Exhibit B CEQA Document Appendices — South San Francisco City Council, September 24, 2025

BGCP Orange Park Clubhouse Project - CEQA Analysis
Appendix A
CalEEMod Emissions Calculator Results for Construction-Period Emissions Lamphier-Gregory
BGCP Detailed Report, 4/10/2025
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1. Basic Project Information

1.1. Basic Project Information
Data Field Value
Project Name BGCP
Construction Start Date 6/3/2025
Lead Agency —
Land Use Scale Project/site
Analysis Level for Defaults County
Windspeed (m/s) 4.60
Precipitation (days) 43.0
Location 37.6524520314033, -122.42792328267691
County San Mateo
City South San Francisco
Air District Bay Area AQMD
Air Basin San Francisco Bay Area
TAZ 1211
EDFZ 1
Electric Utility Pacific Gas & Electric Company
Gas Utility Pacific Gas & Electric
App Version 2022.1.1.29

1.2. Land Use Types
Land Use Subtype Size Unit Lot Acreage Building Area (sq ft) Landscape Area (sq ft)
Special Landscape
Area (sq ft)
Population Description
Day-Care Center 29.3 1000sqft 1.00 29,340 6,500 — — — BGCP Detailed Report, 4/10/2025

1.3. User-Selected Emission Reduction Measures by Emissions Sector No measures selected

2. Emissions Summary

2.1. Construction Emissions Compared Against Thresholds Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Un/Mit. ROG NOx PM10E PM2.5E
Daily, Summer (Max) — — — —
Unmit. 30.7 18.1 0.52 0.49
Daily, Winter (Max) — — — —
Unmit. 0.55 5.38 0.22 0.20
Average Daily (Max) — — — —
Unmit. 0.97 2.34 0.09 0.08
Annual (Max) — — — —
Unmit. 0.18 0.43 0.02 0.02

2.2. Construction Emissions by Year, Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Year ROG NOx PM10E PM2.5E
Daily - Summer (Max) — — — —
2025 1.23 18.1 0.52 0.49
2026 30.7 5.01 0.19 0.18
Daily - Winter (Max) — — — —
2025 0.55 5.38 0.22 0.20
2026 0.53 5.03 0.19 0.18
Average Daily — — — —
2025 0.23 2.34 0.09 0.08
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Unmit. 0.97 2.34 0.09 0.08
Annual (Max) — — — —
Unmit. 0.18 0.43 0.02 0.02

2.2. Construction Emissions by Year, Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Year ROG NOx PM10E PM2.5E
Daily - Summer (Max) — — — —
2025 1.23 18.1 0.52 0.49
2026 30.7 5.01 0.19 0.18
Daily - Winter (Max) — — — —
2025 0.55 5.38 0.22 0.20
2026 0.53 5.03 0.19 0.18
Average Daily — — — —
2025 0.23 2.34 0.09 0.08
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2026 0.97 1.19 0.05 0.04
Annual — — — —
2025 0.04 0.43 0.02 0.02
2026 0.18 0.22 0.01 0.01

3. Construction Emissions Details

3.1. Demolition (2025) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.47 4.33 0.16 0.14
Demolition — — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment 0.03 0.24 0.01 0.01
Demolition — — — —
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment < 0.005 0.04 < 0.005 < 0.005
Demolition — — — —
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.02 0.02 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
BGCP Detailed Report, 4/10/2025
Hauling 0.01 0.83 0.01 0.01
Daily, Winter (Max) — — — —
Average Daily — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling < 0.005 0.05 < 0.005 < 0.005
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling < 0.005 0.01 < 0.005 < 0.005

3.3. Site Preparation (2025) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.47 4.16 0.21 0.20
Dust From Material Movement — — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment < 0.005 0.02 < 0.005 < 0.005
Dust From Material Movement — — — —
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment < 0.005 < 0.005 < 0.005 < 0.005
Dust From Material Movement — — — —
Onsite truck 0.00 0.00 0.00 0.00
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Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.01 0.01 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00

3.5. Grading (2025) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 1.09 10.1 0.46 0.43
Dust From Material Movement — — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment 0.01 0.11 0.01 < 0.005
Dust From Material Movement — — — —
Onsite truck 0.00 0.00 0.00 0.00
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Annual — — — —
Off-Road Equipment < 0.005 0.02 < 0.005 < 0.005
Dust From Material Movement — — — —
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.02 0.01 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.12 8.01 0.06 0.06
Daily, Winter (Max) — — — —
Average Daily — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling < 0.005 0.09 < 0.005 < 0.005
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling < 0.005 0.02 < 0.005 < 0.005

3.7. Building Construction (2025) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.52 5.14 0.22 0.20
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Off-Road Equipment 0.52 5.14 0.22 0.20
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Onsite truck 0.00 0.00 0.00 0.00
Average Daily — — — —
Off-Road Equipment 0.18 1.75 0.07 0.07
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment 0.03 0.32 0.01 0.01
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.03 0.02 0.00 0.00
Vendor < 0.005 0.20 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Worker 0.03 0.03 0.00 0.00
Vendor < 0.005 0.21 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00
Average Daily — — — —
Worker 0.01 0.01 0.00 0.00
Vendor < 0.005 0.07 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor < 0.005 0.01 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00

3.9. Building Construction (2026) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
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Worker < 0.005 < 0.005 0.00 0.00
Vendor < 0.005 0.01 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00

3.9. Building Construction (2026) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
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Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.49 4.81 0.19 0.17
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Off-Road Equipment 0.49 4.81 0.19 0.17
Onsite truck 0.00 0.00 0.00 0.00
Average Daily — — — —
Off-Road Equipment 0.10 1.01 0.04 0.04
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment 0.02 0.18 0.01 0.01
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.03 0.02 0.00 0.00
Vendor < 0.005 0.19 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Worker 0.03 0.03 0.00 0.00
Vendor < 0.005 0.20 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00
Average Daily — — — —
Worker 0.01 0.01 0.00 0.00
Vendor < 0.005 0.04 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
BGCP Detailed Report, 4/10/2025
Vendor < 0.005 0.01 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00

3.11. Paving (2026) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.49 4.24 0.18 0.16
Paving 0.00 — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment 0.01 0.12 < 0.005 < 0.005
Paving 0.00 — — —
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment < 0.005 0.02 < 0.005 < 0.005
Paving 0.00 — — —
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.04 0.03 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
ADil
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Vendor < 0.005 0.01 < 0.005 < 0.005
Hauling 0.00 0.00 0.00 0.00

3.11. Paving (2026) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.49 4.24 0.18 0.16
Paving 0.00 — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment 0.01 0.12 < 0.005 < 0.005
Paving 0.00 — — —
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment < 0.005 0.02 < 0.005 < 0.005
Paving 0.00 — — —
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.04 0.03 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Worker < 0.005 < 0.005 0.00 0.00
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Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00

3.13. Architectural Coating (2026) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.12 0.86 0.02 0.02
Architectural Coatings 30.6 — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment < 0.005 0.02 < 0.005 < 0.005
Architectural Coatings 0.84 — — —
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment < 0.005 < 0.005 < 0.005 < 0.005
Architectural Coatings 0.15 — — —
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.01 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
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Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00

3.13. Architectural Coating (2026) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location ROG NOx PM10E PM2.5E
Onsite — — — —
Daily, Summer (Max) — — — —
Off-Road Equipment 0.12 0.86 0.02 0.02
Architectural Coatings 30.6 — — —
Onsite truck 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Off-Road Equipment < 0.005 0.02 < 0.005 < 0.005
Architectural Coatings 0.84 — — —
Onsite truck 0.00 0.00 0.00 0.00
Annual — — — —
Off-Road Equipment < 0.005 < 0.005 < 0.005 < 0.005
Architectural Coatings 0.15 — — —
Onsite truck 0.00 0.00 0.00 0.00
Offsite — — — —
Daily, Summer (Max) — — — —
Worker 0.01 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
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Hauling 0.00 0.00 0.00 0.00
Daily, Winter (Max) — — — —
Average Daily — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00
Annual — — — —
Worker < 0.005 < 0.005 0.00 0.00
Vendor 0.00 0.00 0.00 0.00
Hauling 0.00 0.00 0.00 0.00

4. Operations Emissions Details

4.10. Soil Carbon Accumulation By Vegetation Type

4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Vegetation ROG NOx PM10E PM2.5E
Daily, Summer (Max) — — — —
Total — — — —
Daily, Winter (Max) — — — —
Total — — — —
Annual — — — —
Total — — — —

4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land Use ROG NOx PM10E PM2.5E
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Removed
Subtotal — — — —
— — — — —

5. Activity Data

5.1. Construction Schedule
Phase Name Phase Type Start Date End Date Days Per Week Work Days per Phase Phase Description Demolition Demolition 6/3/2025 7/1/2025 5.00 20.0 —
Site Preparation Site Preparation 7/2/2025 7/4/2025 5.00 2.00 — Grading Grading 7/5/2025 7/10/2025 5.00 4.00 —
Building Construction Building Construction 7/11/2025 4/17/2026 5.00 200 — Paving Paving 4/18/2026 5/2/2026 5.00 10.0 —
Architectural Coating Architectural Coating 5/3/2026 5/17/2026 5.00 10.0 —

5.2. Off-Road Equipment

5.2.1. Unmitigated
Phase Name Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor Demolition Tractors/Loaders/Back
hoes
Diesel Average 2.00 6.00 84.0 0.37
Demolition Rubber Tired Dozers Diesel Average 1.00 1.00 367 0.40 Demolition Concrete/Industrial
Saws
Diesel Average 1.00 8.00 33.0 0.73
Site Preparation Graders Diesel Average 1.00 8.00 148 0.41 BGCP Detailed Report, 4/10/2025
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Site Preparation Tractors/Loaders/Back Diesel Average 1.00 8.00 84.0 0.37 Grading Graders Diesel Average 1.00 6.00 148 0.41
Grading Tractors/Loaders/Back
hoes
Diesel Average 1.00 7.00 84.0 0.37
Grading Rubber Tired Dozers Diesel Average 1.00 6.00 367 0.40 Building Construction Cranes Diesel Average 1.00 4.00 367 0.29 Building Construction Forklifts Diesel Average 2.00 6.00 82.0 0.20 Building Construction Tractors/Loaders/Back
hoes
Diesel Average 2.00 8.00 84.0 0.37
Paving Tractors/Loaders/Back
hoes
Diesel Average 1.00 7.00 84.0 0.37
Paving Pavers Diesel Average 1.00 7.00 81.0 0.42
Paving Rollers Diesel Average 1.00 7.00 36.0 0.38
Paving Cement and Mortar
Mixers
Diesel Average 4.00 6.00 10.0 0.56
Architectural Coating Air Compressors Diesel Average 1.00 6.00 37.0 0.48

5.3. Construction Vehicles

5.3.1. Unmitigated
Phase Name Trip Type One-Way Trips per Day Miles per Trip Vehicle Mix Demolition — — — —
Demolition Worker 10.0 11.7 LDA,LDT1,LDT2
Demolition Vendor — 8.40 HHDT,MHDT
Demolition Hauling 6.85 20.0 HHDT
Demolition Onsite truck — — HHDT
Site Preparation — — — —
Site Preparation Worker 5.00 11.7 LDA,LDT1,LDT2
Site Preparation Vendor — 8.40 HHDT,MHDT
Site Preparation Hauling 0.00 20.0 HHDT
BGCP Detailed Report, 4/10/2025
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Site Preparation Onsite truck — — HHDT
Grading — — — —
Grading Worker 7.50 11.7 LDA,LDT1,LDT2
Grading Vendor — 8.40 HHDT,MHDT
Grading Hauling 66.3 20.0 HHDT
Grading Onsite truck — — HHDT
Building Construction — — — —
Building Construction Worker 12.3 11.7 LDA,LDT1,LDT2
Building Construction Vendor 4.81 8.40 HHDT,MHDT
Building Construction Hauling 0.00 20.0 HHDT
Building Construction Onsite truck — — HHDT
Paving — — — —
Paving Worker 17.5 11.7 LDA,LDT1,LDT2
Paving Vendor — 8.40 HHDT,MHDT
Paving Hauling 0.00 20.0 HHDT
Paving Onsite truck — — HHDT
Architectural Coating — — — —
Architectural Coating Worker 2.46 11.7 LDA,LDT1,LDT2
Architectural Coating Vendor — 8.40 HHDT,MHDT
Architectural Coating Hauling 0.00 20.0 HHDT
Architectural Coating Onsite truck — — HHDT

5.4. Vehicles

5.4.1. Construction Vehicle Control Strategies
Non-applicable. No control strategies activated by user.

5.5. Architectural Coatings BGCP Detailed Report, 4/10/2025 Phase Name Residential Interior Area Parking Area Coated (sq ft) Coated (sq ft)
Residential Exterior Area
Coated (sq ft)
Non-Residential Interior Area
Coated (sq ft)
Non-Residential Exterior Area
Coated (sq ft)
Architectural Coating 0.00 0.00 44,010 14,670 —

5.6. Dust Mitigation

5.6.1. Construction Earthmoving Activities
Phase Name Material Imported (Cubic
Yards)
Material Exported (Cubic
Yards)
Acres Graded (acres) Material Demolished (Building
Square Footage)
Acres Paved (acres)
Demolition 0.00 0.00 0.00 11,900 —
Site Preparation 0.00 0.00 4.00 0.00 —
Grading 1,060 1,060 4.00 0.00 —
Paving 0.00 0.00 0.00 0.00 0.10

5.6.2. Construction Earthmoving Control Strategies
Non-applicable. No control strategies activated by user.

5.7. Construction Paving
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Site Preparation 0.00 0.00 4.00 0.00 —
Grading 1,060 1,060 4.00 0.00 —
Paving 0.00 0.00 0.00 0.00 0.10

5.6.2. Construction Earthmoving Control Strategies
Non-applicable. No control strategies activated by user.

5.7. Construction Paving
Land Use Area Paved (acres) % Asphalt
Day-Care Center 0.10 0%

5.8. Construction Electricity Consumption and Emissions Factors kWh per Year and Emission Factor (lb/MWh)
Year kWh per Year CO2 CH4 N2O
2025 0.00 204 0.03 < 0.005
2026 0.00 204 0.03 < 0.005

5.18. Vegetation
BGCP Detailed Report, 4/10/2025
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Healthy Places Index Score for Project Location (b) 80.0 Project Located in a Designated Disadvantaged Community (Senate Bill 535) No Project Located in a Low-Income Community (Assembly Bill 1550) Yes Project Located in a Community Air Protection Program Community (Assembly Bill 617) No a: The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. b: The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state.

7.4. Health & Equity Measures
No Health & Equity Measures selected.

7.5. Evaluation Scorecard
Health & Equity Evaluation Scorecard not completed.

7.6. Health & Equity Custom Measures
No Health & Equity Custom Measures created.

8. User Changes to Default Data
Screen Justification
Land Use User defined educational = B&G Club of Peninsula (2 new buildings) - using day care ctr as proxy
Construction: Dust From Material Movement Site prep for new bldgs, landscape and sitework.

For Grading, assume excavate and export 1,060 CY soil from BART ZOI, and import same 1,060 CY of InsulFoam under Buildings 1 (860 CY) and Building 2 (203 CY) Construction: Paving limited amount of new paving at parking lots - re-striping only 4-10-25 BGCP CalEEMod Construction Emissions 11
BGCP Orange Park Clubhouse Project - CEQA Analysis
Appendix B
Geotechnical Investigation of the BGCP Site
Langan Engineers, March 21, 2025

GEOTECHNICAL INVESTIGATION
BOYS AND GIRLS CLUBS OF THE PENINSULA –

ORANGE PARK CLUBHOUSE

SOUTH SAN FRANCISCO, CALIFORNIA
Prepared For:

Boys and Girls Club of the Peninsula
401 Pierce Road
Menlo Park, California 94025
Prepared By:

Langan CA, Inc.
135 Main Street, Suite 1500
San Francisco, California 94105
Kelli McCurdy, PE
Project Engineer
Scott A. Walker, PE, GE
Principal/Vice President
21 March 2025
731788601
Geotechnical Investigation 21 March 2025
Boys and Girls Clubs of The Peninsula – Orange Park Clubhouse 731788601 South San Francisco, California Page ii

TABLE OF CONTENTS

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

2.0 SCOPE OF SERVICES......................................................................................................2

3.0 FIELD INVESTIGATION AND LABORATORY TESTING................................................3

3.1 Borings .................................................................................................................3

3.2 Cone Penetration Tests.......................................................................................4

3.3 Laboratory Testing..............................................................................................5

3.4 Soil Corrosivity Testing ......................................................................................5

4.0 SITE AND SUBSURFACE CONDITIONS ........................................................................6

4.1 Site Conditions ....................................................................................................6

4.2 Subsurface Conditions........................................................................................7

5.0 REGIONAL SEISMICITY AND FAULTING ......................................................................8

6.0 Seismic Hazards ............................................................................................................10

6.1 Fault Rupture .....................................................................................................10

6.2 Liquefaction and Associated Hazards .............................................................10

6.2.1 Liquefaction and Free-Field Liquefaction-Induced Settlement .........10

6.2.3 Seismic Densification............................................................................11

6.2.4 Overall Seismic Settlement..................................................................12

6.2.5 Lateral Spreading ..................................................................................12

6.3 Tsunami..............................................................................................................12

6.4 Flooding .............................................................................................................13

6.5 Sea Level Rise....................................................................................................13

7.0 DISCUSSION AND CONCLUSIONS .............................................................................13

7.1 BART Considerations ........................................................................................13

7.2 Foundations and Settlement............................................................................15

7.3 Groundwater Considerations...........................................................................16

7.4 Corrosion Potential ...........................................................................................16

7.5 Construction Considerations............................................................................17

8.0 RECOMMENDATIONS ..................................................................................................17

8.1 Earthwork ..........................................................................................................18

8.1.1 Site Preparation.....................................................................................18

8.1.2 Subgrade Preparation ...........................................................................19

8.1.3 Fill Placement.........................................................................................19

8.1.4 Utility Trenches......................................................................................20

8.2 Foundations .......................................................................................................21

8.3 Floor Slabs .........................................................................................................22

8.4 Seismic Design ..................................................................................................23

8.5 Excavations........................................................................................................24

8.6 Pavement and Concrete Flatwork Design.......................................................24

8.6.1 Flexible and Rigid Pavement................................................................24

8.6.2 Concrete Flatwork .................................................................................25 Geotechnical Investigation 21 March 2025
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TABLE OF CONTENTS
(Continued)

8.7 Construction Monitoring ..................................................................................26

8.8 Site Drainage .....................................................................................................26

8.9 Bioretention Systems .......................................................................................26

9.0 ADDITIONAL SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS, AND CONSTRUCTION QUALITY ASSURANCE...................................................................27

10.0 LIMITATIONS................................................................................................................28

REFERENCES

FIGURES

APPENDICES

DISTRIBUTION
731788601.01_Geo Report_Boys and Girls Club SSF_2025-03-21 Geotechnical Investigation 21 March 2025
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ATTACHMENTS

FIGURES
Figure 1 Site Location Map
Figure 2 Site Plan
Figure 3 Idealized Subsurface Profile A-A’
Figure 4 Map of Major Faults and Earthquake Epicenters in the San Francisco Bay Area
Figure 5 Modified Mercalli Intensity Scale
Figure 6 Regional Seismic Hazard Zones Map

APPENDICES
Appendix A Logs of Borings
Appendix B Cone Penetration Test Results
Appendix C Laboratory Testing
Appendix D Corrosivity Analyses with Brief Evaluation
Appendix E BART Criteria Documents
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GEOTECHNICAL INVESTIGATION
BOYS AND GIRLS CLUB OF THE PENINSULA – ORANGE PARK CLUBHOUSE South San Francisco, California

1.0 INTRODUCTION
This report presents the results of our geotechnical investigation for the proposed development at the Boys and Girls Clubs of The Peninsula – Orange Park Clubhouse located at 201 West Orange Avenue in South San Francisco, California.

The project site is north of the intersection of C Street and West Orange Avenue; the approximate location is shown on the Site Location Map, Figure 1. The site is bordered by Centennial Way Trail and Memorial Drive on the north and east, West Orange Avenue on the southeast, and residential buildings on the southwest, as shown on the Site Plan, Figure 2.

The site is currently occupied by a one-story building that consists of three connected sections with a surrounding parking lot and landscaping. The existing building is currently being operated as a Boys and Girls Club and consists of a high-bay warehouse section to the north, a gymnasium at the center, and an office building section to the south.

The San Francisco Bay Area Rapid Transit (BART) district maintains a subsurface easement in the northeast part of the site; the underground tunnels and ventilation structure are within this easement. The BART tunnel alignment is oriented along Memorial Drive in the project vicinity and runs roughly northwest-southeast. The approximate location of the BART tunnel alignment, interpreted from the BART as-built drawings1, is shown on Figure 2. Furthermore, a 25-foot-wide Pacific Gas and Electric (PG&E) easement runs adjacent to the BART tunnels along the northeast edge of the existing building at the approximate location shown on Figure 2.

We understand the current development plans will consist of demolishing the north warehouse section and south office building section and constructing two new buildings connected to the existing gymnasium (Existing Building 2). The new building to the south (New Building 1) will be 1 San Francisco Bay Area Rapid Transit (BART) District (2004). “San Francisco Airport Extension Line, Trackwork, and Systems, Plan and Profile, W2 357+00 to W2 369+00,” dated 5 March 2004.

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two stories and the new building to the north (New Building 3) will be one story; both buildings will be constructed at grade. The finished floor will be near existing site grades at approximately Elevation 30½ feet2.

The project architect is Devcon Construction, Inc. and the project structural engineer is IMEG Corp. (IMEG). Based on discussions with IMEG, static dead plus live column loads will range from 40 to 70 kips and bearing wall loads will range from 2.5 to 3.6 kips per foot beneath the new buildings.

2.0 SCOPE OF SERVICES
Our services were performed in general accordance with our proposal dated 27 August 2024.

We collected subsurface data during a geotechnical exploration at the site to evaluate the subsurface conditions. In addition, we reviewed available geologic and seismic hazard maps from the site vicinity. We performed engineering studies to develop conclusions and recommendations regarding:
• soil and groundwater conditions at the site
• site seismicity and seismic hazards, including faulting, liquefaction, and associated hazards
• the most appropriate foundation type(s) for the proposed structures and associated settlements
• design criteria for the most appropriate foundation type(s), including values for vertical and lateral capacities
• recommendations for avoiding conflicts with the BART zone of influence, as applicable, and BART specific considerations
• floor slabs
• flexible and rigid pavements
• site preparation, grading, and excavation, including criteria for fill quality and compaction • 2022 California Building Code (CBC) seismic design criteria, including site classification, mapped values SS and S1, modification factors Fa and Fv and SMS and SM1 • soil corrosivity with brief evaluation
• construction considerations.
2 All elevations referenced herein are based on “Topographic Survey of 201 West Orange Avenue for Hunter Properties Inc., South San Francisco, California,” by Kier + Wright, dated March 2024 and reference North American Vertical Datum of 1988 (NAVD 88).

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3.0 FIELD INVESTIGATION AND LABORATORY TESTING
To evaluate the subsurface conditions at the site, we drilled two borings and advanced two cone penetration tests (CPTs) at the site. The approximate locations of the borings and CPTs are presented on Figure 2.

Prior to performing the field investigation, we:
• obtained drilling permits from the San Mateo County Environmental Health Services (SMCEHS)
• notified Underground Service Alert (USA) and followed up with USA utility companies • checked the boring and CPT locations for underground utilities using a private utility locator.

The boring and CPT locations were coordinated to avoid potential underground utilities as well as the existing BART and PG&E easements northwest of the site. Details of the field exploration activities and laboratory testing are described in the remainder of this section.

3.1 Borings
Two test borings, designated as B-1 and B-2, were drilled at the site at the approximate locations presented on Figure 2. The borings were drilled on 8 January 2025 by Exploration Geoservices, Inc. (EGI) of San Jose, California using a truck-mounted drill rig equipped with hollow-stem-auger drilling equipment. The borings were advanced to depths of about 51½ feet below the existing ground surface (bgs).

During drilling, our engineer logged the borings and obtained samples of the material encountered for visual classification and laboratory testing. Logs of the borings are presented in Appendix A as Figures A-1 and A-2. The soil encountered in the borings was classified in accordance with the Classification Chart presented on Figure A-3.

Soil samples were obtained using two different types driven split-barrel samplers. The sampler types are as follows:
• Sprague & Henwood (S&H) split-barrel sampler with a 3.0-inch outside diameter and

2.5-inch inside diameter, lined with steel or brass tubes with an inside diameter of

2.43 inches.
• Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and

1.5-inch inside diameter, without liners.

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The sampler types were chosen on the basis of soil type being sampled and desired sample quality for laboratory testing. In general, the S&H sampler was used to obtain samples in medium stiff to very stiff cohesive soil and the SPT sampler was used to evaluate the penetration resistance of sandy soil.

The SPT and S&H samplers were driven with 140-pound, above-ground, automatic safety hammers falling 30 inches. The samplers were driven up to 18 inches and the hammer blows required to drive the samplers every six inches of penetration were recorded and are presented on the boring logs. A “blow count” is defined as the number of hammer blows per six inches of penetration. The blow counts required to drive the S&H and SPT samplers were converted to approximate SPT N-values using factors of 0.8 and 1.3, respectively, to account for sampler type and hammer energy, and are shown on the boring logs. The blow counts used for this conversion were the last two blow counts. The conversion factors are based on hammer efficiency data provided by EGI for the drill rig.

Upon completion, the boreholes were backfilled with cement grout in accordance with the requirements of the SMCEHS.

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

3.2 Cone Penetration Tests
Two CPTs, designated as CPT-1 and CPT-2, were performed on 8 January 2025 by Pitcher Services, LLC (Pitcher) of Palo Alto, California at the locations shown on Figure 2.

The CPTs were advanced to approximately 54 to 56 feet bgs.

The CPTs were performed by hydraulically pushing a 1.7-inch-diameter, cone-tipped probe, with a projected area of 15 square centimeters, into the ground. The cone tip measures tip resistance, and the friction sleeve behind the cone tip measures frictional resistance. Electrical strain gauges or load cells within the cone continuously measure the cone tip resistance and frictional resistance during the entire depth of each probing. Accumulated data was processed by computer by Gregg Drilling, Inc. to provide engineering information, such as the types and approximate strength characteristics of the soil encountered. The CPT logs, showing tip resistance, side friction and friction ratio by depth, as well as interpreted soil classification, are presented in Appendix B. Soil types were estimated using the classification chart shown in Appendix B.

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Pore pressure dissipation tests (PPDTs) were performed during the advancement of each CPT at various depths. PPDTs were conducted to measure hydrostatic water pressures and to determine the approximate depth to groundwater. The variation of pore pressure with time is measured behind the tip of the cone and recorded. One PPDT was performed in CPT-1 and two PPDTs were performed in CPT-2. For this investigation, the duration of the tests range from approximately 100 to 910 seconds. The results of the three PPDTs are presented in Appendix B and discussed in Section 4.2.

Seismic Cone Penetration Testing (SCPT) soundings were performed during the advancement of CPT-1 and CPT-2. SCPT was conducted at five feet intervals to measure shear wave velocities through the soil profile. The shear wave velocity results are included in Appendix B.

After completion, the CPT holes were backfilled with cement grout in accordance with SMCEHS requirements.

3.3 Laboratory Testing
The soil samples collected from the field exploration program were reexamined in the office for soil classifications and representative samples were selected for laboratory testing.

The laboratory testing program was designed to evaluate engineering properties of the soil at the site. Samples were tested to measure moisture content, plasticity (Atterberg Limits), gradation, R-value, and corrosivity, where appropriate. Results of the laboratory tests are included on the boring logs and in Appendix C.

3.4 Soil Corrosivity Testing
To evaluate the corrosivity of the near-surface soil, we performed corrosivity tests on samples obtained from Borings B-1 and B-2 from the upper three feet of soil. The corrosivity of the soil samples were evaluated by CERCO Analytical using the following ASTM test methods:
• Redox – ASTM D1498
• pH – ASTM D4972
• Resistivity (100% Saturation) – ASTM G57
• Chloride – ASTM D4327
• Sulfate – ASTM D4327.

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The laboratory corrosion test results and a brief corrosivity evaluation by Cerco Analytical Inc. are presented in Appendix D.

4.0 SITE AND SUBSURFACE CONDITIONS
The existing site and subsurface conditions observed and encountered at the site, respectively, are discussed in this section.

4.1 Site Conditions
The site is currently occupied by a one-story, concrete building constructed at grade with a surrounding parking lot and landscaping. The one-story building is currently being operated as a Boys and Girls Clubs called the Orange Park Clubhouse. The grades in the vicinity of the building slope gently down from the north to the south from about Elevation 33 feet to Elevation 28 feet, respectively.

Foundation plans for the existing structure are currently not available. Based on our review of the topographic survey (Kier + Wright, 2024), the finished floor elevation of the interconnected building is at about Elevation 30½ feet. The approximate location of the existing structure is shown on Figure 2.

