For Contract No. 12-0N4904 At 12-Ora-91 R12.5/R13.9

1

INFORMATION HANDOUT For Contract No. 12-0N4904

At 12-Ora-91 R12.5/R13.9

Identified by Project ID 1214000050

MATERIALS INFORMATION

Foundation Report for Eastbound SR-91 Peralta CVEF Weigh Station

Asbestos and Deteriorated Lead-Containing Paint Survey Report

Materials Letter Report

State of California California State Transportation Agency DEPARTMENT OF TRANSPORTATION

“Provide a safe, sustainable, integrated and efficient transportation system

to enhance California’s economy and livability”

M e m o r a n d u m Making Conservation a California Way of Life.

As requested by your memo dated October 2, 2017, the Office of Geotechnical Design South has prepared this memorandum to present the findings of our geotechnical exploration performed at the site of the proposed Commercial Vehicle Enforcement Facility (CVEF) Peralta Weigh Station at Eastbound (EB) SR-91 in the City of Anaheim. The purposes of this exploration were to determine the nature and engineering properties of the subsurface soils and to provide foundation recommendations for the proposed CVEF. PROJECT DESCRIPTIONS

This project proposes to rehabilitate and upgrade the CVEF Peralta Weigh Station on EB SR-91 in order to address the deteriorating condition of the existing facility and provide a work place to allow on-duty CHP personnel to carry out their duties efficiently. The purpose of the weigh station is to protect the highways from premature failure due to overweight vehicles and to enhance the operational safety of commercial vehicles on the state highway system. Based on draft project plans emailed on October 2, 2017, this project consists of replacing the existing building with a new weigh station building and constructing a new multi-platform scale, and truck inspection canopy. The new weigh station building will be founded on a slab-on-grade with continuous shallow footings, and a spread footing will be used for the new scale. Cast-In-Drilled-Hole (CIDH) piles will be utilized to support the truck inspection canopy.

Table No. 1 – Cast-In-Drilled-Hole Pile Information

Structure Diameter (ft) Foundation Length (ft)

Truck Inspection Canopy 2.5 ft 15.0 ft

To: MR. SEAN SAMUEL Branch Chief-Structure Design Branch Division of Engineering Services Office of Transportation Architecture Attention: Mr. William Rocha Jr.

Date:

June 5, 2018

File: 12-ORA-091-PM13.7

12-0N4901 1214000050 EB Peralta Weigh Station (No. 55W0001R/L)

From: DEPARTMENT OF TRANSPORTATION DIVISION OF ENGINEERING SERVICES Geotechnical Services Office of Geotechnical Design South-Branch C

Subject: Foundation Report for Eastbound SR-91 Peralta CVEF Weigh Station

Mr. Sean Samuel EB Peralta Weigh Station July 5, 2018 1214000050 Page 2 12-0N4901

“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”

It shall be noted that the new station building is to be designed per the 2016 California Building Code, and the multi-platform scale and truck inspection canopy will be designed per Caltrans Design Standards. SCOPE OF WORK The following tasks were performed for preparing foundation recommendations:

1. Review of the pertinent reports, plans, and as-built plans.

2. Field reconnaissance in order to observe the existing conditions at the EB SR-91 CVEF Weigh Station site.

3. Obtaining a soil boring permit from the City of Anaheim and environmental clearance from

the District 12 Office of Environmental Analysis.

4. Project coordination with Division of Engineering Services (DES)-Office of Transportation Architecture, DES-Office of Drilling Services, and Underground Service Alert.

5. Field exploration and laboratory testing.

6. Interpretation of subsurface soil and groundwater conditions at the project site.

7. Engineering analyses and preparation of foundation recommendations for design and

construction of this proposed weigh station. PERTINENT DOCUMENTS The following documents were reviewed for the preparation of this report:

1. Foundation Report for Weir Canyon Road Undercrossing (Widen), State Route 91, July 2010.

2. As-built Log of Test Borings (LOTB) for Santa Ana River Bridge (No. 55-0079), November 1967.

3. As-built Log of Test Borings for 91/90 Separation (No. 55-0474), March 1990.

4. Groundwater Level Data for State Wells (03S08W32D003S & 03S08W31M005S) from the

California Department of Water Resources.

5. Draft Site Plan for EB Peralta Weigh Station prepared by the Office of Transportation Architecture, September 28, 2017.

6. Eastbound Peralta CVEF Weigh Station 65% Plans Complete, March 9, 2018



FIELD EXPLORATION The field exploration consisting of two hollow stem auger borings was conducted on January 11, 12, and 17, 2018. Two borings (A-18-001 and 002) were located at the EB SR-91 Weigh Station under the consideration of operation of the weigh station and existing underground utility lines, and terminated at 35.3 or 50.5 feet below ground surface (bgs), respectively. The boring, A-18-002, was drilled to a depth of 20 feet with hollow stem auger, and was converted to rotary wash/punch core to the maximum drilling depth (50.5 feet) due to auger refusal encountered at a depth of 20 feet. A Standard Penetration Testing sampler was utilized to obtain samples and blow counts at an interval of 5.0 feet. The Standard Penetration Tests were performed in accordance with ASTM D 1586-99 using a 140-pound hammer dropped 30 inches. Groundwater was not encountered within the maximum drilling depth at the time of drilling. A summary of exploratory borings is presented in Table No. 2. Surface elevations, stations and offsets of the boreholes were interpreted by District 12, Office of Design with location information collected with a GPS handheld device. A Log of Test Borings will be prepared by the Office of Geotechnical Support and will be submitted to your office. It should be noted that three borings (A-17-001, 002, and 003) previously completed for WB SR-91 Peralta Weigh Station are included in the following table because of the close proximity of the borings to the EB Weigh Station. One of the three borings (A-17-003) for the WB Weigh Station project was located at the EB Weigh Station in order to analyze the feasibility of a utility connection between the two stations.

Table No. 2 – Summary of Borings

Boring ID. Date

Drilled Station / Offset (ft)

Surface Elevation

Borehole Depth

Groundwater Elevation

A-18-001 01/11/2018 Sta 5+67.56, 75.09 Rt. (“WS-2” Line / SR-91)

348.58 ft 35.3 ft Not

encountered

A-18-002 01/17/2018 Sta 103+76.93, 94.79 Rt.

(“WS-1 Line / SR-91) 346.39 ft 50.5 ft

Not encountered

A-17-001 (WB Station)

04/18/2017 Sta 303+32.0, 179.4 Lt.

(“E” Line / SR-91) 342.40 ft 31.5 ft

Not encountered

A-17-002 (WB Station) 04/18/2017

Sta 301+04.1, 145.3 Lt. (“E” Line / SR-91)

342.30 ft 51.5 ft 302.30

A-17-003 (EB Station) 04/19/2017

Sta 303+53.6, 165.3 Rt (“D” Line / SR-91 )

347.30 ft 31.5 ft Not

Encountered LABORATORY TESTING Selected samples taken during the field investigation were tested at Caltrans District-12 Material Laboratory and Caltrans Sacramento Material Laboratory in order to obtain or derive relevant physical and engineering soil properties. The following laboratory tests were conducted to supplement the observations recorded during the field investigation:



• Sieve analysis or percent passing No. 200 sieve • Minimum Resistivity, pH, Sulfate and Chloride contents The laboratory tests were conducted in general accordance with California Test Methods or American Society for Testing and Material (ASTM) Standards. Laboratory test results are presented in Appendix A. SITE GEOLOGY The project site lies along the southern margin of the Santa Ana River Valley adjacent to the northern flank of the Santa Ana Mountains and south of the Chino/Puente Hills. The Santa Ana Mountains, and the site, are part of the Peninsular Range Geomorphic Province. The Santa Ana Mountains contain Mesozoic and Cenozoic geologic units which overly Mesozoic basement rocks forming the core of the mountains. As shown by Greenwood and Morton (1991), sedimentary units tend to be younger on the northwestern and western flanks of the Santa Ana Mountains. Older Cretaceous and Jurassic rocks are exposed east and south of the SR-91 project area. On the flanks of the Santa Ana River Valley, at the project area, Tertiary and Quaternary sedimentary units are exposed as outcrops. Nearby Tertiary units include the Miocene Puente (Sycamore Canyon and Yorba Members) and Topanga Formations composed of marine and possibly some non-marine sandstone and siltstone beds and some conglomerate lenses. Younger surficial Quaternary deposits, along the flanks and within the Santa Ana River Valley, include older Quaternary alluvium and Holocene alluvium in the stream valley and tributary stream valleys. Landslide deposits are also present in the mountains and sporadically along the flanks above the stream valley. Artificial fill is also present along the entire SR-91 alignment. Alluvium is generally composed of interbedded sand, sand with gravel, gravel, silt, and clay. SUBSURFACE CONDITIONS Based on the field exploration performed on January 11, 12, and 17, 2017 and above referenced LOTBs, the project site is underlain by native materials. The native materials consists of very dense sand with varying amounts of silt and/or gravel. Refusal blow counts (over 50 blows for the first 6-inch interval) were collected during the SPT sampling at various depths below ground surface during the two borings (A-18-001 and A-18-002), and hard drilling was observed during hollow stem augering throughout the entire boring operation. Based on the refusal blow counts at various depths and hard drilling observed at this site, it is likely that the native material contains coarse gravels and/or cobbles and very dense subsurface material. Therefore, encountering gravel and/or cobbles shall be anticipated during excavation at this EB station site. The depth below 50.5 feet (approximate elevation 295.9 feet) was not explored as a part of this investigation.



GROUNDWATER Groundwater was not encountered during the recent geotechnical field exploration. However, groundwater was encountered approximately 40 feet below ground surface (Elev 302.0 feet) during the April 2017 investigation for the WB SR-91 Peralta Weigh Station (A-17-002). Based on the historical groundwater level data from adjacent monitoring wells (No. 03S08W31M005S & 03S08W32D003S) available from the Department of Water Resources, groundwater was recorded between approximate elevations of 300.0 feet and 320.0 feet. The groundwater fluctuation is likely from the proximity of the site to the Santa Ana River. The shallow footing construction and site grading for this project will not be affected by groundwater. Also, encountering groundwater is not anticipated during the construction of the CIDH pile foundations for the truck inspection canopy considering the proposed foundation depth of CIDH pile. Please see also the Construction Considerations section of this report that discusses groundwater in the CIDH pile excavation. For conventional and seismic geotechnical analysis, the design groundwater table is assumed to be at an approximate elevation of 320.0 feet based on the historically highest groundwater level. CORROSIVITY The samples obtained within the depth of proposed CIDH pile were combined to conduct corrosion tests. A summary of corrosion test results is presented in Table No. 3. Based on the results of the corrosion test, one of the test results indicates that the site is corrosive to structural elements, and corrosion mitigation is required. It is highly recommended to consult with DES-Material Engineering and Testing Services, Corrosion Branch for the corrosion mitigation. Corrosion test results are as follows:

Table No. 3 - Summary of Corrosivity Test Results

Boring No. Sample Depth

(m) pH

Minimum Resistivity (ohm-cm)

Chloride Content (ppm)

Sulfate Content (ppm)

A-18-002 0’ – 10’ 8.38 1417 N/A N/A

A-17-003 (EB station)

0’ – 10’ 6.04 525 49 4000

Note: Caltrans considers a site to be corrosive to structural elements if one or more of the following conditions exist: Chloride concentration is 500 ppm or greater, sulfate concentration is 2000 ppm or greater, or the pH is 5.5 or less. In general, a minimum resistivity value for soil and/or water less than 1000 ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion.



SEISMIC RECOMMENDATIONS Faulting and Seismicity According to Caltrans ARS Online (v2.3.09), the Elsinore Fault Zone (Whittier section) and Peralta Hills Fault are the controlling seismic sources for this project site. The Elsinore Fault Zone (Whittier section) is a strike slip fault dipping 75 degrees to the northeast and the Peralta Hills Fault is a reverse fault dipping 50 degrees to the north. Since the new station building is designed per the 2016 California Building Code and the other portions of project such as the multi-platform scale, truck inspection canopy, and message/sign structures are designed per Caltrans design standard, two design Acceleration Response Spectrum (ARS) curves were developed per Caltrans ARS Online (http://dap3.dot.ca.gov/ARS_Online/) and the 2016 California Building Code. Based on the recent field investigation, the average shear wave velocity (Vs30) for the upper 30 meters (100 feet) of subsurface soils at the site was estimated to be about 365 m/sec (1,200 ft/sec), and this site is classified as Site Class C according to the 2016 California Building Code. The seismic design factors and information utilized to determine the 2016 CBC ARS curve are shown in following table:

Table No. 4 – Seismic Coefficients and Parameters

Location Fa / Fv Ss / S1 SMS / SM1 SDS / SD1 T0 / TS TL

EB SR-91 Peralta Weigh Station

1.0 / 1.3 2.039 / 0.745

2.039 / 0.968

1.360 / 0.645

0.095 / 0.474

8.0

Notes: Fa / Fv = Site coefficient at short & 1.0 second-period Ss / S1 = Mapped MCER spectral response acceleration parameter at short & 1.0 second-period SMS / SM1 = Risk-targeted MCER Spectral Response Acceleration Parameters SDS / SD1 = Design spectral response acceleration parameters T0 = 0.2*SD1 / SDS, TS = SD1 / SDS

TL = Long-period transition period

The Caltrans design ARS curve is an envelope of deterministic and probabilistic acceleration response spectrum curve. The probabilistic ARS curve was developed with a ground motion return period of 975-year which is corresponding with 5% probability of exceedance in 50 years and the Next Generation Attenuation (NGA) was used for the deterministic ARS curve. The Caltrans design ARS curve and the 2016 CBC design ARS curve are shown in Figure 1, and the design Peak Ground Acceleration (PGA) has been selected as 0.64g from the Caltrans design ARS curve.

Table 5 – Fault Information

Fault Name Fault ID Type Mmax Dip direction (Dip angle)

RRUP

Elsinore fault zone (Whittier section)

352 Strike Slip 6.9 Northeast

(75 degrees) 2.79 km

(1.74 mile)

Peralta Hills 368 Reverse 6.1 North

(50 degrees) 3.74 km

(2.34 mile) Notes: RRUP = Closest distance to the fault rupture plane



Table No. 6 – Design Spectral Acceleration

Period (sec) Spectral Acceleration (g)

Caltrans ARS Online 2016 CBC/ASCE 7-10

0.010 0.635 0.544

0.100 1.126 1.36

0.200 1.372 1.36

0.300 1.355 1.36

0.400 1.254 1.36

0.600 1.111 1.075

1.000 0.902 0.645

1.500 0.609 0.43

2.000 0.461 0.323

3.000 0.287 0.215

4.000 0.202 0.161

5.000 0.164 0.129

Figure 1 – Design Acceleration Response Spectrum Curves

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Spec

tral

Acc

eler

atio

n, S

a (g

)

Period (Second)

