A Report Prepared for:

Stantec Consulting Services Inc.

801 S. Figueroa St., Suite 300 Los Angeles, CA 90017

GEOTECHNICAL REPORT

HYDROGEN FUELING STATION

159 S KINNELOA AVE, PASADENA, CA

Project No. 2024-004 by

Abhilash Reddy Gujjula, EIT Staff Engineer

Saul Cuautle Civil Engineer 91228

DiazYourman & Associates 1616 East 17th Street Santa Ana, CA 92705-8509

(714) 245-2920

February 18, 2025

D I A Z Y O U R M A N

& A S S O C I AT E S

1616 EAST 17th STREET SANTA ANA, CA 92705-8509 TEL. (714) 245-2920 FAX (714) 245-2950 i https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx

TABLE OF CONTENTS

1 INTRODUCTION

2 DATA REVIEW, FIELD EXPLORATION, AND LABORATORY TESTING

3 SITE CONDITIONS

GEOLOGIC SETTING

SURFACE CONDITIONS

SUBSURFACE CONDITIONS

4 CONCLUSIONS AND RECOMMENDATIONS

SEISMIC/GEOLOGIC HAZARDS

Earthwork Site Preparation and Grading Excavations and Temporary and Permanent Slopes Drainage

FOUNDATION DESIGN

SLABS-ON-GRADE AND CONCRETE FLATWORK

UTILITY TRENCHES

Bedding and Pipeline Support Pipeline Trench Settlement

PAVEMENT THICKNESS DESIGN

SOIL CORROSION POTENTIAL

5 PLAN REVIEW, CONSTRUCTION OBSERVATION, AND TESTING

6 LIMITATIONS

7 REPORT REVISION LOG

8 BIBLIOGRAPHY

LIST OF TABLES

Table 1 – GEOTECHNICAL DESIGN PROFILE Table 2 – SEISMIC/GEOLOGIC DESIGN CRITERIA Table 3 – FILL AND BACKFILL CRITERIA Table 4 – CORROSION POTENTIAL

LIST OF FIGURES

Figure 1 - VICINITY MAP Figure 2 - SITE PLAN Figure 3 - GEOLOGIC MAP Figure 4 - GRADING/FOUNDATION DETAILS Figure 5 - PIPELINE BACKFILL SCHEMATIC Figure 6 - PAVEMENT THICKNESS ii https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx

LIST OF APPENDICES

- PROJECT PLANS

- FIELD EXPLORATION

- LABORATORY TESTING

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1 INTRODUCTION

This report presents the results of the geotechnical services performed by DiazYourman &

Associates (DYA) for the proposed hydrogen fueling station in Pasadena, California (Project).

Stantec authorized this work on April 15, 2024. The Project is located at 159 South Kinneloa

Avenue in Pasadena, California, as shown on the vicinity map, Figure 1. The Project will consist of a new hydrogen fueling facility at the project site in support of the City of Pasadena’s zero emission bus (ZEB) rollout plan, which will transform the City’s transit system by employing zero-emission vehicles and constructing infrastructure to fuel/charge and maintain the City’s zero-emission transit system. The Project will construct an onsite liquid storage tank facility of 18,000-gallon gross capacity capable of fueling 50 Fuel Cell Electric Buses (FCEB) a day with up to 30 kilograms (kg) of hydrogen each and a three-day reserve. In addition, other miscellaneous civil work improvements will also be constructed at the Project site such as pavements, electrical systems, drainage, and utilities. It is understood that the 18,000-gallon-capacity above grade liquid storage tank will have a wet weight of less than 81,000 pounds and will be supported by two pedestals. Each pedestal will be approximately 28 square feet (2.5 feet x 11.2 feet) resulting in a bearing pressure of approximately 1,500 pounds per square foot (psf) at each pedestal. The approximate layout of the proposed Project is shown on the Site Plan, Figure 2. Selected project plans are presented in Appendix A.

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Figure 1 - VICINITY MAP

DRAFT - F

OR IN

TERNAL R

EVIEW

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The purpose of DYA's services was to provide geotechnical input for the design of the proposed

Project. The scope of our services consisted of the following tasks:

Reviewing existing geotechnical data.

Conducting a field exploration.

Performing laboratory tests on selected soil samples.

Performing engineering analyses to develop conclusions and recommendations regarding the following:

o Subsurface conditions o Geologic and seismic hazards o Site preparation and grading o Foundation type and allowable bearing capacity o Estimated total and differential foundation settlements o Slab-on-grade support o Pavement thickness design o Soil corrosion potential

Preparing this report.

DYA’s scope of services did not include investigation to evaluate the presence of hazardous materials in the soil at the Project site https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx

2 DATA REVIEW, FIELD EXPLORATION, AND LABORATORY TESTING

Geotechnical data from the Project vicinity presented in previous reports by others were reviewed to supplement subsurface data collected from the field exploration performed for the Project. A complete list of the documents reviewed is presented in the bibliography (Section 8).

The field exploration, conducted on April 29, 2024, consisted of drilling one soil boring at the location shown on Figure 2. The boring location was chosen to provide data for grading and foundation and pavement thickness design recommendations. The boring was planned to extend to a depth of approximately 50 feet below ground surface (bgs), however, it was terminated a depth of 29 feet bgs due to drilling refusal. Drilling refusal was encountered due to potential cobbles in the subsurface. Details of the subsurface material are discussed in Section 3.3 and details of the field exploration, including sampling procedures and boring logs, are presented in

8APPENDIX B.

