auto Center 1499 LINCOLN ST
SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-182-859575394-x1x
134
134
135
135
136
137
138
139
141
141
141
141
182
16 16
16 16
16 16
17 17
17 17
18 18
18 ALT
FUELS
ALT
FUELS
ALT
FUELS
RCRA

NON GEN
RCRA

NON GEN
RCRA

NON GEN
LOP

SANTACLARA
LUST
HHSS
HIST
TANK
LOP

SANTACLARA
LUST

DELISTED
HAZ
14 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
18d
dd-EMISSIONS-861205391-aa

INTERNATIONAL AUTO
CENTER
1499 LINCOLN STREET
SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-182-861205391-x1x
m18d
dd-EMISSIONS-861211060-aa

INTERNATIONAL AUTO

CENTER, INC
1499 LINCOLN STREET
SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-184-861211060-x1x
m18d
dd-EMISSIONS-861242239-aa

LA HERRAN FAMILY

TRUST C/O ATC
1499 LINCOLN STREET
SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-185-861242239-x1x
m18d
dd-EMISSIONS-875703977-aa

INTERNATIONAL AUTO

CENTER, INC
1499 LINCOLN ST
SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-188-875703977-x1x
m18d
dd-EMISSIONS-884304276-aa

INTERNATIONAL AUTO

CENTER INC
1499 LINCOLN ST
SANTA CLARA CA 95050
SE 0.14 /
750.80
1 p1p-188-884304276-x1x
m19d
dd-LOP SANTACLARA-820144570-aa
Shell 1995 El Camino Real Santa
Clara
CA
WSW 0.14 /
758.04
3 p1p-189-820144570-x1x
SCVWD ID | Closure Date: 07S1W03G03f | 3/22/2002
m19d
dd-LUST-820184634-aa
SHELL 1995 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.14 /
758.04
3 p1p-189-820184634-x1x
Global ID | Status | Status Date: T0608501270 | COMPLETED - CASE CLOSED | 3/22/2002 m19d
dd-HHSS-822937400-aa
SANTA CLARA SHELL 1995 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.14 /
758.04
3 p1p-205-822937400-x1x
m19d
dd-HIST TANK-865067539-aa
SANTA CLARA SHELL 1995 EL CAMINO REAL

SANTA CLARA CA
WSW 0.14 /
758.04
3 p1p-205-865067539-x1x
m20d
dd-LOP SANTACLARA-820144086-aa
Santa Clara Car Wash 1483 El Camino Real Santa
Clara
CA
ESE 0.15 /
791.76
-2
p1p-205-820144086-x1x
SCVWD ID | Closure Date: 07S1W03H03f | 9/11/2000
m20d
dd-LUST-820177611-aa

SANTA CLARA CAR
WASH
1483 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.15 /
791.76
-2
p1p-205-820177611-x1x
Global ID | Status | Status Date: T0608501195 | COMPLETED - CASE CLOSED | 9/11/2000 m20d
dd-HIST TANK-865066408-aa

SANTA CLARA CAR
WASH
1483 EL CAMINO REAL

SANTA CLARA CA
ESE 0.15 /
791.76
-2
p1p-210-865066408-x1x
m20d
dd-UST SWEEPS-888180600-aa

SANTA CLARA CAR
WASH
1483 EL CAMINO REAL

SANTA CLARA CA
ESE 0.15 /
791.76
-2
p1p-210-888180600-x1x
C C | Status: A43-010-42307 | ACTIVE
Tank ID: 000002, 000001
182
184
185
188
188
189
189
205
205
205
205
210
210
18 18
18 18
18 19
19 19
19 20
20 20
20 EMISSIONS

EMISSIONS

EMISSIONS

EMISSIONS

EMISSIONS
LOP

SANTACLARA
LUST
HHSS
HIST
TANK
LOP

SANTACLARA
LUST
HIST
TANK
UST
SWEEPS
15 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
21d
dd-CLEANUP SITES-875372446-aa
1900 WARBURTON

RESIDENTIAL

DEVELOPMENT
1900 WARBURTON AVE.

SANTA CLARA CA 95050
NW 0.15 /
806.41
-5
p1p-211-875372446-x1x
Status | Site Facility Type: OPEN - VERIFICATION MONITORING | CLEANUP PROGRAM SITE m22d
dd-EMISSIONS-861186470-aa

ONE STOP COLLISION
CENTER
1486 JEFFERSON STREET
SANTA CLARA CA 95050
ESE 0.16 /
853.05
0 p1p-218-861186470-x1x
m22d
dd-EMISSIONS-861252207-aa

CHAMPION AUTO BODY
& REPAIR
1486 JEFFERSON STREET
SANTA CLARA CA 95050
ESE 0.16 /
853.05
0 p1p-219-861252207-x1x
m22d
dd-HIST TANK-865080768-aa
HANLEY H. MURRAY 1486 JEFFERSON ST.