As previously discussed, the BART district maintains a subsurface easement in the northeast part of site. Within the easement is a below-grade vent structure and two tunnels oriented parallel to Memorial Drive that run roughly northwest-southeast. The approximate location of the BART easement, ventilation structure, and tunnel structures are shown on Figure 2; these locations were taken from the San Francisco Airport Extension Line as-built drawings provided by San Francisco BART District (2004) and the topographic survey plan by Kier + Wright (2024).

According to our review of the topographic survey plan, the below-grade tunnels are located within the footprint of the property and the ventilation structure is located about 50 feet northeast of the property boundary. According to our review of the as-built drawings for the BART ventilation structure and tunnels within the easement, the bottom of the ventilation structure and tunnel structure adjacent to the site are about 35 feet beneath existing site grades.

PG&E maintains an easement located within the site and runs adjacent to the western edge of the BART tunnel alignment. The PG&E easement is oriented along the northeast edge of the existing building and runs from northwest to southeast, as shown on Figure 2.

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4.2 Subsurface Conditions
Our understanding of the local geology and soil conditions at the site is based on the results of our geotechnical investigation and our review of available regional geologic maps. Our interpretation of the subsurface conditions at the project site are summarized on the idealized subsurface profile, designated as A-A’, and presented on Figure 3. The results of our subsurface investigation and review of available geologic maps indicate the site is underlain by younger alluvium.

The project area is underlain by young Holocene fluvial deposits that consists of sand and gravel interbedded with clay and silt layers. The soil encountered in the upper 5 to 8 feet within the borings and CPTs generally consists of medium dense to dense clayey sand and medium stiff to very stiff clay and sandy clay. These materials are consistent with young fluvial deposits. Where tested, the plasticity index (PI) of the clay within the upper five feet is about 8, indicating it has a relatively low expansion potential3.

The upper 5 to 8 feet of soil are underlain by interbedded medium dense sand and gravel with various amounts of fines interbedded with stiff to hard clay with varying amounts of sand and gravel to a depth of about 17 to 19 feet beneath the ground surface.

Below a depth of 17 to 19 feet we encountered dense to dense sand, with variable silt and clay content to the maximum depth explored of 56 feet bgs. This material is strong relatively, has low compressibility, and is consistent with Colma Formation geologic unit, which is present in the site vicinity.

Groundwater levels were measured at depths of about 13.7 feet to 22.6 feet bgs in the borings, corresponding to approximately Elevations 16.8 feet and 7.4, during drilling of the borings at the site. These depths were recorded during and immediately after exploration and may not represent stabilized levels. PPDTs were also conducted in the CPTs, but were not conclusive.

According to our review of the CGS Seismic Hazard Zone Report for the San Francisco South Quadrangle (CGS, 2021), historic high groundwater level in the project vicinity is approximately 10 feet bgs, corresponding to approximately Elevation 21 feet. Seasonal fluctuations in rainfall influence groundwater levels and may cause several feet of variation. 3 Soil with low to moderate expansion potential undergoes small to moderate volume changes with changes in moisture content.

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5.0 REGIONAL SEISMICITY AND FAULTING
The project site is in a seismically active region. Numerous earthquakes have been recorded in the region in the past, and moderate to large earthquakes should be anticipated during the service life of the proposed development. The San Andreas, Monte Vista-Shannon, and Hayward faults are the major faults closest to the site. These and other faults of the region are shown on Figure 4.

For each of these faults, as well as other active faults within about 50 kilometers (km) of the site, the distance from the site and estimated mean Moment magnitude4[2014 Working Group on California Earthquake Probabilities (WGCEP) (2015) and Uniform California Earthquake Rupture Forecast Version 3 (UCERF3) as detailed in the United States Geological Survey Open File Report 2013-1165] are summarized in Table 1. The mean Moment magnitude presented on Table 1 was computed assuming full rupture of the segment using Hanks and Bakun (2008) relationship.

TABLE 1
Regional Faults and Seismicity
Fault Segment
Approximate
Distance from
Fault (km)
Direction
from Site
Mean
Characteristic
Moment
Magnitude
San Andreas 1906 event 3.2 Southwest 8.1
Pilarcitos 9.2 Southwest 6.7
Total San Gregorio 12 West 7.6
Monte Vista - Shannon 22 Southeast 7.0
Total Hayward-Rodgers Creek Healdsburg 26 East 7.6
Mission (connected) 34 East 6.1
Contra Costa (Lafayette) 37 Northeast 6.1
Butano 39 South 6.7
Total Calaveras 40 East 7.5
Franklin 40 East 6.7
Contra Costa (Larkey) 40 Northeast 6.0
Contra Costa Shear Zone (connector) 40 Northeast 6.6
Mount Diablo Thrust 42 Northeast 6.6
Contra Costa (Dillon Point) 45 Northeast 6.1
Concord 47 Northeast 6.4
Note:

1. The table above is a summary and does not include all the fault segmentation, alternate traces and low activity faults included in the UCERF3 model.
4 Moment magnitude is an energy-based scale and provides a physically meaningful measure of the size of a faulting event. Moment magnitude is directly related to average slip and fault rupture area.

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Figure 4 also shows the earthquake epicenters for events with magnitude greater than 5.0 from January 1800 through August 2014. Since 1800, four major earthquakes have been recorded on the San Andreas fault. In 1836 an earthquake with an estimated maximum intensity of VII on the Modified Mercalli (MM) scale (Figure 5) occurred east of Monterey Bay on the San Andreas fault (Toppozada and Borchardt 1998). The estimated Moment magnitude, Mw, for this earthquake is about 6.25. In 1838, an earthquake occurred with an estimated intensity of about VIII-IX (MM), corresponding to an Mw of about 7.5. The San Francisco Earthquake of 1906 caused the most significant damage in the history of the Bay Area in terms of loss of lives and property damage.

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

The Loma Prieta Earthquake occurred on 17 October 1989 in the Santa Cruz Mountains with an Mw of 6.9, the epicenter of which is approximately 84 km from the site.

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

The most recent earthquake to affect the Bay Area occurred on 24 August 2014 and was located on the West Napa fault, approximately 64 km northeast of the site, with an MW of 6.0.

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

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

TABLE 2
Estimates of 30-Year Probability (2014 to 2043) of a
Magnitude 6.7 or Greater Earthquake
Fault
Probability
(percent)
Hayward-Rodgers Creek 33
Calaveras 26
N. San Andreas 22
Concord/ Mt. Diablo 16
San Gregorio 6
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6.0 SEISMIC HAZARDS
The site is in a seismically active area and will likely be subjected to strong to violent shaking during a major earthquake. Hazards resulting from strong ground shaking are discussed in the remainder of this section.

6.1 Fault Rupture
Historically, ground surface fault ruptures closely follow the traces of geologically young faults.

The site is not within an Earthquake Fault Zone, as defined by the Alquist-Priolo Earthquake Fault Zoning Act5, and no active or potentially active faults exist on the site. In a seismically active area, the remote possibility exists for future faulting in areas where no faults previously existed; however, we conclude the risk of surface faulting and consequent secondary ground failure at the site is low.

6.2 Liquefaction and Associated Hazards
The site is in a seismically active area and will likely be subjected to strong shaking during a major earthquake. Strong shaking during an earthquake can result in ground failures such as those associated with soil liquefaction6, lateral spreading7, and seismic densification8. Each of these conditions has been evaluated based on our review of available information, field investigation, and results of our analysis, and is discussed in this section.

6.2.1 Liquefaction and Free-Field Liquefaction-Induced Settlement The site is within a zone designated with the potential for liquefaction, as identified in a map prepared by the California Geologic Survey (formerly known as the California Department of Conservation, Division of Mines and Geology) titled Earthquake Zones of Required Investigation, Seismic Hazard Zones, San Francisco South Quadrangle, Official Map, dated 23 September 2021, as shown on Figure 6. Specifically, the map shows the site is in an area “where historic 5 The Alquist-Priolo Act zones certain faults which are known to be active. The CGS defines active as having recorded movement within Holocene time, or within the last 11,700 years. 6 Liquefaction is a phenomenon in which saturated (submerged), cohesionless soil experiences a temporary loss of strength because of the buildup of excess pore water pressure, especially during cyclic loading such as those induced by earthquake. Soils most susceptible to liquefaction are loose, clean, saturated, uniformly graded, fine‑grained sand.
7 Lateral spreading is a phenomenon in which surficial soil displaces along a shear zone that has formed within an underlying liquefied layer. Upon reaching mobilization, the surficial blocks are transported downslope or in the direction of a free face by earthquake and gravitational forces. 8 Seismic densification (also referred to as cyclic densification or differential compaction) is a phenomenon in which non-saturated, cohesionless soil is densified by earthquake vibrations, causing ground surface settlement.

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occurrence of liquefaction, or local geological, geotechnical and groundwater conditions indicate a potential for permanent ground displacements such that mitigation as defined in Public Resources Code Section 2693 (c) would be required.”
We used the CPT data to evaluate the potential for free-field, volumetric liquefaction at the site.

The SPT blow count data from the hollow-stem-auger borings was judged to be unreliable because of the potential for heave and flow into the augers disturbing granular soil below the groundwater level. We used the historic high groundwater level of 10 feet beneath the ground surface for our liquefaction analyses. Layers of medium dense saturated sand, clayey sand, and silty sand varying in thickness up to approximately two feet were encountered at depths up to 46 feet bgs.

Based on the results of our analyses, we conclude a few of these layers could potentially liquefy during a major earthquake and could experience liquefaction-induced settlement. We used the Boulanger and Idriss (2014) liquefaction triggering analysis method and a peak ground acceleration (PGAM) of 1.02g based on code seismic design values per ASCE 7-16 to compute earthquake-induced cyclic stress ratios. We estimated liquefaction-induced free-field settlement using the Zhang et al. (2002) post-earthquake displacement analysis method for CPTs. We also used the CPT data to evaluate contractive and dilative behavior of the soil based on the findings by Robertson (2016).

The results of our analyses indicate several of these thin, isolated layers between the depths of 10 to 11½, between 14 to 15½ feet, and also between the depths of 24 to 27½ feet could have a significant buildup of excess pore water pressure and potentially liquefy during a major earthquake. However, the results of our contractive/dilative evaluation suggests that these layers are almost all dilative, meaning they are not subject to large strain behavior or significant settlement. Furthermore, the shear wave velocity in these layers also suggests they would resist liquefaction. We estimate that the total site and building settlement from the potential liquefaction of these layers is on the order of ½ inch. In addition, we conclude up to ½ inch of differential settlement over a horizontal distance of 30 feet could occur.

The settlements discussed in this section are based on free-field conditions and do not include the impact of the structure on estimated settlements; see Section 6.2.2. for further discussion.

6.2.3 Seismic Densification
Seismic densification can occur during strong ground shaking in loose, granular deposits above the water table, resulting in ground surface settlement. The degree of susceptibility to seismic Geotechnical Investigation 21 March 2025
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densification is directly related to the relative density of the existing granular soils. Seismic densification of non-saturated, cohesionless soil following a major earthquake was analyzed using Tokimatsu and Seed (1984) and Pradel (1998). We conclude the sand layers above the water table are sufficiently dense or have sufficient cohesion to resist seismic densification.

6.2.4 Overall Seismic Settlement
For the proposed new buildings, we expect up to ½ inch of volumetric liquefaction-induced settlement could occur at the site and cause future settlement of the new buildings; no seismic densification is anticipated. Therefore, we estimate up to ½ inch of total seismically induced settlement could occur within the building footprints. Because the layers with potential liquefaction settlement are discontinuous, we estimate that up to ½ inch of differential settlement over a horizontal distance of 30 feet may occur during an earthquake.

6.2.5 Lateral Spreading
Lateral spreading is a phenomenon in which a surficial soil displaces along a shear zone that has formed within an underlying liquefied layer. The surficial blocks are transported downslope or in the direction of a free face, such as a channel, by earthquake and gravitational forces. Lateral spreading is generally the most pervasive and damaging type of liquefaction-induced ground failure generated by earthquakes. The site is relatively level; however, it is located about 700 feet away from the free face of Colma Creek (a concrete lined channel) that is northeast of the site.

According to Youd et al. (2002), for significant lateral spreading displacements to occur, the liquefied soil should consist of saturated cohesionless sandy sediments with corrected blow counts (N1)60 less than 15. The sandy layers encountered at the site that are potentially susceptible to liquefaction are not continuous and have a corrected blow count (N1)60 greater than 15 blows per foot or have sufficient plasticity to resist liquefaction. In addition, lateral spreading was not observed at the site during the 1906 or the 1989 Loma Prieta earthquakes. We therefore conclude the potential for lateral spreading at the site is low.

6.3 Tsunami
Recent maps published by the California Department of Conservation (2021) indicate the project site is not within the tsunami inundation zone; therefore, we conclude the potential risk by inundation from tsunami to be low within the project site.

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6.4 Flooding
Published maps (Federal Emergency Management Agency 2019) indicate the site is within Zone X, an area of minimal floor hazard. The project civil engineer should evaluate the potential risk of inundation from flooding.

6.5 Sea Level Rise
Considering the site is at least three miles from the San Francisco Bay and higher in elevation, we conclude that sea level rise would not likely have a significant impact on the high groundwater level (Section 7.3) at the project site.

7.0 DISCUSSION AND CONCLUSIONS
From a geotechnical standpoint, we conclude the proposed project is feasible provided the geotechnical issues discussed below are properly addressed during the design and construction of the proposed improvements.

The primary geotechnical issues for this project include:
• the presence of the BART tunnels near the project site • presence of relatively shallow groundwater
• construction of the new foundation elements.

The geotechnical issues and their potential impacts on the proposed project are discussed in the following sections.

7.1 BART Considerations
Design and construction of the project should address the BART Facilities Standards Design Criteria, Structural, Design and Construction Near Existing BART Structures and Geo-Structures R3.2 December 2020. All criteria should be considered in the design and construction processes (see Appendix E for the comprehensive list of criteria); however, select criteria are summarized below:
• New structures near existing structures shall be designed and constructed so as not to impose any temporary or permanent adverse effects on existing BART structures.

Potential impacts to the existing BART structures by new design and construction shall be identified at the planning stage of design.

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• Analyses of the existing BART structures are required when there are changes to the existing BART structures, or temporary or permanent changes to loading upon the existing BART structures due to the new design and construction. • The minimum clearance between any parts of the adjacent BART structures to exterior face of substructures (including temporary elements) shall be 7 feet 6 inches (7.5 feet).

In addition, the substructures shall be located such that the loads from the foundations of the new structures shall not impact the BART structures. • The temporary BART Zone of Influence (ZOI) is defined as the area above or below a line from the critical point of the substructure at a slope of 1½ horizontal to 1 vertical. • The geotechnical engineer for the proposed structure shall determine the permanent effects or influence on the existing BART’s structure based upon the soil and groundwater conditions in the vicinity of the proposed structures and the existing BART’s structures.

Particular attention shall be paid to liquefiable soil, expansive soil, and lateral spreading.

The slope of the permanent ZOI shall not be steeper than the slope of the temporary ZOI as defined above.
• Shoring is required for significant excavations in the temporary and permanent ZOI. • Seismic and wind loads shall be accounted for in any shoring design for temporary and permanent shoring (see Geo-Structures 7.3 A for details). • Shoring shall maintain at-rest soil conditions and be monitored for movement. • Soil redistribution caused by temporary shoring or existing foundation system shall be analyzed.
• Shoring support shall extend at least 10 feet below the base of the excavation or into a competent soil or rock layer, whichever is deeper, unless the geotechnical engineer shows that vertical and horizontal support requirements can be developed at less than 10 feet below the excavation depth. The minimum depth of shoring below the excavation depth shall be 2 feet.
• A vibration monitoring plan shall be prepared to document the potential for induced vibration and noise from construction equipment and procedures, with respect to their effect on adjacent structures, BART facilities and operations. • Minimum soil cover of 8 feet on underground structures shall be maintained wherever possible.

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Our interpretations of the BART tunnel locations and the location where the temporary ZOI would intersect the exterior ground surface elevations are shown on Figure 2. These interpretations are based on as-built drawings provided by San Francisco BART District (2004), the existing surface topography by Kier + Wright (2024), and proposed development plans provided by Devcon Construction (2024). Because portions of the proposed development are either within or very close to the ZOI, the BART guidelines will have to be considered during the design and construction of the foundation system for the proposed buildings. BART engineering will review the final geotechnical report and the structural plans and calculations.

7.2 Foundations and Settlement
The primary considerations related to the selection of appropriate foundation system for the proposed new buildings are the building loads and anticipated settlements and proximity to the BART structures.

As previously discussed, the proposed new buildings will be constructed at grade. Currently, we understand the finished floor of the new buildings will be roughly at the same elevation as the existing grades, about Elevation 30½ feet. We anticipate the soil to be exposed at the new buildings’ subgrade will consist predominantly of medium dense to dense clayey sand and medium stiff to very stiff clay and sandy clay. Based on the preliminary column loads provided by IMEG, we conclude the building can be supported on continuous and isolated spread footings designed per our recommendations in Section 8.2.

As previously discussed, BART typically requires that new developments be designed to not impose any new vertical or horizontal stresses on their structures. Since their construction, the BART tunnels have been subjected to the dead plus live loading from the existing Boys and Girls Club building and operations. The new planned structures will be roughly the same footprint as the existing structures, with some exceptions (see Figure 2). However, the planned two-story structure for Building 1 will extend southeast slightly further than the existing building footprint and will also likely be slightly heavier than the existing one story building. In addition, the planned Building 2 will extend northwest beyond the footprint of the existing structure. Therefore, to mitigate any potential for additional for loading on the BART ZOI, we conclude the dead plus live (gravity) weight of the new building should be offset within the BART’s ZOI, such that the weight in the ground resulting from the future structure is the same as the weight that is currently present. This balance can be achieved by overexcavating beneath the planned building footprint within the BART ZOI and placing lightweight material. The lightweight material can consist of lightweight cellular concrete (LCC) or geofoam (Insulfoam).

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In addition, where shallow foundations are within the BART ZOI, they will need to be constructed with a permanent void or compressible material on any vertical faces of foundations within the ZOI so that there is no lateral load transfer from the new building to the soil within the ZOI. The void or compressible material can be constructed by placing compressible foam, such as Insulfoam EPS 12, along the vertical face of the footings within the BART ZOI.

After the building foundation is constructed and building loads are applied, the foundation pressure will increase, and the underlying sand and clay layers at depth will become reloaded.

We conclude static settlement will consist of immediate recompression settlement. Based on the preliminary dead plus live column loads provided by IMEG for the new buildings, and for shallow foundations designed and constructed in accordance with our recommendations, we estimate total static settlement of spread footings will be less than ½ inch as the soil is reloaded.

Differential settlement between adjacent footings spaced on the order of 30 feet should not exceed ½ inch. In addition, as discussed in Section 6.2.4, we anticipate up to ¾ inches of total seismically induced settlement could occur during a major earthquake on a nearby fault.

7.3 Groundwater Considerations
Groundwater was encountered in our borings at depths from about 13½ feet to 22½ feet bgs, corresponding to approximately Elevations 17feet to 7½ feet. The historic high groundwater level in the project vicinity is approximately 10 feet bgs, corresponding to approximately Elevation 21 feet. The groundwater level is likely influenced by wet and dry seasons. On the basis of our knowledge of groundwater conditions at the site and in the vicinity, we conclude a high groundwater elevation of Elevation 21 feet is appropriate for design of permanent structures.

7.4 Corrosion Potential
Because corrosive soil can adversely affect underground utilities and foundation elements, laboratory testing was performed to evaluate the corrosivity of the near surface soil.

CERCO Analytical performed tests on one soil sample to evaluate corrosion potential to buried metals and concrete. The results of the tests are presented in Table 3 and Appendix D.

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TABLE 3
Summary of Corrosivity Test Results
Boring Sample Depth
(feet) pH
Sulfates
(mg/kg)
Resistivity
(ohms-cm)
Redox
(mV)
Chlorides
(mg/kg)
B-1 3 7.46 N.D. 7,200 240 N.D.

B-2 3 5.60 20 6,900 300 N.D.

N.D. = None Detected
Based upon resistivity measurements, the soil samples tested are classified as “moderately corrosive” to buried iron, steel, cast iron, ductile iron, galvanized steel and dielectric coated steel or iron. As a result, the chemical analysis indicates reinforced concrete and cement mortar coated steel may be affected by the corrosivity of the soil. To protect reinforcing steel from corrosion, adequate coverage should be provided as required by the building code. A corrosion expert should be consulted during the design phase for the most economical and effective corrosion protection, if necessary.

7.5 Construction Considerations
We anticipate soil to be excavated from the site can likely be removed with conventional earthmoving equipment such as excavators and backhoes. We understand the northern and southern ends of the existing building at the site will be demolished. Buried foundations from this structure and possibly previously existing structures may require the use of jackhammers to break apart and remove. Care should be taken to reduce vibrations when removing obstructions from the site and equipment capable of generating large vibrations (such as hoe-rams) should not be used within the BART ZOI.

If site grading is performed during wet weather, the exposed soil subgrade may become wet and difficult to compact. Wet soil may need to be aerated during dry weather prior to compaction, or the wet soil can be excavated and replaced with drier soil or aggregate base. If needed, the soil can be lime treated to aid in compaction. Light grading equipment may be needed to avoid damaging the subgrade.

8.0 RECOMMENDATIONS
From a geotechnical standpoint, the site can be developed as planned, provided the recommendations presented in this section of the report are incorporated into the design and Geotechnical Investigation 21 March 2025
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contract documents. Recommendations for site preparation, foundation design, seismic design, utilities, and other geotechnical aspects of the project are presented in the following sections of this report.

8.1 Earthwork
The following subsections present recommendations for site preparation, subgrade preparation, and fill placement.

8.1.1 Site Preparation
Demolition in areas to be developed should include the removal of existing structures and foundations, pavements, and underground obstructions. Any vegetation and organic topsoil should be stripped in areas to receive new site improvements. Stripped organic soil can be stockpiled for later use in landscaped areas, if approved by the owner and architect; organic topsoil should not be used as compacted fill.

Demolished asphalt and concrete at the site can be crushed to provide recycled construction materials, including sand, free-draining crushed rock, or Class 2 aggregate base (AB), provided their re-use onsite is acceptable from an environmental standpoint. Where crushed concrete will be used in applications where free-draining materials are required, the material should have no greater than six percent by weight passing the 3/8-inch sieve. Where recycled Class 2 AB will be used beneath pavements and flatwork, it should meet requirements of the Caltrans Standard Specifications. Where crushed concrete or asphalt are mixed with soil to be used as fill, particles between 1½ and 3 inches in greatest dimension should comprise no more than 30 percent of the fill by weight.

Existing underground utilities beneath areas to receive new improvements should be removed or abandoned in-place by filling them with grout. The procedure for in-place abandonment of utilities should be evaluated on a case-by-case basis and will depend on location of utilities relative to new improvements. However, in general, existing utilities within four feet of final grades should be removed, and the resulting excavation should be properly backfilled based on the recommendations presented in this section.

Where utilities to be removed extend off site, they should be capped or plugged with grout at the property line. It may be feasible to abandon utilities in-place, outside the proposed building footprint, provided they will not interfere with future utilities or structures. If utilities are abandoned in-place, the pipes should be completely filled with flowable cement grout over their entire length within the site limits.

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8.1.2 Subgrade Preparation
Prior to placement of fill or other improvements, the subgrade should be scarified to a depth of 8 inches, moisture-conditioned to above optimum moisture content, and compacted to at least 90 percent relative compaction9. Within vehicle pavement areas, the upper six inches of the pavement soil subgrade should be compacted to at least 95 percent relative compaction.

If soft or loose soil is encountered at subgrade, it should be removed and be replaced with suitable fill that is properly compacted and moisture conditioned. The subgrade should be kept moist until it is covered with fill or other improvements. If the compacted subgrade is disturbed, it should be re-rolled to provide a smooth, firm surface. Clay exposed at the foundation level may be susceptible to disturbance under construction equipment traffic. Heavy construction equipment should not be allowed directly on the final subgrade. If stabilization or winterization is needed, it may be prudent to lime treat or to place a temporary layer of crushed rock to protect the final subgrade.

8.1.3 Fill Placement
We anticipate fill placement at the site will consist primarily of backfill for utility trenches and minor grading for the building pad, flatwork, and hardscapes.

We anticipate that soil excavated during construction will generally be acceptable for use as general fill and backfill. Soil excavated beneath buildings or flatwork will likely require significant drying before it can be used as fill and compacted to the specified relative compaction. Any onsite soil or imported fill used as fill and backfill should meet the following criteria:
• be free of organic matter or other deleterious material; • contain no rocks or lumps larger than three inches in greatest dimension; • have a low expansion potential (defined by a liquid limit of less than 40 and plasticity index lower than 12);
• have at least 15 percent fines (particles passing the No. 200 sieve); • be non-hazardous and approved by the project corrosion consultant; • be approved by Langan.
9 Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by the ASTM D1557 laboratory compaction procedure.

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All fill placed beneath improvements should meet this criterial. Fill should be placed in horizontal lifts not exceeding eight inches in uncompacted thickness, moisture-conditioned to near optimum moisture content, and compacted to at least 90 percent relative compaction for fill thicknesses equal or less than five feet and 95 percent compaction for fill thicknesses greater than five feet. If imported clean sand or gravel (defined as soil with less than 10 percent fines) is used as backfill, it should be compacted to at least 95 percent relative compaction regardless of fill thickness. Any imported soil will need to be meet any analytical testing requirements established by owner and the project environmental consultant.

During construction, we should check that the on-site soil and/or any proposed import material is suitable for use as fill. Samples of all fill should be submitted to Langan for testing at least three business days prior to use at the site. A flowable cement grout, such as lean concrete or CDF, may also be used as backfill under most conditions, but we should be consulted prior to its use.

8.1.4 Utility Trenches
The corrosivity test results provided in Appendix D should be reviewed and corrosion protection measures used to protect below-grade utilities, if needed. A corrosion engineer should be retained if corrosion recommendations are needed.

Utility trenches should be excavated a minimum of four inches below the bottom of pipes or conduits and have clearances of at least four inches on both sides. Where necessary, trench excavations should be shored and braced, in accordance with all safety regulations, to prevent cave-ins.

Backfill for utility trenches should be compacted according to the recommendations presented for the general site fill. Jetting of trench backfill is not permitted. To provide uniform support, pipes or conduits should be bedded on a minimum of four inches of sand or fine gravel.

After pipes and conduits are tested, inspected (if required), and approved, they should be covered to a depth of six inches with sand or fine gravel, which should then be mechanically tamped or compacted with a vibratory plate. Backfill should then be placed as recommended for engineered fill. If any utility trenches will extend below the design groundwater elevation, sand, or gravel with less than 10 percent fines used as pipe bedding, shading, or cover should be wrapped in a filter fabric such as Mirafi 140NC.

Special care should be taken in controlling utility backfilling in pavement areas. Poor compaction may cause excessive settlements, resulting in damage to exterior improvements.

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8.2 Foundations
BART Considerations
As discussed in Section 7.2, the dead plus live (gravity) weight of the new building should be offset within the BART’s ZOI, such that the weight in the ground resulting from the future structure is the same as the weight that is currently present. To achieve this balance, we recommend overexcavating beneath the planned slabs located within the BART ZOI and placing lightweight material consisting of LCC or geofoam. The strength of lightweight material should be checked against the slab loads.

In addition, where the footings are located within the BART ZOI, the passive and frictional resistance of any in-ground elements should be ignored (lateral resistance for the structure should be collected and designed to shed to the soil outside of the ZOI). As part of this design, where shallow foundations are within the BART ZOI, we recommend they be constructed with a permanent void or compressible material on any vertical faces of foundations within the ZOI so that there is no lateral load transfer from the new building to the soil within the ZOI. The void should be at least one inch wide. Conversely, if compressible material is used, it should consist of a weak compressible foam, such as Insulfoam EPS 12, and should be at least 6 inches wide.

This void or compressible material should be placed along the vertical face of all footings within the BART ZOI.

Foundation Design
As discussed in Section 7.2, the proposed new buildings can be supported on continuous perimeter and isolated spread footings. The subsurface exploration indicates that low expansive soil is present at the site; therefore, the footings should be founded at least 18 inches below the lowest adjacent final soil subgrade and the perimeter footings should be continuous. Footings should be at least 18 inches wide for continuous footings and 24 inches for isolated spread footings. Footings adjacent to utility trenches (or other footings) should bear below an imaginary

1.5:1 (horizontal to vertical) plane projected upward from the bottom edge of the utility trench (or adjacent footings). If footings bear above an imaginary 1.5:1 plane projected upward from the bottom edge of adjacent footing, then the adjacent footing should be designed for surcharge pressures from the footings founded above it. If this condition exists, we can compute the additional pressure increment.

For the recommended minimum embedment, the footings bearing on firm native soil (or on properly designed lightweight material) may be designed for an allowable bearing capacity of 2,000 pounds per square foot (psf) for dead plus live loads, with a one-third increase for total Geotechnical Investigation 21 March 2025
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loads, including wind and/or seismic loads. Anticipated foundation settlements associated with this allowable bearing capacity are discussed in Section 7.2 and total seismically induced settlements are discussed in Section 6.2.4.