Soil samples collected from the boring were re-examined in the laboratory to substantiate field classifications. Selected soil samples were tested for moisture content, dry density, grain-size distribution, percent passing the No. 200 sieve, Atterberg limits, expansion index, consolidation, collapse potential, shear strength, compaction characteristics, pavement-supporting capacity, and corrosion potential (pH, electrical resistivity, soluble chlorides, and soluble sulfates). The soil samples tested are identified on the boring logs. Laboratory test data are summarized on the boring log in 8APPENDIX B and presented on individual test reports in APPENDIX C.

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3 SITE CONDITIONS

GEOLOGIC SETTING

The Project area is located in Pasadena within the Los Angels Basin, a portion of the northernmost

Peninsular Ranges Geomorphic Province of California characterized by blocks encompassing a coastal plain, synclinal basins and uplifted hills that slope towards the sea. The site is located on the Northeastern Block, bound by the San Gabriel mountains to the north, the Santa Ana mountains to the east, Puente Hills to the south and the Santa Monica Mountains to the west.

The Northeastern Block is a triangular wedge about 35 miles long and includes the San Gabriel

Valley. The San Gabriel Valley is filled with alluvium and has basement rocks of marine and nonmarine sedimentary rocks of Quaternary age. (Yerkes, et al, 1965)

A geologic map of the Project vicinity is presented in Figure 3. The Project site is located on the

Eaton Wash underlain by wash deposits (map symbol Qw). Wash deposits are described as unconsolidated gravel, sand and silt from recently active or active stream beds. It can include some debris flow deposits. To the northeast of the Project vicinity, the site is underlain by approximately 40-foot-thick young alluvial-fan deposits (Qyf). Alluvial fan deposits are characterized as unconsolidated gravel, sand and silt deposited chiefly from flooding stream and debris flow (California Geologic Survey [GS], 2009).

DRAFT - F

OR IN

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SURFACE CONDITIONS

At the time of our exploration, the Project site consisted of a rectangular vacant lot bounded by, and running parallel to, South Kinneloa Avenue to the east and Eaton Wash to the west. Eaton

Wash was concrete lined with surface waters flowing to the south. The Project site was mostly vacant, however, it was also being used to store traffic control equipment such as K-rail barriers.

The existing ground surface was unpaved and was generally flat. Grass and trees were present.

The existing ground surface elevation was estimated to be approximately 683 feet above mean sea level (MSL).

SUBSURFACE CONDITIONS

Based on data review and subsurface conditions observed by others (Ecology and Environmental, Inc. 2001), fill material consisting of sandy silts, silty sands, and silty gravels and debris were encountered to a depth of approximately 30 feet bgs. The debris consisted of concrete, brick, glass, metal and some wood fragments. Below the fill, native materials consisted of gravelly sands with cobble zones which made drilling difficult. The exact locations of the borings performed by others (Ecology and Environmental, Inc. 2001) at the Project site are unknown because the figure of the boring location map in the report by others is missing, therefore they are not presented in

Figure 2. However, based on that report, those borings are located within the parcel of this Project.

Those boring logs are presented in APPENDIX B.

Historical geological maps indicate that the Eaton Wash River previously traversed the boundary of the Project site. It is suspected but not confirmed that during efforts to concretize the river channel, the site was filled to align with the surrounding adjacent elevations.

During the current subsurface exploration performed for the Project, it was observed that the subsurface soils generally consisted of approximately 29 feet of fill material underlain by very dense natural material. The fill material generally comprised of medium dense silty, clayey sands, clayey sands, and poorly-graded sands with clay to an elevation of approximately 670 feet MSL;

sparse gravels and potential cobbles were also encountered to this elevation. Below an elevation of 670 feet MSL to an elevation of approximately 660 feet MSL, the subsurface soils comprised of loose poorly graded sands with silts and gravels and silty, clayey sands. Below an elevation of

660 feet MSL to an elevation of approximately 654 feet, the subsurface soils comprised of very dense material noted as silty, clayey sands and possibly cobbles. The boring was terminated at https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx an approximate elevation of 654 feet MSL due to drilling refusal. Trash debris comprised of ceramics, plastics, chunks of metals, asphalt fragments and pipe fittings were encountered in the exploration.

The subsurface fill material has “slight” potential for collapse, 0.2% to 0.8%, based on collapse potential results. Expansion index test results showed that the onsite fill material has very low potential for expansion. The optimum moisture content and maximum dry density of the near surface materials were 9.2% and 127.6 pounds per cubic foot, respectively.

A generalized soil profile for the Project site is presented in Table 1. The geotechnical design soil strength parameters were estimated based on laboratory testing, in-situ testing, and published correlations using SPT N60 and SPT (N1)60 values.

Table 1 – GEOTECHNICAL DESIGN PROFILE

SOIL LAYER1,2

APPROXIMATE

ELEVATION

(feet)

DEPTH

(feet)

TOTAL UNIT

WEIGHT

(pcf)

FRICTION

ANGLE

(degrees)

COHESION

(psf) Silty, clayey sand;

clayey sand; poorly-graded sands with clay

683 – 670 0 – 13 130 32 100

Poorly-graded sand with silt and gravel;

silty, clayey sands

670 – 660 13 – 23 115 28 0

Silty, clayey sand;

Cobbeles

660 – 654 23 – 29 130 40 0

Note(s):

1. Unified Soil Classification System.

2. Soils are not homogeneous and not in layers. The values provided are for the prevailing soil type in each idealized layer.

pcf = pounds per cubic foot; psf = pounds per square foot

Groundwater was not encountered during the subsurface exploration. Based on literature review from the previous exploration by others (Ecology and Environmental, Inc., 2001), it was noted that groundwater is possibly at approximately 200 feet bgs.