SANTA CLARA CA
ESE 0.16 /
853.05
0 p1p-226-865080768-x1x
m22d
dd-CUPA SANTACLARA-867092120-aa
CHAMPION AUTO BODY 1486 JEFFERSON ST
SANTA CLARA CA 95050
ESE 0.16 /
853.05
0 p1p-226-867092120-x1x
m23d
dd-CUPA SANTACLARA-867093962-aa

CIVIC CENTER AUTO
HAUS
1463 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.16 /
859.26
-3
p1p-226-867093962-x1x
m24d
dd-CUPA SANTACLARA-867088556-aa

UNDERWRITERS

LABORATORIES INC
1655 SCOTT BL
SANTA CLARA CA 95050
W 0.16 /
869.06
-1
p1p-227-867088556-x1x
m25d
dd-LOP SANTACLARA-820144299-aa
Underwriters Lab.,Inc. 1655 Scott Blvd Santa Clara
CA
W 0.17 /
871.29
-1
p1p-227-820144299-x1x
SCVWD ID | Closure Date: 07S1W03G02f | 10/3/1995
m25d
dd-LUST-820200764-aa
UNDERWRITERS LAB.,
INC.
1655 SCOTT BLVD
SANTA CLARA CA 95050
W 0.17 /
871.29
-1
p1p-227-820200764-x1x
Global ID | Status | Status Date: T0608501472 | COMPLETED - CASE CLOSED | 10/3/1995 m25d
dd-VCP-820287334-aa

SHEA HOMES - SCOTT
BLVD. PROJECT
1655 SCOTT BOULEVARD
SANTA CLARA CA 95050
W 0.17 /
871.29
-1
p1p-229-820287334-x1x
Estor/EPA ID | Cleanup Status: 60000350 | NO FURTHER ACTION AS OF 8/25/2007 m25d
dd-EMISSIONS-861185489-aa

UNDERWRITERS

LABORATORIES, INC
1655 SCOTT BOULEVARD
SANTA CLARA CA 95050
W 0.17 /
871.29
-1
p1p-231-861185489-x1x
m25d
dd-ENVIROSTOR-866000560-aa

SHEA HOMES - SCOTT
BLVD. PROJECT
1655 SCOTT BOULEVARD
SANTA CLARA CA 95050
W 0.17 /
871.29
-1
p1p-236-866000560-x1x
Estor/EPA ID | Cleanup Status: 60000350 | NO FURTHER ACTION AS OF 8/25/2007 m26d
dd-DELISTED HAZ-859560754-aa

UP & DOWN TRUCK
CENTER
1443 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.17 /
918.13
-3
p1p-237-859560754-x1x
211
218
219
226
226
226
227
227
227
229
231
236
237
21 22
22 22
22 23
24 25
25 25
25 25
26 CLEANUP
SITES

EMISSIONS

EMISSIONS
HIST
TANK
CUPA

SANTACLARA
CUPA

SANTACLARA
CUPA

SANTACLARA
LOP

SANTACLARA
LUST
VCP

EMISSIONS

ENVIROSTOR

DELISTED
HAZ
16 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
27d
dd-CLEANUP SITES-867301692-aa

EL CAMINO

PROPERTIES MIXED

USE (CATALINA II)
1433-1493 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.18 /
925.75
-3
p1p-237-867301692-x1x
Status | Site Facility Type: OPEN - ASSESSMENT & INTERIM REMEDIAL ACTION | CLEANUP

PROGRAM SITE
m27d
dd-RCRA TSD-877603373-aa
SCS DEVELOPMENT CO. 1433 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.18 /
925.75
-3
p1p-245-877603373-x1x
EPA Handler ID: CAC003013532
m28d
dd-DELISTED TNK-820080940-aa
Capitol Petroleum 1995 WARBURTON AVENUE
Santa Clara CA 95050
WNW 0.18 /
938.78
-5
p1p-246-820080940-x1x
m28d
dd-LOP SANTACLARA-820144605-aa
Arco #2082 1995 Warburton Ave Santa
Clara
CA
WNW 0.18 /
938.78
-5
p1p-246-820144605-x1x
SCVWD ID | Closure Date: 07S1W03G04f | 12/22/2003
m28d
dd-LUST-820197500-aa
ARCO #2082 1995 WARBURTON AVE
SANTA CLARA CA 95050
WNW 0.18 /
938.78
-5
p1p-246-820197500-x1x
Global ID | Status | Status Date: T0608500166 | COMPLETED - CASE CLOSED | 12/22/2003 m28d
dd-HHSS-822985456-aa