ARS Online

2016 CBC

12-ORA-91-PM 13.812-0N4901



Surface Fault Rupture Hazard Evaluation The bridge site is not located within any Special Studies Zone. Therefore, the site is not considered prone to surface fault rupture hazard, and the possibility of surface fault rupture hazard at the site is considered very low. The closest fault is Elsinore Fault Zone (Whittier section) which is located about 1.6 miles northeast of the project site according to the Special Studies Zones Map for the Prado Quadrangle (1980) available from the California Geologic Survey. Liquefaction Potential Liquefaction is a phenomenon in which saturated, loose to medium dense sand and silt behave like a fluid when subjected to high intensity ground shaking. Liquefaction occurs when three general conditions exist: (1) shallow ground water (2) low-density, fine, sandy and silty soils and (3) high-intensity ground motion. The primary effects of Liquefaction include sand boils, settlement and settlement-related downdrag to piles, and lateral spreading and flow slides in areas with sloping ground. Based on presence of very dense sand with varying amount of silt and/or gravel at this project site, this project site is not susceptible to liquefaction. FOUNDATION RECOMMENDATIONS As described previously in the beginning of report, the foundation for the weigh station building shall be designed in accordance with the 2016 California Building Code, and the multi-platform scale, and truck inspection canopy shall be per Caltrans Design Standards. Allowable Bearing Pressure According to foundation plans for the weigh station building (ST1-1) and multi-platform scale (ST2-1), the structures are founded on shallow footings. The footing widths of the building and weigh scale are 1.5 and 14.1 feet, respectively. The bottoms of footings for the weigh station building and multi-platform scale are about 2.0 and 7.0 feet below adjacent finish grade, respectively. Allowable bearing capacity for each structure was calculated using Terzaghi’s bearing capacity equation with a factor of safety of 3.0, and reduced under the consideration of foundation settlement induced by the footing pressure. The allowable bearing pressure of 2,000 pounds per square feet (psf) is recommended for the station building and weigh scale. Due to the intensity of the bearing pressure, total settlements of 0.1 inch and 0.5 inch are anticipated to occur for the station building and weigh scale, respectively. The total settlement is immediate settlement which will be completed during construction of the building and weigh scale. The allowable bearing pressure can be increased to 3,000 psf as long as the weigh scale can withstand 1.0 inch total settlement. Differential settlement for each structure can be estimated as two thirds of the total settlement for the design of each structure.



In order to have a uniform bearing layer, it is recommended to perform over-excavation and re-compaction of materials 2 feet below the bottom of footing for both the station building and weigh scale. The over-excavation shall be extended two feet from both sides of the footing face, and the area of over-excavation shall be re-compacted to at least 95 percent of relative compaction in accordance with the 2015 Standard Specification 19-3.03E. Allowable Active & Passive Lateral Earth Pressure The maximum earth pressure may be estimated using a soil unit weight of 125 pound per cubic foot (pcf) and internal friction angle of 34 degrees. Active and passive earth pressure coefficients (Ka & Kp) corresponding with an internal friction angle of 34 degrees are 0.28 and 3.54, respectively. An at-rest earth pressure coefficient of 0.44 may be used for this project. Truck Inspection Canopy According to an email from DES-Office of Transportation Architecture, the truck inspection canopy is proposed to be supported by 15-foot long Cast-In-Drilled-Hole (CIDH) piles. Boundary/loading conditions at the top of pile are shown in below table:

Table No. 7 – Boundary conditions & Maximum allowable pile deflection

Location Pile

Length (ft)

Axial Force (Kips)

Shear Force (Kips)

Bending Moment (Kips-ft)

Maximum allowable Pile-head

deflection (inch) Truck Inspection

Canopy (30” CIDH pile)

15.0 20.0 1.5 0.0 0.25

Shaft (v 5.0) and LPILE plus (v 5.0) were employed to estimate the vertical and the lateral pile capacity of the selected CIDH piles for the truck inspection canopy. The engineering properties of materials at the project site were correlated with blow counts measured during the recent field exploration for the analysis. Based on the result of analysis, the proposed CIDH piles have sufficient vertical capacities with a factor of safety 2.0, and the pile head-deflection induced by the boundary conditions at the top of pile is within the maximum allowable pile-head deflection. Based on the analysis result, the proposed foundation depth is sufficient to support the truck inspection canopy. Moisture Barrier The foundation of the weigh station building should be underlain with a moisture barrier consisting of polyethylene (minimum 10 mil Visqueen or equivalent), with a 2-inch thick clean sand layer



above and below the moisture barrier. Care should be taken to protect the polyethylene moisture barrier from damage during and after construction. CONSTRUCTION CONSIDERATOINS 1. It is recommended to perform over-excavation and re-compaction two feet below the bottom of

footings for the weigh station building and multi-platform scale. The over-excavation shall extended two feet from both sides of the footing face and the area of over-excavation shall be re-compacted to at least 95 percent of relative compaction in accordance with the 2015 Standard Specification 19-3.03E.

2. The materials at the project site within the depth of the proposed piles consists of sand with

varying amounts of silt and gravel. In order to prevent caving during construction of CIDH piles, temporary steel casing is recommended during construction of the CIDH piles per the 2015 Standard Specification 49-3.02C(3).

3. Encountering groundwater is not expected during construction of the Cast-In-Drilled-Hole piles

for the truck inspection canopy. However, groundwater elevation may fluctuate based on rainfall, irrigation, etc. and may change over time.

4. Considering the refusal blow counts at various depth and hard drilling observed below ground

surface, encountering coarse gravel and/or cobbles shall be anticipated during excavation or trench construction for the sewer and water lines at this project site.



The recommendations contained in this report are based on specific project information that has been provided by DES-Office of Transportation Architecture and District 12-Office of Design. If any conceptual changes are made during final project design, the Office of Geotechnical Design South should be informed and review the changes to determine if the recommendations presented in this report are still applicable to the changed project design.

If you have any questions, please contact Chungkeun Lee at (657) 328-6565 or Kristopher Barker at (909) 806-4701.

Prepared by:

Chungkeun Lee, P.E., G.E. Kristopher Barker, P.G., C.E.G. Transportation Civil Engineer Engineering Geologist Office of Geotechnical Design South Office of Geotechnical Design South Branch C Branch C

QC Reviewed by Jan Wu

c: D12 Project Manager, Leo Chen (Electronic Copy) D12 Design, Andrew Oshrin (Electronic Copy) D12 Material Engineer, Behdad Baseghi (Electronic Copy) D12 Design, Anhhuy Truong (Electronic Copy) DES Office of Transportation Architecture, Anthony Chung (Electronic Copy) DES/Geotech Design South, Tim Lam (Electronic Copy) GS Archive (Geodog)

Att: Laboratory Test results


APPENDIX A










2

Project No. E8991-02-10 December 15, 2017 Mr. Wayne Chiou California Department of Transportation, District 12 Environmental Engineering 3334 Michelson Drive, Suite 100 Irvine, California 92612-8894 Subject: ASBESTOS AND DETERIORATED LEAD-CONTAINING PAINT SURVEY

REPORT EASTBOUND STATE ROUTE 91 PERALTA WEIGH STATION ANAHEIM, ORANGE COUNTY, CALIFORNIA Dear Mr. Chiou: In accordance with your request, we have performed an asbestos and deteriorated lead-containing paint (LCP) survey at the Peralta Weigh Station, located along eastbound State Route 91 in Anaheim, Orange County, California. Our scope of services included surveying the weigh station building at the subject site for suspect asbestos-containing materials and deteriorated LCP, collecting bulk samples, and submitting the samples to laboratories for analyses. The accompanying report summarizes the services performed and the results of laboratory testing. If there are questions concerning the contents of this report, or if we may be of further service, please contact us at your convenience. Sincerely, GEOCON CONSULTANTS, INC. Sean K. Keffer, CAC (No. 15-5552) Michael P. Conkle, PG Senior Staff Geologist Senior Geologist (EMAIL) Addressee

TABLE OF CONTENTS

ASBESTOS AND DETERIORATED LEAD-CONTAINING PAINT SURVEY REPORT PAGE 1.0 INTRODUCTION ..................................................................................................................... 1

1.1 Site Description ............................................................................................................ 1 1.2 Objectives ..................................................................................................................... 1

2.0 BACKGROUND ....................................................................................................................... 1 2.1 Asbestos ....................................................................................................................... 1 2.2 Lead Paint .................................................................................................................... 2

3.0 SCOPE OF SERVICES ............................................................................................................ 3 3.1 Asbestos ....................................................................................................................... 3 3.2 Lead Paint .................................................................................................................... 4