Foundation excavations should be free of standing water, debris, and disturbed materials prior to placing concrete. The bottoms and sides of the excavations should be moistened following excavation and maintained in a moist condition until the concrete is placed. We should check excavations prior to placement of reinforcing steel. If loose or disturbed material is observed in the excavation, it should be excavated to firm, competent material and replaced with lean concrete or engineered fill.

Lateral forces on any building elements within the BART ZOI should be ignored. Lateral forces on shallow foundations bearing on native soil outside/beyond the BART ZOI can be resisted by a combination of friction along the base of the foundation and passive resistance against the vertical faces of the foundation. Frictional resistance should be computed using a base friction coefficient of 0.30, assuming the foundation is in contact with soil. To calculate the passive resistance against the vertical faces of the foundations, we recommend using lateral pressures corresponding to an allowable equivalent fluid weight (triangular distribution) of 270 pounds per cubic foot (pcf) in native soil. The upper foot should be ignored unless confined by a concrete slab or pavement. The values for the friction coefficient and passive pressures include a factor of safety of 1.5 and may be used in combination without reduction.

8.3 Floor Slabs
The soil exposed at the bottom of foundation excavations and at floor slab subgrade is likely to consist of medium dense to dense clayey sand and medium stiff to very stiff clay and sandy clay.

The floor slab may be designed to bear on grade, which is similar to the existing building’s floor slab design.

Moisture is likely to condense on the underside of the floor slab, even though it will be above the design groundwater level. Consequently, a moisture barrier system should be considered if movement of water vapor through the slab would be detrimental to its intended use. A typical moisture barrier consists of a water vapor retarder and capillary moisture break. The moisture barrier should be placed directly beneath the slab.

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The vapor retarder should meet the requirements for Class A vapor retarders stated in ASTM E1745, similar to 15mil Stego Wrap. The vapor retarder should be placed in accordance with the requirements of ASTM E1643. These requirements include overlapping seams by six inches, taping seams, and sealing penetrations in the vapor retarder.

Beneath the vapor retarder, should be a capillary moisture break layer. Outside the BART ZOI, the moisture break should consist of at least four inches of clean, free-draining gravel or crushed rock. Where the slab is underlain by lighweight fill (within the BART ZOI), the typical gravel moisture break can be replaced with the lightweight fill consisting of either EPS geofoam or closed-cell LCC. The particle size of the gravel/crushed rock should meet the gradation requirements presented in Table 4.

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

8.4 Seismic Design
Based on the results of the field investigation, including borings and shear wave velocity testing, the site is classified as a stiff soil site, Site Class D. A site-specific ground motion analysis is required for structures on Site Class D sites with S1 greater than or equal to 0.2, in accordance with the 2022 California Building Code (CBC) and by reference ASCE 7-16, unless the criteria listed in the exception in Section 11.4.8 of ASCE 7-16 as modified by Supplement 3 of Geotechnical Investigation 21 March 2025
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ASCE 7-16 are met. We understand from the project structural engineer that these criteria will be met for the project. Therefore, for seismic design in accordance with the provisions of 2022 CBC/ASCE 7-16 and Supplement 3, we recommend the following:
• Risk-Targeted Maximum Considered Earthquake (MCER) ground motion parameter spectral response acceleration (5% critical damping) for 0.2 seconds (Ss) and 1 second (S1) of 2.16g and 0.90g, respectively
• Site Class D
• Site Coefficients Fa and Fv of 1.0 and 1.7 , respectively • MCER and DE spectral response acceleration parameters at short periods, SMS and SDS, of

2.16g and 1.44g, respectively
• MCER and DE spectral response acceleration parameters at one-second period, SM1 and SD1, of 2.28g and 1.52g, respectively (these values have been increased by 50% in accordance with ASCE 7-16 Supplement 3).

8.5 Excavations
Where space permits, the sides of excavations can be sloped. Temporary excavation slopes should be no steeper than 1½:1 (horizontal to vertical) for soil above the groundwater table.

Where space does not permit a sloped excavation and where excavations extend below five feet, excavations should be shored.

8.6 Pavement and Concrete Flatwork Design
Our recommendations for flexible and rigid pavement and concrete flatwork are presented in this section.

8.6.1 Flexible and Rigid Pavement
The State of California flexible pavement design method was used to develop the recommended asphalt concrete pavement sections. We expect the final soil subgrade in asphalt-paved areas will generally consist of on-site soil. On the basis of the laboratory test results, we selected an R-value of 10 for design. For our calculations, we assumed a Traffic Index (TI) of 4 for automobile parking areas with occasional trucks, and 5 and 6 for driveways and truck-use areas; these TIs should be confirmed by the project civil engineer. Table 5 presents our recommendations for asphalt pavement sections for these traffic indices.

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TABLE 5
Flexible Pavement Sections
Subgrade R-Value = 10
TI
Asphaltic
Concrete
(inches)
Class 2
Aggregate Base
R = 78
(inches)
4 2.5 7
5 3 9
6 3.5 11.5
Where rigid pavement is required, for loading and service areas, we recommend a minimum of six inches of concrete for medium traffic (TI of 5.5 or lower) and a minimum of eight inches of concrete for heavy traffic (TIs of 6 and higher). The concrete should be underlain by at least six inches of Class 2 aggregate base.

Pavement components should conform to the current Caltrans Standard Specifications.

The subgrade should be prepared following the guidance in Section 8.1.2 to provide a smooth, non-yielding surface. The aggregate base should be moisture conditioned and compacted to a relative compaction of at least 95 percent. Recycled aggregate base is acceptable provided it meets the Caltrans criteria for Class 2 material.

The finished compacted aggregate base should be firm and unyielding and be proof rolled prior to placement of the pavement. If unstable areas are identified during proof rolling, or if the contractor is unable to achieve the recommended degree of compaction, the aggregate base in these areas should be removed in order to repair the underlying soil subgrade. In these areas the upper six inches of the soil subgrade should be moisture-conditioned to at or above optimum and compacted to at least 95 percent relative compaction.

8.6.2 Concrete Flatwork
Exterior concrete flatwork should be underlain by at least four inches of aggregate base compacted to at least 95 percent relative compaction. The subgrade should be prepared following the guidance in Section 8.1.2 to provide a smooth, non-yielding surface.

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8.7 Construction Monitoring
BART could require monitoring of its structures for potential deformation caused by the proposed construction activities. BART monitoring requirements should be discussed with BART and incorporated into the construction monitoring program.

8.8 Site Drainage
Positive surface drainage should be provided around the new buildings to direct surface water away from the new and existing structures. To reduce the potential for water ponding adjacent to the building, we recommend the ground surface within a horizontal distance of ten feet measured perpendicular to the face of the wall be designed to slope down and away from the building with a surface gradient of at least five percent in unpaved areas and two percent in paved areas in accordance with California Building Code (CBC) Section 1804.4. In addition, roof downspouts should be discharged into controlled drainage facilities to keep the water away from the building.

Drainage control design should include provisions for positive surface gradients so that surface runoff is not permitted to pond, particularly adjacent to structures, or on roadways or pavements.

8.9 Bioretention Systems
Bioretention areas are landscaping features used to treat stormwater runoff within a development site. They are commonly located in parking lot islands and landscape areas.

Surface runoff is directed into shallow, landscaped depressions, which usually include mulch and a prepared soil mix. Typically, the filtered runoff is collected in a perforated underdrain beneath the bioretention system and returned to the storm drain system. For larger storms, runoff will generally overflow the bioretention areas and is diverted to the storm drain system.

The soil within a bioretention system should typically have an infiltration rate sufficient to draw down any pooled water within 48 hours after a storm event. Bioretention soil should be installed in accordance with the San Mateo County’s C.3 stormwater technical guidelines. Because the soil subgrade beneath bioretention areas will likely be clayey sand and clay, which has a relatively low infiltration rate, an underdrain system with a waterproof liner on the sides and bottom of the bioretention swale should be installed.

Underdrains are typically at the invert of the bioretention system to intercept water that does not infiltrate into the surrounding soils. Underdrains consist of a perforated PVC pipe surrounded by threat least two inches of Class 2 Permeable material (Caltrans Standard Specifications Geotechnical Investigation 21 March 2025
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Section 68-2.02F(3)). The perforated PVC pipe cross section area should be determined based on the desired hydraulic conductivity of the underdrain. Underdrains should be installed in accordance with the Santa Clara County’s C.3 stormwater technical guidelines.

Overflow from bioretention areas should be directed to the storm drain system away from building foundations and slabs. If bioretention systems are closer than five feet to the face of buildings, passive resistance of foundation elements should be neglected.

9.0 ADDITIONAL SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS, AND

CONSTRUCTION QUALITY ASSURANCE
During final design we should be retained to consult with the design team as geotechnical questions arise. Technical specifications and design drawings should incorporate Langan’s recommendations. When authorized, Langan will assist the design team in preparing specification sections related to geotechnical issues, if needed. Langan should also, when authorized, review the project plans, as well as Contractor submittals relating to materials and construction procedures for geotechnical work, to check that the designs incorporate the intent of our recommendations.

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

The work requiring quality assurance confirmation and/or special inspections per the Building Code includes, but is not limited to, earthwork, backfill, and foundation installation. In fulfillment of these duties, during construction we should check foundation subgrade preparation and check compaction of utility trench backfill. We should also observe any fill placement and perform field density tests to check that adequate fill compaction has been achieved.

Recognizing that construction observation is the final stage of geotechnical design, quality assurance observation during construction by Langan is necessary to confirm the design assumptions and design elements, to maintain our continuity of responsibility on this project, and allow us to make changes to our recommendations, as necessary. The foundation system and general geotechnical construction methods recommended herein are predicated upon Langan reviewing the final design and providing construction observation services for the owner. Should Langan not be retained for these services, we cannot assume the role of geotechnical engineer of record, and the entity providing the final design and construction observation services must serve as the engineer of record.

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10.0 LIMITATIONS
The conclusions and recommendations provided in this report result from our interpretation of the geotechnical conditions existing at the site inferred from a limited number of borings and CPTs. Actual subsurface conditions may vary. Recommendations provided are dependent upon one another and no recommendation should be followed independent of the others. Information on subsurface strata and groundwater levels shown on the logs represent conditions encountered only at the locations indicated and at the time of investigation. If different conditions are encountered during construction, they should immediately be brought to Langan’s attention for evaluation, as they may affect our recommendations.

This report has been prepared to assist the Owner, architect, and structural engineer in the design process and is only applicable to the design of the specific project identified. Any proposed changes to the development concept should be brought to Langan’s attention as soon as possible so that we can determine whether such changes affect our recommendations.

The information in this report cannot be utilized or depended on by engineers or contractors who are involved in evaluations or designs of facilities on adjacent properties which are beyond the limits of that which is the specific subject of this report.

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REFERENCES
2014 Working Group on California Earthquake Probabilities. (2015). “UCERF3: A new Earthquake Forecast for California’s Complex Fault System”, U.S. Geological Survey 2015–3009. http://dx.doi.org/10.3133/fs20153009.

Aagaard, B. T., Blair, J. L., Boatwright, J., Garcia, S. H., Harris, R. A., Michael, A. J., Schwartz, D.

P., and DiLeo, J.S . (2016). “Earthquake Outlook for the San Francisco Bay Region 2014–2043 (ver. 1.1, August 2016), U.S. Geological Survey Fact Sheet 2016–3020, 6 p. http://dx.doi.org/10.3133/fs20163020
ASCE/SEI 7-16 (2016). Minimum Design Loads for Buildings and Other Structures.

Bay Area Rapid Transit (2020). “BART Facilities Standards Design Criteria, Structural – Design and Construction Near Existing BART Structures,” issued December 2020.

Bay Area Rapid Transit (2020). “BART Facilities Standards Design Criteria, Structural – Geo-Structures,” issued December 2020.

Boulanger, R. W. and Idriss, I. M. (2014). “CPT and SPT Based Liquefaction Triggering Procedures.” Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis, Center for Geotechnical Modeling, Report No. UCD/CGM-14/01.

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Bray, J. D., and Sancio, R. B. (2006). “Assessment of the liquefaction susceptibility of fine-grained soils,” J. Geotechnical and Geoenvironmental Eng., ASCE 123(9), 1167-1177.

California Building Standards Commission, 2022 California Building Code.

California Division of Mines and Geology (2008). “Guidelines for Evaluating and Mitigating Seismic Hazards in California.” Special Publication 117A.

California Division of Mines and Geology (1996). “Probabilistic seismic hazard assessment for the State of California.” DMG Open-File Report 96-08.

California Geologic Survey (2021). Earthquake Zones of Required Investigation, Seismic Hazard Zones, San Francisco South Quadrangle, Official Map. 23 September 2021.

California Geologic Survey (1982). Earthquake Zones of Required Investigation, Earthquake Fault Zones, San Francisco South Quadrangle, Official Map. 1 January 1982.

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

7.5-Minute Quadrangle, San Mateo County, California.

California Geologic Survey (2021). Seismic Hazard Zonation of the San Francisco South Quadrangle, San Mateo County, California.

Geotechnical Investigation 21 March 2025
Boys and Girls Clubs of The Peninsula – Orange Park Clubhouse 731788601 South San Francisco, California Page 30

REFERENCES
(Continued)
Cao, T., Bryant, W. A., Rowshandel, B., Branum D. and Wills, C. J. (2003). “The Revised 2002 California Probabilistic Seismic Hazard Maps.”
Devcon Construction (2024). “Site Circulation Plan, Orange Park Clubhouse, Boys and Girls Clubs of the Peninsula,” dated 20 November 2024.

Federal Emergency Management Agency (2019). “Flood Insurance Rate Map, San Mateo County, California, Panel 43 of 510, Map Number 06081C0043F,” Effective April 5, 2019.

Gutenberg, B. and Richter, C. F. (1954). “Seismicity of the Earth and Associated Phenomena.” Hanks, T. C., and W. H. Bakun (2008). “M-log A observations of recent large earthquakes.” Bulletin of Seismological Society of America, Vol. 98, No. 1, pp 490-503.

Idriss, I.M. and R.W. Boulanger (2008). “Soil Liquefaction During Earthquakes,” EERI, MNO-12.

IMEG Corp (2025). Email correspondence dated 28 February 2025.

Ishihara, K. and Yoshimine, M. (1992). “Evaluation of Settlements in Sand Deposits Following Liquefaction during Earthquakes,” Soils and Foundations, Vol. 32, No. 1, pp. 173-188.

Kier + Wright (2024). “Topographic Survey of 201 West Orange Avenue for Hunter Properties Inc., South San Francisco, California,” dated March 2024.

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

Pradel, D. (1998). “Procedure to Evaluate Earthquake -Induced Settlements in Dry Sandy Soils,” ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 124, No. 4, 364-368.

San Francisco Bay Area Rapid Transit (BART) District (2004). “San Francisco Airport Extension Line, Trackwork, and Systems, Plan and Profile, W2 357+00 to W2 369+00” dated 5 March 2004.

Seed, H. B. and Idriss, I. M. (1971). “Simplified Procedure for Evaluating Soil Liquefaction during Earthquakes,” Journal of Geotechnical Engineering Division, ASCE, 97 (9), 1249-1273.

Southern California Earthquake Center (SCEC) (1999). “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California.”
State of California (2021). Tsunami Hazard Area Map, San Mateo County, produced by the California Geological Survey and the California Governor’s Office of Emergency Services.

Geotechnical Investigation 21 March 2025
Boys and Girls Clubs of The Peninsula – Orange Park Clubhouse 731788601 South San Francisco, California Page 31

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

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

Wells, D. L. and Coppersmith, K. J. (1994). “New Empirical Relationships among Magnitude, Rupture Length, Rupture Width, Rupture Area, and Surface Displacement.” Bulletin of the Seismological Society of America, 84(4), 974-1002.

Wesnousky, S. G. (1986). “Earthquakes, Quaternary Faults, and Seismic Hazards in California.” Journal of Geophysical Research, 91(1312).

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

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

Youd, T. L., Hansen, C. M., and Bartlett, S. F., (2002). Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement, Journal of Geotechnical and Geoenvironmental Engineering, December.

Youd, T. L., and Idriss, I. M. (2001). “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils,” Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 4.

Youngs, R. R., and Coppersmith, K. J. (1985). “Implications of fault slip rates and earthquake recurrence models to probabilistic seismic hazard estimates.” Bulletin of the Seismological Society of America, 75( ), 939-964.

FIGURES
Filename: C:\bms\langan-pw-01\d0557443\FG01-731788601-B-GI0102.dwg Date: 3/3/2025 Time: 14:56 User: agekas Style Table: Langan.stb Layout: Figure 1 Site Loc Approximate scale
0 2,000 Feet
Notes: 1. Topographic basemap is provided through Langan’s Esri ArcGIS software licensing and ArcGIS online Copyright, National Geographic Society, i-cubed.

2. All features shown are approximate.
135 Main Street, Suite 1500
San Francisco, CA 94105
T: 415.955.5200 F: 415.955.5201 www.langan.com
© 2025 Langan
Langan CA, Inc.

SITE
NEW BUILDING 3 NEW BUILDING 1 EXISTING BUILDING 2 GYMNASIUM MEMORIAL DRIVE A CENTENNIAL WAY TRAIL B-1 CPT-1 B-2 CPT-2 Filename: C:\bms\langan-pw-01\d0557443\FG02-731788601-B-SP0101.dwg Date: 3/21/2025 Time: 11:56 User: agekas Style Table: Langan.stb Layout: Figure 2 Site Plan © 2025 Langan Langan CA, Inc. 135 Main Street, Suite 1500 San Francisco, CA 94105 T: 415.955.5200 F: 415.955.5201 www.langan.com Approximate scale 0 60 Feet Approximate location of boring by Langan, January 2025 Approximate location of cone penetration test by Langan, January 2025 Approximate limits of Existing One-Story Building Approximate limits of outer walls of BART subway box where in proximity of 201 West Orange Avenue Approximate limit of BART Zone of Influence at existing ground surface Approximate PG&E easement boundary Approximate location of idealized subsurface profile EXPLANATION B-1 CPT-1 Reference: Sheet A1.10 of plans by Devcon Construction Incorporated titled "Orange Park Clubhouse, Boys and Girls Clubs of the Peninsula, 201 W Orange Ave, South San Francisco, CA 94080," dated 12 March 2025. A'A A' 0 0 15 SCALE IN FEET
15 Notes:

1. The above profile represents a generalized subsurface cross section interpreted from widely spaced borings. Soil deposits may vary in type, strength, and other important properties between points of exploration.

2. Approximate location of proposed structure is based on site plan provided by Devcon titled "Site Circulation Plan", dated 20 November 2024.

3. Approximate location of BART subway box is based on the San Francisco Airport Extension Line as-built drawing titled "San Francisco Airport Extension Line, Trackwork, and Systems, Plan and Profile, W2 357+00 to W2 369+00", provided by San Francisco BART District (2004).

4. All elevations referenced herein are based on "Topographic Survey of 201 West Orange Avenue for Hunter Properties Inc., South San Francisco, California", by Kier + Wright, dated March 2004 and reference North American Vertical Datum of 1988 (NAVD88).

Filename: C:\bms\langan-pw-01\d0557443\FG01-731788601-B-XS0101.dwg Date: 3/21/2025 Time: 12:43 User: agekas Style Table: Apple LaserWriter 8500.ctb Layout: A-A' © 2025 Langan Langan CA, Inc.
135 Main Street, Suite 1500
San Francisco, CA 94105
T: 415.955.5200 F: 415.955.5201 www.langan.com
Approximate groundwater level measured during drilling
Legend:
40 30
20 10
0 -10
-20
ELEVATION (ft, NAVD88)
-30
B-2
CPT-2
40 30
20 10
0 -10
-20
ELEVATION (ft, NAVD88)
-30
Existing ground surface
BART Zone of Influence
Existing One-story Building
New Building 1
(Proposed 2-Story Building At Grade)
PG &E Easment
A A'
BART Subway
? ? ?
? ? ?
(1/8/25)
Outer Walls of BART Subway Box
(1/8/25)
SILTY SAND, CLAYEY SAND, SAND with SILT,
SAND with CLAY, SAND, SAND with GRAVEL
(SM, SC, SP-SM, SP-SC, SP, SW),
dense to very dense [Colma Formation]
Existing ground surface Top of slab
BART Zone
of Influence
? ? ? ? ?
? ?
? ?
Clay with Sand (CL) and Sandy Clay (CL),
medium stiff to very stiff, and Clayey Sand (SC)
Interbedden Sandy Clay (CL), Clayey Sand (CL),
medium stiff to hard, and Sand with Silt (SP-SM),
Sand with Clay (SP-SM), and Silty Sand (SM),
medium dense
Centennial Way
Trail
Filename: C:\bms\langan-pw-01\d0557443\FG01-731788601-B-GI0102.dwg Date: 3/3/2025 Time: 14:57 User: agekas Style Table: Langan.stb Layout: Figure 4 FaultMap Approximate scale
0 20 km
Magnitude 5 to 5.9
Magnitude 6 to 6.9
Magnitude 7 to 7.4
Magnitude 7.5 to 8
Earthquake Epicenter
Magnitude
© 2025 Langan
135 Main Street, Suite 1500
San Francisco, CA 94105
T: 415.955.5200 F: 415.955.5201 www.langan.com
Langan CA, Inc.

SITE
NOTES:

1. QUATERNARY FAULT DATA DISPLAYED ARE PROVIDED BY THE CGS MAP SHEET 48:

FAULT BASED SEISMIC SOURCES USED IN THE UNIFORM CALIFORNIA EARTHQUAKE RUPTURE FORECAST, VERSION 3 (UCERF3).

2. EARTHQUAKE EPICENTER (MAGNITUDE) DATA QUERIED WITH A MAGNITUDE OF 5+ FROM 01/01/1800 TO PRESENT, FROM THE ANSS COMPREHENSIVE EARTHQUAKE CATALOG (COMCAT), DOWNLOADED 02/10/2025.

3. BASEMAP AND COUNTY BOUNDARIES PROVIDED BY USGS AND CALIFORNIA DEPARTMENT OF TRANSPORTATION.

4. MAP DISPLAYED IN CALIFORNIA STATE COORDINATE SYSTEM, CALIFORNIA (TEALE) ALBERS, NORTH AMERICAN DATUM OF 1983 (NAD83), METERS.

LEGEND
County Boundary
Fault
Site Location
I Not felt by people, except under especially favorable circumstances. However, dizziness or nausea may be experienced.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

VIII General fright, and alarm approaches panic.

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

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

IX Panic is general.

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

X Panic is general.

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

XI Panic is general.

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

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

XII Panic is general.

Damage is total, and practically all works of construction are damaged greatly or destroyed. Disturbances in the ground are great and varied, and numerous shearing cracks develop. Landslides, rock falls, and slumps in river banks are numerous and extensive. Large rock masses are wrenched loose and torn off. Fault slips develop in firm rock, and horizontal and vertical offset displacements are notable. Water channels, both surface and underground, are disturbed and modified greatly. Lakes are dammed, new waterfalls are produced, rivers are deflected, etc. Surface waves are seen on ground surfaces. Lines of sight and level are distorted. Objects are thrown upward into the air.
135 Main Street, Suite 1500
San Francisco, CA 94105
T: 415.955.5200 F: 415.955.5201 www.langan.com
© 2025 Langan
Filename: C:\bms\langan-pw-01\d0557443\FG01-731788601-B-GI0102.dwg Date: 3/3/2025 Time: 14:58 User: agekas Style Table: Langan.stb Layout: Figure 5 MM Scale Langan CA, Inc.

Approximate scale
0 2,000 Feet
Reference: San Francisco South Quadrangle, Earthquake Fault Zones, Official Map Released: January 1, 1982.

Seismic Hazard Zones, Official Map Released: September 23, 2021.

EXPLANATION
Earthquake-Induced Landslides; Areas where previous occurrence of landslide movement, or local topographic, geological, geotechnical, and subsurface water conditions indicate a potential for permanent ground displacements.

Liquefaction; Areas where historic occurrence of liquefaction, or local topographic, geological, geotechnical, and subsurface water conditions indicate a potential for permanent ground displacements. 1 Almaden Boulevard, Suite 590
San Jose, CA 95113
T: 408.283.3600 F: 408.283.3601 www.langan.com
© 2025 Langan
Filename: C:\bms\langan-pw-01\d0557443\FG01-731788601-B-GI0102.dwg Date: 3/3/2025 Time: 14:58 User: agekas Style Table: Langan.stb Layout: Figure 6 Haz Map Langan CA, Inc.

SITE

APPENDIX E

BART CRITERIA

CRITERIA

STRUCTURAL

CONTENTS

1. SCOPE

2. GENERAL REQUIREMENTS

2.1. Policy

2.2. Clearance

2.3. Zone of Influence (ZOI)

2.3.1. Temporary Zone of Influence

2.3.2. Permanent Zone of Influence

2.4. Shoring

2.5. Groundwater Control and Dewatering

2.6. Existing Utilities

2.7. Pile Foundation

2.8. Construction Vibration

3. DESIGN AND CONSTRUCTION NEAR EXISTING AT-GRADE AND AERIAL BART

STRUCTURES

3.1. Falsework near BART Tracks

3.2. Construction Equipment

3.3. Soil Cover over Foundation

4. DESIGN AND CONSTRUCTION NEAR EXISTING UNDERGROUND BART

STRUCTURES

4.1. Surcharge Load for Existing Underground Structures

4.2. Excavation close to Underground Structures

4.3. Minimum Soil Cover

5. DOCUMENTATION

5.1. Design Documentation

5.2. Construction Documentation

CRITERIA

STRUCTURAL

1. SCOPE
The purpose of the criteria herein is to establish minimum provisions for design and construction near existing BART structures.

2. GENERAL REQUIREMENTS

2.1. Policy
New structures near existing structures shall be designed and constructed so as not to impose temporary or permanent adverse effects on existing BART structures.

Potential impacts to the existing BART structures by new design and construction shall be identified at the planning stage of design.

The Engineer Responsible for Design (ERD) shall coordinate the new design and construction with:
• BART design criteria
• Third-party design criteria
• District third-party interagency agreements, as applicable Analyses of the existing structures are required when there are changes to the existing BART structures, or temporary or permanent changes to loading upon the existing BART structures due to the new design and construction.

2.2. Clearance
The minimum clearance between any parts of the adjacent BART structures to exterior face of substructures shall be 7 feet 6 inches. In addition, the substructures shall be located such that the loads from the foundations of the new structures shall not impact the BART structures.

2.3. Zone of Influence (ZOI)

2.3.1. Temporary Zone of Influence
For temporary effects on the existing BART’s structures, the temporary ZOI is defined as the area above a positive line of influence which is a line from the critical point of substructure at a slope of 1-1/2 horizontal to positive 1 vertical (line sloping towards ground level) or the area below a negative line of influence which is a line

DESIGN AND CONSTRUCTION NEAR EXISTING BART STRUCTURES
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from the critical point of substructure at a slope of 1-1/2 horizontal to negative 1 vertical (line sloping away from ground level). Refer to Figure 1 for an underground rectangular structure.

The geotechnical engineer and ERD shall determine the critical points of the existing foundations and underground structures, subject to BART Engineering review and acceptance.

2.3.2. Permanent Zone of Influence
The geotechnical engineer for the proposed structure shall determine the permanent effects or influence on the existing BART’s structures based upon the soil and groundwater conditions in the vicinity of the proposed structures and the existing BART’s structures. Particular attention shall be paid to liquefiable soil, expansive soil, and lateral spreading. The slope of the permanent ZOI shall not be steeper than the slope of the temporary ZOI as defined above.

2.4. Shoring
Shoring is required for excavation in the ZOI. Refer to Design Criteria, Structural, Geo-Structures.

2.5. Groundwater Control and Dewatering
Where groundwater control is proposed, changes in groundwater elevation shall be evaluated together with the consequences to structures located in proximity to the dewatering. The groundwater drawdown zone shall be established based on a hydrogeologic study that includes, but is not limited to, soil types in proximity to the area of groundwater control, the duration of the work, the planned construction methods, and plans for recharge or other methods of groundwater control.

Dewatering shall be monitored for changes in groundwater level. Recharging back to its original elevation is required if existing groundwater level is expected to drop more than 2 feet.

2.6. Existing Utilities
Existing utilities shall be protected from damage. If relocation is necessary, it shall be accomplished in a manner that will not disrupt revenue service.

2.7. Pile Foundation
Piles shall be pre-drilled to a minimum of 10 feet below the line of influence. Piles shall be driven in a sequence away from BART structures.

BART structures shall be monitored for vibration during pile driving operations for all piles within 100 feet of the structures.

DESIGN AND CONSTRUCTION NEAR EXISTING BART STRUCTURES
STRUCTURAL – DESIGN AND CONSTRUCTION
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No pile shall be allowed between steel-lined tunnels. Steel-lined tunnels shall be monitored for movement and deformation.

2.8. Construction Vibration
Some construction methods may result in vibrations that lead to densification of loose, cohesionless soil, or architectural and structural damage. A vibration monitoring plan shall be prepared to document the potential for induced vibration and noise from construction equipment and procedures, with respect to their effect on adjacent structures, BART facilities and operations.