PRESTIGE STATIONS
INC 767
1995 WARBURTON AVE
SANTA CLARA CA 95050
WNW 0.18 /
938.78
-5
p1p-262-822985456-x1x
m28d
dd-CERS TANK-859564891-aa
ARCO #02082 1995 WARBURTON AVE
SANTA CLARA CA 95050
WNW 0.18 /
938.78
-5
p1p-262-859564891-x1x
Site ID: 92946
m28d
dd-HIST TANK-865084348-aa

PRESTIGE STATIONS
INC #767
1995 WARBURTON AVE

SANTA CLARA CA
WNW 0.18 /
938.78
-5
p1p-273-865084348-x1x
m28d
dd-CUPA SANTACLARA-867094215-aa

WARBURTON SMOG
PROS
1995 WARBURTON AV
SANTA CLARA CA 95050
WNW 0.18 /
938.78
-5
p1p-274-867094215-x1x
m28d
dd-EMISSIONS-875705153-aa
ARCO FACILITY #02082 -

CAPITOL PETROLEUM
1995 WARBURTON AVE
SANTA CLARA CA 95050
WNW 0.18 /
938.78
-5
p1p-274-875705153-x1x
m28d
dd-UST SWEEPS-888180602-aa
ARCO FACILITY #2082 1995 WARBURTON AVENUE

SANTA CLARA CA
WNW 0.18 /
938.78
-5
p1p-275-888180602-x1x
C C | Status: A43-010-91128 | ACTIVE
Tank ID: 000004, 000001, 000003, 000002
m29d
dd-LUST-820199712-aa

PRIVATE RESIDENCE PRIVATE RESIDENCE
SANTA CLARA CA 95050
ESE 0.18 /
946.25
1 p1p-276-820199712-x1x
Global ID | Status | Status Date: T0608500686 | COMPLETED - CASE CLOSED | 3/4/1996 m30d
dd-LOP SANTACLARA-820142722-aa
Ferriera Residence (Site 3) 1456 El Camino Real Santa
Clara
CA
ESE 0.18 /
961.27
-2
p1p-279-820142722-x1x
SCVWD ID | Closure Date: 07S1W03J03f | 3/4/1996
237
245
246
246
246
262
262
273
274
274
275
276
279
27 27
28 28
28 28
28 28
28 28
28 29
30 CLEANUP
SITES
RCRA
TSD

DELISTED
TNK
LOP

SANTACLARA
LUST
HHSS
CERS
TANK
HIST
TANK
CUPA

SANTACLARA

EMISSIONS
UST
SWEEPS
LUST
LOP

SANTACLARA
17 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
31d
dd-CUPA SANTACLARA-867094798-aa
MB TRANSMISSIONS 1399 EL CAMINO REAL
SANTA CLARA CA 95050
E 0.19 /
985.60
-3
p1p-279-867094798-x1x
m32d
dd-LOP SANTACLARA-820143497-aa
Chevron #9-7116 1795 Scott Blvd Santa Clara
CA
WNW 0.19 /
988.39
-5
p1p-279-820143497-x1x
SCVWD ID | Closure Date: 07S1W03G01f | 5/16/2005
m32d
dd-LUST-820199095-aa
CHEVRON #9-7116 1795 SCOTT BLVD
SANTA CLARA CA 95050
WNW 0.19 /
988.39
-5
p1p-279-820199095-x1x
Global ID | Status | Status Date: T0608500356 | COMPLETED - CASE CLOSED | 5/16/2005 m32d
dd-HHSS-822985914-aa
97116 1795 SCOTT BLVD
SANTA CLARA CA 95050
WNW 0.19 /
988.39
-5
p1p-304-822985914-x1x
m32d
dd-HIST TANK-865043205-aa
97116 1795 SCOTT BLVD

SANTA CLARA CA
WNW 0.19 /
988.39
-5
p1p-304-865043205-x1x
m33d
dd-LOP SANTACLARA-820144497-aa
Kent's Auto Service (Site
4)
1430 El Camino Real Santa
Clara
CA
ESE 0.19 /
998.71
-3
p1p-304-820144497-x1x
SCVWD ID | Closure Date: 07S1W03H02f | 2/29/1996
m33d
dd-LUST-820172045-aa