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4 CONCLUSIONS AND RECOMMENDATIONS

The primary geotechnical consideration for the Project is that the subsurface soils are comprised of undocumented fills to an approximate depth of 30 feet bgs. It is standard practice to either remove all the fill and replace it as a documented fill, or to use deep foundations that gain support in natural soils below the fill. In our judgement, these options would be very expensive and/or impractical and would likely result in abandoning the project. To provide a practical and cost-effective solution to the undocumented fill, we are recommending an innovative approach using a relatively small amount of over excavation and replacement using a series of geogrids to support a shallow foundation option. Alternatively, a rigid mat foundation could be used in lieu of the shallow foundations and geogrids. This innovative approach will be contingent on agency approval.

SEISMIC/GEOLOGIC HAZARDS

The site, like most of Southern California, will be subject to strong ground shaking during major earthquakes. Seismic design can be performed according to the criteria listed in Table 2. The site is not located within an Alquist Priolo Earthquake Fault Zone or a liquefactions hazard zone

(CGS, 2024). There are no potentially known faults crossing the Project site.

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Table 2 – SEISMIC/GEOLOGIC DESIGN CRITERIA

CHARACTERISTIC CRITERIA

Geographic Coordinates (Latitude/Longitude) 34.143789o, -118.087074 o

Site Class1 D2

Risk Category1 IV1

Ss - mapped risk targeted maximum considered earthquake (MCER) spectral response acceleration at short periods (g)3

2.08

S1 - mapped MCER spectral response acceleration at 1-second period (g)3 0.753 Fa - site coefficient3 1 Fv - site coefficient3,5 1.7

SMS - adjusted MCER spectral response acceleration at short periods (g)3 2.08 SM1 - adjusted MCER spectral response acceleration at 1-second period (g) 3,5 1.92 SDS - design MCER spectral response acceleration at short periods (g)3 1.387 SD1 - design MCER spectral response acceleration at 1-second period (g) 3,5 1.28 PGA - mapped MCEG peak ground acceleration (g)3 0.907 FPGA – site coefficent3 1.1 PGAM - mapped MCEG peak ground acceleration adjusted for site class effects, g3

0.998

Alquist - Priolo Special Study Zone4 Site outside a special study zone California Seismic Hazards Mapping Act, Liquefaction Zone4 Site outside a liquefaction zone

California Seismic Hazards Mapping Act, Landslide Zone4 Site outside a landslide zone

Note(s):

1. International Code Council, 2022, California Building Code (CBC) Section 1613. Risk category was assumed.

2. Based on American Society of Civil Engineers (ASCE) ASCE 7-16 Table 20.2-1.

3. ASCE 7-16 mapped values obtained from the online ASCE Hazard Tool (ASCE, 2024).

4. California Geological Survey (CGS);1 2024.

5. ASCE 7-16, Minimum design loads and associated criteria for buildings and other structures (Supplement

3).

1 Formerly California Division of Mines and Geology (CDMG).

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Earthwork

Minor earthwork (cuts and fills less than 5 feet) will be required to provide compacted soil beneath shallow foundations, concrete slabs, and pavements.

Site Preparation and Grading

Prior to the start of construction, the following should be performed:

All utilities should be located in the field and rerouted, removed, abandoned, or protected.

Areas to be graded should be stripped of vegetation and debris, and the material removed from the site.

Pavement and concrete should be separated for recycling (if applicable).

The upper soil should be excavated and replaced with compacted fill as shown on Figure 4. The bottom of the excavation should be:

Scarified to a depth of 8 inches.

Moisture-conditioned to no more than 2% above-optimum moisture content.

Compacted to at least 90% relative compaction2.

After the bottom of the excavations have been prepared, structure backfill can be placed as prescribed herein. Fill and backfill should be compacted by:

Placing in loose layers less than 8 inches thick.

Moisture-conditioning to no more than 2% above-optimum moisture content.

Compacting fill to at least 95% relative compaction.

The compacted fill should be firm, hard, and unyielding regardless of the relative compaction of the fill material. The finish grade should be proof rolled and soft areas should be reworked until the fill is firm, hard, and unyielding.

2 Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by ASTM International (ASTM) D1557 test method. Optimum moisture content is the moisture content corresponding to the maximum dry density, as determined by the ASTM D1557 test method.

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LOCATION MINIMUM DIMENSIONS (feet)

A. Footing Embedment Below Subgrade 2

B. Footing Width 2.5

C. Excavation Below Existing Grade (footing) 2

D. Excavation Below Existing Grade (slab) 2

E. Excavation Beyond Footing 5

F. Compacted Soil/Fill Below Footing 4

G. Compacted Soil/Fill Below Slab 2

H. Free-Draining Material 0.5

I. Geogrid Depth Below Footing 1

J. Distance Between Geogrids 1

PRESSURE (psf)

Static (net) Allowable Bearing Capacity (FS≥3) 1,600

Increase per Foot of Depth 700

Increase per Foot of Width 300

Maximum Static Bearing Capacity (FS≥3) 3,200

Maximum Transient Bearing Capacity (FS≥2)1 4,800 Note(s):

1. The static bearing capacity can be increased by 33% to calculate the transient bearing capacity.

FS = factor of safety; psf = pounds per square foot.

Figure 4 - GRADING/FOUNDATION DETAILS

Where the soils at the bottom of the excavation preclude compaction, they should be excavated to a depth sufficient to achieve a firm and unyielding surface at the planned bottom of excavation https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx or the base of fill. Generally, an additional over excavation depth of 1 to 2 feet is sufficient. Using geogrids and/or easily compactable material such as crushed rock can reduce the depth of excavation.