Procedures and control of vibration and settlement caused by the operations of construction equipment including, but not limited to, pile driving and soil compaction (vibro-compaction, etc.) shall be included in the plan. Plans shall include locations and details of monitoring instrumentation.

The peak particle velocity (PPV) in the vertical direction as measured from the closest BART structures to the construction equipment shall not exceed 1.0 in/sec (transient source) and 0.5 in/sec (continuous/frequent intermittent source). For vibration-sensitive structures, the vibration limits are subject to District for review and acceptance. For structures supporting BART tracks, BART track movement shall be limited to a maximum of 1/4 inch per 30 feet of length in both horizontal and vertical directions. For other structures, the settlement shall not exceed 0.3 inches. For historic or sensitive structures, the ERD shall provide a structure specific settlement analysis for BART Engineering’s review and acceptance.

Where the PPV is predicted to exceed 0.5 in/sec, or where historic or vibrationsensitive structures are known to be located, as identified by District, a pre-condition survey shall be conducted before the start of construction. The purpose of the precondition survey shall be to provide comprehensive documentation of existing building conditions, such as the location and extent of structural damage, cosmetic cracks, signs of differential settlement, or other conditions that could be affected by construction vibrations.

Any existing structure located where the PPV is expected to exceed 0.5 in/sec shall be monitored for levels of vibration and the potential for vibration-induced settlement.

Vibrations shall be monitored with a 3-component seismograph with geophones capable of recording 2 horizontal and 1 vertical ground motions. Settlement shall be monitored using survey targets and other remote settlement monitoring devices. The accuracy of the survey measurement shall be ±0.01 inches or better. Results of the vibration and settlement monitoring shall be provided in daily reports.

Existing BART structures shall be monitored for vibration during pile driving operations for piles within 100 feet of said BART structures.

When construction requires monitoring, construction activity resulting in monitored measurements in excess of limits within submitted plans acceptance by District, shall be immediately halted, and reported to BART Engineering for further direction.

3. DESIGN AND CONSTRUCTION NEAR EXISTING AT-GRADE AND AERIAL BART

STRUCTURES

3.1. Falsework near BART Tracks
Falsework near BART tracks shall be designed as follows:

A. Falsework shall be designed to resist seismic loads. For construction durations of less than 5 years, the seismic loads may be reduced to values defined in Caltrans MTD 20-2. For construction durations over 5 years, falsework shall be designed for seismic loads in accordance with applicable codes for permanent structures.

B. Falsework shall be designed to resist wind loads. For construction durations of less than 180 days, the wind loads may be reduced to values defined in ASCE 37. For construction durations over 180 days, falsework shall be designed for wind loads in accordance with applicable codes for permanent structures.

C. Falsework crossing under BART tracks without pedestrian traffic shall be designed according to the Caltrans Falsework Manual.

D. Falsework crossing under BART tracks with pedestrian traffic shall be designed per item C above, including compliance with pedestrian protection according to CBC Section 3306.

3.2. Construction Equipment
Construction equipment operating adjacent to BART’s Operating Envelope shall be situated and restrained such that it will not damage BART facilities, nor violate BART’s Operating Envelope. See Operating Envelop specified in Standard Specifications – Operating System Interface.

3.3. Soil Cover over Foundation
Existing soil cover over foundations shall be maintained.

4. DESIGN AND CONSTRUCTION NEAR EXISTING UNDERGROUND BART

STRUCTURES

4.1. Surcharge Load for Existing Underground Structures In general, cut-and-cover underground structures were designed with an area surcharge applied at the ground surface both over and adjacent to the structures.

The area surcharge was considered static uniform load with the following value:

DESIGN AND CONSTRUCTION NEAR EXISTING BART STRUCTURES
STRUCTURAL – DESIGN AND CONSTRUCTION
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D (ft) Average Vertical Surcharge Loading (psf)
D>20 0
5<D<20 800-40D
D<5 600
where D is the vertical distance from the top of the subway roof to the ground surface.

In general, steel-lined tunnels were designed to support the weight of 35 feet of earth above the roof of the tunnel. Whenever the actual depth of cover is less than this amount, construction may be added imposing an additional average vertical loading of 120 lbs per square foot for each foot of depth of reduced cover.

Where basements are excavated, the average vertical surcharge loading can be increased to the extent that it is balanced by the weight of the removed material. The effects of soil rebound in such cases shall be fully analyzed for each construction stage.

4.2. Excavation close to Underground Structures
Excavation shall be done with extreme care to prevent damage to the waterproofing membrane and the structure itself. Hand excavation shall be performed for the final 1 foot to the underground structures.

4.3. Minimum Soil Cover
Minimum soil cover of 8 feet on underground structures shall be maintained wherever possible.

5. DOCUMENTATION

5.1. Design Documentation
The following is a list of minimum documentation required for design of structures near existing BART structures, subject to District review and acceptance:
• Geotechnical Reports as required in Design Criteria, Structural, Geotechnical • Foundation plan showing the location of new foundations relative to the existing BART structure and foundations, and ZOI

DESIGN AND CONSTRUCTION NEAR EXISTING BART STRUCTURES
STRUCTURAL – DESIGN AND CONSTRUCTION
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• Foundation design calculations showing magnitudes and directions of foundation loads, how they are resisted through soils, and any interaction with the existing BART structure
• Structural design calculations and drawings for foundation design loads • Excavation plan showing the ZOI, sequence of work, excavation slope, temporary shoring system, and permanent earth retaining systems, as applicable
• Soil-structure interaction analysis report, if needed • Basis of structural design
• Dewatering analysis and associated de-watering plans, if required • As-built construction drawings, if applicable

5.2. Construction Documentation
The following is a partial list of the required construction documentation, subject to District review and acceptance:
• Pre-construction planning report
• Pre-conditions survey report
• Field construction reports
• Instrumentation plan
• Dewatering monitoring and recharging plans
• Dewatering monitoring report
• Vibration monitoring plan
• Vibration monitoring report
• Monitoring plan for confirming incremental loads from new construction • Excavation plan for area within the ZOI showing the excavation slope or shoring system
• Procedures and control of soil compaction operations

CRITERIA

STRUCTURAL

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCUTRES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 1 OF 9 DESIGN CRITERIA

CONTENTS

1. SCOPE

2. DESIGN CODES

3. FOUNDATIONS SUPPORTING STRUCTURES

4. FOUNDATIONS SUPPORTING TRANSPORT DESIGN CATEGORY STRUCTURES

4.1. Shallow Foundations

4.2. Deep Foundations

5. FOUNDATIONS SUPPORTING BUILDING DESIGN CATEGORY STRUCTURES

5.1. Shallow Foundations

5.2. Deep Foundations

6. EARTH RETAINING STRUCTURES (ERS)

6.1. Wall Type Selection

6.2. ERS Wall Design Requirements

7. SUPPORT AND UNDERPINNING OF EXISTING STRUCTURES

7.1. Planning for Shoring and Underpinning

7.2. Design Requirements

7.3. Shoring

CRITERIA

STRUCTURAL

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCUTRES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 2 OF 9 DESIGN CRITERIA

1. SCOPE
Criteria set forth in this section cover the structural design of foundations for structures, excluding tunnels and miscellaneous structures, which are addressed separately. These Criteria include structural design of earth retaining structure (ERS) walls, and supporting and underpinning of existing structures. The foundations, ERS walls, and underpinning support are collectively referred to as geo-structures.

2. DESIGN CODES
Geo-structures shall be designed in accordance with Caltrans Bridge Design (CBD) as amended by these Criteria for structures belonging to Transport Design Category, and with California Building Code (CBC) as amended by these Criteria for structures belonging to Building Design Category.

Geo-structures belonging to the Hybrid Design Category shall be designed according to the applicable Transport Design Category or the Building Design Category requirements herein. Requirements in Design Criteria, Structural, Passenger Stations and Buildings shall be used for determination of the applicable design basis for Hybrid Design Category Structures. If certain Geo-structure components involve both the Transport Design Category and the Building Design Category, then both sets of requirements shall apply.

Where inconsistencies are noted amongst code and design requirements, the more conservative or stringent of the requirements shall be used.

3. FOUNDATIONS SUPPORTING STRUCTURES
Acceptable foundations for structures include shallow and deep foundations, depending on geotechnical and groundwater conditions, types of loading, and site construction constraints at the development site. The foundation type and geotechnical design parameters shall be as recommended by the geotechnical engineer in the Geotechnical Engineering Report (GER).

Foundation design shall take into account the presence of potentially corrosive substances in soils, if any, such as chlorides and sulphates. This may be accomplished by providing appropriate protection for concrete, reinforcement, and metal embedments.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 3 OF 9 DESIGN CRITERIA

4. FOUNDATIONS SUPPORTING TRANSPORT DESIGN CATEGORY STRUCTURES The design of foundations supporting Transport Design Category structures shall be as directed by the provisions of CBD with the exceptions noted within this Article.

Design Criteria, Structural, Geotechnical identifies limitations on differential settlements of foundations.

4.1. SHALLOW FOUNDATIONS
The design of foundations supporting Transport Design Category structures shall be as directed by the provisions of CBD.

4.2. DEEP FOUNDATIONS
Acceptable deep foundations include driven piles and drilled shafts, including cast-indrilled-hole (CIDH) piles, and cast-in-steel-shell (CISS) piles. Other types of deep foundations, such as helical piles and auger-cast piles (ACP) shall not be used for support of transport structures.

In addition to CBD, the following provisions shall apply to the design of deep foundations supporting Transport Structures:

A. Uplift shall not be allowed in any deep foundation where the uplift resistance is due to side friction, except for an intermittent uplift load from load combinations that include wind or extreme load combinations.

B. Effects of downdrag loads (i.e., negative skin friction) shall be evaluated relative to the structural capacity of the deep foundation. Where methods are recommended for reducing effects of downdrag loads by means of a slip coating, consideration shall be given to the long-term value of residual negative skin friction that may develop.

C. Batter piles shall not be farther out of plumb than 1 horizontal unit in 3 vertical units.

Batter piles shall not encroach on property outside the right-of-way lines or interfere with existing structures or pile foundations.

D. Batter piles shall not be used to resist extreme load combinations where reasonable alternatives are available. When foundations include batter piles which are not subject to extreme load combinations, the batter piles and any reacting vertical piles and their connections, shall be designed to remain elastic under factored demand forces, and factored pile axial forces are within permissible axial resistances per the GER. When foundations include batter piles and are reacting vertical piles subject to extreme load combinations, the piles and connections shall be capacity-protected, such that they remain elastic under the overstrength seismic forces that can be delivered by the structural system to the batter piles.

E. The design shall consider nonlinear soil pressure-displacement relationships, soil-structure interaction (SSI), group action, and static and dynamic load conditions.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 4 OF 9 DESIGN CRITERIA
F. Appropriate corrosion protection shall be provided for steel piles, if selected for use, such that the pile has full required design strength at the end of the specified design life.

5. FOUNDATIONS SUPPORTING BUILDING DESIGN CATEGORY STRUCTURES The design of foundations supporting Building Design Category structures shall be as directed by the provisions of CBC with the exceptions noted within this Article.

5.1. SHALLOW FOUNDATIONS
Shallow foundations for building structures include spread footings for isolated columns, combined footings to support the load from more than one structural unit, strip footings for walls, and mats or rafts beneath an entire building area. Shallow foundations shall be sized and structurally designed in accordance with Section 1809 of CBC, to satisfy the allowable bearing pressures, settlement tolerances, and sliding resistances indicated in the GER.

Shallow foundations supporting at-grade buildings shall be interconnected with continuous footings or reinforced concrete grade beams with or without slab on-grade or reinforced beams. In addition to the other applicable loadings, the structural elements interconnecting the shallow foundations shall be capable of carrying, in tension or compression, a force equal to the lesser of: the product of the larger shallow foundation or column design gravity load times the seismic coefficient, SDS, divided by 10, and 25 percent of the smaller shallow foundation or column gravity load. Seismic ties between shallow foundations shall comply with Section 1809.13 of CBC for all soil conditions.

5.2. DEEP FOUNDATIONS
Deep foundations supporting Building Design Category structures shall be designed in accordance with Section 1810 of CBC.

Deep foundation design shall include following.

A. Uplift shall not be allowed in any pile where the uplift resistance is provided by side friction, except for an intermittent uplift load from load combinations that include wind or seismic load.

B. Effects of downdrag loads (i.e., negative skin friction) shall be evaluated relative to the structural capacity of the deep foundation. Where methods are recommended for reducing the effect of downdrag loads by means of a slip coating, then consideration shall be given to the long-term value of residual negative skin friction that may develop.

C. Batter piles shall not be farther out of plumb than 1 horizontal unit in 3 vertical units.

Consideration shall be given to the possibility of such batter piles encroaching on property outside the right-of-way lines or interfering with existing structures or pile foundations.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 5 OF 9 DESIGN CRITERIA
D. Batter piles shall not be used where feasible alternatives are available. Where batter piles must be used, the batter pile and its connections, and any reacting vertical piles, shall meet requirements for batter piles in CBC Chapter 31F.

E. The design shall account for nonlinear soil pressure-displacement relationships, SSI, group action, and static and dynamic load conditions.

F. Appropriate corrosion protection shall be provided for steel piles, if selected for use, such that the pile has full required design strength at the end of the specified design life.

6. EARTH RETAINING STRUCTURES (ERS)
The criteria set forth in this Article govern the design of ERS including gravity and semi-gravity cantilever retaining walls, U-walls, mechanically stabilized earth (MSE) walls, abutments walls for bridges, wing walls for bridges, and basement walls for building structures.

Except as required in these Criteria, design shall be in accordance with CBD for ERS walls belonging to the Transport Design Category and with CBC for ERS walls belonging to the Building Design Category.

When designing ERS that directly support appurtenances such as equipment supports, sign supports, parapets, railings, fences, walls, or barriers, design shall account for all possible externally applied loading on the ERS from the appurtenance, including vehicular collision, and design shall be in accordance with specified codes. When designing ERS where adjacent structures are not physically supported by the ERS but may result in a surcharge or other force transmission acting on the ERS, design shall account for the force transmission to the ERS and design shall be in accordance with the specified codes and these Criteria.

When the ERS is potentially subjected to highway or BART or other train collision loading at the top of wall and a moment slab isolated from the ERS is proposed to provide the required crash protection, the moment slab shall be designed to appropriate standards. The ERS shall be designed for any incidental loading which may be transmitted either directly between the moment slab and the ERS or through the soil strata adjacent to the ERS. As a minimum, Article 11.10.10.2 in AASHTO/CA shall be used to determine vehicular collision loads. Refer to Illinois State Toll Highway Authority Design Bulletins for guidance on moment slab design.

ERS design shall take into account the presence of potentially corrosive substances in soils, if any, such as chlorides and sulphates. This may be accomplished by providing appropriate protection for concrete, reinforcement, and metal embedment.

6.1. WALL TYPE SELECTION
Wall type selection shall be based on siting, performance, and economic considerations as jointly recommended in the GER by the geotechnical engineer and agreed to by the Engineer Responsible for Design (ERD), with review and approval by BART Engineering.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 6 OF 9 DESIGN CRITERIA
A. U-walls (retaining walls with integrated continuous base slab between walls) shall be used where the top of trackway subgrade is below the groundwater table or flood level or in other locations where the ERD identifies the U-wall as being appropriate.

U-walls shall be designed to resist earth pressures, hydrostatic pressures, and surcharge loads such as highway or railway traffic. U-walls shall be designed to support BART train loads on the base slab.

B. Independent gravity and semi-gravity retaining walls may be used for trackway subgrade above the ground-water level. Either shallow or deep foundations are permissible for supporting independent gravity and semi-gravity retaining walls.

Independent retaining walls shall be designed to resist earth pressures, hydrostatic pressures, and surcharge loads such as highway, BART train, or railway traffic.

C. MSE retaining structures are permissible at locations where acceptable ground conditions exist or where ground can be improved to provide bearing support during gravity and seismic loading. Transport structures bridge approaches shall not be supported by shallow foundations located on MSE abutment walls, except in the configuration MSEA Type 2, Caltrans Memo-to-Designers 5-1. Use of MSE retaining structures shall be reviewed and approved by BART Engineering.

D. For ERS wall taller than 25 feet, the type and design of ERS walls shall be reviewed and approved by BART Engineering.

6.2. ERS WALL DESIGN REQUIREMENTS
ERS walls and foundations for transport structures shall be proportioned to withstand the applicable loads and resistance factors as defined in provisions found in Sections 3 and 11 of AASHTO/CA. ERS walls and foundations for building structures shall be proportioned to withstand the applicable loads and factors as defined in Section 1807 of CBC. The following additional requirements apply for wall designs:

A. For structures adjacent to operating railroads, both the vertical and lateral surcharge shall be based on Cooper’s E-80 railroad surcharge loadings. Refer to AREMA and other standards of the subject railway.

B. When design includes level backfill, or when vehicular or BART train traffic can be located on the backfill near the face of the wall or abutment, a minimum live load surcharge in accordance with AASHTO/CA article 3.11.6.4 but not less than 2 feet of equivalent weight of earth shall be used. The potential need to design for higher live load surcharge shall be evaluated where heavy train loads or other temporary loads occur within the 1.5 of wall height distance.

C. Lateral Earth Pressures:

1. Wall pressures shall be determined from values provided in the GER.

2. Deformation required to develop passive earth pressure shall be considered in design of walls that rely on passive earth pressure. The upper 2 feet of passive earth pressure shall be ignored in the computation of soil reaction.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 7 OF 9 DESIGN CRITERIA
D. Base Pressure and Stability
ERS walls supported on shallow foundations shall be evaluated to confirm that bearing values are acceptable and that stability requirements are met, following provisions found in Sections 10 and 11 of AASHTO/CA for transport structures and in Sections 1809 and 1810 of CBC for Building Structures.

1. Soil-bearing pressures provided in the Design Criteria, Structural, Geotechnical shall be used.

2. The exposed face of the retaining walls supported on shallow foundations shall be initially offset towards the soil face. Refer to Standard Drawings, SS70, Structural Retaining Wall – Typical Elevation and Sections.

E. U-walls and Buoyancy Effects

1. The effects of hydrostatic uplift pressure shall be accounted for whenever ground water is present. Maximum design flood levels shall be assumed based on 500-year flood elevations and future sea level rise shall be assessed and accounted for in selecting the design flood elevations. For the permanent condition, buoyancy shall be calculated for all locations. Resistance to buoyancy calculations shall rely on the dead weight of structural components and soil backfill with no account to any equipment or other removable items. Shear strength or friction of overburden shall not be considered. Unless otherwise allowed by District, the use of tiedowns, tension piles or other elements specifically designed to resist uplift forces is not permitted.

2. A minimum factor of safety of 1.1 shall be maintained when applied to the structural dead weight. For the short term (temporary) construction conditions, buoyancy shall be calculated for all construction phases and a minimum factor of safety of 1.05 shall be maintained.

7. SUPPORT AND UNDERPINNING OF EXISTING STRUCTURES
The criteria set forth in this Article govern the design requirements for the support and underpinning of existing structures over or adjacent to existing or new BART facilities. Except as discussed herein, design shall be in accordance with CBD for support and underpinning of structures belonging to the Transport Design Category and with CBC for support and underpinning belonging to the Building Design Category.

7.1. PLANNING FOR SHORING AND UNDERPINNING
A. The ERD, in coordination with BART Engineering shall investigate existing structures, that are to remain over, or adjacent to, the construction sites of existing or new BART facilities. Existing structures shall be protected and permanently supported and underpinned. When so stipulated by BART Engineering in the ERD’s scope of work, the ERD shall prepare contract document provisions and site-specific design criteria requiring the construction contractor to prepare the necessary designs.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 8 OF 9 DESIGN CRITERIA
B. Types of Support Systems
The types of buildings and structures, that require support and underpinning include the following:

1. Buildings and structures extending over the BART structures to such an extent that they must be temporarily supported during construction and permanently underpinned.

2. Buildings and structures immediately adjacent to the BART structures that require temporary support during construction.

3. Building and structures that may be affected by groundwater lowering. In certain areas, uncontrolled lowering of the groundwater for BART construction may cause settlement of buildings either adjacent to or at some distance from BART excavations.

4. Other buildings, structures, and utilities, that BART Engineering deems appropriate, shall be included in the scope.

7.2. DESIGN REQUIREMENTS
A. Underpinning walls or piers that support transport or buildings structures, and form a portion of the excavation support system shall extend to a minimum depth identified in the GER.

B. Methods used to protect or underpin structure shall account for the site-specific soil and groundwater conditions and include the following:

1. A bracing system shall be tight for the effectiveness of underpinning and for protection wall support. In addition to the general requirements for support of excavations, which are provided in the specifications, the ERD shall indicate requirements for the installation and removal of the temporary bracing systems that relate to the designs of underpinning and protection walls, such as the levels of bracing tiers, the maximum distances of excavation below an installed brace, and the amount of preloading. The ERD shall require through the contract documents that detailed design of the temporary bracing system be the responsibility of the construction contractor, based on overall criteria to be included in the contract documents.

2. If soil and groundwater conditions, structure size, or proximity to an excavation dictate piers, piles, or caissons for underpinning of an existing structure, such piers, piles, or caissons shall extend at least 10 feet below the line of influence or into a competent soil or rock layer, whichever is deeper, as shown in Figure 1, unless the geotechnical engineer shows that vertical and horizontal support requirements can be developed at less than 10 feet below the line of influence.

The minimum depth of underpinning below the line of influence shall be 2 feet.

3. Other geotechnical considerations as outlined with Design Criteria, Structural, Geotechnical.

GEO-STRUCTURES
RELEASE – R3.2 STRUCTURAL – GEO-STRUCTURES BART FACILITIES STANDARDS ISSUED: DECEMBER 2020 PAGE 9 OF 9 DESIGN CRITERIA

7.3. SHORING
Shoring is required for excavations in the temporary and permanent zone of influence, as defined in Design Criteria, Structural, Design and Construction Near Existing BART Structures.

A. Seismic and wind loads shall be accounted for in the shoring design for temporary and permanent shoring. The seismic and wind loading shall be defined as follows:

1. Seismic earth pressures shall be determined by the geotechnical engineer based on the site-specific seismicity for permanent shoring systems.

2. For temporary structures with an expected duration of less than 5 years, the site seismicity shall be based on a probabilistic ground motion with 10 percent probability of exceedance in 10 years. The seismic earth pressure coefficient (kh) shall not be less than 0.1g.

3. For temporary structures with an expected duration of over 5 years, the seismic loading for permanent retaining structures shall be used.

4. For structures to be shored for 5 years or less, wind loading and design shall be in accordance with Section 6.2 of ASCE/SEI 37.

5. For structures to be shored for over 5 years, wind loading and design shall be in accordance with applicable codes for permanent structures.

B. Shoring shall maintain at-rest soil conditions and monitored for movement.

C. Soil re-distribution caused by temporary shoring or existing foundation system shall be analyzed.

D. Shoring support shall extend at least 10 feet below the base of the excavation or into a competent soil or rock layer, whichever is deeper, unless the geotechnical engineer shows that vertical and horizontal support requirements can be developed at less than 10 feet below the excavation depth. The minimum depth of shoring below the excavation depth shall be 2 feet.

Figure 1: Underpinning Support Requirements
END

DISTRIBUTION
Electronic Copy: Mr. James K. Harris
Vice President of Operations
Boys and Gils Clubs of the Peninsula
401 Pierce Road, Menlo Park, California 94025
BGCP Orange Park Clubhouse Project - CEQA Analysis
Appendix C
Phase I ESA for the Boys & Girls Clubs of the Peninsula AST Inc. Geotechnical, February 2025
“CONFIDENTIAL AND PREVILEGED”
Inc. Geotechnical | Environmental | Consulting Engineers | Construction Services PHASE I | ESA

PRELIMINARY ENVIRONMENTAL SITE ASSESSMENT

BOYES AND GIRLS CLUB OF THE PENINSULA
APNs: 093-331-110 & 093-331-150
201 W.ORANGE AVENUE

SOUTH SAN FRANCISCO, CALIFORNIA
SUBMITTED TO:

JENNY OBIAYA

C/O BOYS & GIRLS CLUBS OF THE PENINSULA
401 PIERCE ROAD
MENLO PARK, CALIFORNIA 94025
AST FILE NO.: 25273-ESA
DATED: FEBRUARY 2025
ADVANCE SOIL TECHNOLOGY, INC.

Engineers | Geologists | Environmental Consultants & Construction Services 343 So. Baywood Avenue | San Jose, California 95128
Office: (408)-261-1155 | Fax: (408)-261-1588
File No. 25273-ESA
February 28, 2025
Jenny Obiaya
C/O Boys & Girls Clubs of the Peninsula
401 Pierce Road
Menlo Park, California 94025
Subject: PHASE I ESA
An Existing Boys & Girls Club of the Peninsula
Designated Assessor Parcel Nos. 093-331-110 & 093-331-150 201 W. Orange Avenue
South San Francisco, California
Dear Jenny -
Advance Soil Technology, Inc. (“AST”) is pleased to present herein the results of the Phase I Environmental Site Assessment (Phase I) report for the subject property consisting of two parcels of land (093-331-110) & (093-331-150) located at the physical address of 201 W. Orange Avenue in South San Francisco, California.

The subject property is presently occupied with three one to two-story concrete and block-wall structures with associated paved driveway, parking lots, and landscaped areas.

The property encompasses approximately (±3.0)-acres of land with the following designated Assessor Parcel Nos. 093-331-110 & 093-331-150, surrounded by park, school, residential developments and church.

This assessment was performed in general conformance with the scope and limitations as detailed in the ASTM Practice E1527-21 Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process and the terms of the Contract Proposal Titled Phase I Environmental Site Assessment.

This assessment included a site reconnaissance of the subject property and vicinity, as well as research and interviews with representatives of the public, property ownership, site manager and regulatory agencies.

Based on the above available and provided information, an assessment was made, conclusions were stated and recommendations were outlined.

PHASE I ESA| Boys & Girls Clubs of the Peninsula
201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 3
We appreciate the opportunity to be of service to you as receiver/user of this report. After the review, if you have any questions concerning this report, or/ require any additional information, please do not hesitate to contact us at your convenience.

Very truly yours,
ADVANCE SOIL TECHNOLOGY, INC.

Al Mirza Alex Kassai
Al Mirza Alex A. Kassai PE/REA
Project Engineer Principal
Am/aak PE #34882
Cc: file
“CONFIDENTIAL AND PREVILEGED”
Inc. Geotechnical | Environmental | Consulting Engineers | Construction Services PHASE I | ESA

PRELIMINARY ENVIRONMENTAL SITE ASSESSMENT

AN EXISITNG BOYS & GIRLS CLUB OF THE PENINSULA
APNs: 093-331-110 & 093-331-150
201 W. ORANGE AVENUE

SOUTH SAN FRANCISCO, CALIFORNIA
SUBMITTED TO:

JENNY OBIAYA

C/O BOYS & GIRLS CLUB OF THE PENINSULA
401 PIERCE ROAD
MENLO PARK, CALIFORNIA 94025
AST FILE NO.: 25273-ESA
DATED: FEBRUARY 2025
AST declares that, to the best of our professional knowledge and belief, the undersigned meet the definition of an Environmental Professional as defined in §312.10 of 40 CFR 312 and have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the subject property. AST has developed and performed the all-appropriate inquiries in conformance with the standards and practices set forth in 40 CFR Part 312.

Al Mirza Alex Kassai
Al Mirza Alex A. Kassai PE
Project Engineer Principal Engineer (PE #34882)
Am/aak
Cc: File

EXECUTIVE SUMMARY
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 4
AST conducted a Phase I ESA in general conformance with the scope and limitations of ASTM Standard Practice E1527-21, AAI, and the Contract Proposal for Phase I Environmental Site Assessment (Phase I ESA) report for the subject property located at 201 W. Orange Avenue in South San Francisco, California. The above-mentioned property is located at the northwest corner of Memorial Drive and W. Orange Avenue in South San Francisco, California with APNs 093-331-110 & 093-331-150 and will be referred to as the “Subject Property” from here on in the following sections of this report. Any exceptions to, or deletions from, this scope of work are described in the report.

This Phase I Environmental Site Assessment is designed to provide Boys & Girls Club of the Peninsula as the receiver of this report, with an assessment concerning environmental conditions at the site (limited to those issues identified in the report) as they exist at the subject property.

SITE DESCRIPTION
AST reviewed the United States Geological Survey (USGS) topographic maps provided by EDR for the Target Property information also known as the “Subject Property”. The subject property was identified in San Francisco South Quadrangle 7.5-minute series topographic maps with approximate co-ordinates of Latitude 37.652052° N and Longitude -122.427926° W respectively. According to the contour lines on the topographic map, ground surface elevations at the subject property is approximately (±33.32)- feet above mean sea level (msl). The subject property is located on flat terrain, and so are the surrounding areas and the general vicinity.

Ground-water elevations in the vicinity of the subject property appear to fluctuate on the order of (±15) to (±23)-feet below the existing ground surface on an annual basis, due to natural recharge and discharge of the aquifers that occurs with changing seasons and the amount of rainfall. Groundwater flow direction may also be impacted by surface topography, hydrology, hydrogeology, characteristics of the soil, and nearby wells. Groundwater flow velocity is generally impacted by the nature of the geologic strata.