KENT'S AUTO SERVICE
(SITE 4)
1430 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.19 /
998.71
-3
p1p-304-820172045-x1x
Global ID | Status | Status Date: T0608501633 | COMPLETED - CASE CLOSED | 2/29/1996 m33d
dd-HHSS-822978097-aa
RENTA AN OLDE INC 1430 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.19 /
998.71
-3
p1p-307-822978097-x1x
m33d
dd-HIST TANK-865066263-aa
RENTA AN OLDE' INC. 1430 EL CAMINO REAL

SANTA CLARA CA
ESE 0.19 /
998.71
-3
p1p-307-865066263-x1x
m34d
dd-C&D DEBRIS RECY-891195575-aa

O'REILLY AUTO PARTS
#2913
2027 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.20 /
1,035.26
3 p1p-307-891195575-x1x
m35d
dd-DELISTED HAZ-859599225-aa
Hiep Auto Pro, LLC 1389 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.21 /
1,095.21
-4
p1p-307-859599225-x1x
m35d
dd-EMISSIONS-861276268-aa

THE BUGGY HOUSE OF

SANTA CLARA
1389 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.21 /
1,095.21
-4
p1p-308-861276268-x1x
m35d
dd-CUPA SANTACLARA-867088724-aa
BUGGY HOUSE THE 1389 EL CAMINO REAL
SANTA CLARA CA 95050
ESE 0.21 /
1,095.21
-4
p1p-308-867088724-x1x
m36d
dd-LOP SANTACLARA-820144441-aa
BP Oil #11226 2000 El Camino Real Santa
Clara
WSW 0.21 /
1,109.40
3 p1p-309-820144441-x1x
279
279
279
304
304
304
304
307
307
307
307
308
308
309
31 32
32 32
32 33
33 33
33 34
35 35
35 36
CUPA

SANTACLARA
LOP

SANTACLARA
LUST
HHSS
HIST
TANK
LOP

SANTACLARA
LUST
HHSS
HIST
TANK
C&D

DEBRIS RECY

DELISTED
HAZ

EMISSIONS
CUPA

SANTACLARA
LOP

SANTACLARA
18 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
CA
SCVWD ID | Closure Date:
07S1W03L01f | 3/22/2002
m36d
dd-LUST-820177238-aa
BP OIL #11226 2000 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.21 /
1,109.40
3 p1p-309-820177238-x1x
Global ID | Status | Status Date: T0608500933 | COMPLETED - CASE CLOSED | 3/22/2002 m36d
dd-HIST TANK-865084711-aa

MOBIL SERVICE

STATION
2000 EL CAMINO REAL

SANTA CLARA CA
WSW 0.21 /
1,109.40
3 p1p-315-865084711-x1x
m36d
dd-CUPA SANTACLARA-867092567-aa

SANTA CLARA BP SELF
SERVE
2000 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.21 /
1,109.40
3 p1p-315-867092567-x1x
m36d
dd-UST SWEEPS-888204818-aa

BP OIL COMPANY, SITE
#11226
2000 EL CAMINO REAL

SANTA CLARA CA
WSW 0.21 /
1,109.40
3 p1p-316-888204818-x1x
C C | Status: A43-010-91132 | ACTIVE
Tank ID: 000003, 000002, 000001, 000004
m37d
dd-LUST-820172901-aa
UNOCAL #6897 2025 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.21 /
1,129.05
2 p1p-317-820172901-x1x
Global ID | Status | Status Date: T0608501506 | COMPLETED - CASE CLOSED | 6/27/2000 m37d
dd-EMISSIONS-884303480-aa

PERFORMANCE
PETROLEUM INC - 76
2025 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.21 /
1,129.05
2 p1p-322-884303480-x1x
m37d
dd-CERS TANK-885756119-aa
BW Jackson,Inc. 2025 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.21 /
1,129.05
2 p1p-323-885756119-x1x
Site ID: 568771
m37d
dd-UST SWEEPS-888166958-aa
UNOCAL SS #6897 2025 EL CAMINO REAL

SANTA CLARA CA
WSW 0.21 /
1,129.05
2 p1p-336-888166958-x1x
C C | Status: A43-010-91179 | ACTIVE
Tank ID: 000002, 000001
m37d
dd-UST SWEEPS-888199446-aa
UNION OIL SS #6897 2025 EL CAMINO REAL