Where geogrids are implemented, a layer of non-woven geotextile (i.e., geofabric) should be placed at the bottom of the excavation prior to the first geogrid being placed to help mitigate against fines contamination of the easily compacted material. The geogrids should satisfy the requirements of Standard Specifications for Public Works Construction ([Greenbook]; Building

News, 2021) Supplement Table 213-5.2 (D), Biaxial S2 or equivalent; non-woven geotextile should satisfy the requirements of Greenbook (Building News, 2021) Supplement Table 213-5.2

(A), Non-Woven Type 180N, or equivalent. The geofabric and geogrids should be installed per the manufacturer’s specifications.

Concrete flatwork (i.e., sidewalks, hardscape, curbs, and gutters) should be underlain by a minimum of 12 inches of compacted engineered soil compacted to at least 90% relative compaction and not more than 2% above-optimum moisture content.

Contamination or hydrocarbon odors were not observed during the field exploration. However, if they are encountered during the construction of the Project, procedures for handling contaminated soil include on-site personnel trained in accordance with 29 Code of Federal Regulations (CFR)

Part 1910.120, chain-of-custody procedures and forms, equipment suitable for excavating and transporting contaminated soils, and a site selected for the proper disposal and treatment of contaminated soils.

Materials for fill and structure backfill should meet the criteria in Table 3.

Soil containing organics, debris, or other deleterious materials should be considered unsuitable for reuse as fill. Any loose surficial soils encountered should also be considered unsuitable and should be removed or compacted by the contractor prior to new fill placement. All unsuitable material should be removed and disposed of offsite.

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Table 3 – FILL AND BACKFILL CRITERIA

CRITERIA

STRUCTURE

BACKFILL1 IMPORT FILL

Caltrans Specifications Section2 19-3.02.C 19-7

Greenbook Specifications Section2 217-3 --

Maximum particle size (inches) 3 4

Maximum percentage passing the No. 200 sieve (%) 40 40

Maximum liquid limit (%) 40 30

Maximum plasticity index (%) 30 20

Minimum sand equivalent -3 --

1. Structure backfill is material placed within the zone shown on Figure 4 below shallow foundations.

2. The fills and backfill shall meet the specified Caltrans (Caltrans, 2023)/Greenbook (Building News, 2021) criteria and the additional recommendations provided in this table.

3. Minimum sand equivalent of 20 is required behind retaining/basement walls (within a horizontal distance of 5 feet or one-half of the wall height, whichever is greater).

The upper soils at the Project site can be reused upon proper blending and moisture conditioning to meet the fill and backfill criteria presented in Table 3 except as restricted elsewhere in this report. If onsite soils are reused, organics, debris, or other deleterious materials should be removed from the fill. If the onsite soils are reused and blended, they should be tested to confirm that they meet the criteria presented in Table 3.

Site grading may be accomplished with conventional heavy-duty construction equipment. The fill should be compacted using soil compactors as recommended by the most recent version of the

Caterpillar Performance Handbook, or equivalent.

Excavations and Temporary and Permanent Slopes

The stability of temporary excavations is a function of several factors, including the total time the excavation is exposed, moisture condition, soil type and consistency, and contractor's operations.

The contractor is responsible for excavation safety. As a guideline, temporary construction excavations greater than 3 feet but less than 5 feet deep should be planned with slopes no steeper than 1.5H:1V (horizontal to vertical) and be based on Soil Type C. Excavations steeper than 5 feet are not anticipated for the construction of the Project improvements, however, if excavations steeper than 5 feet are planned, shoring should be provided for stability and protection. Shoring design is the contractor’s responsibility. However, it is not anticipated that shoring will be required for the construction of the Project structures. The contractor should strictly adhere to grading requirements of City of Pasadena and applicable health and safety regulations, including those of the Occupational Safety and Health Administration (OSHA).

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Drainage

General site drainage criteria are outlined on Figure 4. Densely landscaped areas may require steeper gradients than those shown on Figure 4. Roof water should be collected by roof gutters and downspouts and directed away from structures into a closed drainage system or onto landscape or infiltration areas. Landscaped areas should be designed to not seep below building foundations or slabs-on-grade. Proper drainage should be considered if the exterior grades are planned to be higher than the interior plastic vapor barrier.

FOUNDATION DESIGN

The proposed liquid storage tanks can be supported on shallow foundations placed on layers of geogrids and compacted fill as shown on Figure 4. The static and temporary allowable bearing capacities include factors of safety of at least 3 and 2, respectively, against shear failure. For properly constructed foundations supported on layers of geogrids and compacted fill as shown on

Figure 4, the total static settlement due to the proposed structural load of 1,500 psf is estimated to be less than 1 inch. Differential static settlements between similarly loaded footings are expected to be less than 1/2 inch. Most of the static settlements are expected to occur as the loads are applied or shortly thereafter. Because the foundation bedding system, shown in Figure

4, is underlain by undocumented fill and there is a potential for differential settlements caused by unexpected subsurface soil resistance anomalies, settlement monitoring devices should be installed to track any movement of the foundations.

SLABS-ON-GRADE AND CONCRETE FLATWORK

Slabs-on-grade should be underlain by compacted free-draining granular materials as outlined on

Figure 4. The free-draining granular material should satisfy the requirements listed in the

American Concrete Institute’s ACI 360R-10 guideline Section 4.6.4. However, we recommend a maximum of 5% fines (passing the No. 200 sieve).

Moisture vapor will tend to migrate through the slab-on-grade and we recommend a specialist be consulted as necessary. To reduce vapor migration through the floor slab, the following should be considered:

Minimum 10-mil-thick plastic vapor barrier with joints overlapped by at least 6 inches and taped.

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Sealing the plastic vapor barrier around plumbing, electrical, and other conducts.

No sand above the plastic vapor barrier.