4.0 INVESTIGATIVE RESULTS .................................................................................................. 4 4.1 Asbestos Results .......................................................................................................... 4 4.2 Paint Results ................................................................................................................. 5

5.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................... 5 5.1 Asbestos ....................................................................................................................... 5 5.2 Lead Paint .................................................................................................................... 6

6.0 REPORT LIMITATIONS ......................................................................................................... 6 FIGURES 1. Vicinity Map 2. Site Plan SITE PHOTOGRAPHS (1 through 6) TABLES 1. Summary of Analytical Laboratory Test Results – Asbestos 2. Summary of Analytical Laboratory Test Results – Paint APPENDIX A. Laboratory Reports and Chain-of-Custody Documentation

Geocon Project No. E8991-02-10 -1- December 15, 2017

ASBESTOS AND DETERIORATED LEAD-CONTAINING PAINT SURVEY REPORT

1.0 INTRODUCTION

1.1 Site Description

The Site consists of the weigh station building located on the eastbound side of State Route 91 in

Anaheim, Orange County, California. The approximate site location is depicted on the Vicinity Map,

Figure 1, and Site Plan, Figure 2.

1.2 Objectives

The objectives of our scope of services were to assess the potential presence and quantity of asbestos

and deteriorated lead-containing paint (LCP) at the Site prior to planned demolition activities.

The information obtained from this investigation will be used by Caltrans for waste profiling,

determining California Occupational Safety and Health Administration (Cal/OSHA) applicability, and

coordinating asbestos and LCP disturbance activities.

It was not Geocon’s intent during this inspection to conduct an evaluation of lead-based paint hazards in accordance with United States Department of Housing and Urban Development (HUD) guidelines.

2.0 BACKGROUND

2.1 Asbestos

The Code of Federal Regulations (CFR), 40 CFR 61, Subpart M, National Emissions Standards for

Hazardous Air Pollutants (NESHAP) and Federal Occupational Safety and Health Administration

(FED OSHA) classify asbestos-containing material (ACM) as any material or product that contains

more than 1% asbestos. Nonfriable ACM is classified by NESHAP as either Category I or Category II

material defined as follows:

• Category I – asbestos-containing packings, gaskets, resilient floor coverings, and asphalt roofing products.

• Category II – all remaining types of non-friable asbestos-containing material not included in Category I that when dry, cannot be crumbled, pulverized, or reduced to powder by hand pressure.

Regulated asbestos-containing material (RACM), a California hazardous waste when friable, is classified

as any manufactured material that contains greater than 1% asbestos by dry weight and is:

• Friable; or

• Category I material that has become friable; or

• Category I material that has been subjected to sanding grinding, cutting or abrading; or

• Category II non-friable material that has a high probability of becoming crumbled, pulverized, or reduced to a powder during demolition or renovation activities.


The South Coast Air Quality Management District (SCAQMD) Rule 1403 classifies ACM as any

material or product that contains more than 1% asbestos. Nonfriable ACM is classified by the

SCAQMD as either a Class I or Class II material, defined as follows:

• Class I – ACM that, when dry can be broken, crumbled, pulverized, or reduced to powder in the course of demolition or renovation activities. These materials include, but are not limited to, fractured or crushed asbestos cement products, mastic, roofing felts, roofing tiles, cement water pipes, and resilient floor coverings.

• Class II – all other ACM that is neither friable nor Class I nonfriable material.

Activities that disturb materials containing any amount of asbestos are subject to certain

requirements of the Cal/OSHA asbestos standard contained in Title 8, California Code of

Regulations (CCR) Section 1529. Typically, removal or disturbance of more than 100 square feet of

material containing more than 0.1% asbestos must be performed by a registered asbestos abatement

contractor, but associated waste labeling is not required if the material contains 1% or less asbestos.

When the asbestos content of a material exceeds 1%, virtually all requirements of the standard

become effective.

Materials containing more than 1% asbestos are also subject to NESHAP regulations (40 CFR Part

61, Subpart M). RACM (friable ACM and nonfriable ACM that will become friable during

demolition or renovation operations) must be removed from buildings prior to demolition or

renovation. Certain nonfriable ACM and materials containing 1% or less asbestos may remain in

buildings during demolition; however, there are waste handling/disposal issues and Cal/OSHA work

requirements that must be followed. Contractors are responsible for segregating and characterizing

waste streams prior to disposal.

With respect to potential worker exposure, notification, and registration requirements, Cal/OSHA

defines asbestos-containing construction material (ACCM) as construction material that contains

more than 0.1% asbestos (Title 8, CCR 341.6).

2.2 Lead Paint

Construction activities (including demolition) that disturb materials or paints containing any

amount of lead are subject to certain requirements of the Cal/OSHA lead standard contained in Title

8, CCR, Section 1532.1. Deteriorated paint is defined by Title 17, CCR, Division 1, Chapter 8,

§35022 as a surface coating that is cracking, chalking, flaking, chipping, peeling, non-intact, failed,

or otherwise separating from a component. Demolition of a deteriorated LCP component would

require waste characterization and appropriate disposal. Intact LCP on a component is currently

accepted by most landfills and recycling facilities; however, contractors are responsible for

segregating and characterizing waste streams prior to disposal.


For a solid waste containing lead, the waste is classified as California hazardous when: 1) the

representative total lead content equals or exceeds the respective Total Threshold Limit Concentration

(TTLC) of 1,000 milligrams per kilogram (mg/kg); or 2) the representative soluble lead content equals

or exceeds the respective Soluble Threshold Limit Concentration (STLC) of 5 milligrams per liter

(mg/l) based on the standard Waste Extraction Test (WET). A waste has the potential for exceeding the

lead STLC when the waste’s representative total lead content is greater than or equal to ten times the

respective STLC value since the WET uses a 1:10 dilution ratio. Hence, when total lead is detected at a

concentration greater than or equal to 50 mg/kg, and assuming that 100 percent of the total lead is

soluble, soluble lead analysis is required. Lead-containing waste is classified as “Resource,

Conservation, and Recovery Act” (RCRA) hazardous, or Federal hazardous, when the soluble lead

content equals or exceeds the Federal regulatory level of 5 mg/l based on the Toxicity Characteristic

Leaching Procedure (TCLP).

The above regulatory criteria are based on chemical concentrations. Wastes may also be classified as

hazardous based on other criteria such as ignitability; however, for the purposes of this investigation,

toxicity (i.e., lead concentrations) is the primary factor considered for waste classification since waste

generated during the construction activities would not likely warrant testing for ignitability or other

criteria. Waste that is classified as either California hazardous or RCRA hazardous requires

management as a hazardous waste.

Potential hazards exist to workers who remove or cut through LCP coatings during demolition. Dust

containing hazardous concentrations of lead may be generated during scraping or cutting materials

coated with lead-containing paint. Torching of these materials may produce lead oxide fumes.

Therefore, air monitoring and/or respiratory protection may be required during the demolition of

materials coated with LCP. Guidelines regarding regulatory provisions for construction work where

workers may be exposed to lead are presented in the Title 8, CCR, Section 1532.1.

3.0 SCOPE OF SERVICES

Mr. Sean Keffer performed the asbestos and deteriorated LCP survey at the Site on November 9, 2017.

Mr. Keffer is a California-Certified Asbestos Consultant (CAC), certification No. 15-5552 (expiration

January 20, 2018), and Certified Lead Paint Inspector/Assessor with the California Department of

Public Health (DPH), certification number 28893 (expiration March 30, 2018). Architectural plans and

copies of previous survey reports for the Site were not available for our review.

3.1 Asbestos

Suspect ACM were grouped into homogeneous areas with representative samples randomly

collected from each. In addition, each potential ACM was evaluated for quantity and friability.

A total of 29 bulk asbestos samples representing ten material types were collected from the Site.