Based on the review of the topographic maps and the GEOCHECK Report provided by EDR, the general groundwater elevation in the area, depth to the high-water table is anticipated at the approximate depth of (±15.7)-feet below existing ground surface (bgs) with general topographic gradient being in the east-northeast direction. The closest/nearest surface water body in vicinity of the subject property is Colma Creek, which is located approximately (±750)-feet to the east of the subject property. As mentioned above, the subject property being considered for this Phase I ESA is located at the northwest corner of Memorial Drive and W. Orange Avenue in South San Francisco, California. The subject property is located in a commercial/residential part of City of South San Francisco, surrounded by residential, school, and park developments. It consists of a two parcels of land with assessor parcel numbers (APNs: 093-331-110 & 093-331-150) with an approximate gross area of (3.0)-Acres. The subject property is occupied by three one to two-story concrete structures with asphalt paved driveway and parking lots. It has been utilized as student campus in the past and at the present time, it is presently occupied by Boys & Girls Club of the Peninsula.

For additional information pertaining to the parcels, please refer to Plate 1: Site Location Map, Plate 2: Topographic Map, Plate 3: Vicinity Site Usage, Plate 4: Parcel Map, Plate 5: One-mile Radius Map, and Plate 6: FEMA Map. Please refer to Appendix “A” and “E” of this report for site information and photographs.

EXECUTIVE SUMMARY
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 5
The subject property is located in a commercial/residential part of City of South San Francisco, surrounded mostly with commercial and residential developments and their respective paved parking areas. The subject property is a combination of two an irregular shaped parcels of land with a designated APNs 093-331-110 and 093-331-150 and approximately (±3.0 acre), currently used as Boys & Girls Club of the Peninsula. The subject property is bond to the north by C Street, to the east by the existing Orange Memorial Park, on the southwest by the existing Good News Chapel, and to the south by W. Orange Avenue. Subject property and a chronological summary of historical usage of the property has been presented in the Table below:

EXECUTIVE SUMMARY
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 6
TABLE II – CITY DIRECTORY (HISTORICAL USE INFORMATION)
Year Target Property - Vicinity Source
2020
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club-N San Mateo
Vicinity – Residential / Park EDR Digital Archive
2017
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club of America /Club of SSF
Vicinity – Residential / Park Cole Information
Services
2014
201 W. Orange Avenue-South San Francisco
Boys & Girls Club of SSF
Vicinity-Residential / Park Cole Information
Services
2010
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club N. San Mateo
Vicinity – Residential / Park Cole Information
Services
2005
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club N. San Mateo County
Vicinity- Residential / Park
Cole Information
Services
2000
201 W. Orange Avenue-South San Francisco
TP-Hoch, Shirlee J
Vicinity – Residential / Park
Cole Information
Services
1995
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club N. San Mateo
Vicinity – Residential / Park
Cole Information
Services
1992
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club
Vicinity – Residential / Park
Cole Information
Services
1986
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory
1981
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory

EXECUTIVE SUMMARY
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 7
1976
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory
1970
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory

FINDINGS & CONCLUSIONS
According to ASTM Standard of Practice E1527-21, recognized environmental conditions (REC) fall under three specific categories when evaluating a site or properties within the site vicinity. These categories are defined below.

Recognized Environmental Condition (REC)- (1) the presence of hazardous substances or petroleum products in, on or at the subject property due to a release to the environment; (2) the likely presence of hazardous substances or petroleum products in, on or at the subject property due to a release or likely release to the environment; or (3) the presence of hazardous substances or petroleum products in, on or at the subject property under conditions that pose a material threat of a future release to the environment.  AST did not identify any RECs during the course of this assessment.

Controlled Recognized Environmental Condition (CREC) A controlled recognized environmental condition, or CREC, is a recognized environmental condition affecting the subject property that has been addressed to the satisfaction of the applicable regulatory authority or authorities with hazardous substances or petroleum products allowed to remain in place subject to implementation of controls.  AST did not identify an existing CREC during the course of this assessment.

Historical Recognized Environmental Condition (HREC) A historical recognized environmental condition, or HREC, is a a previous release of hazardous substances or petroleum products affecting the subject property that has been addressed to the satisfaction of the applicable regulatory authority or authorities and meeting unrestricted use criteria established by the applicable regulatory authority or authorities, without subjecting the property to any controls (for example activity and use limitations, or other property use limitations).  AST did not identify an existing HREC during the course of this assessment.

Other Environmental Considerations (OEC) warrant discussion, but do not qualify as RECs as defined by the ASTM Standard Practice E1527-21. These include, but are not limited to, de minimis conditions and/or environmental considerations such as the presence of ACMs, LBP, radon, mold, and lead in drinking water, which can affect the liabilities and financial obligations of the client, the health and safety of site occupants, and the value and marketability of the subject property.

EXECUTIVE SUMMARY
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 8
presence or/ absence of asbestos prior to any renovation or demolition activities to prevent potential exposure to workers and/or building occupants. Based on the potential presence of ACMs, AST recommends the property owner develop and implement an Operation and Maintenance Plan for the subject property which stipulates the identification, assessment, repair and maintenance of building materials to protect the health and safety of the building occupants, visitors to the site, and the environment.

Due to the age of the building at the subject property, there is a potential that LBP may be present on the subject property. AST recommends that the property owner consult with a certified Lead Risk Assessor to determine options for control of possible LBP hazards. Stringent local and State regulations may apply to LBP in association with building demolition/renovations and worker/occupant protection. It should be noted that construction activities that disturb materials or paints containing any amount of lead may be subject to certain requirements of the OSHA lead standard contained in 29 CFR 1910.1025 and 1926.62.

TABLE OF CONTENT
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201 W. Orange Avenue | South San Francisco, California
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SECTION PAGE
Front Page 1
Cover Letter 2-3
Cover Page -
Executive Summary 4-8
Table of Contents 9-11

1.0 INTRODUCTION 12

1.1 Purpose 12-13

1.2 Involved Parties 13

1.3 Scope of Work 13

1.4 Assumptions 13

1.5 Limitations 14

1.6 User Reliance 14

1.7 Limiting Conditions 15

1.8 Data Failures 15

2.0 SITE DESCRIPTION 15

2.1 Site Location and Legal Description 16

2.2 Current Property Use 17

2.3 Current Use of Adjoining Properties 17

3.0 Physical Setting Sources 17

3.1 Topography 17

3.2 Hydrology 18

3.3 Regional Geology/Soils 18-20

3.4 Wetlands & Flood Zone Information 19

4.0 SITE RECONNAISSANCE 19-20

4.1 On-Site Storage Tanks 20

4.2 Identified Hazardous Materials 20

4.3 Asbestos Containing Materials 20

4.4 Lead Based Paints 20

4.5 Poly Chlorinated Biphenyls 21

4.6 Radioactive Man-Made Materials 21

4.7 Pits, Ponds & Lagoons 21

4.8 Septic Tanks & Cesspools 21

4.9 Wells, Cisterns & Sumps 21

4.10 Wastewater Interceptors/Grease Interceptors 29

4.11 Drinking Water 21-22

4.12 Radon 22

4.13 Pesticides & Herbicides 22

TABLE OF CONTENT
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SECTION PAGE

5.0 HISTORICAL INFORMATION 22-23

5.1 Aerial Photograph Review 23-24

5.2 Sanborn Fire Insurance (Sanborn) Maps 24

5.3 City Directories 25-26

5.4 Historical Topographic Maps 26-27

5.5 Building Permit Report 27

5.6 Historical Oil & Gas Maps 27

5.7 Environmental Liens 27

5.8 Vapor Encroachment Concerns 27-28

5.9 Client Supplied Reports 28-29

5.10 Interviews 30

5.10.1 Interviews with Past Owners, Operators & Occupants 30

6.0 REGULATORY RECORDS REVIEW 31

6.1 Assessor’s Office 31

6.2 Building / Planning / Public Works Department 31

6.3 Fire Department 31

6.4 Department of Toxic Substance Control 32

6.5 Regional Water Quality Control Board 32

6.6 Oil & Gas Exploration 32

6.7 Mapped Database Records Search 32-34

6.7.1 Target Property 35

6.9.2 GEOTRACKER & ENVIROSTOR Database 35-36

7.0 FINDINGS AND CONCLUSIONS 36-37

8.0 RECOMMENDATIONS 37-38

9.0 SIGNATURES OF ENVIRONMENTAL PROFESSIONALS 39

10.0 REFERENCES 39

Appendix A
Plate 1 Site Location Map
Plate 2 Topographic Map
Plate 3 Parcel Map
Plate 4 Vicinity Site Usage
Plate 5 One-Mile Radius Map
Plate 6 FEMA Map

TABLE OF CONTENT
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SECTION PAGE

Appendix B
Reports Provided By EDR
Appendix C
Owner Questionnaire
Preliminary Title Report
Appendix D
EDR Building Permits
Documents from Research
Appendix E
Photographs of Subject Property
Appendix F
Qualifications
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PHASE I ESA

PRELIMINARY ENVIRONMENTAL SITE ASSESSMENT

AN EXISTING BOYS AND GIRLS CLUB OF THE PENINSULA
Designated Assessor Parcel Nos. 093-331-110 & 093-331-150 201 W. Orange Avenue l South San Francisco, California

1.0 INTRODUCTION
AST conducted a Phase I ESA in general conformance with the scope and limitations of ASTM Standard Practice E1527-21, AAI, and the Contract Proposal for Phase I Environmental Site Assessment (Phase I ESA) report for the above-mentioned property APNs 093-331-110 and 093-331-150 located at the physical address of 201 W. Orange Avenue in South San Francisco, California and will be referred to as the “Subject Property”. Any exceptions to or/ deletions from this scope of work are described in the report.

The subject property is comprised of two parcels of land with a designated Assessor's Parcel Nos. 093-331-110 & 093-331-150. The subject property is encompassing an area of approximately ( 3.0)- acres of land and is occupied by three one to two story structures and paved driveway and parking areas.

1.1 PURPOSE
The purpose of this ESA was to identify existing or potential Recognized Environmental Conditions (as defined by ASTM Standard E1527-21) affecting the subject property that:
1) Constitute or/ result in a material violation or a potential material violation of any applicable environmental law;
2) Impose any material constraints on the operation of the subject property or/ require a material change in the use thereof;
3) Require clean-up, remedial action or other response with respect to Hazardous Substances or Petroleum Products on or affecting the subject property under any applicable environmental law; 4) May affect the value of the subject property; and
5) May require specific actions to be performed with regard to such conditions and circumstances.

The information contained in the ESA Report will be used by Client to:
1) The associated market value and the impact of applicable laws that restrict financial and other types of assistance for the future development of the subject property; and or/ 2) Determine whether specific actions are required to be performed prior to the purchase of the property, sale, loan origination, or/ the seller financing of the subject property.

This ESA was performed to permit the User to satisfy one of the requirements to qualify for the innocent landowner, contiguous property owner, or/ bona fide prospective purchaser limitations on scope of Comprehensive Environmental Response, Compensation and Liability Act (CERCLA) (42 U.S.C. §9601) liability (hereinafter, the “landowner liability protections,” or/ “LLPs”). ASTM Standard E-1527- PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
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21 constitutes “all appropriate inquiry into the previous ownership and uses of the property consistent with good commercial or customary practice” as defined at 42 U.S.C. §9601(35) (B).

1.2 INVOLVED PARTIES
The involved party in this Phase I ESA of the subject property to the best of our knowledge, is Boys & Girls Club of the Peninsula (User and Receiver of the report). AST recognizes that this report is to be used exclusively by Boys & Girls Club of the Peninsula and their successors, lenders, assigns and financial institutions and can be relied upon by them for such purpose.

1.3 SCOPE OF WORK
The scope of work for this ESA is in general accordance with the requirements of American Society of Testing and Materials (ASTM) Standard of Practice E1527-21, AAI, and the Contract Proposal Phase I ESA and the standards of care and due diligence normally practiced by recognized consulting firms in performing services of a similar nature. This assessment included the following:
 Reconnaissance of the subject property to verify current site conditions, and look for visible evidence of previously disposed and/or currently present hazardous waste, surface contamination, underground and above ground storage tanks (USTs/ASTs), suspect polychlorinated biphenyls (PCBs), and other potential environmental hazards
 Conducted a visual survey of the adjacent properties and the immediate vicinity to determine if any nearby sites pose a significant environmental impact to the subject property  Reviewed currently and readily available public documents, including maps, aerial photographs, governmental databases of known hazardous waste sites and underground tanks, other consultant reports (if any), fire insurance maps, and other accessible  Prepared a Phase I report, inclusive of our findings and recommendations, with applicable illustrations and documentation
 Consulted with appropriate governmental agencies having jurisdiction relative to history of the subject property, complaints or incidents in the immediate area, and permits that may have been issued in the past
 Conducted the Phase I in compliance with the All Appropriate Inquires (AAI) Final Rule published in 40 CFR Part 312.

The scope of services outlined above is generally considered sufficient to properly assess the Subject Property based on the data search, reasonably ascertainable documents, and site reconnaissance.

1.4 ASSUMPTIONS
AST made the following assumptions for the preparation of this Phase I ESA Report. AST assumed that all the information, documents and environmental reports prepared by others are accurate and complete. Furthermore, we assume that the information provided in the questionnaire and by the parties interviewed is accurate and true to the best of their knowledge. AST did not verify the accuracy of the information and the received documents.

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1.5 LIMITATIONS
The findings and conclusions by AST contained herein were accomplished in accordance with the methodologies utilized and set-forth in the Scope of Work. These methodologies are described as representing good commercial and customary practice for conducting a Phase I of a property for the purpose of identifying recognized environmental conditions. There is a possibility that even with the proper application of these methodologies there may exist on the subject property conditions that could not be identified within the scope of the assessment or which were not reasonably identifiable from the available information. The Client understands that no Phase I can wholly eliminate uncertainty regarding the potential for Recognized Environmental Conditions (RECs) to be present at the subject property. This Phase I ESA is intended to reduce, but not eliminate, the uncertainty regarding potential for Recognized Environmental Conditions.

AST believes that the information obtained from the record review and the interviews concerning the subject property is considered to be substantially reliable. AST acquired environmental database of selected publicly available information for the general area of the subject property and cannot verify the accuracy and completeness of the database or/ obligated to identify mistakes or/ insufficiencies in the information provided (ASTM E1527-21, Section 8.1.3).

Due inadequate address information the environmental database may have mapped several sites inaccurately or/ could not map the facilities. Releases from these facilities if nearby, could impact the site. The conclusions and findings set forth in this report are strictly limited in time and scope to the date of the evaluations and are valid for 180-days.

The conclusions presented in the report are based solely on the services described therein, and not on scientific tasks or procedures beyond the scope of agreed-upon services or the time and budgeting restraints imposed by the Client. No other warranties are implied or/ expressed.

Some of the information provided in this report is based upon the review of the owner questionnaire(s), personal interviews, and research of available documents, records, and maps held by the appropriate government and private agencies. This report is subject to the limitations of historical documentation, availability, and accuracy of pertinent records; and the personal recollections of those persons contacted. This practice does not address requirements of any state or/ local laws or/ of any federal laws other than the “All Appropriate Inquiry” provisions of the LLPs.

Furthermore, this report does not intend to address all of the safety concerns, if any, associated with the subject property. Environmental concerns, which are beyond the scope of a Phase I as defined by ASTM, include the following: ACMs, LBP, radon, and lead in drinking water. These issues may affect environmental risk at the subject property and may warrant discussion and/or assessment; however, are considered non-scope issues. If specifically requested by the Client, these non-scope issues are discussed in the following sections.

1.6 USER RELIANCE
All reports, both verbal and written, are for the sole use and benefit of Boys & Girls Club of the Peninsula as the user of this report. This report has no other purpose and may not be relied upon by any other person or entity.

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1.7 LIMITING CONDITIONS
The findings and conclusions contain all of the limitations inherent in these methodologies that are referred to in ASTM E1527-21. Specific limitations and exceptions to this ESA are more specifically set forth below:
 Interviews with past owners, operators and occupants were not possible and thus constitutes a data gap. Based on information obtained from other historical sources (as discussed in Section

3.0), this data gap is not expected to alter the findings of this assessment.  AST was unable to determine the property use at five-year intervals, which constitutes a data gap.

Information concerning historical use of the subject property was unavailable from 1897-2024 in five-year intervals and thus constitutes a data gap. This data gap is not expected to alter the findings of this assessment.
 AST was not provided the chain-of-title information by the Client during the course of this Phase I ESA. However, a search for environmental liens by Environmental Data Resources (EDR) revealed no such environmental liens associated with the subject property.

Based on the above, with respect to these data gaps, AST believes that the most significant potential sources for on-site contamination have been identified during the current assessment. A data gap is a lack of or inability to obtain information required by ASTM E1527-21 despite the good faith efforts by the environmental professional to gather such information. A data gap by itself is not inherently significant; it becomes significant only if it raises reasonable concerns.

1.8 DATA FAILURES
As described by ASTM E1527-21, a data failure occurs when all the standard historical sources that are reasonably ascertainable and likely to be useful have been reviewed and yet the objectives have not been met. Data failures are not uncommon when attempting to identify the use of a site at five-year intervals back to the first use or to 1897 (whichever is earlier). ASTM Standard Designation E1527-21 requires the environmental assessor/professional to comment on the significance of data failures and whether the data failure affects the ability to identify Recognized Environmental Conditions. A data failure by itself is not inherently significant; it becomes significant only, if it raises reasonable concerns. AST did not encounter any data failures during the course of this Phase I ESA.

2.0 SITE DESCRIPTION
The subject property being considered for this Phase I ESA is located at 201 W. Orange Avenue in South San Francisco, California. As mentioned above in Section 1.0, the subject property consists of two parcels of land with an assessor parcel numbers (APNs 093-331-110 and 093-331-150) with an approximate gross area of (3-Acres). At the present time, the Subject Property is being utilized as student campus by Boys & Girls Club of the Peninsula.

The description and information reflected above is based on the review of the Assessor's Parcel Map, Grant Deed, site reconnaissance and other miscellaneous documents that were provided to our office.

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2.1 SITE LOCATION & LEGAL DESCRIPTION OF THE PARCEL
Subject Property: The subject property is located in a commercial/residential part of City of South San Francisco, surrounded mostly with commercial and residential developments and their respective paved parking areas. The subject property is a combination of two an irregular shaped parcels of land with a designated APNs 093-331-110 and 093-331-150 and approximately (±3.0 acre), currently used as Boys & Girls Club of the Peninsula. The subject property is bond to the north by C Street, to the east by the existing Orange Memorial Park, on the southwest by the existing Good News Chapel, and to the south by W. Orange Avenue.

TABLE I - SITE INFORMATION
Property Owner: City of South San Francisco
Assessor Parcel Numbers (APNs): 093-331-110 & 093-331-150 No. Parcels: 2
Property Addresses: 201 W. Orange Avenue | Menlo Park, California Property Location: North Side of Orange Avenue
Total Land Acreage (acres): 3.0-Acres(approx.)
Past Usage of the Property: Commercial
Date of Construction: 1960’s
Type of Construction: Concrete Buildings
Number of Structures: 3
Number of Units: Not Applicable
Number of Stories: One to Two-Story
Basement or/ Subgrade Areas: No Basement
Other Improvements: Paved Parking
Current Operation On-Site/Use: Boys & Girls Club of the Peninsula Current Use of Hazardous Substances: None Identified
Regulatory Database Listing: HAZNET, HWTS
For additional information pertaining to the parcels, please refer to Plate 1: Site Location Map, Plate 2: Topographic Map, Plate 3: Vicinity Site Usage, Plate 4: Parcel Map, Plate 5: One-mile Radius Map, and Plate 6: FEMA Map. Please refer to Appendix “A” and “E” of this report for site information and photographs.

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2.2 CURRENT PROPERTY USE
At the time of this Phase I site assessment, the subject property was used as a student campus for the Boys and Girls Club of the Peninsula. Access to the site is from a driveway on the east side of the subject property. Based on the review and research of the documents at the City of South San Francisco, information from the Owner Questionnaire and the reports and research documents provided by Environmental Data Resources (EDR), it is our understanding that the subject property has been used for Boys & Girls Club of the Peninsula dating back to 1960. However, based on the review of the Regulatory Database Reports provided by Environmental Data Resources (EDR), it is our understanding that the subject property has been identified and listed in the HAZNET (The data is extracted from the copies of hazardous waste manifests received each year by the DTSC) and HWTS (DTSC maintains the Hazardous Waste Tracking System that stores ID number information since the early 1980s and manifest data since 1993. The system collects both manifest copies from the generator and destination facility).

Forty five tons of asbestos containing building material was hauled off from the site and deposited in the landfill facility. However, no violations were reported or/associated with the subject property at the time of this Phase I Site Assessment. Please refer to the following section of this report for a detail discussion.

2.3 ADJACENT PROPERTIES
As previously mentioned, the subject property is located within the residential / commercial part of City of South San Francisco. The subject property is bond to the north by C Street, to the east by the existing Orange Memorial Park, on the southwest by the existing Good News Chapel, and to the south by W. Orange Avenue.

3.0 PHYSICAL SETTING
The physical settings for the site are based on the review of the USGS/CGS geological maps San Francisco South, 7.5 Quadrangle and reports and the discussion is as follows:

3.1 TOPOGRAPHY
The United States Geological Survey (USGS), San Francisco South 7.5-minute series topographic map was reviewed for this Phase I investigation. The subject property is located at the approximate coordinates of Latitude 37.652052° N and Longitude -122.427926° W respectively. According to the contour lines on the topographic map, ground surface elevations at the subject property is approximately (±33.32)-feet above mean sea level (msl). The area in general is slightly sloping toward east-northeast so is the properties in the area. The subject property is located on southwest corner of Memorial Drive and West Orange Avenue. The physical address assigned to the subject property is 201 W. Orange Avenue, South San Francisco, California.

Based on our review of the existing FEMA electronic floodplain data (Federal Emergency Management Agency), the subject property is located in an area of minimum flood hazard zone (06081C0043F dated 4/5/2019). No flood hazard analysis has been conducted by us for the subject property. Flood insurance rates are commensurate with the uncertainty of the flood risk. Review of the contour map provided by EDR indicates that the subject property is relatively flat. Please refer to Figure 2:

Topographic Map.

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3.2 HYDROLOGY
Historically, natural hydrologic processes and human activities can cause ground-water levels to fluctuate through time. Therefore, it is impossible to predict depths to saturated soils during future earthquakes. One method of addressing time-variable depth to saturated soils is to establish an anticipated high ground-water level based on historical ground-water data. In areas where ground water is either currently near-surface or could return to near-surface levels within a land-use planning interval of 50 years, California Geological Survey (CGS) constructs regional contour maps that depict these levels.

In some areas with low precipitation, such as Antelope Valley, records may indicate that near surface ground water existed during historical time, but withdrawal and low recharge rates preclude a return to those conditions within 50 years. For these areas, the historically highest ground-water level is not used to establish the anticipated depth to saturated soil for hazard evaluation. For these and all other areas, CGS delineates present or/ anticipated near-surface saturated soils caused by locally perched water and seepage from surface-water bodies.

It shall be noted that the future initiation of large-scale, artificial recharge programs could result in a significant rise in ground-water levels over 50 years. When alerted of such programs, CGS will evaluate their impact relative to liquefaction potential and revise official seismic hazard zone maps, if necessary.

California State Water Resources Control Board. The depths to first-encountered unconfined ground water were plotted onto a map of the project area and contoured to constrain the estimate of historically shallowest ground water. Water depths from boreholes known to penetrate confined aquifers were not used.

Based on seismic hazard report SHZ 133, for the San Francisco South 7.5-Minute Quadrangle, the historical groundwater elevation ranges from (10)-to (20)-feet below the ground surface. Recent geotechnical investigation (Draft findings dated 1/24/2025 by Langan Engineering), depth to firstencountered water) ranged from (14) to (23)–feet below the ground surface during and after drilling.

Based on the information provided by EDR, ground water flow direction is to the north- northeast.

The closest bodies of water to the subject property appears to be the Colma Creek located to the southeast of the subject property at a distance of approximately (±750)-feet.

3.3 REGIONAL GEOLOGY
Geologically, the site under evaluation is located within the physiographic region known as the San Francisco Bay Area, which itself lies within the Coast Range geomorphic province of California, which consists of a series of northwest trending mountains and valleys along the western edge of the North American Continent. The San Francisco Bay Area itself lies within the Coast Range Geomorphic Province, a more or less discontinuous series of northwest trending mountain ranges, ridges, and intervening valleys characterized by complex folding and faulting.

Geologic and Geomorphic structures within the San Francisco Bay Area are dominated by tectonic deformation and along the San Andreas Fault system. This right-lateral strike-slip fault extends on land from the Gulf of California in Mexico, to Cape Mendocino, on the Coast of Humboldt County in northern California. It forms a portion of the boundary between two independent tectonic plates on the surface of the earth. To the west of the San Andreas Fault, the Pacific plate moves north relative to the North American plate, located east of the fault.

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In the San Francisco Bay Area, movement across this plate boundary is distributed across the San Andreas Fault and a number of other faults including the Hayward, Calaveras, and San Gregorio.

Together, these faults are referred to as the San Andreas Fault system. The general trend of the faults within this system is responsible for the strong northwest-southeast structural grain of geologic and geomorphic features in the San Francisco Bay Area. For most of the length of the San Andreas Fault, basement rock on the east generally consists of a chaotic mixture of highly deformed marine sedimentary, submarine volcanic and metamorphic rocks of the Franciscan Complex.

The Franciscan rocks are generally considered Jurassic and Cretaceous age (about 65 to 205 million years old). Overlying the basement rocks are Cretaceous marine, as well as Tertiary (about 65 to 1.6 million years old) marine and non-marine sedimentary rocks with some continental volcanic rock. These Cretaceous and Tertiary rocks typically have been extensively folded and faulted largely as a result of movement along the San Andreas Fault System over about the last 25 million years.

3.4 SITE & LOCAL GEOLOGY
Based on the Geologic Map of the San Francisco South 7.5 Quadrangle, the local geological conditions at the subject property and immediate surroundings consists of Franciscan rock alluvium lake, playa and terrace, consisting of sand, silty sand, sandy clay and clayey sand.

Unconsolidated and semi-consolidated,

3.5 WETLANDS AND FLOOD ZONE INFORMATION
AST reviewed information for the presence of wetlands and flood zone areas at and within ½-mile radius from the subject property. Information from the National Wetlands Inventory (NWI) database provided by the United States Fish and Wildlife Service, and Flood Insurance Rate Map (FIRM), published by the Federal Emergency Management Agency (FEMA) reviewed online and provided by EDR.

According to the one-mile radius map provided by EDR, there are no designated wetlands on-site. In addition to the above, based on the EDR report and the review of the Flood Insurance Rate Map (FM06081C0043F), published by the Federal Emergency Management Agency (FEMA), the subject property is located in an area of minimum flood hazard.

4.0 SITE RECONNAISSANCE
AST representatives Mr. Alex Kassai and Mr. Al Mirza conducted the Phase I ESA site Reconnaissance of the subject property on February 21, 2025. The weather at the time of the site visit was clear and sunny. The site reconnaissance included inspection of the subject property and a perimeter survey of the surrounding/adjoining properties located within the immediate vicinity of the subject property.

Miss Genesis Escudero of Boys & Girls Clubs of the Peninsula accompanied Mr. Alex Kassai and Al Mirza during the site visit. Findings from the site reconnaissance, review/research and perimeter survey are presented in the following sections of this report.

At the time of the site reconnaissance, the subject property was occupied by three one to two story buildings and associated hardscape and landscaped area. Access to the subject property was through PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
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the driveway on the east of the site. Based on the reconnaissance of the subject property, accessible area(s) and subsurface features that were visible to the naked eye, we observed the following:

1. Observed asphalt paved driveway and parking lot with site lighting and landscaping areas.

2. No vents, hatches, or unusual pipes visible to the naked eye protruding from the ground were observed on the subject property with the exception of domestic water valves, fire hydrants, and electric / gas protruding from the ground).

3. No pad mounted or/ pole mounted transformers were observed on the subject property.

4. No septic systems, drywells, pits or/ sumps, groundwater wells were observed on the subject property at the time of this reconnaissance.

5. No signs of any major stains or any unusual or/ potentially hazardous chemicals, drums, or/ containers that spilled, leaked or/ were left in the open were observed on the subject property at the time of this site reconnaissance.

6. No signs of any unusual spills or/ soil discoloration or odors or/ vegetation distress were observed on the subject property at the time of this site reconnaissance.

7. No sign of storage of hazardous material was observed inside the buildings with the exception of some household cleaning supply.

4.1 ON-SITE STORAGE TANKS
No visual indicators of current on-site aboveground or/ underground storage tanks were identified or/ observed during our reconnaissance of the subject property. Based on the review of the existing reports and information, it is our understanding that there are no reported active or/ abandoned underground or/ aboveground storage tanks at the subject property at the present time.