Minimum 7-day wet cure with no curing compounds.

Two-month drying period before floor coverings are placed.

Concrete mix design, materials, placement, curing, and finishing in conformance with the

Greenbook and the American Concrete Institute.

The plastic vapor barrier should satisfy the requirements of ASTM E1745 (Class “A”). Additional guidelines and construction considerations for moisture protection should be followed as prescribed in ACI 302.1R-15 (ACI, 2015).

UTILITY TRENCHES

Utility trenches (either open or backfilled) that parallel structures, pavement, or flatwork should be planned so that they do not extend below a plane with a downward slope of 1.5H:1V from the bottom edge of footings, pavement, or flatwork. Utilities should be installed to be located above the upper most geogrid layer of the foundation bedding system shown in Figure 4. It is imperative that utilities do not penetrate through the geogrids as it can impair the effectiveness of the foundation bedding system. Temporary shoring to provide footing, pavement, flatwork, or utility support is recommended unless localized settlements on the order of 1% of the trench depth can be tolerated.

Bedding and Pipeline Support

Utility pipes should be placed on the bottom of a neatly cut trench on a layer of bedding as outlined on Figure 5 or according to the manufacturer's recommendations, whichever is greater. Jetting should not be allowed for compaction purposes. We anticipate that the excavated near-surface sandy soils will be suitable for use as backfill. The near-surface sandy soils should be tested to check whether they meet the criteria for bedding soils as prescribed in Figure 5.

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Trench Zone Backfill

Not to Scale

PAVEMENT SECTION

Trench Zone Backfill

A

Pipe Bedding

D

E

See Figure 10 for Pavement Section Details

C

B

F

MATERIAL

MINIMUM

THICKNESS (feet)

MINIMUM RELATIVE

COMPACTION1 (%)

BACKFILL SPECIFICATIONS

Caltrans Specifications Greenbook Specifications

Pipe Bedding A = 0.33 or B/4 -- 19-3.02F 306-6

Pipe Zone C = 1 -- 19-3.02F 306-6

Trench Zone D varies 902 -- See Table 3

Trench Zone3 E = 2 95 -- See Table 3

Note(s):

1. Based on ASTM D1557.

2. To reduce settlement, use 95% relative compaction.

3. E = 0 if no pavement or settlement-sensitive structures at surface.

Minimum values; use manufacturer’s recommendations if greater.

For slurry backfill, Caltrans Specification 19-3.02E can be used.

See Figure 6 for pavement section details.

Figure 5 - PIPELINE BACKFILL SCHEMATIC

Pipeline Trench Settlement

Settlement can affect the post-construction performance of trenches. Ground behind the shoring can settle (ground loss), yield laterally, and/or the trench backfill can settle. The contractor's operations will significantly affect both types of settlement. Some ground loss is likely with any shoring system. In general, sandy soils will experience more ground loss than clayey soils because of the tendency of sand to ravel or slough immediately upon trench excavation. If there are settlement-sensitive structures within approximately 1.5 F (F = the depth of the excavation), these structures should each be evaluated independently. The pipelines will be supported on bedding material placed in cuts, and the existing grade is not planned to be raised. Only minor, if any, additional pressures will be imposed on the underlying ground by the weight of the pipeline and backfill. Therefore, appreciable consolidation settlement is not anticipated. Therefore, the https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx settlement and differential settlement below the pipeline invert are expected to be minor (less than the 1 inch over 30 feet) for static loading conditions.

Some settlement of the backfill above the pipeline should be expected even when the backfill is properly compacted. Therefore, there should be provisions for periodic resurfacing of the trench area. The post-construction settlement can be reduced by specifying a minimum relative compaction of 95% for the trench zone backfill. Soils (backfill) with moisture content up to 2% above the optimum moisture content should be used. Using cement slurry backfill can also mitigate settlement. However, significant amounts of slurry are required and it will be necessary to remove and dispose of the trench excavation spoils.

PAVEMENT THICKNESS DESIGN

Recommended minimum dense graded hot mix asphalt (HMA) and Portland cement concrete

(PCC) pavement sections are presented on Figure 6. The recommended minimum pavement sections are based on the following:

R-value of 47.

Caltrans design method.

Assumed traffic indices (TI) of 8 and 10 for Hydrogen fuel cell Bus and truck traffic areas, respectively. Provided by Stantec (2024).

The minimum thickness of compacted basement soil and aggregate base are outlined on

Figure 6. The basement soils should be firm, hard, and unyielding, and not “pumping” prior to placing the aggregate base. The aggregate base requirements and specifications are outlined on Figure 6. If the basement soil cannot be compacted, the soil should be over excavated as noted in Section 4.1.2.

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Basement Soil

Base Course

Subgrade

Total Pavement Section

HMA/PCC Course

COURSE

MINIMUM THICKNESS (feet)

HMA Over Base Full Depth HMA PCC Over Base

TI1 =8 TI =10 TI =8 TI =10 TI =8 TI =10

HMA/PCC2 0.45 0.65 0.7 0.9 0.75 0.8

Base3 0.5 0.5 -- -- 0.5 0.6

Basement Soil4 1.0 1.0 1.0 1.0 1.0 1.0

Note(s):

1. TI = Traffic Index.

2. Dense graded hot mix asphalt (HMA) and Portland cement concrete (PCC) should satisfy the requirements of Caltrans Standard Specifications Sections 39 and 40, respectively; or Greenbook Sections 203, and 201 and 302, respectively.

3. Base course = Class 2 aggregate base in accordance with Caltrans Standard Specifications Section 26 or crushed aggregate base (CAB) or crushed miscellaneous base (CMB) in accordance with Greenbook Sections 200-2.2 and 200-2.4, respectively. The minimum relative compaction is 95%.