Geocon’s procedures for inspection and sampling are discussed below:

• Collected bulk asbestos samples after first wetting friable material with a light mist of water. The samples were then cut from the substrate and transferred to labeled containers. Note that when multiple samples were collected, the sampling locations were distributed throughout the homogeneous area (spaces where the material was observed).

• Relinquished bulk asbestos samples to LA Testing, a California-licensed laboratory, for asbestos analysis in accordance with EPA Test Method 600/R-93/116 using polarized light microscopy (PLM) procedures under standard chain-of-custody procedures. LA Testing is a laboratory accredited by the National Institute of Standards and Technology National Voluntary Laboratory Accreditation Program (NIST-NVLAP) for bulk asbestos fiber analysis. The laboratory analyses were requested on a one week turnaround.

Sample locations are presented on the Site Plan, Figure 2. Geocon sample identification

numbers, material descriptions, locations, approximate quantities, friability assessments, and photo

references are summarized in Table 1. Materials represented by the samples collected are shown

in the attached photographs.

3.2 Lead Paint

A total of four bulk paint samples were collected from the Site. Our sampling procedures are discussed

below:

• Collected representative bulk samples of suspect LCP using techniques presented in HUD guidelines. In addition, each painted area was evaluated for evidence of deterioration such as flaking or cracking.

• Relinquished LCP samples to Advanced Technology Laboratories (ATL), a California-licensed laboratory, for lead analyses in accordance with EPA Test Method 6010 under standard chain-of-custody procedures. The laboratory analyses were requested on a standard turnaround.

Sample locations are presented on the Site Plan, Figure 2. Geocon paint sample identification

numbers, paint descriptions, locations, approximate peeling/flaking quantities, and photo references

are summarized in Table 2. Materials represented by the samples collected are shown in the

attached photographs.

4.0 INVESTIGATIVE RESULTS

4.1 Asbestos Results

Chrysotile asbestos at a concentration of 10% was detected in samples (sample numbers 13-15)

representing approximately 200 square feet of non-friable black floor tile mastic.

No asbestos fibers were observed in samples of the remaining suspect materials sampled (sample

numbers 1-12 and 16-29) during our asbestos survey at the Site. A summary of the analytical

laboratory test results for asbestos is presented in Table 1.


4.2 Paint Results

Sample P-1 representing approximately 100 square feet of deteriorated blue paint on the exterior trim,

windows, and doors exhibited a total lead concentration of 35,000 mg/kg.

Sample P-2 representing approximately 1,000 square feet of deteriorated cream paint on the exterior

wooden siding exhibited a total lead concentration of 32,000 mg/kg.

Sample P-3 representing approximately 300 square feet of deteriorated grey/peach paint on the eaves

underside exhibited a total lead concentration of 49,000 mg/kg.

Sample P-4 representing approximately 12 square feet of deteriorated white paint on the exterior metal

gutters exhibited a total lead concentration of 37,000 mg/kg.

Subsequently, one composite sample of samples P-1 to P-4 was analyzed for soluble lead by the

TCLP method. The composite sample exhibited a TCLP lead concentration of 58 mg/l.

A summary of the analytical laboratory test results for paint is presented in Table 2.

5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Asbestos

SCAQMD regulations require that the asbestos-containing floor tile mastic (NESHAP Category I

nonfriable material and SCAQMD Class I non-friable asbestos-containing material) identified

during our asbestos survey be removed prior to renovation or demolition activities that would

disturb the material. The removal of this material must be performed by a licensed contractor

registered with Cal/OSHA for asbestos-related work. Contractors are responsible for informing the

landfill of the contractor’s intent to dispose of asbestos waste. Some landfills may require additional

waste characterization. Contractors are responsible for segregating and characterizing waste streams

prior to disposal.

We also recommend the notification of contractors (that will be conducting demolition, renovation, or

related activities) and/or building occupants of the presence of asbestos in their work areas (i.e.,

provide the occupants and contractor[s] with a copy of this report and a list of asbestos removed by

asbestos abatement contractor[s] during subsequent abatement activities). Contractors and/or occupants

should be instructed not to disturb asbestos during their work.

In accordance with SCAQMD requirements, written notification to the District is required ten working

days prior to commencement of any demolition activity (whether asbestos is present or not). In

accordance with Title 8, CCR 341.9, written notification to the nearest Cal/OSHA district office is

required at least 24 hours prior to certain asbestos-related work.


5.2 Lead Paint

Deteriorated exterior paints on the cream wood siding; blue doors, windows, and blue metal facia;

grey and peach eaves; and white metal gutters identified during our LCP survey would be classified

as California and RCRA Federal hazardous waste based on lead content if stripped, blasted, or

otherwise separated from the substrate..

We recommend that the deteriorated LCP on the site building that meet the criteria of California

hazardous or RCRA hazardous waste be removed and disposed of prior to renovation, demolition, or

other activities that would disturb the paints.

We recommend that the contractor be required to use personnel who have lead-related construction

certification as supervisors or workers, as appropriate, from the California DPH for LCP removal

work. Loose and peeling/flaking LCP classified as RCRA and/or California hazardous waste require

removal prior to demolition for waste segregation purposes: to separate potentially hazardous waste

(Category III concentrated lead such as loose paint, paint sludge, vacuum debris, and vacuum filters)

from non-hazardous demolition debris (Category II intact lead-painted architectural components

such as doors, windows, framework, cladding, and trim). Category I waste is low lead waste

(typically non-hazardous) such as construction materials, filtered wash water, and plastic sheeting.

Contractors are responsible for informing landfills and recycling facilities of the contractor’s intent

to dispose of RCRA waste, California hazardous waste, and/or architectural components containing

intact LCP. Some landfills and recycling facilities may require additional waste characterization.

Contractors are responsible for segregating and characterizing waste streams prior to disposal.

We recommend that all paints at the Site be treated as lead-containing for purposes of determining

the applicability of the Cal/OSHA lead standard during maintenance, renovation, or demolition

activities. This recommendation is based on LCP sample results and the fact that lead was a common

ingredient of paints manufactured before 1978 and is still an ingredient of some paints. Compliance

and training requirements regarding construction activities where workers may be exposed to lead

are presented in Title 8, CCR, Section 1532.1, subsections (e) and (l), respectively. In accordance

with Title 8, CCR, Section 1532.1(p), written notification to the nearest Cal/OSHA district office is

required at least 24 hours prior to certain lead-related work.

6.0 REPORT LIMITATIONS

This report has been prepared exclusively for Caltrans. The information contained herein is only valid

as of the date of the report, and will require an update to reflect additional information obtained.

The asbestos and deteriorated LCP survey was conducted in conformance with generally accepted

standards of practice for identifying and evaluating asbestos and LCP in structures. The survey

addressed only the structure identified in Section 1.1. Due to the nature of structure surveys,

asbestos and LCP use, and laboratory analytical limitations, some asbestos or deteriorated LCP in


the structure may not have been identified. Spaces, such as cavities, crawlspaces, voids, and pipe

chases, may have been concealed to our investigator. Previous retrofit/rehabilitation work may have

concealed or covered spaces or materials, or may have partially demolished materials and left debris

in inaccessible areas. Additionally, retrofit/rehabilitation activities may have partially replaced

asbestos with indistinguishable non-asbestos. Asbestos and/or LCP may exist in areas not accessible

or sampled in conjunction with our scope of services.

During renovation or demolition operations, suspect materials may be uncovered which are different

from those accessible for sampling during this assessment (such as the exterior side panels on the

west, south, and east sides; under ceramic wall and floor tile; and underneath ceiling tiles; that could

not be sampled without causing significant damage). Personnel in charge of renovation/demolition

should be alerted to note materials uncovered during such activities that differ substantially from

those included in this or previous assessment reports. If additional suspect materials are found, they

should be treated as hazardous until/unless sampling and analysis indicate otherwise.

This report is not a comprehensive site characterization and should not be construed as such.