4.2 IDENTIFIED HAZARDOUS MATERIALS
AST inspected the subject property for current chemical and hazardous waste storage and handling practices. At the time of this assessment, AST did not identify any hazardous materials or/ observe any visual evidence of use or/spills or/discoloration during the site reconnaissance of the subject property.

4.3 ASBESTOS CONTAINING MATERIALS (ACM)
Due to the age of the structures at the subject property, there is a chance of Asbestos Containing Building material.

4.4 LEAD BASED PAINTS (LBP)
Due to the age of the structures at the subject property, there is a chance of lead-based paint being used during the construction of the existing buildings.

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4.5 POLYCHLORINATED BIPHENYLS (PCBs)
Typical sources of polychlorinated biphenyls (PCBs) include electrical transformer cooling oils, fluorescent light fixture ballasts and hydraulic oil. In 1976, the USEPA banned the manufacture and sale of PCB-containing transformers. Prior to this date, transformers were frequently filled with a dielectric fluid containing PCB-laden oil. By 1985, the US EPA required that commercial property owners with transformers containing more than 500 parts per million (ppm) PCBs must register the transformer with the local fire department, provide exterior labeling, and remove combustible materials within 16 feet (40 Code of Federal Regulations 761.30: "Fire Rule").

No pole mounted or/ pad mounted transformer units were observed on the Subject Property.

Transformers usually have Pacific Gas & Electric (PG&E) ownership insignia and maintenance of these transformers in the event of a leak is the sole responsibility of PG&E. According to PG&E most of the transformers (99.9%) have been replaced with mineral oil as per the abatement programs that were initiated in the 1980’s. However, there is always a possibility of having PCB in transformers.

4.6 RADIOACTIVE MAN-MADE MATERIALS
No radioactive man-made materials were observed on the Subject Property at the time of our site reconnaissance.

4.7 PITS, PONDS AND LAGOONS
No pits, ponds, or lagoons were visually observed during the site reconnaissance of the Subject Property at the present time.

4.8 SEPTIC TANKS AND CESSPOOLS
Septic systems are not currently subject to environmental regulations in the State of California, and these systems should be removed as part of general development activities. Septic systems can be a source of nitrates to the subsurface; however, it is unlikely that these systems, contribute to a significant quantity of nitrates to the subsurface given that there are no longer in use. No septic tanks or/ cesspools were visually observed during the site reconnaissance of the Subject Property.

4.9 WELLS, CISTERNS AND SUMPS
No monitoring wells or/ irrigation wells or/ cisterns or/ sumps were visible to the naked eye or/ visually observed during the site reconnaissance of the Subject property. Based on the review of the documents from the City of South San Francisco, Geotracker, and Envirostor websites, it is our understanding that there were no monitoring or/ irrigation wells on the Subject Property.

4.10 WASTEWATER INTERCEPTORS/GREASE INTERCEPTORS
No wastewater interceptor / grease interceptor was observed by us during our site reconnaissance.

4.11 DRINKING WATER
The Subject property is supplied with municipal drinking water by Cal Water since 1931. Based on the information provided by their web site, the supplied water meets or/ exceeds all drinking water PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
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standards, including those for lead. Please note that testing of lead in drinking water was not within the scope of this assessment.

4.12 RADON
Radon is a colorless, odorless, naturally occurring, radioactive, inert, gaseous element formed by radioactive decay of radium (Ra) atoms. The US EPA has prepared a map to assist National, State, and local organizations to target their resources and to implement radon-resistant building codes. The map divides the country into three Radon Zones; Zone 1 being those areas with the average predicted indoor radon concentration in residential dwellings exceeding the US EPA Action Limit of 4.0 pico Curies per Liter (pCi/L). It is important to note that the EPA has found homes with elevated levels of radon in all three zones, and the US EPA recommends site-specific testing in order to determine radon levels at a specific location. However, the map does give a valuable indication of the propensity of radon gas accumulation in structures.

Radon sampling was not conducted as part of this assessment. Review of the US EPA Map of Radon Zones places the subject property in Zone 3, where average predicted radon levels are less than 2.0 pCi/L. Based upon the radon zone classification; radon is not considered to be a significant environmental concern. Site-specific radon values were not available and were not a part of this ASTM Phase I ESA.

4.13 PESTICIDES AND HERBICIDES
The subject property was not used for agricultural purposes in the past. Therefore the possibility of having residual pesticides and herbicides in the subsurface is non-existent. During our site reconnaissance of the subject property, AST did not observe any evidence or/ current usage of pesticides/herbicides as a concern at the time of our site reconnaissance.

5.0 HISTORICAL INFORMATION
The subject property is a double parcel of land located at 201 W. Orange Avenue in South San Francisco, California with an assessor parcel numbers of 093-331-110 and 093-331-150. AST obtained historical use information about the subject property from a variety of sources. A chronological listing of the historical data found is summarized in the table below:

TABLE II - HISTORICAL USE INFORMATION
Year Historical Source Usage
1939-2024 EDR Aerial Photographs Identified
1922-2020 EDR City Directory Identified
1897-2021 EDR Topographic Maps Identified
1904-1978 EDR Certified Sanborn Maps Identified
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 23
1984-2024 EDR Building Permit Report Not Identified
EDR Environmental Lien & AUL Search Not Identified
EDR Property Tax Map report Not Identified
Period/Date Source Description/Use
Based on the review of the above EDR provided historical information reports, it is our understanding that the subject property was a rural parcels of land (1897-1960) and commercial development (Boys & Girls Club of Peninsula (1960 to present)

5.1 AERIAL PHOTOGRAPH REVIEW
AST obtained and reviewed the existing available historic aerial photographs of the subject property and surrounding area from Environmental Data Resources, Inc. (EDR) dated February 03, 2025 to determine the historical usage of the property. These aerial photographs were reviewed for indications of historical documented features and for determining the previous usage of the subject property, as discussed below:

Date: 2020 Source: USDA/NAIP Scale: 1” =500’
The subject property and the general vicinity appear to be mostly the same as it exist at the present.

Date: 2016 Source: USDA/NAIP Scale: 1” =500’
The subject property and the general vicinity appear to be mostly the same as they did in the aerial photograph taken in 2020.

Date: 2012 Source: USDA/NAIP Scale: 1” =500’
The subject property and the general vicinity appear to be mostly the same as they did in the aerial photograph taken in 2016.

Date: 2009 Source: USDA/NAIP Scale: 1” =500’
The subject property and the general vicinity appear to be mostly the same as it did in the aerial photograph taken in 2012.

Date: 2006 Source: USDA/NAIP Scale: 1” =500’
The subject property and the general vicinity appear to be mostly the same as it did in the aerial photograph taken in 2009.

Date: 1998 Source: USDA Scale: 1” =500’
Review of this aerial photo revealed that the subject property and the general vicinity appears to be mostly the same as it did in the photograph taken in 2006.

Date: 1993 Source: USGS/DQQQ Scale: 1” =500’
Review of this photograph revealed that the subject property and the general vicinity/surroundings appear to be mostly similar to that of the photograph taken in 1998.

PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 24
Date: 1982 Source: USGS Scale: 1” =500’
The subject property and the general vicinity/surroundings appear to be mostly similar to that of the photograph taken in 1993.

Date: 1970 Source: USGS Scale: 1” =500’
The subject property and the general vicinity appear to be mostly similar to the Photograph taken in 1982.

Date: 1968 Source: USGS Scale: 1” =500’
Review of this photograph revealed that the subject property and the general vicinity appear to be mostly similar to the Photograph taken in 1970.

Date: 1963 Source: EDR Scale: 1” =5500’
Review of this photograph revealed that the subject property has been developed and a small building is located on the southern portion of the site.

Date: 1956 Source: USGS Scale: 1” =500’
Review of this photograph revealed that the subject property and the site has not been developed and no building is occupying the subject property.

Date: 1946 Source: USGS Scale: 1” =500’
Review of this photograph revealed that the subject property and the general vicinity/surroundings appear to be substantially the same as they did in 1956 aerial photo. The property has not been developed. The church building on the west of the subject property does not exist.

Date: 1943 Source: USDA Scale: 1” =500’
Review of this photograph revealed that the subject property is undeveloped and there is less development in the surrounding area.

5.2 SANBORN FIRE INSURANCE MAPS
Sanborn Maps were originally created in the late 1800s and early 1900s for assessing fire insurance liability in urbanized areas of the United States. These maps usually include a detailed town and building information. Based on the coverage provided by EDR dated February 03, 2025; the subject property was identified as follow:
 Sanborn Maps dated 1970 – The subject property is occupied with Boys & Girls Club of the Peninsula. The map also shows the Market Street right of way (Abandoned).  Sanborn Maps dated 1956 – No building is occupying the subject property.  Sanborn Map dated 1950 – Thee same as the Sanborn Map in 1970. No buildings / structures on the subject property.

PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
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5.3 CITY DIRECTORIES
City directories have been produced for most urban and some rural areas since the late 1800s. The directories are generally not comprehensive and may contain gaps in time periods. AST reviewed and utilized historical city directories/information provided by EDR for past names and businesses that were listed for the subject property and adjacent properties dating back to 1970 in the process of this site assessment. Based on the information received from EDR City Directory Abstract Dated February 12, 2025, the subject property with APNs #093-331-110 & 093-331-150 was identified in the research sources and correspond to following address: 201 W. Orange Avenue in South San Francisco, California. The following information was provided by (EDR) for the subject property and adjacent properties that are located to the north, south, east, and west of the subject property and they are as follows:

TABLE III – CITY DIRECTORY (HISTORICAL USE INFORMATION) Year Target Property - Vicinity Source
2020
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club-N San Mateo
Vicinity – Residential / Park EDR Digital Archive
2017
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club of America /Club of SSF
Vicinity – Residential / Park Cole Information
Services
2014
201 W. Orange Avenue-South San Francisco
Boys & Girls Club of SSF
Vicinity-Residential / Park Cole Information
Services
2010
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club N. San Mateo
Vicinity – Residential / Park Cole Information
Services
2005
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club N. San Mateo County
Vicinity- Residential / Park
Cole Information
Services
2000
201 W. Orange Avenue-South San Francisco
TP-Hoch, Shirlee J
Vicinity – Residential / Park
Cole Information
Services
1995
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club N. San Mateo
Vicinity – Residential / Park
Cole Information
Services
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
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1992
201 W. Orange Avenue-South San Francisco
TP-Boys & Girls Club
Vicinity – Residential / Park
Cole Information
Services
1986
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory
1981
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory
1976
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory
1970
201 W. Orange Avenue-South San Francisco
TP-Tri Cities Alternatives
Vicinity – Residential / Park
Haines Criss-Cross
Directory
For additional information, please refer to the enclosures in Appendix “C & D” of this report for documentation pertaining to the Environmental Lien Search Report provided by EDR, Sanborn Fire Insurance Maps, EDR-City Directory Abstract, Aerial Photographs and documents from various environmental agencies.

5.4 HISTORICAL TOPOGRAPHIC MAPS
Historical Topographic Maps were originally created in the early 1900s for assessing and evaluating potential liability in urbanized areas of the United States for evaluating the potential liability on a property resulting from usage and past activities. These maps include a search and collection of public and private color historical topographic maps. AST attempted to review Historical Topographic Maps provided by EDR dated February 03, 2025; dating back to 1897 with the most recent topographic map being 2021. The following topographic maps were reviewed by us during this assessment:

TABLE IV – TOPOGRAPHIC MAPS (HISTORICAL USE INFORMATION) Year Topographic Map Series Scale
2012-2021 San Francisco South 7.5-Minute 1” =24000’
1995-1996 San Francisco South 7.5-Minute 1” =24000’
1980 San Francisco South 7.5-Minute 1” =24000’
1973 San Francisco South 7.5-Minute 1” =24000’
1968 San Francisco South 7.5-Minute 1” =24000’
1956 San Francisco South 7.5-Minute 1” =24000’
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 27
1950 San Francisco South 7.5-Minute 1” =24000’
1947 San Francisco South 15-Minute 1” =24000’
1939 San Mateo 15-Minute 1” =62500’
1915 San Mateo 15-Minute 1” =62500’
1899 San Mateo 15-Minute 1” =62500’
1896 San Mateo 15-Minute 1” =62500’
Based on the review of the topographic maps provided by EDR, AST did not observe any major topographical changes at the subject property.

5.5 BUILDING PERMIT REPORT
Building Permits report provided by EDR was reviewed as part of the historical sources of information to determine issuance of any permits to the subject property (APNs: 093-331-110 & 093-331-150) with Address: 201 W. Orange Avenue, South San Francisco for its usage in the past. Based on the information provided by EDR, dated February 3, 2025 it is our understanding that the building permit documents were reviewed from year 2024 and going back year 1901 revealed fire department inspections, handicap access, roof repair, wall removal, bathroom renovations and other repair works.

However, there was no record of any significant violations that were associated or/ issued to the Subject Property. Please refer to the copy of these documents enclosed in Appendix “D” of this report.

5.6 HISTORICAL OIL AND GAS MAPS
AST reviewed information available on-line through the California Department of Conservation’s website. The Division of Oil, Gas & Geothermal Resources (DOGGR) Online Mapping System (DOMS) shows no oil wells in the immediate vicinity of the Subject Property.

5.7 ENVIRONMENTAL LIENS
No Chain of Title was provided by the client for this Phase I ESA. However, based on the preliminary title report and research and information provided by Environmental Data Resources (EDR) dated February 7, 2025, it is our understanding that there are no Environmental Liens or/ Reports or/ Activity and Use Limitation Reports that were associated with the Subject property.

5.8 VAPOR ENCROACHMENT CONCERNS
Per the American Society for Testing and Materials (ASTM) Standard E1527 (updated November 2021), Section X1.1.1.2, “Exclusions from Definitions of ‘Release’,” item 4, “the presence within a building of hazardous substances such as vapors that have migrated into a building from a “release into the environment” (i.e., from a release outside of the building) can result in CERCLA liability.” Further, per Section X5.8, “EPA does not regulate indoor air quality except to the extent that indoor air impacts are caused by releases of hazardous substances into subsurface soil or groundwater (vapor intrusion).” In accordance with the ASTM standard E2600, Guide for Vapor Encroachment Screening on Property Involved in Real Estate Transactions,
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 28
AST reviewed the “EDR Vapor Encroachment Screen” for the subject property. For this report, EDR completed a search of available environmental records for the site. The report was designed to assist parties seeking to meet the search requirements of the ASTM Standard Practice for Assessment of Vapor Encroachment into Structures on Property Involved in Real Estate Transactions (E2600-10). Review of the reports provided by (EDR) revealed cases that are adjacent to the subject property which may have a significant adverse impact on the subject property. The adjacent properties sites that are located within a 1/8-mile radius of the subject property at equal or/ higher elevations and had prior incidents of soil and groundwater contamination have been closed with no further action deemed necessary. According to EDR, the status of the cases is "Under Remediation" or/ “Completed-Case Closed.” Due to the remediation/case closed status, the incidents are not likely to have adversely affected or/ impact the subject property.

The ASTM definition of a Vapor Encroachment Condition (VEC) is “the presence or likely presence of chemical of concern vapors in the subsurface of the target property caused by the release of vapors from contaminated soil and/or groundwater either on or near the target property.” A VEC is a broad concern involving contamination or potential contamination from subsurface vapor migration, while a Vapor Intrusion Condition (VIC) is focused on the migration or potential migration of contaminant vapors into building spaces. A VIC, if present, can potentially pose a health risk to the occupants of the building. A VIC is commonly associated with the presence of volatile organic compound (VOC) contamination, such as petroleum hydrocarbon or chlorinated solvent releases. A VIC can be caused by contamination from onsite or offsite sources, or a combination of both.

AST has performed a Tier 1 Vapor Encroachment Screening (VES) in general accordance with the scope of work and limitations of ASTM Standard Practice E 2600-22 for the subject property. The purpose of this Tier 1 VES is to identify an existing or potential VEC affecting the subject property, as defined by ASTM Standard E 2600-22. Based on the findings of the Tier 1 VES conducted by AST, a VEC is not considered an issue of concern in connection with the subject property at this time.

5.9 CLIENT SUPPLIED REPORTS
In order to qualify for one of the Landowner Liability Protections (LLPs) offered by the Small Business Liability Relief and Brownfields Revitalization Act of 2001 (The Brownfields Amendments), the User/Owner must provide the following information (if available) to the environmental professional.

Failure to provide this information could result in a determination that all appropriate inquiry is not complete. The current property owner/user was asked to provide information or/ knowledge of the following:
 Any previous Phase I ESA or/ Phase II Investigation Reports that were conducted or/ prepared for the Subject Property
 Activity and land use limitations that are in place on the Subject Property or/ that have been filed or recorded in a registry
 Environmental cleanup liens that were associated or/ filed or/ recorded against the Subject Property
 Specialized knowledge or experience of the person seeking to qualify for the LLPs  Commonly known or/ reasonably ascertainable information about the Subject Property PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 29
 The reason for preparation of this Phase I ESA
 The degree of obviousness of the presence or/ likely presence of contamination at the Subject Property, and the ability to detect the contamination by an appropriate method of investigation Fulfillment of these user responsibilities is the key to qualification for the identified defenses to CERCLA liability. AST requested the Client to provide information to satisfy User Responsibilities as identified in Section 6 of the ASTM guidance. Pursuant to ASTM E1527-21, AST requested the following site information from User of this report, property owner(s) and their agents. AST was provided with the following report(s) by the current owner(s) and their representative(s) are as follows:

TABLE V - OWNER PROVIDED INFORMATION
Item
Provided
by User
Owner
Not Provided
by User/Owner
Discussed
Below
Does Not
Apply
Environmental Pre-Survey
Questionnaire X X
Chain of Title Records X
Grant Deed / Change of Ownership
Record X
Environmental Liens and or Activity Use
Limitations X
Specialized Knowledge X
Valuation Reductions for
Environmental Issues X
Identification of Key Site Managers X
Reason for Performing
Phase I ESA Section 1.1
Prior Environmental Report(s) X
Other X
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5.10 INTERVIEWS
Parcels with APN#s 093-331-110 and 093-331-150: No interviews were made with the exception of walkthrough with Ms. Genesis Escudero, Site Operations Manager, Orange Park Clubhouse. Mr. James Harris was interviewed via forwarding the owner questionnaire. Mr. Harris responded to the owner questionnaire on behalf of the ownership with No to questions. Based on that, we conclude the following:
1) No hazardous materials were stored on the Subject Property with the exception of Cleaning Supplies/products
2) No knowledge of having stained soil on the Subject Property in the past 3) No knowledge or/ Presence of Underground or/ Aboveground storage tanks on the Subject Property in the past
Please refer to the enclosed copy of the response to the Owner(s) Questionnaire filled out by the Representative of the Current Owner(s) and Operator(s)/Tenant(s) and Sellers of the Subject Property, which is included below and in Appendix “C” of this report.

TABLE VI - OWNER(s) QUESTIONNAIRE RESPONSE
Question Response
Any pending, threatened, or past litigation relevant to hazardous substances or petroleum products in, on, or from the property.

Yes No X
Any pending, threatened or past administrative proceedings relevant to hazardous substances or petroleum products in, on, or from the property Yes No X Any notices from any governmental entity regarding any possible violation of environmental laws or possible liability relating to hazardous substances or petroleum products.

Yes No X
Any incidents of flooding, leaks, or other water intrusion, and/or complaints related to indoor air quality. Yes No X

5.10.1 INTERVIEWS (PAST OWNERS, OPERATORS & OCCUPANTS)
Interviews with past owners, operators and occupants of the Subject property were not reasonably ascertainable and thus constitute a data gap.

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6.0 REGULATORY RECORDS REVIEW
AST reviewed the documents online and try to contacted local agencies, such as GEOTRACKER, ENVIROSTOR, Fire, Building/Planning and Public Works Departments in order to determine any current and/or historic hazardous materials usage, storage and/or releases of hazardous substances on the subject property.

Additionally, AST researched and reviewed the information provided by EDR on the presence of activity and use limitations (AULs) at these agencies. As defined by ASTM E1527-21, AULs are the legal or physical restrictions or/ limitations on the use of, or/ access to a site or/ facility:
1) To reduce or eliminate potential exposure to hazardous substances or petroleum products in the soil or groundwater on the subject property; or/
2) To prevent activities that could interfere with the effectiveness of a response action, in order to ensure maintenance of a condition of no significant risk to public health or the environment. These legal or physical restrictions, which may include institutional and/or engineering controls (IC/ECs), are intended to prevent adverse impacts to individuals or/ populations that may be exposed to hazardous substances and petroleum products in the soil on the property or/ in the groundwater on the property.

6.1 ASSESSOR'S OFFICE
 AST reviewed the documents online and try to contact the South San Francisco Assessor’s office and viewed the available information on online pertaining to the subject property. Based on the review of the available information, it is our understanding that the ownership of the parcels belongs to City of South San Francisco.

6.2 BUILDING/PLANNING/PUBLIC WORKS DEPARTMENT
 AST reviewed the digital files/documents pertaining to the Subject Property at the City of South San Francisco/Planning/Engineering and Public Works Department for information for any violations pertaining to the Subject Property. Based on the information received (forwarded via email) and review of the digital/electronic files, it is our understanding that the Subject Property was utilized for mostly for commercial purposes by Boys and Girls Club of the Peninsula and some of the permits that were issued were as follows: Conditional Use Permit and other improvement permits such as Plumbing, Electrical, Signage, Roof and for Outside/Patio Dinning etc. However, there were no permits or/ citations pertaining to violations on the Subject Property. Please refer to the copy available documents reviewed are enclosed in Appendix "D" of this report.

6.3 FIRE DEPARTMENT
AST performed an online review of the records from the City of South San Francisco Fire Department for information pertaining to the possibility of any violations/ citation that have been issued to the subject property over the years. These records may contain evidence indicating current and/or historical hazardous materials usage, storage or releases, as well as the presence of USTs. Based on the information received from EDR building inspections, no violation has been issued by Fire Department to the subject property. Please refer to the copy information, enclosed in Appendix "D" of this report.

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6.4 DEPARTMENT OF TOXIC SUBSTANCE CONTROL (DTSC)
AST performed an online review of the Department of Toxic Substance Control (DTSC) ENVIROSTOR database for information pertaining to the subject property regarding any hazardous materials, spills, or/ releases at the subject property. Based on the review of records, there are no records in the database for the subject property. AST reviewed the ENVIROSTOR Database with the designated property addresses listed above. The review of this database did not reveal any documents and records or/ any environmental concerns at the Subject Property. No documents available on-line for the subject property.

6.5 REGIONAL WATER QUALITY CONTROL BOARD (RWQCB-SF)
AST reviewed the files online on the GEOTRACKER, a database maintained by Regional Water Quality Control Board (RWQCB-SF Region) for information pertaining to any hazardous materials, spills, or/ releases at the Subject Property. However, AST’s review of the digital GEOTRACKER Database (geotracker.waterboards.ca.gov/) maintained by RWQCB with the designated property addresses listed above revealed no such documentation or/ records pertaining to any environmental concerns or/ activities or/ violations at the Subject Property.

6.6 OIL & GAS EXPLORATION
The State of California does not maintain records of oil and gas exploration. AST did not identify any oil or gas wells on or/ in the immediate vicinity or/ adjacent to the subject property during the course of this assessment.

6.7 MAPPED DATABASE RECORDS SEARCH/REVIEW
As part of the Phase I ESA, AST utilized EDR of Shelton, Connecticut, as an information source for regulatory agency database records. The following summary of the database information is divided into two columns. The first column lists sites as identified and located by EDR within the specified distance of the Site. The second column lists orphan sites, which could not be located by EDR due to incomplete and/or inaccurate address information included in the USEPA/state databases, which AST identified as potentially lying within the search distance. Although locations of the orphan sites are frequently unknown, AST attempted to evaluate the potential adverse environmental impact that these facilities may have on the subject property. This evaluation consists of reviewing street names in an effort to learn whether the street on which the site is located lies within the search distance of the subject property, a drive-by view of surrounding properties during the reconnaissance/ visit to the Subject Property, and evaluating the site type and information provided by government agencies. The orphan sites (if any) included in the following table are those AST identified as potentially located within the identified search distance as reflected in the table below.

TABLE VII - EDR DATABASE SITE LISTING
Database Radius No. of
Plottable Orphan
National Priorities List 1 mile 0 0
RCRA Corrective Action Treatment/Storage/Disposal
(TSD) Facilities (CORRACTS) 1 mile 1 0
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Delisted National Priorities List 1 mile 0 0
State/Tribal Brownfield NPL Sites
RESPONSE 1 mile 4 0
State/Tribal Brownfield Sites/CERCLIS Equivalent
(ENVIROSTOR) 1 mile 15 0
CERCLA Sites ½-mile 0 0
CERCLA No Further Remedial Action Planned (NFRAP)
Sites ½-mile 0 0
Federal Institutional Controls / Engineering Controls
Registries ½-mile 0 0
RCRA Non-Corrective Action TSD Facilities ½-mile 0 0
State/Tribal Voluntary Cleanup Sites ½-mile 1 0
State/Tribal Leaking Storage Tank Sites ½-mile 32 0
State/Tribal Leaking Registered Storage
Tank Sites ½-mile 1 0
Historic CORTESE List ½-mile 24 0
State/Tribal Solid Waste Landfill Sites/Facilities ½-mile 0 0 State/Tribal Brownfields Site ½-mile 0 0
SLIC ½-mile 9 0
HIST LUST ¼-mile 7 0
RCRA Large Quantity Generators ¼-mile 1 0
RCRA Small Quantity Generators ¼-mile 7 0
RCRA Very Small Quantity Generators ¼-mile 0 0
State/Tribal Registered Storage Tank Sites ¼-mile 6 0
HIST UST ¼-mile 15 0
CA FID UST ¼-mile 4 0
SWEEPS UST ¼-mile 5 0
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FINDS (Facility Index System) 0.001 1 0
HAZNET: The data is extracted from the copies of hazardous waste manifests received each year by the DTSC. TP 0 0
HWTS: Hazardous Waste Tracking System DTSC maintains the Hazardous Waste Tracking System that stores ID number information since the early 1980s and manifest data since 1993. The system collects both manifest copies from the generator and destination facility.

TP
NPL LIENS TP NR 0
FEDERAL ERNS LIST TP NR 0
HAULERS 0.001 NR 0
US HIST CDL | US CDL 0.001 NR 0
LOCAL LAND RECORDS (DEED|LIENS |LIENS 2) 0.001 NR 0
HMIRS | CHMIRS | LDS | MCS | SPILLS 90 0 0 0
EPA WATCHLIST 0.001 NR 0
TSCA | TRIS | SSTS | 0.001 NR 0
US AIRS 0.001 NR 0
US FINANCIAL ASSURANCE 0.001 NR 0
RGA LF/RGA LUST 0.001 NR 0
EDR HIGH RISK HISTORICAL RECORDS 0.125-mile 2 0
CERS 0.001 1 0
HAZNET / HWTS TP 2 0
Other ascertainable records and databases of various other agencies were also searched for possible listing of the Subject Property within their databases. Review of the information provided by EDR; the Subject Property was identified only in CERS and in none of their remaining databases.

A listing of facilities and adjoining properties that located in the vicinity of the subject property and have prior history of soil and groundwater contamination and are located at a higher elevation with respect to the groundwater flow direction have been included in the following sections of this report.

A brief discussion of select facilities and their database listings are included in the table below. The full report provided by EDR and reviewed by AST can be found in Appendix "B" of this report.

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6.7.1 TARGET/SUBJECT PROPERTY
The subject property was identified in the regulatory databases under HAZNET (The data is extracted from the copies of hazardous waste manifests received each year by the DTSC and HWTS (DTSC maintains the Hazardous Waste Tracking System that stores ID number information since the early 1980s and manifest data since 1993. The system collects both manifest copies from the generator and destination facility). Forty five tons of asbestos containing building material was hauled off from the site and deposited in the landfill facility. However, no violations were reported or/associated with the subject property at the time of this Phase I Site Assessment.

6.7.2 GEOTRACKER & ENVIROSTOR DATABASE
AST performed an online review of the ENVIROSTAR and the GEOTRACKER databases for information pertaining to the current status of the above-mentioned properties within a one-mile radius for possible impact from an off-site source.

ENVIROSTOR - The Database is the Department of Toxic Substance Control (DTSC) Internet-accessible database system used by the DTSC that allows people to quickly access vital information about environmental cleanups and permitted facilities in their communities.

GEOTRACKER - The Database is the California State Water Resources Control Board’s (SWRCB) Internet-accessible database system used by the SWRCB, regional boards, and local agencies to track and archive compliance data from authorized or unauthorized discharges of waste to land, or/ unauthorized releases of hazardous substances from leaking underground storage tanks. According to information from GEOTRACKER nearby cases include the following:

TABLE VI - EDR SITE LISITNG OF ADJOINING PROPERTIES
Facility Name Facility
Address
Distance from
the Site Database Reference Status
Boys & Girls Club
of the Peninsula
Subject
Property
201 W. Orange
Avenue
TP EDR HIST HAZNET / HWTS Closed
Bart (Ventilation
Structure)
197 W. Orange
Avenue
<1/8-MILE; CERTS
Storage Facility
Compliance -
Returned to
compliance on
01/31/2020.