4. Bottom of the basement soils (subgrade) should be compacted to 90% relative compaction. The basement soil (fill) should be compacted to a minimum 95% relative compaction.

Figure 6 - PAVEMENT THICKNESS

Generally, rigid PCC pavement costs more for initial construction but requires less maintenance than flexible HMA pavements. For heavy wheel loads along limited alignments, queuing areas, turning areas, dolly pads, bus stops, and refuse pickup areas, PCC pavement is preferred. For

PCC pavements, the following should be considered:

Construct pavements in a 15-foot square grid or smaller (20-foot rectangular areas if a square is not practical).

Expansion joints should extend the full depth of the pavement.

Potential joints depth of ¼ of the pavement thickness.

Cure for a minimum of 7 days.

No traffic until the compressive strength exceeds 2,000 pounds per square inch (psi).

Minimum compressive strength of 3,000 psi.

Dowels to strengthen joints.

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Minimum slope of 1%.

Structural section requirements are outlined on Figure 6. The subgrade soils should be firm, hard, and unyielding and not “pumping” under the loads of the construction and paving equipment. The basement soil and aggregate base should be compacted to at least 95% relative compaction. If the basement soil cannot be compacted to at least 95% relative compaction, the subgrade should be overexcavated as noted in Section 4.1.2.

The dense-graded HMA and PCC layers should not be replaced with open-graded asphalt concrete (OGAC) and pervious PCC, respectively, to provide a fully permeable pavement. A separate design is recommended for fully permeable pavements.

SOIL CORROSION POTENTIAL

One soil sample was collected and tested for corrosion potential. Corrosion test results are presented in Table 4 and individual test reports are presented in APPENDIX C.

Based on Caltrans corrosion criteria (Caltrans, 2021), a corrosive environment exists if one or more of the following criteria is met:

pH is less than 5.5, soluble sulfate content is more than 1,500 parts per million (ppm), and soluble chloride content is more than 500 ppm.

Per Caltrans (2021), soil resistivity serves as an indicator parameter for the possible presence of soluble salts, and it is not a definitive parameter to classify the soil and/or water as corrosive. A minimum soil resistivity of 1,500-ohm centimeter (ohm-cm) or less indicates a higher propensity for corrosion, but for a corrosive environment to be present, the criteria for pH, sulfate, and chloride must also be met.

Based on Caltrans’ corrosion criteria and test results, the Project site is considered non-corrosive to structural elements.

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Table 4 – CORROSION POTENTIAL

BORING

ID

DEPTH

(feet)

MINIMUM

RESISTIVITY

(ohm-cm) pH

CHLORIDE

CONTENT

(ppm)

WATER-SOLUBLE

SULFATE CONTENT

(ppm)

POTENTIALLY

CORROSIVE

DYB24-

0-5 8,040 7.0 22.1 74.9 No ppm = parts per million

Borrow and/or import soils should be tested for corrosion potential.

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5 PLAN REVIEW, CONSTRUCTION OBSERVATION, AND TESTING

DYA should be retained to review the finished grading plans, foundation plans, and related specifications for conformance with the intent of our recommendations. The review will enable

DYA to modify the recommendations if final design conditions are different than presently understood.

During construction, DYA should provide field observation and testing to check that the site preparation, excavation, foundation installation, and finished grading conform to the intent of these recommendations, project plans, and specifications. This would allow DYA to develop supplemental recommendations as appropriate for the actual soil conditions encountered and the specific construction techniques used by the contractor.

As needed during construction, DYA should be retained to consult on geotechnical questions, construction problems, and unanticipated site conditions.

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6 LIMITATIONS

This report has been prepared for this project in accordance with generally accepted geotechnical engineering practices common to the local area. No other warranty, expressed or implied, is made.

The analyses and recommendations contained in this report are based on the literature review, field exploration, and laboratory testing conducted in the area. The results of the field exploration indicate subsurface conditions only at the specific locations and times, and only to the depths penetrated. They do not necessarily reflect strata variations that may exist between such locations. Although subsurface conditions have been explored as part of the exploration, we have not conducted chemical laboratory testing on samples obtained or evaluated the site with respect to the presence or potential presence of contaminated soil or groundwater conditions, for mold, or methane gas.

The validity of our recommendations is based in part on assumptions about the stratigraphy.

Observations during construction can help confirm such assumptions. If subsurface conditions different from those described are noted during construction, recommendations in this report must be re-evaluated. DYA should be retained to observe earthwork construction in order to help confirm that our assumptions and recommendations are valid or to modify them accordingly. DYA cannot assume responsibility or liability for the adequacy of recommendations if we do not observe construction.

This report is intended for use only for the project described. In the event that any changes in the nature, design, or location of the facilities are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by DYA. We are not responsible for any claims, damages, or liability associated with the interpretation of subsurface data or reuse of the subsurface data or engineering analyses without our express written authorization.

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7 REPORT REVISION LOG

REVISION NO. DATE REVISION DESCRIPTION

Rev. 0 07/11/2024 Draft for internal review

Rev. 1 08/02/2024 Client review

Rev. 2 02/18/2025 Final Submittal https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station.V2.docx

8 BIBLIOGRAPHY

American Concrete Institute, 2010, ACI 360R-10, Guide to Design of Slabs-on-Ground.

American Concrete Institute, 2014, ACI 318-14, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 818R-14).

American Concrete Institute, 2015, ACI 302.1R-15, Guide to Concrete Floor and Slab Construction, June 2015.

American Society of Civil Engineers (ASCE 7-16), 2017, Minimum Design Loads for Buildings and Other Structures.