The findings as presented in this report are predicated on the results of the limited sampling and

laboratory testing performed. In addition, the information obtained is not intended to address

potential impacts related to sources other than those specified herein. Therefore, the report should be

deemed conclusive with respect to only the information obtained. We make no warranty, express or

implied, with respect to the content of this report or any subsequent reports, correspondence, or

consultation. Geocon strived to perform the services summarized herein in accordance with the local

standard of care in the geographic region at the time the services were rendered.

The contents of this report reflect the views of the author who is responsible for the facts and accuracy

of the data presented herein. This report does not constitute a standard, specification, or regulation.

Imperial

Hwy.

Impe

rial

Hw

y.

Kello

gg

Dr.

Esperanza

Rd.

EsperanzaRd.

Ave.

Fairmont

Blvd.

YorbaLinda

Blvd.

NohlRanch

Rd.

Rd.

RimCanyon

Santa Ana

Rd.

SantaAna

Cyn.

Rd.SerranoAve.

Fairmont

Blvd.

AnaheimHills

YorbaLinda

Imperial

Hwy.

Impe

rial

Hw

y.

Kello

gg

Dr.

Esperanza

Rd.

EsperanzaRd.

Ave.

Orangethorpe

LaPalma

Ave.

La

PalmaAve.

Fairmont

Blvd.

YorbaLinda

Blvd.

NohlRanch

Rd.

Rd.

RimCanyon

Santa Ana Cyn.

Rd.

SantaAna

Cyn.

Rd.

Cyn.

Weir

Rd.SerranoAve.

Fairmont

Blvd.

AnaheimHills

YorbaLinda

Anaheim HillsGolf Course

Yorba

Regional Park

YorbaLinda

CountryClub

91

9191 PROJECT

SITESanta A

na River

GEOCON Proj. No. E8991-02-10

Task Order No. 10 Figure 1

Anaheim Hills,California

December 2017

Eastbound State Route 91 Peralta Weigh Station

VICINITY MAP

P H O N E 8 1 8 . 8 4 1 . 8 3 8 8 – FA X 8 1 8 . 8 4 1 . 1 7 0 43 3 0 3 N . S A N F E R N A N D O B LV D . – S U I T E 1 0 0 – B U R B A N K , C A . 9 1 5 0 4

N0 1/2

Scale in Miles

GEOCON Proj. No. E8991-02-10

Task Order No. 10 Figure 2

Anaheim Hills,California

December 2017

Eastbound State Route 91 Peralta Weigh Station

SITE PLAN

P H O N E 8 1 8 . 8 4 1 . 8 3 8 8 – FA X 8 1 8 . 8 4 1 . 1 7 0 43 3 0 3 N . S A N F E R N A N D O B LV D . – S U I T E 1 0 0 – B U R B A N K , C A . 9 1 5 0 4

N

(R)

2(R)

6(R)

3(R)4,5(R)

1(R)

10-12

13-15

7-9

Asbestos Sample Location

Deteriorated Lead Paint Sample Location

Roof Sample

LEGEND:

Closet

Counter

Counter

Desk

Restroom

RooflineEdge

16-18

P-1

P-3P-2P-4

2829

19-21

22-2425-27

0 10

Approx. Scale in Feet

Approximate Site Asbestos

Description of Suspect Material Location Quantity Friable Photo Content

Roof core Roof NA NA NP ND

Black Penetration Mastic Roof NA NA NP ND

White Window Putty Scalehouse NA NA NP ND

12"x12" Ceiling Tile Scalehouse NA NA NP ND

Brown Speckled Floor Tile/Black Mastic Scalehouse 200 sf No 2 Tile ND/Mastic 10%

Baseboard Mastic Scalehouse NA NA NP ND

Drywall Tape and Joint Compound Scalehouse NA NA NP ND

White Tile Mortar/Float Scalehouse Restroom Walls NA NA NP ND

Brown Tile Mortar/Float Scalehouse Restroom Floor NA NA NP ND

Concrete Scalehouse Slab NA NA NP ND

Notes:

sf = Square feet

NP = No photo

ND = No asbestos fibers detected

NA = Not applicable

No. ID

19 to 21

10 to 12

13 to 15

16 to 18

28 and 29

22 to 24

25 to 27

TABLE 1

SUMMARY OF ANALYTICAL LABORATORY TEST RESULTS - ASBESTOS

4 to 6

7 to 9

EASTBOUND STATE ROUTE 91 PERALTA WEIGH STATION, ANAHEIM, ORANGE COUNTY, CALIFORNIA

Sample Group

Polarized Light Microscopy (PLM) - EPA Test Method 600/R-93/116

1 to 3

Project No. E8991-02-10 1 of 1 December 2017

Sample ID Paint Description Location Approximate Quantity Site Total Lead WET Lead TCLP Lead

Peeling & Flaking Photo (mg/kg) (mg/l) (mg/l)

P-1 Blue Exterior doors/windows/facia 100 square feet 3 35,000 NA 58*

P-2 Cream Exterior wood siding 1,000 square feet 4 32,000 NA 58*

P-3 Grey/Peach Exterior eaves 300 square feet 5 49,000 NA 58*

P-4 White Exterior metal gutters 12 square feet 6 37,000 NA 58*

Notes:

mg/kg = milligrams per kilogram

WET = Waste Extraction Test

mg/l = milligrams per liter

TCLP = Toxicity Characteristic Leaching Procedure

* = Composite Sample 1

NA = Not analyzed

TABLE 2

SUMMARY OF ANALYTICAL LABORATORY TEST RESULTS - PAINT

EASTBOUND STATE ROUTE 91 PERALTA WEIGH STATION, ANAHEIM, ORANGE COUNTY, CALIFORNIA

Total and Soluble Lead

Project No. E8991-02-10 1 of 1 December 2017

APPENDIX A

LA Testing520 Mission Street South Pasadena, CA 91030

Tel/Fax: (323) 254-9960 / (323) 254-9982

http://www.LATesting.com / [email protected]

321727185LA Testing Order:

Customer ID: 32GEOC65

Customer PO:

Project ID:

Attention: Phone:Sean Keffer (760) 695-7039

Fax:Geocon Consultants, Inc. (858) 558-8437

Received Date:6970 Flanders Drive 11/14/2017 11:25 AM

Analysis Date:San Diego, CA 92121 11/21/2017

Collected Date: 11/09/2017

Project:

Test Report: Asbestos Analysis of Bulk Materials via EPA 600/R-93/116 Method using Polarized