SANTA CLARA CA
WSW 0.21 /
1,129.05
2 p1p-337-888199446-x1x
C C | Status: I43-010-30726 | INACTIVE
Tank ID: 000002, 000001, 000003
m38d
dd-CLEANUP SITES-867301719-aa

CATALINA

DEVELOPMENT
1375-1399 EL CAMINO REAL
SANTA CLARA CA 95050
E 0.22 /
1,156.41
-4
p1p-338-867301719-x1x
Status | Site Facility Type: OPEN - ASSESSMENT & INTERIM REMEDIAL ACTION | CLEANUP

PROGRAM SITE
m39d
dd-CUPA SANTACLARA-867090036-aa
MUSTANG RANCH 1375 EL CAMINO REAL
SANTA CLARA CA 95050
E 0.22 /
1,179.30
-4
p1p-344-867090036-x1x
m40d
dd-EMISSIONS-861177712-aa
TARGET STORE T2830 2004 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.23 /
1,234.55
2 p1p-344-861177712-x1x
309
315
315
316
317
322
323
336
337
338
344
344
36 36
36 36
37 37
37 37
37 38
39 40
LUST
HIST
TANK
CUPA

SANTACLARA
UST
SWEEPS
LUST

EMISSIONS
CERS
TANK
UST
SWEEPS
UST
SWEEPS

CLEANUP
SITES
CUPA

SANTACLARA

EMISSIONS
19 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
41d
dd-EMISSIONS-861230313-aa
MERVYN'S LLC 2010 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.24 /
1,280.78
2 p1p-346-861230313-x1x
m41d
dd-EMISSIONS-861243864-aa

TARGET CORPORATION
- MERVYN'S
2010 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.24 /
1,280.78
2 p1p-348-861243864-x1x
m42d
dd-LUST-820207595-aa
CITY OF SAN CARLOS 1325 EL CAMINO REAL
SAN CARLOS CA 94070
E 0.24 /
1,280.90
-4
p1p-349-820207595-x1x
Global ID | Status | Status Date: T0608100995 | COMPLETED - CASE CLOSED | 4/28/2000 m42d
dd-UST SWEEPS-888140821-aa
INSTA-LUBE 1325 EL CAMINO REAL

SAN CARLOS CA
E 0.24 /
1,280.90
-4
p1p-351-888140821-x1x
C C | Status: A41-000-2523 | ACTIVE
Tank ID: 000001
m42d
dd-UST SWEEPS-888142273-aa

BRITTAN/ HOWARD

GRADE SEPARATION
PROJ.
1325 EL CAMINO REAL

SAN CARLOS CA
E 0.24 /
1,280.90
-4
p1p-351-888142273-x1x
C C | Status: I41-000-770068 | INACTIVE
Tank ID: 000001
m42d
dd-UST SWEEPS-888143318-aa

BRITTAN/HOWARD

GRADE SEPARATION
PROJ
1325 EL CAMINO REAL

SAN CARLOS CA
E 0.24 /
1,280.90
-4
p1p-351-888143318-x1x
C C | Status: A41-000-770068 | ACTIVE
m42d
dd-UST SWEEPS-888183655-aa
INSTA-LUBE 1325 EL CAMINO REAL

SAN CARLOS CA
E 0.24 /
1,280.90
-4
p1p-352-888183655-x1x
C C | Status: A41-020-2523 | ACTIVE
Tank ID: 000001
m43d
dd-LUST-820191378-aa

SAN CARLOS AUTO

REPAIR, FORMER
1301 EL CAMINO REAL
SAN CARLOS CA 94070
E 0.25 /
1,316.73
-4
p1p-352-820191378-x1x
Global ID | Status | Status Date: T0608100277 | COMPLETED - CASE CLOSED | 3/28/2002 m43d
dd-UST SWEEPS-888152378-aa
AUTO REPAIR SHOP 1301 EL CAMINO REAL

SAN CARLOS CA
E 0.25 /
1,316.73
-4
p1p-354-888152378-x1x
C C | Status: A41-000-770056 | ACTIVE
m43d
dd-UST SWEEPS-888187281-aa
AUTO REPAIR SHOP 1301 EL CAMINO REAL

SAN CARLOS CA
E 0.25 /
1,316.73
-4
p1p-354-888187281-x1x
C C | Status: I41-000-770056 | INACTIVE
Tank ID: 000001, 000002, 000003
m44d
dd-DELISTED HAZ-859561515-aa
WALGREEN CO. 2012 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.26 /
1,359.39
1 p1p-355-859561515-x1x
m45d
dd-RECYCLING-891037627-aa