Los Cerritos
Elementary
School
210 W. Orange
Avenue
<1/8-MILE;
SSW
RCRA
EDR-Historical Auto No Violation
Camoee Les Shell
Station
289 C 3rd
Street
<1/8-MILE;
SSW Historical Auto No Violations
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
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Curtis Automotive
Repair
301 B

BARNEVELD AVE
<1/8-MILE;
SSW RCRA Listing No Violations

SOUTH SAN

FRANCISCO

HOUSING

AUTHORITY
350 C Street <1/8-MILE;
SSW RCRA Listing No Violations
Proteolix 225 A GATEWAY
BLVD
<1/8-MILE;
WSW RCRA No Violations
Please note that the distance from the site and direction assigned by EDR. Actual distance from the site boundary may vary.

AST's reviewed the databases with the designated property addresses listed above for information pertaining to their current status and the possibility of impact to the subject property from an offsite source. Based on the review of the available information, it is our understanding that none of the cases in the close proximity of the site will have any adverse impact to on the subject property.

Henceforth, it is our opinion that due to the distance and the direction of the groundwater flow with respect to the Subject Property, the reported incidents above are not likely to have an adverse impact on or/ affect the Subject Property at the time. Copies of the referenced Case Summaries and Closures are presented in Appendix "B" of this report.

7.0 FINDINGS & CONCLUSIONS
According to ASTM Standard of Practice E1527-21, recognized environmental conditions (REC) fall under three specific categories when evaluating a site or properties within the site vicinity. These categories are defined below.

Historical Recognized Environmental Condition (HREC) A historical recognized environmental condition, or HREC, is a a previous release of hazardous substances or petroleum products affecting the subject property that has been addressed to the satisfaction of the applicable regulatory authority or authorities and PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 37
meeting unrestricted use criteria established by the applicable regulatory authority or authorities, without subjecting the property to any controls (for example activity and use limitations, or other property use limitations).  AST did not identify an existing HREC during the course of this assessment.

Regardless of construction date of the building, the EPA’s NESHAP requires that an asbestos survey adhering to AHERA sampling protocol be performed prior to demolition or renovation activities that may disturb ACMs. This requirement may be enforced by the local agency enforcing the federal EPA regulations. The NESHAP regulation specifies that all suspect ACMs be sampled to determine the presence or/ absence of asbestos prior to any renovation or demolition activities to prevent potential exposure to workers and/or building occupants. Based on the potential presence of ACMs, AST recommends the property owner develop and implement an Operation and Maintenance Plan for the subject property which stipulates the identification, assessment, repair and maintenance of building materials to protect the health and safety of the building occupants, visitors to the site, and the environment.

8.0 RECOMMENDATIONS
We have performed a Phase I Environmental Site Assessment in conformance with the scope and limitations of ASTM Standard Practice E1527-21 and the EPA Standards and Practices for All Appropriate Inquiries (40 CFR Part 312) for the subject property located at 201 W. Orange Avenue, in South San Francisco, California. Any exceptions to, or deletions from, this practice are described in Sections 1.4, 1.5, and 1.6 of this report. Based on the information collected from the review of the existing above-mentioned reports and documents, AST concludes that this Phase I Site Assessment has revealed no prior or/ present Recognized Environmental Concerns associated with the subject property in question. However, AST recommends the following:
 Due to the age of the building at the subject property, there is a potential that ACM and LBP may be present on the subject property. AST recommends that the property owner consult with a certified Risk Assessor to determine options for control of possible ACM and LBP hazards.

Stringent local and State regulations may apply to ACM and LBP in association with building demolition/renovations and worker/occupant protection. Therefore, it recommended that ACM and LBP testing and assessment be undertaken, prior to commencement of any demolition or/ improvements or/ any construction activities that disturb materials or/ paints at the subject property.

PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 38

9.0 SIGNATURE OF ENVIRONMENTAL PROFESSIONALS
AST conducted the Phase I Environmental Site Assessment of the Subject Property with Assessor Parcel Nos.: 093-331-110 & 093-331-150 located at northwest corner of West Orange Avenue and Memorial Drive assigned street address of 201 W. Orange Avenue in South San Francisco, California in general conformance with the scope and limitations of the protocol and the limitations stated earlier in this report. Exceptions to or deletions from this protocol are discussed earlier in this report.

AST declares that, to the best of our professional knowledge and belief, the undersigned meet the definition of an Environmental Professional as defined in §312.10 of 40 CFR 312 and have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the subject property. AST has developed and performed “All Appropriate” inquiries in conformance with the standards and practices set forth in 40 CFR Part 312.

Al Mirza Alex Kassai
Al Mirza Alex A. Kassai, PE/REA Project
Engineer Principal
Am/AAK/CJ
Cc: file
PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA | Page 39

10.0 REFERENCES
Contact List
 City of South San Francisco, Building, Planning, and Public Work Department  City of South San Francisco Utilities
 City of South San Francisco Fire Department
 Department of Toxic Substance Control (DTSC)
 Regional Water Quality Control Board, San Francisco (SFRWQCB)  United States Environmental Protection Agency – Region 9, California  United States Geological Survey, accessed via the Internet Reference Documents
 American Society for Testing and Materials, Standard Practice for Environmental Site Assessments:

Phase I Environmental Site Assessment Process, ASTM Designation: E1527-13  California Department of Conservation, Division of Oil, Gas and Geothermal Resources, Online Mapping System (http://maps.conservation.ca.gov/doms/index.html)  California State Water Resources Control Board, GeoTracker (http://geotracker.waterboards.ca.gov/)
 California Department of Toxic Substance Control, ENVIROSTOR http://www.envirostor.dtsc.ca.gov/public/
 Environmental Data Resources, 440 Wheelers Farms Road, Milford, CT 06461, provided the following reports:
 EDR One-Mile Radius Map
 EDR Historical Aerial Photographs
 EDR Historical Topographic Maps
 EDR Sanborn Maps
 EDR City Directory Image Report
 EDR Environmental Lien and AUL Search
 EDR Building Permit Report
 Federal Emergency Management Agency, Federal Insurance Administration, National Flood Insurance Program, Flood Insurance Maps
 Regional Water Quality Control Board (RWQCB) December 2013 Tier I ESLs; Screening for Environmental Concerns at sites with contaminated Soil and Groundwater  United States Geological Survey Topographic, 7.5-minute series, San Francisco South Quadrangles

SITE LOCATION MAP
201 W. Orange Avenue l South San Francisco, California
Advance Soil Technology, Inc. Geological , Geotechnical, Environmental Consulting & Construction Services
201 W. Orange Avenue | South San Francisco, California
Boys and Girls Club of the Peninsula PHASE I - SITE ASSESSMENT REPORT Commercial Property
343 So. Baywood Avenue | San Jose, California
AST File No. 25273-ESA Date: February 2025 Plate No. 1

SUBJECT

PROPERTY
Advance Soil Technology, Inc. Geological , Geotechnical, Environmental Consulting & Construction Services

PHASE I ESA
An Existing Commercial Property
(APNs:093-331-110 & 093-331-150)
Boys and Girls Club of the Peninsula

TOPOGRAPHIC MAP
AST File No. 25273-ESA Date: February 2025 Plate No. 2
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue l South San Francisco, California 201 W. Orange Avenue | South San Francisco, California Subject Property
AST File No. 25273-ESA I Date: February 2025 Plate No. 3 343 So. Baywood Avenue - San Jose, California 201 W. Orange Avenue | South San Francisco, California 201 W. Orange Avenue l South San Francisc, California Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
An Existing Commercial Property
APNs: 093-331-110 & 093-331-150
Boys & Girls Club of the Peninsula

VICINITY SITE USAGE

SUBJECT

PROPERTY
Orange Memorial Park
Good News Chapel
Los Cerrito Elementary School
Residential Development
Residential Development
Residential Development
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
An Existing Commercial Property Boys & Girls Club of the Peninsula

PARCEL MAP
AST File No. 23190-ESA Date: February 2025 Plate No. 4
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California 201 W. Orange Avenue l South San Francisco, California Subject Property
Plate No. 8
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
An Existing Commercial Property
APNs: 093-331-110 & 093-331-150
AST File No. 25273-ESA Date: February 2025
ONE-MILE RADIUS Map
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Subject Property
Advance Soil Technology, Inc. Geological , Geotechnical, Environmental Consulting & Construction Services

PHASE I
An Existing Commercial Property
APNs: 093-331-110 & 093-331-150
Boys & Girls Club of the Peninsula

FEMA MAP
AST File No. 25273-ESA I Date: February 2025 Plate No. 9 343 So. Baywood Avenue - San Jose, California 210 W. Orange Avenue | South San Francisco, California 201 W. Orange Avenue l South San Francisco, California Subject Property
PHASE I | An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA
APPENDIX “B”

REPORTS PROVIDED BY EDR
 EDR - ONE MILE RADIUS MAP REPORT
 EDR - CITY DIRECTORY IMAGE REPORT
 EDR - HISTORIC SANBORN MAPS
 EDR – PROPERTY TAX MAP REPORT
 EDR - HISTORIC TOPOGRAPHIC MAPS
 EDR - HISTORIC AERIAL PHOTOGRAPHS
 EDR - LIEN SEARCH & AULs REPORT

FORM-LBB-TFS
®kcehCoeG htiw tropeR ™paM suidaR RDE ehT
6 Armstrong Road, 4th floor
Shelton, CT 06484
Toll Free: 800.352.0050
www.edrnet.com
Boys & Girls Clubs of the Peninsula
201 West Orange Avenue
South San Francisco, CA 94080
Inquiry Number: 7887627.2s
February 03, 2025

TABLE OF CONTENTS

SECTION PAGE
Executive Summary ES1
Overview Map 2
Detail Map 3
Map Findings Summary 4
Map Findings 9
Orphan Summary 756
Government Records Searched/Data Currency Tracking GR-1

GEOCHECK ADDENDUM
Physical Setting Source Addendum A-1
Physical Setting Source Summary A-2
Physical Setting SSURGO Soil Map A-7
Physical Setting Source Map A-15
Physical Setting Source Map Findings A-17
Physical Setting Source Records Searched PSGR-1
Thank you for your business.

Please contact EDR at 1-800-352-0050
with any questions or comments.

Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, LLC. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. This Report is provided on an "AS IS", "AS AVAILABLE" basis. NO WARRANTY EXPRESS OR IMPLIED IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, LLC AND ITS SUBSIDIARIES,

AFFILIATES AND THIRD PARTY SUPPLIERS DISCLAIM ALL WARRANTIES, OF ANY KIND OR NATURE, EXPRESS OR IMPLIED,

ARISING OUT OF OR RELATED TO THIS REPORT OR ANY OF THE DATA AND INFORMATION PROVIDED IN THIS REPORT,

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Only an assessment performed by a qualified environmental professional can provide findings, opinions or conclusions regarding the environmental risk or conditions in, on or at any property.

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TC7887627.2s Page 1

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 1
A search of available environmental records was conducted by Environmental Data Resources, Inc (EDR).

The report was designed to assist parties seeking to meet the search requirements of EPA’s Standards and Practices for All Appropriate Inquiries (40 CFR Part 312), the ASTM Standard Practice for Environmental Site Assessments (E1527 - 21), the ASTM Standard Practice for Environmental Site Assessments for Forestland or Rural Property (E2247 - 16), the ASTM Standard Practice for Limited Environmental Due Diligence: Transaction Screen Process (E1528 - 22) or custom requirements developed for the evaluation of environmental risk associated with a parcel of real estate.

TARGET PROPERTY INFORMATION

ADDRESS
201 WEST ORANGE AVENUE
SOUTH SAN FRANCISCO, CA 94080

COORDINATES
Latitude (North): 37.6520520 - 37˚ 39’ 7.38’’
Longitude (West): 122.4279260 - 122˚ 25’ 40.53’’
Universal Tranverse Mercator: Zone 10
UTM X (Meters): 550464.4
UTM Y (Meters): 4167159.8
Elevation: 34 ft. above sea level

USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY
Target Property Map: 50005405 SAN FRANCISCO SOUTH, CA
Version Date: 2021

AERIAL PHOTOGRAPHY IN THIS REPORT
Portions of Photo from: 20200524
Source: USDA
7887627.2s Page 2
I39 ORANGE AVE SHELL 710 EL CAMINO REAL UST Higher 797, 0.151, WSW I38 SHELL 710 EL CAMINO REAL LUST, San Mateo Co. BI, HWTS, HAZNET Higher 797, 0.151, WSW I37 SHELL OIL CO 710 EL CAMINO RCRA-SQG, FINDS, ECHO, HIST CORTESE Higher 797, 0.151, WSW I36 ESD AUTO REPAIR INC 786 EL CAMINO REAL RCRA NonGen / NLR, E MANIFEST Higher 753, 0.143, West 35 ADA CHAN 115 MULBERRY AVE RCRA NonGen / NLR, E MANIFEST Lower 748, 0.142, ESE F34 PO LING LI 744 EL CAMINO REAL RCRA NonGen / NLR, E MANIFEST Higher 741, 0.140, WSW J33 VERIZON WIRELESS EL 398 B. ST San Mateo Co. BI Higher 737, 0.140, South J32 SOUTH SAN FRANCISCO 398 B STREET RCRA NonGen / NLR, E MANIFEST Higher 737, 0.140, South J31 SSFUSD DISTRICT OFFI 398 B San Mateo Co. BI Higher 737, 0.140, South J30 GARAGE 398 B STREET HIST UST Higher 737, 0.140, South J29 SSF UNIFIED SCH DIST 398 B ST CA FID UST Higher 737, 0.140, South J28 GARAGE 398 B ST HIST UST Higher 737, 0.140, South
J27 SSFUSD DISTRICT OFFI 398 B ST UST Higher 737, 0.140, South J26 SSF UNIFIED SCH DIST 398 B ST SWEEPS UST Higher 737, 0.140, South J25 SSFUSD DISTRICT OFFI 398 B ST CERS HAZ WASTE, CERS TANKS, CERS Higher 737, 0.140, South J24 SSFUSD DISTRICT OFFI 398 B ST UST FINDER Higher 737, 0.140, South J23 S SAN FRAN UNIFIED S 398 B ST RCRA-LQG, FINDS, E MANIFEST Higher 737, 0.140, South I22 SHANTILAL V PATEL 770 EL CAMINO REAL HIST UST Higher 730, 0.138, WSW H21 HILLSIDE BOULEVARD E UNKNOWN HILLSIDE BLV CPS-SLIC, CERS Lower 703, 0.133, NE H20 BACON PROPERTY 499 RAIL AVE CPS-SLIC, CERS Lower 703, 0.133, NE H19 US STEEL FACILITY (F CROSS OYSTER POINT @ CPS-SLIC Lower 703, 0.133, NE H18 SHELL OIL SFO SATELL SFO, SOUTH FRONTAGE CPS-SLIC Lower 703, 0.133, NE G17 DAYTONA AUTO BODY SH 136 A S LINDEN AVE RCRA-SQG Higher 689, 0.130, WNW G16 AUTO PRECISION REPAI 140 A SOUTH LINDEN A RCRA NonGen / NLR Higher 681, 0.129, WNW D15 317 SAN FRANCISCO 317 A ST. RCRA NonGen / NLR Higher 672, 0.127, SSW D14 JOSEPH ANONUEVO 317 A STREET RCRA NonGen / NLR, E MANIFEST Higher 672, 0.127, SSW E13 A RAINBOW CLEANERS & 490 CO HAYES ST EDR Hist Cleaner Higher 587, 0.111, South F12 BARBARA BLINICK 239 A CRESCENT AVENU RCRA NonGen / NLR, E MANIFEST Higher 574, 0.109, SW C11 KENNELLY CONSTRUCTIO 197-A SAN PEDRO RD HIST UST Higher 548, 0.104, West F10 PROTEOLIX 225 A GATEWAY BLVD RCRA-SQG Higher 502, 0.095, WSW E9 SOUTH SAN FRANCISCO 350 C STREET RCRA NonGen / NLR, E MANIFEST Higher 432, 0.082, South D8 CURTIS AUTOMOTIVE RE 301 B BARNEVELD AVE RCRA NonGen / NLR Higher 414, 0.078, SSW C7 TATCHA 161 B STARLITE ST RCRA NonGen / NLR Higher 350, 0.066, WNW B6 CAMOEE LES SHELL SER 289 C 3RD ST EDR Hist Auto Higher 233, 0.044, South B5 SSFUSD - LOS CERRITO 210 W ORANGE AVE RCRA NonGen / NLR, E MANIFEST Higher 118, 0.022, SSE A4 BART ORANGE AVENUE V 197 W ORANGE AVE FINDS Lower 1 ft.

A3 BART ORANGE AVENUE V 197 W ORANGE AVE CERS Lower 1 ft.

A2 BOYS&GIRLS CLUB NORT 201 W ORANGE AVE HWTS, HAZNET TP A1 1X MARTIN, NORM 201 W ORANGE AVE HWTS, HAZNET TP

MAPPED SITES SUMMARY
Target Property Address:
201 WEST ORANGE AVENUE
SOUTH SAN FRANCISCO, CA 94080
Click on Map ID to see full detail.

MAP RELATIVE DIST (ft. & mi.)

ID DATABASE ACRONYMS ELEVATION DIRECTION SITE NAME ADDRESS 7887627.2s Page 3
K78 ALL TRANSMISSION 66 A ST RCRA NonGen / NLR Higher 980, 0.186, WNW K77 LUCAS AND COMPANY 54 A BEAUMONT AVE RCRA NonGen / NLR Higher 973, 0.184, WNW K76 DALAND BODY SHOP 890 EL CAMINO REAL CERS HAZ WASTE, CERS Higher 943, 0.179, WNW K75 DALAND BODY SHOP INC 890 EL CAMINO REAL RCRA-SQG, FINDS, ECHO, E MANIFEST, San Mateo Co.... Higher 943, 0.179, WNW K74 DALAND BODY SHOP INC 15-17 FIRST San Mateo Co. BI Higher 937, 0.177, WNW K73 DALAND BODY SHOP INC 15 FIRST ST # 17 RCRA NonGen / NLR Higher 937, 0.177, WNW L72 CAMINO PETROLEUM 698 EL CAMINO REAL CERS HAZ WASTE, CERS Higher 931, 0.176, SW L71 CAMINO PETROLEUM 698 EL CAMINO REAL UST FINDER Higher 931, 0.176, SW L70 CAMINO PETROLEUM 698 EL CAMINO REAL RCRA NonGen / NLR, E MANIFEST Higher 931, 0.176, SW L69 CHEVRON 698 EL CAMINO REAL HIST CORTESE Higher 931, 0.176, SW L68 CHEVRON STATION NO 9 698 EL CAMINO REAL RCRA NonGen / NLR Higher 931, 0.176, SW L67 95669 698 EL CAMINO REAL LUST, HIST UST, Cortese, CERS Higher 931, 0.176, SW L66 CHEVRON STATION #566 698 EL CAMINO REAL CA FID UST Higher 931, 0.176, SW L65 CAMINO PETROLEUM 698 EL CAMINO REAL CERS TANKS Higher 931, 0.176, SW L64 CHEVRON 9-5669 698 EL CAMINO REAL UST FINDER RELEASE Higher 931, 0.176, SW L63 CHEVRON 9-5669 698 EL CAMINO REAL LUST, SWEEPS UST, San Mateo Co. BI, EMI Higher 931, 0.176, SW L62 CAMINO PETROLEUM 698 EL CAMINO REAL UST Higher 931, 0.176, SW K61 MOTT & ALLEN 49-A MOSS ST RCRA NonGen / NLR Higher 909, 0.172, WNW G60 JIM GRIFFIN & SON BR 872 EL CAMINO REAL San Mateo Co. BI Higher 885, 0.168, WNW G59 WEST COAST AUTO SERV 872 EL CAMINO REAL San Mateo Co. BI Higher 885, 0.168, WNW G58 PREMIER CAR SERVICES 872 EL CAMINO REAL RCRA-SQG Higher 885, 0.168, WNW G57 TH AUTO SERVICES 872 EL CAMINO REAL RCRA NonGen / NLR Higher 885, 0.168, WNW G56 PREMIER CAR SERVICES 872 EL CAMINO REAL RCRA NonGen / NLR, E MANIFEST Higher 885, 0.168, WNW G55 ESD AUTO REPAIRS INC 872 EL CAMINO REAL San Mateo Co. BI Higher 885, 0.168, WNW K54 A 1 CONVERTER 101 1ST San Mateo Co. BI Higher 872, 0.165, WNW K53 STAN THE ROOF MAN 103 1ST LUST, HIST UST, Cortese, HIST CORTESE, CERS Higher 854, 0.162, WNW K52 STAN THE ROOF MAN 103 1ST LUST, SWEEPS UST, San Mateo Co. BI Higher 854, 0.162, WNW K51 STAN THE ROOF MAN 103 1ST UST FINDER RELEASE Higher 854, 0.162, WNW K50 GREG LEONARDS GARAGE 107 1ST San Mateo Co. BI Higher 852, 0.161, WNW G49 GEORGE LEON 112 A STREET RCRA NonGen / NLR, E MANIFEST Higher 797, 0.151, WNW I48 AU ENERGY LLC, #8006 710 EL CAMINO REAL UST Higher 797, 0.151, WSW I47 BARBARIA’S SHELL 710 EL CAMINO REAL SWEEPS UST, CA FID UST Higher 797, 0.151, WSW I46 SHELL 710 EL CAMINO REAL UST FINDER RELEASE Higher 797, 0.151, WSW I45 AU ENERGY, LLC #8006 710 EL CAMINO REAL San Mateo Co. BI Higher 797, 0.151, WSW I44 SOUTH CITY SHELL AUT 710 EL CAMINO REAL RCRA NonGen / NLR, E MANIFEST Higher 797, 0.151, WSW I43 SOUTH CITY AUTO SERV 710 EL CAMINO REAL UST FINDER Higher 797, 0.151, WSW I42 SHELL 710 EL CAMINO REAL LUST, HIST UST, Cortese, CERS Higher 797, 0.151, WSW I41 SOUTH CITY SHELL AUT 710 EL CAMINO REAL San Mateo Co. BI, HWTS, HAZNET Higher 797, 0.151, WSW I40 ORANGE AVE SHELL 710 EL CAMINO REAL RCRA NonGen / NLR, E MANIFEST Higher 797, 0.151, WSW

MAPPED SITES SUMMARY
Target Property Address:
201 WEST ORANGE AVENUE
SOUTH SAN FRANCISCO, CA 94080
Click on Map ID to see full detail.

MAP RELATIVE DIST (ft. & mi.)

ID DATABASE ACRONYMS ELEVATION DIRECTION SITE NAME ADDRESS 7887627.2s Page 4
S117 GUY F. ATKINSON CO. 10 WEST ORANGE AVENU UST FINDER RELEASE Lower 1465, 0.277, NE S116 GUY F. ATKINSON CO. 10 ORANGE LUST, San Mateo Co. BI, Cortese, CERS Lower 1465, 0.277, NE S115 GUY F. ATKINSON COMP 10 W ORANGE AVE LUST, HIST UST Lower 1465, 0.277, NE S114 CITY GARAGE 736 TENNIS DR LUST, SWEEPS UST Lower 1379, 0.261, NE S113 CITY OF SSF CORP YAR 736 TENNIS DR LUST, Cortese, HIST CORTESE, CERS Lower 1379, 0.261, NE S112 CITY OF SSF CORP YAR 736 TENNIS DR UST FINDER RELEASE Lower 1379, 0.261, NE 111 RIGOBERTO GARCIA 620 MYRTLE AVENUE RCRA NonGen / NLR, E MANIFEST Lower 1317, 0.249, SE Q110 WESTBOROUGH DIALYSIS 925 EL CAMINO REAL San Mateo Co. BI Higher 1292, 0.245, WNW Q109 BURGER KING 972 EL CAMINO REAL San Mateo Co. BI, CERS Higher 1283, 0.243, WNW Q108 CHEVRON, FORMER STAN 972 EL CAMINO REAL LUST, Cortese, CERS Higher 1283, 0.243, WNW Q107 CHEVRON, FORMER STAN 972 EL CAMINO REAL UST FINDER RELEASE Higher 1283, 0.243, WNW R106 MAZZANTI CARNATIONS 820 TENNIS San Mateo Co. BI Higher 1208, 0.229, North R105 MAZZANTI CARNATIONS 820 TENNIS DR SWEEPS UST Higher 1208, 0.229, North R104 MAZZANTI CARNATIONS 820 TENNIS DR CA FID UST Higher 1208, 0.229, North Q103 HANKS RENTALS 932 EL CAMINO REAL San Mateo Co. BI, HWTS, HAZNET Higher 1194, 0.226, WNW P102 PARCELS NORTHWEST OF 781 TENNIS DRIVE LUST, CPS-SLIC, CERS Lower 1175, 0.223, NNE P101 SSF PARK CORP YARD 781 TENNIS San Mateo Co. BI Lower 1175, 0.223, NNE M100 SFPUC SOUTHWOOD DR W 608 SOUTHWOOD San Mateo Co. BI Higher 1171, 0.222, West M99 SFPUC SOUTHWOOD DRIV 608 SOUTHWOOD DRIVE RCRA-SQG, E MANIFEST Higher 1171, 0.222, West O98 S.S.F. HIGH SCHOOL 400 B LUST, San Mateo Co. BI, NPDES, CIWQS Higher 1161, 0.220, South O97 SAN FRANCISCO HIGH 400 B STREET RCRA NonGen / NLR, ICIS, FINDS, E MANIFEST Higher 1161, 0.220, South O96 SOUTH SAN FRANCISCO 400 B ST CERS HAZ WASTE, CERS Higher 1161, 0.220, South O95 S.S.F. HIGH SCHOOL 400 B UST FINDER RELEASE Higher 1161, 0.220, South O94 SOUTH SAN FRANCISCO 400 B ST RCRA-SQG, LUST, Cortese, HIST CORTESE, CERS Higher 1161, 0.220, South L93 7-ELEVEN INC. STORE 635 EL CAMINO REAL San Mateo Co. BI Higher 1160, 0.220, SSW N92 BADEN PUMP STATION 609 W ORANGE AVE RCRA NonGen / NLR Higher 1105, 0.209, SW N91 SFPUC BADEN PUMP STA 609 W ORANGE AVE CERS TANKS, CERS Higher 1105, 0.209, SW N90 BADEN PUMP STATION 609 ORANGE San Mateo Co. BI Higher 1105, 0.209, SW N89 BADEN PUMP STATION 609 W ORANGE AVE AST Higher 1105, 0.209, SW L88 CAMINO DENTAL CARE 663 EL CAMINO REAL San Mateo Co. BI, HWTS, HAZNET Higher 1084, 0.205, SW 87 GLOBAL BLOOD THERAPE PFAS RCRA MANIFEST Lower 1074, 0.203, ENE L86 HOLIDAY CLEANERS 675 EL CAMINO REAL RCRA NonGen / NLR Higher 1050, 0.199, SW L85 HOLIDAY CLEANERS 675 EL CAMINO REAL CERS HAZ WASTE, San Mateo Co. BI, DRYCLEANERS,... Higher 1050, 0.199, SW M84 GARDEN CHAPEL FUNERA 885 EL CAMINO REAL San Mateo Co. BI Higher 1031, 0.195, West L83 CHEVRON 9-0248 687 EL CAMINO REAL LUST Higher 1019, 0.193, SW L82 CHEVRON 9-0248 687 EL CAMINO REAL LUST, Cortese, HIST CORTESE, CERS Higher 1019, 0.193, SW L81 CHEVRON 9-0248 687 EL CAMINO REAL UST FINDER RELEASE Higher 1019, 0.193, SW L80 CHEVRON PRODUCTS COM 689 EL CAMINO REAL UST Higher 1015, 0.192, SW K79 ALL TRANSMISSIONS 66 A San Mateo Co. BI Higher 980, 0.186, WNW

MAPPED SITES SUMMARY
Target Property Address:
201 WEST ORANGE AVENUE
SOUTH SAN FRANCISCO, CA 94080
Click on Map ID to see full detail.

MAP RELATIVE DIST (ft. & mi.)