Light Microscopy

Sample Description Appearance % Fibrous % Non-Fibrous

Non-Asbestos Asbestos

% Type

1-Roof Core 1

321727185-0001

None DetectedNon-fibrous (Other)80%Cellulose

Glass

10%

10%

Gray/Black

Non-Fibrous

Heterogeneous

Roof Core - NW Roof

1-Roof Core 2

321727185-0001A

None DetectedNon-fibrous (Other)90%Cellulose10%Black

Non-Fibrous

Homogeneous

Roof Core - NW Roof

1-Felt

321727185-0001B


Fibrous

Homogeneous

Roof Core - NW Roof

1-Insulation

321727185-0001C

None DetectedNon-fibrous (Other)5%Cellulose95%Brown

Fibrous

Homogeneous

Roof Core - NW Roof

2-Shingle

321727185-0002

None DetectedNon-fibrous (Other)90%Glass10%Gray/Black

Fibrous

Heterogeneous

Roof Core - Center of

Roof

2-Roof Core

321727185-0002A

None DetectedNon-fibrous (Other)85%Cellulose

Glass

10%

5%

Black

Non-Fibrous

Homogeneous


Roof

2-Insulation

321727185-0002B


Fibrous

Homogeneous


Roof

3-Roof Core

321727185-0003

None DetectedNon-fibrous (Other)88%Glass12%White/Black

Fibrous

Heterogeneous

Roof Core - SE Roof

3-Felt 1

321727185-0003A


Fibrous

Homogeneous

Roof Core - SE Roof

3-Felt 2

321727185-0003B

None DetectedNon-fibrous (Other)88%Glass12%Black

Fibrous

Homogeneous

Roof Core - SE Roof

3-Insulation

321727185-0003C


Fibrous

Homogeneous

Roof Core - SE Roof

4

321727185-0004


Non-Fibrous

Homogeneous

Black Penetration

Mastic - E. Roof

5

321727185-0005


Non-Fibrous

Homogeneous

Black Penetration

Mastic - E. Roof

6

321727185-0006


Non-Fibrous

Homogeneous

Black Penetration

Mastic - SW Roof

7

321727185-0007

None DetectedNon-fibrous (Other)100%White/Blue

Non-Fibrous

Homogeneous

Window Putty - West

Window Frame

8

321727185-0008


Non-Fibrous

Homogeneous

Window Putty - West

Window Frame

Initial report from: 11/21/2017 12:56:38

Page 1 of 4ASB_PLM_0008_0001 - 1.78 Printed: 11/21/2017 12:57 PM


Tel/Fax: (323) 254-9960 / (323) 254-9982




Customer PO:

Project ID:


Light Microscopy



% Type

9

321727185-0009


Non-Fibrous

Homogeneous

Window Putty - West

Window Frame

10

321727185-0010

None DetectedNon-fibrous (Other)20%Cellulose80%Brown/White

Fibrous

Heterogeneous

12"x12" Ceiling Tile -

Scalehouse Ceiling

11

321727185-0011


Fibrous

Heterogeneous


Scalehouse Ceiling

12

321727185-0012


Fibrous

Homogeneous


Scalehouse Ceiling

13-Floor Tile

321727185-0013

None DetectedNon-fibrous (Other)100%Beige

Non-Fibrous

Homogeneous

12"x12" Brown

Speckled Floor

Tile/Mastic -

Scalehouse Floor

13-Mastic

321727185-0013A

10% ChrysotileNon-fibrous (Other)90%Black

Non-Fibrous

Homogeneous

12"x12" Brown

Speckled Floor

Tile/Mastic -

Scalehouse Floor

14-Floor Tile

321727185-0014


Non-Fibrous

Homogeneous

12"x12" Brown

Speckled Floor

Tile/Mastic -

Scalehouse Floor

14-Mastic

321727185-0014A

10% ChrysotileNon-fibrous (Other)90%Black

Non-Fibrous

Homogeneous

12"x12" Brown

Speckled Floor

Tile/Mastic -

Scalehouse Floor

15-Floor Tile

321727185-0015


Non-Fibrous

Homogeneous

12"x12" Brown

Speckled Floor

Tile/Mastic -

Scalehouse Floor

15-Mastic

321727185-0015A

10% ChrysotileNon-fibrous (Other)90%Black/Yellow

Non-Fibrous

Homogeneous

12"x12" Brown

Speckled Floor

Tile/Mastic -

Scalehouse Floor

16-Mastic 1

321727185-0016

None DetectedNon-fibrous (Other)100%Tan

Non-Fibrous

Homogeneous

Yellow/Tan

Baseboard Mastic -

Scalehouse

Baseboards

16-Mastic 2

321727185-0016A

None DetectedNon-fibrous (Other)100%Fibrous (Other)<1%Brown/Gray

Non-Fibrous

Homogeneous

Yellow/Tan

Baseboard Mastic -

Scalehouse

Baseboards

17-Mastic 1

321727185-0017

None DetectedNon-fibrous (Other)100%Tan

Non-Fibrous

Homogeneous

Yellow/Tan

Baseboard Mastic -

Scalehouse

Baseboards

17-Mastic 2

321727185-0017A

None DetectedNon-fibrous (Other)100%Fibrous (Other)<1%Brown/Gray

Non-Fibrous

Homogeneous

Yellow/Tan

Baseboard Mastic -

Scalehouse

Baseboards

18-Mastic 1

321727185-0018


Non-Fibrous

Homogeneous

Yellow/Tan

Baseboard Mastic -

Scalehouse

Baseboards




Tel/Fax: (323) 254-9960 / (323) 254-9982




Customer PO:

Project ID:


Light Microscopy



% Type

18-Mastic 2

321727185-0018A

None DetectedNon-fibrous (Other)100%Fibrous (Other)<1%Brown

Non-Fibrous

Homogeneous

Yellow/Tan

Baseboard Mastic -

Scalehouse

Baseboards

19-Drywall

321727185-0019


Fibrous

Heterogeneous

Drywall Tape & Joint

Compound -

Scalehouse Interior

Walls

19-Joint Compound

321727185-0019A


Non-Fibrous

Homogeneous


Compound -

Scalehouse Interior

Walls

20-Drywall

321727185-0020


Fibrous

Heterogeneous


Compound -

Scalehouse Interior

Walls

20-Joint Compound

321727185-0020A


Non-Fibrous

Homogeneous


Compound -

Scalehouse Interior

Walls

21-Drywall

321727185-0021


Fibrous

Heterogeneous


Compound -

Scalehouse Interior

Walls

21-Joint Compound

321727185-0021A

None DetectedNon-fibrous (Other)100%White

Non-Fibrous

Homogeneous


Compound -

Scalehouse Interior

Walls

22

321727185-0022


Non-Fibrous

Homogeneous

White Tile

Mortar/Float -

Scalehouse Restroom

23

321727185-0023


Non-Fibrous

Homogeneous

White Tile

Mortar/Float -

Scalehouse Restroom

24

321727185-0024


Non-Fibrous

Homogeneous

White Tile

Mortar/Float -

Scalehouse Restroom

25

321727185-0025


Non-Fibrous

Homogeneous

Brown Tile

Mortar/Float -

Scalehouse Bathroom

26

321727185-0026

None DetectedNon-fibrous (Other)98%Cellulose2%Gray

Non-Fibrous

Homogeneous

Brown Tile

Mortar/Float -

Scalehouse Bathroom

27

321727185-0027

None DetectedNon-fibrous (Other)100%Cellulose<1%Brown

Non-Fibrous

Homogeneous

Brown Tile

Mortar/Float -

Scalehouse Bathroom

28

321727185-0028

None DetectedNon-fibrous (Other)100%Gray/Black

Non-Fibrous

Homogeneous

Concrete - Floor Slab

(SE)

29

321727185-0029

None DetectedNon-fibrous (Other)100%Gray

Non-Fibrous

Homogeneous

Concrete - Floor Slab

(SW)




Tel/Fax: (323) 254-9960 / (323) 254-9982




Customer PO:

Project ID:

Analyst(s)

Kieu-anh Pham Duong (30)

Rosa Mendoza (16)

Jerry Drapala Ph.D, Laboratory Manager

or Other Approved Signatory

EMSL maintains liability limited to cost of analysis . This report relates only to the samples reported and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no

responsibility for sample collection activities or analytical method limitations. Interpretation and use of test results are the responsibility of the client. This report must not be used by the client to claim

product certification, approval, or endorsement by NVLAP, NIST or any agency of the federal government . Non-friable organically bound materials present a problem matrix and therefore EMSL

recommends gravimetric reduction prior to analysis. Samples received in good condition unless otherwise noted. Estimated accuracy, precision and uncertainty data available upon request. Unless

requested by the client, building materials manufactured with multiple layers (i.e. linoleum, wallboard, etc.) are reported as a single sample. Reporting limit is 1%

Samples analyzed by LA Testing South Pasadena, CA NVLAP Lab Code 200232-0, CA ELAP 2283



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November 21, 2017

6960 Flanders Drive

San Diego, CA 92121

Sean Keffer

Tel: (858) 558-6100

Fax:(858) 558-8437

Geocon, Inc. - San DiegoELAP No.: 1838

CSDLAC No.: 10196

ORELAP No.: CA300003

Re: ATL Work Order Number :

Client Reference :

1704077

Enclosed are the results for sample(s) received on November 14, 2017 by Advanced Technology

Laboratories. The sample(s) are tested for the parameters as indicated on the enclosed chain of

custody in accordance with applicable laboratory certifications. The laboratory results contained

in this report specifically pertains to the sample(s) submitted.