NEXCYCLE/ALBERTSON
S #7125
2060 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.27 /
1,422.25
1 p1p-355-891037627-x1x
m46d
dd-LOP SANTACLARA-820145063-aa
Allied Management
Services
1295 El Camino Real Santa
Clara
CA
E 0.27 /
1,438.80
-5
p1p-356-820145063-x1x
SCVWD ID | Closure Date: 07S1W03H01f | 3/26/2004
346
348
349
351
351
351
352
352
354
354
355
355
356
41 41
42 42
42 42
42 43
43 43
44 45
46 EMISSIONS

EMISSIONS
LUST
UST
SWEEPS
UST
SWEEPS
UST
SWEEPS
UST
SWEEPS
LUST
UST
SWEEPS
UST
SWEEPS

DELISTED
HAZ

RECYCLING
LOP

SANTACLARA
20 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
46d
dd-LUST-820195467-aa

ALLIED MANAGEMENT

SERVICES
1295 EL CAMINO REAL
SANTA CLARA CA 95050
E 0.27 /
1,438.80
-5
p1p-356-820195467-x1x
Global ID | Status | Status Date: T0608500121 | COMPLETED - CASE CLOSED | 3/26/2004 m47d
dd-LOP SANTACLARA-820142746-aa
Unocal #6897 2025 El Camino Real Santa
Clara
CA
WSW 0.27 /
1,441.27
1 p1p-370-820142746-x1x
SCVWD ID | Closure Date: 07S1W03F01f | 6/27/2000
m48d
dd-RCRA TSD-877593453-aa
BYER PROPERTIES L.P. 2100 EL CAMINO REAL
SANTA CLARA CA 95050
WSW 0.29 /
1,541.95
0 p1p-371-877593453-x1x
EPA Handler ID: CAC003007567
m49d
dd-CLEANUP SITES-820149542-aa
CAMARO CLEANERS 2116 EL CAMINO REAL
SANTA CLARA CA 94086
WSW 0.30 /
1,570.01
0 p1p-372-820149542-x1x
Status | Site Facility Type: COMPLETED - CASE CLOSED | CLEANUP PROGRAM SITE m50d
dd-LOP SANTACLARA-820144962-aa
Santa Clara, City of,
Property
1150 El Camino Real Santa
Clara
CA
E 0.35 /
1,845.65
-5
p1p-375-820144962-x1x
SCVWD ID | Closure Date: 07S1W02E03f | 8/29/1997
m50d
dd-LUST-820196788-aa

SANTA CLARA, CITY OF,

PROPERTY
1150 EL CAMINO REAL
SANTA CLARA CA 95050
E 0.35 /
1,845.65
-5
p1p-375-820196788-x1x
Global ID | Status | Status Date: T0608501037 | COMPLETED - CASE CLOSED | 8/29/1997 m51d
dd-LOP SANTACLARA-820144753-aa
Caltrans El Camino Real & Main St
Santa Clara
CA
E 0.39 /
2,037.99
-5
p1p-378-820144753-x1x
SCVWD ID | Closure Date: 07S1W02E04f | 10/2/1995
m51d
dd-LUST-820182400-aa

CALTRANS EL CAMINO REAL & MAIN ST
SANTA CLARA CA 95050
E 0.39 /
2,037.99
-5
p1p-378-820182400-x1x
Global ID | Status | Status Date: T0608501812 | COMPLETED - CASE CLOSED | 10/2/1995 m52d
dd-CLEANUP SITES-848690980-aa

HOLDEN IL OF SANTA

CLARA DEVELOPMENT
2232-2240 EL CAMINO REAL
SANTA CLARA CA 95051
WSW 0.39 /
2,059.35
-2
p1p-380-848690980-x1x
Status | Site Facility Type: OPEN - ASSESSMENT & INTERIM REMEDIAL ACTION | CLEANUP

PROGRAM SITE
m53d
dd-RCRA TSD-877590397-aa
ARLENE CASOLARY 2111 MONROE STREET
SANTA CLARA CA 95050
N 0.41 /
2,151.37
-18
p1p-388-877590397-x1x
EPA Handler ID: CAC003007151
m54d
dd-LOP SANTACLARA-820143370-aa
Chang's Auto Service 1021 El Camino Real Santa
Clara
CA
E 0.44 /
2,320.05
-7
p1p-389-820143370-x1x
SCVWD ID | Closure Date: 07S1W02E01f | 6/29/2001
m54d
dd-LUST-820189094-aa

CHANG'S AUTO

SERVICE
1021 EL CAMINO REAL
SANTA CLARA CA 95050
E 0.44 /
2,320.05
-7
p1p-389-820189094-x1x
Global ID | Status | Status Date: T0608500323 | COMPLETED - CASE CLOSED | 6/29/2001 m55d
dd-RCRA TSD-877588244-aa
JOAN WRABETZ 2125 DENISE DR.