American Society of Civil Engineers (ASCE 7-16), 2021, Supplement 3, Minimum Design Loads for Buildings and Other Structures.

American Society of Civil Engineers, 2024, ASCE Hazard Tool. Online.

https://ascehazardtool.org. Accessed on May 12, 2024.

ASTM International, 2022, Annual Book of Standards, Volumes 4.08 and 4.09, Soil and Rock.

Building News, 2021, “Greenbook,” Standard Specifications for Public Works Construction.

California Geological Survey, 2009, Preliminary geologic map of the Los Angeles 30 x 60 quadrangle.

California Geological Survey, 2024, Earthquake Zones of Require Investigation. Online GIS Maps. https://maps.conservation.ca.gov/cgs/eqzapp/app/. Access on May 12, 2024.

Caltrans, 2023, Standard Plans and Specifications.

Caltrans, 2021, Corrosion Guidelines, Materials Engineering and Testing Service, Corrosion Technology Branch, Version 3.2, May 2021.

Ecology and Environmental, Inc, 2001, Brownfields Site Assessment Report, City of Pasadena, Kinneloa Avenue property, Pasadena, California, November 2001.

GeoTracker, 2024, https://geotracker.waterboards.ca.gov/map/, Accessed in April 2024.

Occupational Safety and Health Administration, 2024, OSHA Standards For The Construction Industry, 29 CFR Part 1926, https://www.osha.gov/laws-regs/regulations/standardnumber/1926, Accessed June 2024.

Stantec, 2024, Email communications.

Yerkes, R.F., McCulloh, T.H., Schoellhamer, J.E., Vedder, J.G. 1965, Geology, Los Angeles Basin, California - An Introduction, Geological Survey Professional Paper 420-A https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling

PROJECT PLANS

Kinneloa, north of Del Mar Blvd:

159 S. Kinneloa Ave, Pasadena, CA 91107

January 5, 2023

IMAGE 1.2Figure 3.0 - Kinneloa Site with Photo and Map

DRAFT - F

OR IN

FIGURE 2

EATON WASH

15'-0"

30'-0"

90'-0"

30'-0"

NEW PAVEMENT

(4" THK ASPHALT OVER

6" AGG. BASE)

~13,000 SQ.FT.

HEAVY DUTY CONRETE

PAVING 6" PCC

~2,000 SQ.FT.

KINNELOA AVE.

BRANDON ST.

102'-7"

127'-10"

LANDSCAPE NURSERY

COMMERCIAL

BUILDING

TRANSMISSION LINES

SPACE ALLOCATED FOR PUBLIC

WORKS - STORM WATER PROJECT

25'-0" 50'-0"

100'-0"

SCALE

Pasadena Transit Hydrogen Fueling Facility | Conceptual Plan | 159 S Kinneloa Ave, Pasadena, CA 91107 | 03/24/2023 801 South Figueroa Street Suite 300 Los Angeles CA 90017

Figure 3.1 - Conceptual Plan of Kinneloa Site

DRAFT - F

OR IN

TERNAL R

EVIEW

saul Oval https://diazyourman.sharepoint.com/sites/Projects/Shared Documents/2024/2024-004 Pasadena Hydrogen Fueling Station/Report/2024-004_Pasadena Hydrogen Fueling Station_draft.v2.docx

FIELD EXPLORATION

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APPENDIX B - FIELD EXPLORATION

The field exploration for the proposed project consisted of drilling one boring (DYB24-01) to a depth of approximately 29 feet. The approximate boring location is shown on Figure 2.

Prior to drilling the boring, the field exploration locations were marked in the field and Underground

Service Alert (USA) was notified.

The boring was drilled by 2R Drilling on April 23, 2024, with a truck-mounted CME-75 drill rig using hollow-stem auger drilling techniques. A DYA field engineer observed the drilling operations and collected drive samples for visual examination and subsequent laboratory testing. Drive samples were collected with a 2.4-inch-inside-diameter (3.0-inch-outside-diameter) modified

California split-barrel sampler lined with brass tubes and a standard split-spoon penetrometer with dimensions in accordance with ASTM D3550 and D1586, respectively. Both samplers were driven with a 140-pound automatic trip hammer falling 30 inches. Based on communication with the drilling company, the hammer used during the field exploration was last calculated on

04/22/2023; the efficiency rating (ER) was 83.0%.

The hammer blows required to drive the modified California sampler were converted to equivalent standard penetration test (SPT) N-values by multiplying by 0.65 (N = 0.65 x modified California blows per foot). A sampler driving refusal criteria of 50 hammer blows for less than 6 inches of penetration for the modified California or SPT samplers was used. An equivalent SPT blow count was then calculated by multiplying the sampler blow count (usually 50 blows) by the ratio of 6 inches divided by the actual sampler penetration in inches. If the modified California sampler met driving refusal, then the prorated equivalent SPT blow count was further modified as noted above for samples that did not meet sampler driving refusal.

Soils encountered in the borings were classified in general accordance with the ASTM

International (ASTM D2487, which is summarized on Plate B1, and D2488). The boring log is presented on Plates B2 and B3 and was prepared from visual examination of the samples, cuttings obtained during drilling operations, and results of laboratory tests.

Groundwater was not encountered during the field exploration to a depth of 29 feet below the ground surface. Borings were backfilled with cement bentonite grout.