Thank you for the opportunity to serve the needs of your company. If you have any questions,

please feel free to contact me or your Project Manager.

Sincerely,

Laboratory Director

EB SR-91 PERALTA STA., E8991-02-10

Eddie Rodriguez

The cover letter and the case narrative are an integral part of this analytical report and its absence renders the report invalid.

Test results contained within this data package meet the requirements of applicable state-specific certification programs. The

report cannot be reproduced without written permission from the client and Advanced Technology Laboratories .

3275 Walnut Avenue, Signal Hill, CA 90755 � Tel: 562-989-4045 � Fax: 562-989-4040

www.atlglobal.com

Page 1 of 6

6960 Flanders Drive

San Diego , CA 92121

Project Number :

Report To :


Sean Keffer

Reported : 11/21/2017

Geocon, Inc. - San Diego

Certificate of Analysis

Sample ID Laboratory ID Matrix Date Sampled Date Received

SUMMARY OF SAMPLES

P-1 BLUE TRIM 1704077-01 Solids 11/09/17 9:30 11/14/17 13:20

P-2 CREAM EXTERIOR 1704077-02 Solids 11/09/17 9:40 11/14/17 13:20

P-3 GREY/PEACH EAVES 1704077-03 Solids 11/09/17 9:55 11/14/17 13:20

P-4 WHITE GUTTER 1704077-04 Solids 11/09/17 10:00 11/14/17 13:20

3275 Walnut Avenue, Signal Hill, CA 90755 � Tel: 562-989-4045 � Fax: 562-989-4040 � www.atlglobal.com Page 2 of 6

6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/21/2017



Notes

Date/Time

AnalyzedPreparedBatchDilutionPQLResultLaboratory ID Client Sample ID Units

Total Metals by ICP-AES EPA 6010B

Analyte: Lead Analyst: GO

35000 20 B7K0525 11/17/2017 11/18/17 14:25 D61704077-01 mg/kgP-1 BLUE TRIM 39

32000 20 B7K0525 11/17/2017 11/18/17 14:27 D61704077-02 mg/kgP-2 CREAM

EXTERIOR

38

49000 50 B7K0525 11/17/2017 11/18/17 14:28 D61704077-03 mg/kgP-3

GREY/PEACH

EAVES

98

37000 20 B7K0525 11/17/2017 11/18/17 14:30 D61704077-04 mg/kgP-4 WHITE

GUTTER

40


6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/21/2017



QUALITY CONTROL SECTION

Total Metals by ICP-AES EPA 6010B - Quality Control

Analyte

Result PQL Spike

Level

Source

Result % Rec

% Rec

Limits RPD

RPD

Limit(mg/kg) (mg/kg) Notes

MDL

(mg/kg)

Batch B7K0525 - EPA 3050B_S

Blank (B7K0525-BLK1) Prepared: 11/17/2017 Analyzed: 11/18/2017

ND 1.0Lead 0.18

LCS (B7K0525-BS1) Prepared: 11/17/2017 Analyzed: 11/18/2017

44.6051 1.0 50.0000 89.2 80 - 120Lead 0.18

LCS Dup (B7K0525-BSD1) Prepared: 11/17/2017 Analyzed: 11/18/2017

44.7228 1.0 50.0000 89.4 80 - 120 0.264 20Lead 0.18


6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/21/2017



Notes and Definitions

D6 Sample required dilution due to high concentration of target analyte.

ND Analyte is not detected at or above the Practical Quantitation Limit (PQL). When client requests quantitation against MDL,

analyte is not detected at or above the Method Detection Limit (MDL)

PQL Practical Quantitation Limit

MDL Method Detection Limit

RPD Relative Percent Difference

Not ReportedNR

CA2 CA-ELAP (CDPH)

OR-NELAP (OSPHL)OR1

Notes:

(1) The reported MDL and PQL are based on prep ratio variation and analytical dilution.

(2) The suffix [2C] of specific analytes signifies that the reported result is taken from the instrument's second column.

(3) Results are wet unless otherwise specified.


Page 6 of 6

November 30, 2017

6960 Flanders Drive

San Diego, CA 92121

Sean Keffer

Tel: (858) 558-6100

Fax:(858) 558-8437

Geocon, Inc. - San DiegoELAP No.: 1838

CSDLAC No.: 10196

ORELAP No.: CA300003

Re: ATL Work Order Number :

Client Reference :

1704077

Enclosed are the results for sample(s) received on November 14, 2017 by Advanced Technology

Laboratories. The sample(s) are tested for the parameters as indicated on the enclosed chain of

custody in accordance with applicable laboratory certifications. The laboratory results contained

in this report specifically pertains to the sample(s) submitted.

Thank you for the opportunity to serve the needs of your company. If you have any questions,

please feel free to contact me or your Project Manager.

Sincerely,

Laboratory Director


Eddie Rodriguez

The cover letter and the case narrative are an integral part of this analytical report and its absence renders the report invalid.

Test results contained within this data package meet the requirements of applicable state-specific certification programs. The

report cannot be reproduced without written permission from the client and Advanced Technology Laboratories .

3275 Walnut Avenue, Signal Hill, CA 90755 � Tel: 562-989-4045 � Fax: 562-989-4040

www.atlglobal.com

Page 1 of 6

6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/30/2017



Sample ID Laboratory ID Matrix Date Sampled Date Received

SUMMARY OF SAMPLES

Composite(P1-P4) 1704077-05 Solid 11/09/17 0:00 11/14/17 13:20


6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/30/2017



Notes

Date/Time

AnalyzedPreparedBatchDilutionPQLResultLaboratory ID Client Sample ID Units

TCLP Metals by ICP-AES EPA 6010B

Analyte: Lead Analyst: GO

58 5 B7K0760 11/28/2017 11/28/17 17:211704077-05 mg/LComposite(P1-P4

)

0.33


6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/30/2017



QUALITY CONTROL SECTION

TCLP Metals by ICP-AES EPA 6010B - Quality Control

Analyte

Result PQL Spike

Level

Source

Result % Rec

% Rec

Limits RPD

RPD

Limit(mg/L) (mg/L) Notes

MDL

(mg/L)

Batch B7K0760 - EPA 3010A_S

Blank (B7K0760-BLK1) Prepared: 11/28/2017 Analyzed: 11/28/2017

ND 0.050Lead 0.0047

LCS (B7K0760-BS1) Prepared: 11/28/2017 Analyzed: 11/28/2017

0.900977 0.050 1.00000 90.1 80 - 120Lead 0.0047

LCS Dup (B7K0760-BSD1) Prepared: 11/28/2017 Analyzed: 11/28/2017

0.916115 0.050 1.00000 91.6 80 - 120 1.67 20Lead 0.0047


6960 Flanders Drive


Project Number :

Report To :


Sean Keffer

Reported : 11/30/2017



Notes and Definitions

ND Analyte is not detected at or above the Practical Quantitation Limit (PQL). When client requests quantitation against MDL,

analyte is not detected at or above the Method Detection Limit (MDL)

PQL Practical Quantitation Limit

MDL Method Detection Limit

RPD Relative Percent Difference

Not ReportedNR

CA2 CA-ELAP (CDPH)

OR-NELAP (OSPHL)OR1

Notes:

(1) The reported MDL and PQL are based on prep ratio variation and analytical dilution.

(2) The suffix [2C] of specific analytes signifies that the reported result is taken from the instrument's second column.

(3) Results are wet unless otherwise specified.


Page 6 of 6

Documents

For Contract No. 12-0N4904 At 12-Ora-91 R12.5/R13.9