SANTA CLARA CA 95050
SW 0.44 /
2,327.87
7 p1p-394-877588244-x1x
EPA Handler ID: CAC003009977
356
370
371
372
375
375
378
378
380
388
389
389
394
46 47
48 49
50 50
51 51
52 53
54 54
55 LUST
LOP

SANTACLARA
RCRA
TSD

CLEANUP
SITES
LOP

SANTACLARA
LUST
LOP

SANTACLARA
LUST

CLEANUP
SITES
RCRA
TSD
LOP

SANTACLARA
LUST
RCRA
TSD
21 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
56d
dd-LOP SANTACLARA-820144471-aa
Washington Street Condos 1901 Washington St Santa
Clara
CA
ENE 0.45 /
2,372.12
-16
p1p-395-820144471-x1x
SCVWD ID | Closure Date: 07S1W02D01f | 6/11/1996
m56d
dd-LUST-820188933-aa

WASHINGTON STREET
CONDOS
1901 WASHINGTON ST
SANTA CLARA CA 95050
ENE 0.45 /
2,372.12
-16
p1p-395-820188933-x1x
Global ID | Status | Status Date: T0608501575 | COMPLETED - CASE CLOSED | 6/11/1996 m57d
dd-RCRA TSD-877590726-aa
PALADUGU, PRASHANTI 1134 INVERNESS AVENUE
SANTA CLARA CA 95050
S 0.47 /
2,484.53
15 p1p-398-877590726-x1x
EPA Handler ID: CAC003006632
m58d
dd-LOP SANTACLARA-820144698-aa
Shell 2090 Scott Blvd Santa Clara
CA
NNW 0.48 /
2,513.18
-17
p1p-399-820144698-x1x
SCVWD ID | Closure Date: 06S1W34P01f |
m58d
dd-LUST-820170261-aa

SCOTT CHEVRON
(FORMER SHELL)
2090 SCOTT BOULEVARD
SANTA CLARA CA 95050
NNW 0.48 /
2,513.18
-17
p1p-399-820170261-x1x
Global ID | Status | Status Date: T0608501874 | COMPLETED - CASE CLOSED | 1/11/2018 m59d
dd-LOP SANTACLARA-820144145-aa
Chevron #9-1600 2325 El Camino Real Santa
Clara
CA
W 0.49 /
2,593.87
-1
p1p-428-820144145-x1x
SCVWD ID | Closure Date: 07S1W03E02f | 12/19/2002
m59d
dd-LUST-820197103-aa
CHEVRON #9-1600 2325 EL CAMINO REAL
SANTA CLARA CA 95050
W 0.49 /
2,593.87
-1
p1p-428-820197103-x1x
Global ID | Status | Status Date: T0608501828 | COMPLETED - CASE CLOSED | 12/19/2002 m60d
dd-LOP SANTACLARA-820142972-aa
ARCO #0606 2320 El Camino Real Santa
Clara
CA
W 0.49 /
2,596.75
-1
p1p-434-820142972-x1x
SCVWD ID | Closure Date: 07S1W03M01f | 1/30/1997
m60d
dd-LUST-820171020-aa
ARCO #0606 2320 EL CAMINO REAL
SANTA CLARA CA 95050
W 0.49 /
2,596.75
-1
p1p-434-820171020-x1x
Global ID | Status | Status Date: T0608500171 | COMPLETED - CASE CLOSED | 1/30/1997 m61d
dd-LOP SANTACLARA-820143579-aa
Amarach 1640 Lafayette St Santa Clara
CA
ENE 0.50 /
2,625.20
-11
p1p-438-820143579-x1x
SCVWD ID | Closure Date: 07S1W02D06f |
m61d
dd-LUST-820183803-aa
AMARACH 1640 LAFAYETTE ST.