Pasadena Hydrogen Fueling Station

SOIL CLASSIFICATION SYSTEM-ASTM D2487

"Push" Sampler

(APPRECIABLE AMOUNT OF FINES)

SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES

DS = Direct Shear CN = Consolidation CP = Collapse Potential

MD = Compaction Test

GRAVEL AND

GRAVELLY

SOILS

HC = Hydraulic Conductivity Test

TYPICAL

MORE THAN 50% OF

COARSE FRACTION

RETAINED ON NO. 4 SIEVE GC

B1

CL

OL

LETTER

Standard Penetration Test (SPT) Sampler

CLEAN GRAVELS

SW

CLAYEY SANDS, SAND - CLAY MIXTURES

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,

GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

DESCRIPTIONS

HIGHLY ORGANIC SOILS

GW

MORE THAN 50% OF

COARSE FRACTION

PASSING ON NO. 4 SIEVE

LIQUID LIMIT GREATER

THAN 50

(APPRECIABLE AMOUNT OF FINES)

SM

SC

MH

CH

OH

PT

SP

ML

MORE THAN 50% OF

MATERIAL IS LARGER THAN

NO. 200 SIEVE SIZE

LIQUID LIMIT LESS

THAN 50

MORE THAN 50% OF

MATERIAL IS SMALLER

THAN NO. 200 SIEVE SIZE

CLEAN SANDS

CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES

Groundwater Surface

COARSE-GRAINED

SOILS

SILTS AND

CLAYS

POORLY GRADED SANDS, GRAVELLY SAND, LITTLE OR

NO FINES

Split Barrel "Drive" Sampler With Liner

FINE-GRAINED

SOILS

POORLY GRADED GRAVELS, GRAVEL - SAND

MIXTURES, LITTLE OR NO FINES

INORGANIC SILTS AND VERY FINE SANDS, ROCK

FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

GM

SYMBOLS

SILTY SANDS, SAND - SILT MIXTURESSANDS WITH FINES

PLATE

PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC

CONTENTS

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW

PLASTICITY

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS

FINE SAND OR SILTY SOILS

INORGANIC CLAYS OF HIGH PLASTICITY

GP

(LITTLE OR NO FINES)

ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,

ORGANIC SILTS

SILTS AND

CLAYS

NP = Nonplastic EI = Expansion Index Test

RV = R-Value CA = Chemical Analysis

CU = Consol. Undrained Triaxial.

UU = Undrained, Unconsol. Triaxial.

UC = Unconfined Comp.

SE = Sand Equivalent

SG = Specific Gravity

CD = Consol. Drained Triaxial.

CU = Consol. Undrained Triaxial.

WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR

NO FINES

Concrete/Rock Core

GRAPH

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

SAND AND

SANDY

SOILS

(LITTLE OR NO FINES)

GRAVELS WITH FINES

MAJOR DIVISIONS

SPT "N" = 0.65 x modified California blows per footSPT "N" [PID] Reading in ppm above background CBR = California Bearing Ratio

SA = Grain size; HD = Hydrometer

Dual-Mass Dynamic Cone Penetration (DCP) Test

SA,

CA,

RV,

EI, MD

CN

CP,DS

CP

SILTY, CLAYEY SAND (SC-SM): dark yellowish brown;

moist; medium dense; medium to fine SAND; trace coarse SAND; trace fine GRAVEL; micaceous; trace roots;

calcium carbonate spots; FILL

SILTY, CLAYEY SAND with GRAVEL (SC-SM): brown;

moist; medium dense; coarse to fine SAND; trace coarse to fine GRAVEL; asphalt concrete pieces; manganese oxide spots; hard drilling, possible cobbles at 4.5 feet - 5 feet; FILL

POORLY GRADED SAND with CLAY and GRAVEL (SP-SC): light olive brown; moist; medium dense; coarse to fine SAND; coarse to fine GRAVEL; FILL

CLAYEY SAND (SC): dark yellowish brown; moist; medium dense; coarse to fine SAND; trace coarse to fine GRAVEL; asphalt concrete pieces; FILL

POORLY GRADED SAND with SILT and GRAVEL (SP-SM): dark grayish brown; moist; loose; coarse to fine SAND; trace fine GRAVEL;trace trash; few lumps of hardened calcium carbonate with SAND; FILL

SILTY, CLAYEY SAND (SC-SM): dark grayish brown; moist;

loose; coarse to fine SAND; trace lumps of calcium carbonate with SAND; calcium carbonate spots; FILL red brick, glass, and plastic in cuttings very dense; No Recovery; red brick, glass, plastic, metal and ceramic in cuttings rock in shoe; rig chatter; hard drilling, possible cobbles

50/5"

50/5"

83%

140 lbsWEIGHT:

28.9

BORING LOCATION:

LATITUDE:

CHECKED BY:LOGGED BY: AG

See Figure No. 2

BORING DIAMETER (inches): BORING DEPTH (feet):

DRILLING EQUIPMENT: CME-75 Hollow Stem AugerDRILLING METHOD:

ID: 2.4 OD: 3

COMPLETED:4-23-24

DRILLING CONTRACTOR: 2R Drilling, Inc. HAMMER DROP:

DRIVE SAMPLER DIAMETER (inches)JR

HAMMER TYPE: Automatic EFFICIENCY:

LONGITUDE: -118.0870734.14378

ELEVATION (feet):

30 inches

4-23-24DATE STARTED:

LOG OF BORING DYB24-01

B2

M oi st ur e C on te nt

Li qu id Li m it

P er ce nt

P as si ng

#2

S ie ve

D ry

D en si ty pc f)

DESCRIPTION

PLATE

S ym bo l

E le va tio n (f ee t)

F ie ld U nc

C om p.

S tr

(t sf

B lo w s pe r

In ch es

Li br ar y:

D Y

LI

B

.G

LB

T e m pl at e:

D

Y

LG

P rj

ID

: 2

4-

P

A S

A D

E N

A H

Y D

R O

G E

N F

U E

LI

N

G S

T A

T

IO

N .G

P J

S P

T N

B lo w…