SANTA CLARA CA 95050
ENE 0.50 /
2,625.20
-11
p1p-438-820183803-x1x
Global ID | Status | Status Date: T0608594421 | OPEN - ELIGIBLE FOR CLOSURE | 6/30/2020 m61d
dd-RCRA TSD-877592878-aa

ROEM DEVELOPMENT

CORPORATION
1640 LAFAYETTE ST
SANTA CLARA CA 95050
ENE 0.50 /
2,625.20
-11
p1p-470-877592878-x1x
EPA Handler ID: CAC003015110
m62d
dd-ENVIROSTOR-878648794-aa
UNISYS 1040 DIGIULIO AVENUE
SANTA CLARA CA 95050
NE 0.55 /
2,884.13
-23
p1p-471-878648794-x1x
Estor/EPA ID | Cleanup Status: 43350040 | REFER: RWQCB AS OF 8/1/1989 395
395
398
399
399
428
428
434
434
438
438
470
471
56 56
57 58
58 59
59 60
60 61
61 61
62 LOP

SANTACLARA
LUST
RCRA
TSD
LOP

SANTACLARA
LUST
LOP

SANTACLARA
LUST
LOP

SANTACLARA
LUST
LOP

SANTACLARA
LUST
RCRA
TSD

ENVIROSTOR
22 erisinfo.com | Environmental Risk Information Services Order No: 21082700544 Map
Key
DB Company/Site Name Address Direction Distance
(mi/ft)
Elev Diff
(ft)
Page
Number
m
63d
dd-ENVIROSTOR-820294567-aa

K & S METAL FINISHING
CO.
1232 MEMOREX DRIVE
SANTA CLARA CA 95050
NNE 0.59 /
3,129.17
-24
p1p-472-820294567-x1x
Estor/EPA ID | Cleanup Status: 71003696 | INACTIVE - NEEDS EVALUATION AS OF m63d
dd-ENVIROSTOR-820294793-aa

PROCESS STAINLESS
LAB, INC.
1280 MEMOREX DR
SANTA CLARA CA 95050
NNE 0.59 /
3,129.17
-24
p1p-473-820294793-x1x
Estor/EPA ID | Cleanup Status: 71004098 | INACTIVE - NEEDS EVALUATION AS OF m64d
dd-ENVIROSTOR-820360896-aa

MEMOREX DRIVE

COMPLEX
1200 MEMOREX DRIVE
SANTA CLARA CA 95052
NNE 0.60 /
3,192.63
-24
p1p-473-820360896-x1x
Estor/EPA ID | Cleanup Status: 43380017 | REFER: RWQCB AS OF 8/9/1996 m65d
dd-ENVIROSTOR-878648180-aa

UNISYS RIGID MEDIA

COMPONENTS DIVISION
1500 MEMOREX DRIVE
SANTA CLARA CA 95050
N 0.62 /
3,287.79
-24
p1p-474-878648180-x1x
Estor/EPA ID | Cleanup Status: 43360097 | REFER: RWQCB AS OF 6/14/1994 m66d
dd-RCRA CORRACTS-810471892-aa
FORMER ECS 705 REED
ST
705 REED STREET
SANTA CLARA CA 95050-
0000
ENE 0.67 /
3,555.44
-21
p1p-475-810471892-x1x
EPA Handler ID: CAD003963592
m66d
dd-INSP COMP ENF-820209873-aa
FORMER ECS 705 REED
ST
705 REED ST
SANTA CLARA CA 95050
ENE 0.67 /
3,555.44
-21
p1p-525-820209873-x1x
m66d
dd-ENVIROSTOR-820296286-aa
ECS REFINING (DBA) 705 REED ST

SANTA CLARA CA
950500000
ENE 0.67 /
3,555.44
-21
p1p-530-820296286-x1x
Estor/EPA ID | Cleanup Status: 80001527 | INACTIVE - NEEDS EVALUATION AS OF 1/1/2008 m66d
dd-ENVIROSTOR-820300891-aa
FORMER ECS 705 REED
ST
705 REED ST

SANTA CLARA CA
950500000
ENE 0.67 /
3,555.44
-21
p1p-531-820300891-x1x
Estor/EPA ID | Cleanup Status: CAD003963592 |
m66d
dd-HWP-820356870-aa
FORMER ECS 705 REED
ST
705 REED ST

SANTA CLARA CA
950500000
ENE 0.67 /
3,555.44
-21
p1p-538-820356870-x1x
Estor/EPA ID: CAD003963592
m67d
dd-MRDS-888430932-aa

HUBBLE QUARRY AND
MILL

SANTA CLARA COUNTY
SANTA CLARA CA 95050
SE 0.69 /
3,647.93
10 p1p-545-888430932-x1x
Dep ID: 10189377
m68d
dd-ENVIROSTOR-820296711-aa