ID DATABASE ACRONYMS ELEVATION DIRECTION SITE NAME ADDRESS 7887627.2s Page 5
156 REICHOLD CHEMICALS, 120 SOUTH LINDEN RESPONSE, ENVIROSTOR, HIST Cal-Sites Lower 4575, 0.866, ESE 155 POETSCH AND PETERSON 325 SOUTH MAPLE AVEN ENVIROSTOR Lower 4495, 0.851, SE AB154 SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN CA BOND EXP. PLAN Lower 4492, 0.851, East AB153 SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN RESPONSE, ENVIROSTOR, DEED Lower 4492, 0.851, East AB152 SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN HIST Cal-Sites Lower 4492, 0.851, East 151 KEN MANUFACTURING CO 78 SOUTH LINDEN AVEN ENVIROSTOR Lower 4417, 0.837, ESE 150 MERRY X RAY CHEMICAL 131 S MAPLE AVE UNIT RCRA NonGen / NLR, HWP, HWTS, HAZNET Lower 3854, 0.730, ESE 149 MORENA TRUST 111 STARLITE STREET ENVIROSTOR, VCP Lower 3232, 0.612, East AA148 KPR PROPERTIES 118 SOUTH SPRUCE AVE UST FINDER RELEASE Lower 2605, 0.493, East AA147 DON AND JERRYS AUTOM 118 SO SPRUCE AVE LUST, CERS HAZ WASTE, HIST UST, HWTS, HAZNET, CERS Lower 2605, 0.493, East AA146 KPR PROPERTIES 118 SOUTH SPRUCE AVE LUST, San Mateo Co. BI, Cortese, CERS Lower 2605, 0.493, East Z145 S&D CARWASH MANAGEME 246 S SPRUCE AVE LUST, HIST UST, HWTS, HAZNET Lower 2561, 0.485, SE Z144 SPRUCE CAR WASH 246 SOUTH SPRUCE AVE LUST, San Mateo Co. BI, Cortese, CERS Lower 2561, 0.485, SE Z143 SPRUCE CAR WASH 246 SOUTH SPRUCE AVE UST FINDER RELEASE Lower 2561, 0.485, SE Z142 BIMBO BAKERIES USA I 264 S SPRUCE AVE LUST, NPDES, WDS, CIWQS, CERS Lower 2540, 0.481, SE Z141 OROWEAT FOODS COMPAN 264 S SPRUCE AVE SWEEPS UST, HIST CORTESE Lower 2540, 0.481, SE Z140 OROWEAT 264 SOUTH SPRUCE AVE UST FINDER RELEASE Lower 2540, 0.481, SE Z139 OROWHEAT BAKERIES 264 S SPRUCE AVE RCRA-SQG, LUST, CA FID UST, San Mateo Co. BI,... Lower 2540, 0.481, SE W138 KLIX CORP. 551 RAILROAD UST FINDER RELEASE Lower 2405, 0.455, ENE Y137 FINLEY CONSTRUCTION 125 CHESTNUT LUST, Cortese, HIST CORTESE, CERS Higher 2325, 0.440, NNW Y136 FINLEY CONSTRUCTION 125 CHESTNUT UST FINDER RELEASE Higher 2325, 0.440, NNW U135 MY CLEANERS 1053F EL CAMINO LUST, CPS-SLIC, FINDS, San Mateo Co. BI, EMI Higher 2318, 0.439, WNW X134 VILLAGE LINCOLN MERC 393 EL CAMINO REAL LUST, HIST CORTESE, CERS Lower 2312, 0.438, South X133 SOUTH CITY DODGE 393 EL CAMINO REAL UST FINDER RELEASE Lower 2312, 0.438, South X132 SOUTH CITY DODGE 393 EL CAMINO REAL LUST, SWEEPS UST, San Mateo Co. BI, Cortese, EMI,... Lower 2312, 0.438, South W131 KLIX CORP. 551 RAILROAD LUST, HIST UST, San Mateo Co. BI, Cortese, HIST... Lower 2287, 0.433, ENE V130 WEST ORANGE LIBRARY 840 W ORANGE AVE LUST, HWTS, HAZNET Higher 2248, 0.426, West V129 WEST ORANGE LIBRARY 840 ORANGE LUST, San Mateo Co. BI Higher 2248, 0.426, West V128 WEST ORANGE LIBRARY 840 WEST ORANGE AVEN UST FINDER RELEASE Higher 2248, 0.426, West V127 WEST ORANGE LIBRARY 840 WEST ORANGE AVEN LUST, Cortese, CERS Higher 2248, 0.426, West U126 1010 EL CAMINO REAL 1010 EL CAMINO REAL CPS-SLIC Higher 2200, 0.417, NW T125 RON PRICE MOTORS 1 CHESTNUT UST FINDER RELEASE Higher 1837, 0.348, NW T124 RON PRICE MOTORS 1 CHESTNUT LUST, CA FID UST, San Mateo Co. BI, Cortese, HIST... Higher 1837, 0.348, NW T123 CITY OF SOUTH SAN FR 1 CHESTNUT AVE CPS-SLIC, SWEEPS UST, HIST UST, RCRA NonGen / NLR,... Higher 1837, 0.348, NW T122 ACUTEC AUTOS 45 CHESTNUT AVENUE UST FINDER RELEASE Lower 1821, 0.345, NW T121 ACUTEC AUTOS 45 CHESTNUT AVENUE LUST, Cortese, HIST CORTESE, CERS Lower 1821, 0.345, NW 120 GUY F ATKINSON COMPA 10 ORANGE HIST CORTESE Lower 1695, 0.321, NE 119 ROTOMETALS INC 980-82 HARRISON ENVIROSTOR Higher 1677, 0.318, WNW 118 735 COMMERCIAL AVE 735 COMMERCIAL AVE ENVIROSTOR, CPS-SLIC, VCP, CERS Higher 1638, 0.310, NNE

MAPPED SITES SUMMARY
Target Property Address:
201 WEST ORANGE AVENUE
SOUTH SAN FRANCISCO, CA 94080
Click on Map ID to see full detail.

MAP RELATIVE DIST (ft. & mi.)

ID DATABASE ACRONYMS ELEVATION DIRECTION SITE NAME ADDRESS 7887627.2s Page 6
169 INTERNATIONAL PAINT 220 SOUTH LINDEN AVE ENVIROSTOR, San Mateo Co. BI, HIST CORTESE Lower 5105, 0.967, ENE AE168 WEST COAST AUTOMOTIV 160 S LINDEN AVE ENVIROSTOR Lower 5027, 0.952, SE AE167 DUPONT/ KANSAI AUTOM 160 S LINDEN AVE SEMS-ARCHIVE, CORRACTS, RCRA NonGen / NLR Lower 5027, 0.952, SE AE166 E.I. DUPONT DE NEMOU 160 SOUTH LINDEN AVE HIST Cal-Sites Lower 5027, 0.952, SE AE165 WEST COAST AUTOMOTIV 160 S LINDEN AVE LUST, HWP, HWTS, HAZNET Lower 5027, 0.952, SE AE164 DUPONT 160 LINDEN RESPONSE, ENVIROSTOR, LUST, San Mateo Co. BI,... Lower 5027, 0.952, SE 163 GELCO TRUCK LEASING 1395 LOWRIE AVENUE Notify 65 Lower 4959, 0.939, ESE AC162 UPRR LINDEN (AKA UNI EAST OF 27 SOUTH LIN ENVIROSTOR, VCP, DEED Lower 4916, 0.931, East AD161 CAMP TANFORAN ENVIROSTOR Higher 4899, 0.928, SSE
AD160 CAMP TANFORAN FUDS Higher 4888, 0.926, SSE
159 UNION PACIFIC - SITE EAST OF 69 S. LINDEN ENVIROSTOR, VCP Lower 4669, 0.884, ESE AC158 UNION PACIFIC RAILRO 27 S LINDEN AVE RESPONSE, ENVIROSTOR, Cortese, HWTS, HAZNET Lower 4654, 0.881, East AC157 BASAPCO, INC. 27-S. LINDEN ENVIROSTOR, VCP, DEED Lower 4654, 0.881, East

MAPPED SITES SUMMARY
Target Property Address:
201 WEST ORANGE AVENUE
SOUTH SAN FRANCISCO, CA 94080
Click on Map ID to see full detail.

MAP RELATIVE DIST (ft. & mi.)

ID DATABASE ACRONYMS ELEVATION DIRECTION SITE NAME ADDRESS

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 7

TARGET PROPERTY SEARCH RESULTS
The target property was identified in the following records. For more information on this property see page 9 of the attached EDR Radius Map report:

Site Database(s) EPA ID
1X MARTIN, NORM
201 W ORANGE AVE
SO SAN FRANCISCO, CA 94080

HWTS N/A
HAZNET
GEPAID: CAC000537088

BOYS&GIRLS CLUB NORT
201 W ORANGE AVE
S SAN FRAN, CA 94080

HWTS N/A
HAZNET
GEPAID: CAC002661982

DATABASES WITH NO MAPPED SITES
No mapped sites were found in EDR’s search of available ("reasonably ascertainable ") government records either on the target property or within the search radius around the target property for the following databases:

STANDARD ENVIRONMENTAL RECORDS
Lists of Federal NPL (Superfund) sites
NPL National Priority List
Proposed NPL Proposed National Priority List Sites
NPL LIENS Federal Superfund Liens
Lists of Federal Delisted NPL sites
Delisted NPL National Priority List Deletions
Lists of Federal sites subject to CERCLA removals and CERCLA orders FEDERAL FACILITY Federal Facility Site Information listing SEMS Superfund Enterprise Management System
Lists of Federal CERCLA sites with NFRAP
SEMS-ARCHIVE Superfund Enterprise Management System Archive Lists of Federal RCRA TSD facilities
RCRA-TSDF RCRA - Treatment, Storage and Disposal
Lists of Federal RCRA generators
RCRA-VSQG RCRA - Very Small Quantity Generators (Formerly Conditionally Exempt Small Quantity Generators)

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 8
Federal institutional controls / engineering controls registries LUCIS Land Use Control Information System
US ENG CONTROLS Engineering Controls Sites List
US INST CONTROLS Institutional Controls Sites List
Federal ERNS list
ERNS Emergency Response Notification System
Lists of state and tribal landfills and solid waste disposal facilities SWF/LF Solid Waste Information System
Lists of state and tribal leaking storage tanks
INDIAN LUST Leaking Underground Storage Tanks on Indian Land Lists of state and tribal registered storage tanks
FEMA UST Underground Storage Tank Listing
INDIAN UST Underground Storage Tanks on Indian Land
Lists of state and tribal voluntary cleanup sites
INDIAN VCP Voluntary Cleanup Priority Listing
Lists of state and tribal brownfield sites
BROWNFIELDS Considered Brownfieds Sites Listing

ADDITIONAL ENVIRONMENTAL RECORDS
Local Brownfield lists
US BROWNFIELDS A Listing of Brownfields Sites
Local Lists of Landfill / Solid Waste Disposal Sites
WMUDS/SWAT Waste Management Unit Database
SWRCY Recycler Database
HAULERS Registered Waste Tire Haulers Listing
INDIAN ODI Report on the Status of Open Dumps on Indian Lands ODI Open Dump Inventory
DEBRIS REGION 9 Torres Martinez Reservation Illegal Dump Site Locations IHS OPEN DUMPS Open Dumps on Indian Land
Local Lists of Hazardous waste / Contaminated Sites
US HIST CDL Delisted National Clandestine Laboratory Register SCH School Property Evaluation Program
CDL Clandestine Drug Labs
Toxic Pits Toxic Pits Cleanup Act Sites

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 9
US CDL National Clandestine Laboratory Register
Local Land Records
LIENS Environmental Liens Listing
LIENS 2 CERCLA Lien Information
DEED Deed Restriction Listing
Records of Emergency Release Reports
HMIRS Hazardous Materials Information Reporting System
CHMIRS California Hazardous Material Incident Report System LDS Land Disposal Sites Listing
MCS Military Cleanup Sites Listing
SPILLS 90 SPILLS 90 data from FirstSearch
Other Ascertainable Records
DOD Department of Defense Sites
SCRD DRYCLEANERS State Coalition for Remediation of Drycleaners Listing US FIN ASSUR Financial Assurance Information

EPA WATCH LIST EPA WATCH LIST
2020 COR ACTION 2020 Corrective Action Program List
TSCA Toxic Substances Control Act
TRIS Toxic Chemical Release Inventory System
SSTS Section 7 Tracking Systems
ROD Records Of Decision
RMP Risk Management Plans
RAATS RCRA Administrative Action Tracking System
PRP Potentially Responsible Parties
PADS PCB Activity Database System
ICIS Integrated Compliance Information System
FTTS FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act)
MLTS Material Licensing Tracking System
COAL ASH DOE Steam-Electric Plant Operation Data
COAL ASH EPA Coal Combustion Residues Surface Impoundments List PCB TRANSFORMER PCB Transformer Registration Database
RADINFO Radiation Information Database
HIST FTTS FIFRA/TSCA Tracking System Administrative Case Listing DOT OPS Incident and Accident Data
CONSENT Superfund (CERCLA) Consent Decrees
INDIAN RESERV Indian Reservations
FUSRAP Formerly Utilized Sites Remedial Action Program
UMTRA Uranium Mill Tailings Sites
LEAD SMELTERS Lead Smelter Sites
US AIRS Aerometric Information Retrieval System Facility Subsystem US MINES Mines Master Index File
ABANDONED MINES Abandoned Mines
MINES MRDS Mineral Resources Data System
UXO Unexploded Ordnance Sites
ECHO Enforcement & Compliance History Information
DOCKET HWC Hazardous Waste Compliance Docket Listing
FUELS PROGRAM EPA Fuels Program Registered Listing
PFAS NPL Superfund Sites with PFAS Detections Information

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 10
PFAS FEDERAL SITES Federal Sites PFAS Information
PFAS TSCA PFAS Manufacture and Imports Information
PFAS TRIS List of PFAS Added to the TRI
PFAS ATSDR PFAS Contamination Site Location Listing
PFAS WQP Ambient Environmental Sampling for PFAS
PFAS NPDES Clean Water Act Discharge Monitoring Information

PFAS PROJECT NORTHEASTERN UNIVERSITY PFAS PROJECT
PFAS ECHO Facilities in Industries that May Be Handling PFAS Listing PFAS ECHO FIRE TRAIN Facilities in Industries that May Be Handling PFAS Listing PFAS PT 139 AIRPORT All Certified Part 139 Airports PFAS Information Listing AQUEOUS FOAM NRC Aqueous Foam Related Incidents Listing BIOSOLIDS ICIS-NPDES Biosolids Facility Data
PFAS PFAS Investigation Site Location Listing
AQUEOUS FOAM Former Fire Training Facility Assessments Listing CHROME PLATING Chrome Plating Facilities Listing
CUPA Listings CUPA Resources List
EMI Emissions Inventory Data
ENF Enforcement Action Listing
Financial Assurance Financial Assurance Information Listing ICE Inspection, Compliance and Enforcement
HWT Registered Hazardous Waste Transporter Database
MINES Mines Site Location Listing
MWMP Medical Waste Management Program Listing
NPDES NPDES Permits Listing
PEST LIC Pesticide Regulation Licenses Listing
PROC Certified Processors Database
HAZMAT Hazardous Material Facilities
UIC UIC Listing

UIC GEO UIC GEO (GEOTRACKER)
WASTEWATER PITS Oil Wastewater Pits Listing
WDS Waste Discharge System
WIP Well Investigation Program Case List

MILITARY PRIV SITES MILITARY PRIV SITES (GEOTRACKER)

PROJECT PROJECT (GEOTRACKER)
WDR Waste Discharge Requirements Listing
CIWQS California Integrated Water Quality System

NON-CASE INFO NON-CASE INFO (GEOTRACKER)

OTHER OIL GAS OTHER OIL & GAS (GEOTRACKER)

PROD WATER PONDS PROD WATER PONDS (GEOTRACKER)

SAMPLING POINT SAMPLING POINT (GEOTRACKER)
WELL STIM PROJ Well Stimulation Project (GEOTRACKER)

EDR HIGH RISK HISTORICAL RECORDS
EDR Exclusive Records
EDR MGP EDR Proprietary Manufactured Gas Plants

EDR RECOVERED GOVERNMENT ARCHIVES
Exclusive Recovered Govt. Archives
RGA LF Recovered Government Archive Solid Waste Facilities List

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 11
RGA LUST Recovered Government Archive Leaking Underground Storage Tank SURROUNDING SITES: SEARCH RESULTS
Surrounding sites were identified in the following databases.

Elevations have been determined from the USGS Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation information between sites of close proximity should be field verified. Sites with an elevation equal to or higher than the target property have been differentiated below from sites with an elevation lower than the target property.

Page numbers and map identification numbers refer to the EDR Radius Map report where detailed data on individual sites can be reviewed.

Sites listed in bold italics are in multiple databases.

Unmappable (orphan) sites are not considered in the foregoing analysis.

STANDARD ENVIRONMENTAL RECORDS
Lists of Federal RCRA facilities undergoing Corrective Action CORRACTS: CORRACTS is a list of handlers with RCRA Corrective Action Activity. This report shows which nationally-defined corrective action core events have occurred for every handler that has had corrective action activity.

A review of the CORRACTS list, as provided by EDR, and dated 09/16/2024 has revealed that there is 1 CORRACTS site within approximately 1 mile of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ DUPONT/ KANSAI AUTOM 160 S LINDEN AVE SE 1/2 - 1 (0.952 mi.) AE167 744 EPA ID:: CAD009206855
Lists of Federal RCRA generators
RCRA-LQG: RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month.

A review of the RCRA-LQG list, as provided by EDR, and dated 09/16/2024 has revealed that there is 1 RCRA-LQG site within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ S SAN FRAN UNIFIED S 398 B ST S 1/8 - 1/4 (0.140 mi.) J23 57 EPA ID:: CAD081556888

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 12
RCRA-SQG: RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per month.

A review of the RCRA-SQG list, as provided by EDR, and dated 09/16/2024 has revealed that there are 7 RCRA-SQG sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ PROTEOLIX 225 A GATEWAY BLVD WSW 0 - 1/8 (0.095 mi.) F10 34 EPA ID:: CAR000151027
DAYTONA AUTO BODY SH 136 A S LINDEN AVE WNW 1/8 - 1/4 (0.130 mi.) G17 50 EPA ID:: CAD982414237
SHELL OIL CO 710 EL CAMINO WSW 1/8 - 1/4 (0.151 mi.) I37 123 EPA ID:: CAD981401680
PREMIER CAR SERVICES 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G58 186 EPA ID:: CAR000368415
DALAND BODY SHOP INC 890 EL CAMINO REAL WNW 1/8 - 1/4 (0.179 mi.) K75 270 EPA ID:: CAD981378797
SOUTH SAN FRANCISCO 400 B ST S 1/8 - 1/4 (0.220 mi.) O94 379 EPA ID:: CAD981629694
SFPUC SOUTHWOOD DRIV 608 SOUTHWOOD DRIVE W 1/8 - 1/4 (0.222 mi.) M99 414 EPA ID:: CAR000337667
Lists of state- and tribal (Superfund) equivalent sites RESPONSE: Identifies confirmed release sites where DTSC is involved in remediation, either in a lead or oversight capacity. These confirmed release sites are generally high-priority and high potential risk.

A review of the RESPONSE list, as provided by EDR, has revealed that there are 4 RESPONSE sites within approximately 1 mile of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN E 1/2 - 1 (0.851 mi.) AB153 648 Database: RESPONSE, Date of Government Version: 10/21/2024 Status: Certified O&M - Land Use Restrictions Only
Facility Id: 41280103
REICHOLD CHEMICALS, 120 SOUTH LINDEN ESE 1/2 - 1 (0.866 mi.) 156 659 Database: RESPONSE, Date of Government Version: 10/21/2024 Status: Certified
Facility Id: 41280096
UNION PACIFIC RAILRO 27 S LINDEN AVE E 1/2 - 1 (0.881 mi.) AC158 681 Database: RESPONSE, Date of Government Version: 10/21/2024 Status: Active
Facility Id: 60003650
DUPONT 160 LINDEN SE 1/2 - 1 (0.952 mi.) AE164 722
Database: RESPONSE, Date of Government Version: 10/21/2024 Status: Certified

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 13
Facility Id: 41280049
Lists of state- and tribal hazardous waste facilities
ENVIROSTOR: The Department of Toxic Substances Control’s (DTSC’s) Site Mitigation and Brownfields Reuse Program’s (SMBRP’s) EnviroStor database identifes sites that have known contamination or sites for which there may be reasons to investigate further. The database includes the following site types: Federal Superfund sites (National Priorities List (NPL)); State Response, including Military Facilities and State Superfund; Voluntary Cleanup; and School sites. EnviroStor provides similar information to the information that was available in CalSites, and provides additional site information, including, but not limited to, identification of formerly-contaminated properties that have been released for reuse, properties where environmental deed restrictions have been recorded to prevent inappropriate land uses, and risk characterization information that is used to assess potential impacts to public health and the environment at contaminated sites.

A review of the ENVIROSTOR list, as provided by EDR, and dated 10/21/2024 has revealed that there are 15 ENVIROSTOR sites within approximately 1 mile of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ 735 COMMERCIAL AVE 735 COMMERCIAL AVE NNE 1/4 - 1/2 (0.310 mi.) 118 458 Facility Id: 70000073
Status: Certified
ROTOMETALS INC 980-82 HARRISON WNW 1/4 - 1/2 (0.318 mi.) 119 467 Facility Id: 38330089
Status: No Further Action
CAMP TANFORAN SSE 1/2 - 1 (0.928 mi.) AD161 706
Facility Id: 80000381
Status: No Further Action
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ MORENA TRUST 111 STARLITE STREET E 1/2 - 1 (0.612 mi.) 149 591 Facility Id: 60002386
Status: Active
KEN MANUFACTURING CO 78 SOUTH LINDEN AVEN ESE 1/2 - 1 (0.837 mi.) 151 643 Facility Id: 41280135
Status: Refer: Other Agency
SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN E 1/2 - 1 (0.851 mi.) AB153 648 Facility Id: 41280103
Status: Certified O&M - Land Use Restrictions Only
POETSCH AND PETERSON 325 SOUTH MAPLE AVEN SE 1/2 - 1 (0.851 mi.) 155 658 Facility Id: 41310004
Status: Refer: RWQCB
REICHOLD CHEMICALS, 120 SOUTH LINDEN ESE 1/2 - 1 (0.866 mi.) 156 659 Facility Id: 41280096
Status: Certified
BASAPCO, INC. 27-S. LINDEN E 1/2 - 1 (0.881 mi.) AC157 664 Facility Id: 41360069
Status: Certified / Operation & Maintenance
UNION PACIFIC RAILRO 27 S LINDEN AVE E 1/2 - 1 (0.881 mi.) AC158 681

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 14
Facility Id: 60003650
Status: Active
UNION PACIFIC - SITE EAST OF 69 S. LINDEN ESE 1/2 - 1 (0.884 mi.) 159 690 Facility Id: 60001636
Status: Active
UPRR LINDEN (AKA UNI EAST OF 27 SOUTH LIN E 1/2 - 1 (0.931 mi.) AC162 707 Facility Id: 60001136
Status: Certified O&M - Land Use Restrictions Only
DUPONT 160 LINDEN SE 1/2 - 1 (0.952 mi.) AE164 722
Facility Id: 41280049
Status: Certified
WEST COAST AUTOMOTIV 160 S LINDEN AVE SE 1/2 - 1 (0.952 mi.) AE168 751 Facility Id: 80001622
Status: Inactive - Needs Evaluation
INTERNATIONAL PAINT 220 SOUTH LINDEN AVE ENE 1/2 - 1 (0.967 mi.) 169 752 Facility Id: 38280291
Status: Refer: RCRA
Lists of state and tribal leaking storage tanks
LUST: Leaking Underground Storage Tank (LUST) Sites included in GeoTracker. GeoTracker is the Water Boards data management system for sites that impact, or have the potential to impact, water quality in California, with emphasis on groundwater.

A review of the LUST list, as provided by EDR, has revealed that there are 32 LUST sites within approximately 0.5 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I38 126 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Pollution Characterization
SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I42 150 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550018
Facility Status: 9- Case Closed
Global Id: T0608100490
Global ID: T0608100490
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K52 174 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Case Closed
date9: 8/10/2000
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K53 175 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550118
Facility Status: 9- Case Closed

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 15
Global Id: T0608100696
Global ID: T0608100696
CHEVRON 9-5669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L63 196 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Pollution Characterization
95669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L67 226 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550010
Facility Status: 9- Case Closed
Global Id: T0608100145
Global ID: T0608100145
CHEVRON 9-0248 687 EL CAMINO REAL SW 1/8 - 1/4 (0.193 mi.) L82 318 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550088
Facility Status: 9- Case Closed
Global Id: T0608100144
Global ID: T0608100144
CHEVRON 9-0248 687 EL CAMINO REAL SW 1/8 - 1/4 (0.193 mi.) L83 322 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Case Closed
date9: 12/19/2001
SOUTH SAN FRANCISCO 400 B ST S 1/8 - 1/4 (0.220 mi.) O94 379 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550085
Facility Status: 9- Case Closed
Global Id: T0608100508
Global ID: T0608100508
S.S.F. HIGH SCHOOL 400 B S 1/8 - 1/4 (0.220 mi.) O98 411 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Case Closed
date9: 8/4/1993
CHEVRON, FORMER STAN 972 EL CAMINO REAL WNW 1/8 - 1/4 (0.243 mi.) Q108 426 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550196
Facility Status: 9- Case Closed
Global Id: SL0608123509
Global ID: SL0608123509
RON PRICE MOTORS 1 CHESTNUT NW 1/4 - 1/2 (0.348 mi.) T124 480 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST REG 2, Date of Government Version: 09/30/2004 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Status: Case Closed
Facility Id: 550087

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 16
Facility Status: 9- Case Closed
Global Id: T0608100429
Global ID: T0608100429
date9: 1/8/1996
WEST ORANGE LIBRARY 840 WEST ORANGE AVEN W 1/4 - 1/2 (0.426 mi.) V127 486 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Global Id: T0608191183
WEST ORANGE LIBRARY 840 ORANGE W 1/4 - 1/2 (0.426 mi.) V129 490 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Case Closed
date9: 8/9/2001
WEST ORANGE LIBRARY 840 W ORANGE AVE W 1/4 - 1/2 (0.426 mi.) V130 491 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Facility Id: 550164
Facility Status: 9- Case Closed
Global ID: T0608191183
MY CLEANERS 1053F EL CAMINO WNW 1/4 - 1/2 (0.439 mi.) U135 505 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Facility Id: 559210
Facility Status: 3B- Preliminary Assessment Underway
Global ID: TI0000003589
FINLEY CONSTRUCTION 125 CHESTNUT NNW 1/4 - 1/2 (0.440 mi.) Y137 513 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST REG 2, Date of Government Version: 09/30/2004 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Status: Case Closed
Facility Id: 550046
Facility Status: 9- Case Closed
Global Id: T0608100215
Global ID: T0608100215
date9: 7/9/1992
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ PARCELS NORTHWEST OF 781 TENNIS DRIVE NNE 1/8 - 1/4 (0.223 mi.) P102 420 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Facility Id: 559204
Facility Status: 9- Case Closed
Global ID: TI0000002366
CITY OF SSF CORP YAR 736 TENNIS DR NE 1/4 - 1/2 (0.261 mi.) S113 445 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550110
Facility Status: 9- Case Closed
Global Id: T0608100598
Global ID: T0608100598
CITY GARAGE 736 TENNIS DR NE 1/4 - 1/2 (0.261 mi.) S114 451 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Case Closed

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 17
date9: 8/21/2003
GUY F. ATKINSON COMP 10 W ORANGE AVE NE 1/4 - 1/2 (0.277 mi.) S115 452 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Facility Id: 550120
Facility Status: 9- Case Closed
Global ID: T0608100701
GUY F. ATKINSON CO. 10 ORANGE NE 1/4 - 1/2 (0.277 mi.) S116 453 Database: LUST REG 2, Date of Government Version: 09/30/2004 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Status: Case Closed
Global Id: T0608100701
date9: 5/27/1997
ACUTEC AUTOS 45 CHESTNUT AVENUE NW 1/4 - 1/2 (0.345 mi.) T121 468 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550089
Facility Status: 9- Case Closed
Global Id: T0608151808
Global ID: T0608151808
KLIX CORP. 551 RAILROAD ENE 1/4 - 1/2 (0.433 mi.) W131 493 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST REG 2, Date of Government Version: 09/30/2004 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Status: Case Closed
Facility Id: 550127
Facility Status: 9- Case Closed
Global Id: T0608100748
Global ID: T0608100748
date9: 6/12/2003
SOUTH CITY DODGE 393 EL CAMINO REAL S 1/4 - 1/2 (0.438 mi.) X132 498 Database: LUST REG 2, Date of Government Version: 09/30/2004 Facility Status: Case Closed
date9: 10/27/1992
VILLAGE LINCOLN MERC 393 EL CAMINO REAL S 1/4 - 1/2 (0.438 mi.) X134 502 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Id: 550080
Facility Status: 9- Case Closed
Global Id: T0608100504
Global ID: T0608100504
OROWHEAT BAKERIES 264 S SPRUCE AVE SE 1/4 - 1/2 (0.481 mi.) Z139 518 Database: LUST REG 2, Date of Government Version: 09/30/2004 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Facility Status: Post remedial action monitoring
Global Id: T0608100911
BIMBO BAKERIES USA I 264 S SPRUCE AVE SE 1/4 - 1/2 (0.481 mi.) Z142 538 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 18
Facility Id: 550150
Facility Status: 9- Case Closed
Global ID: T0608100911
SPRUCE CAR WASH 246 SOUTH SPRUCE AVE SE 1/4 - 1/2 (0.485 mi.) Z144 547 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Global Id: T0608100512
S&D CARWASH MANAGEME 246 S SPRUCE AVE SE 1/4 - 1/2 (0.485 mi.) Z145 564 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Facility Id: 550034
Facility Status: 9- Case Closed
Global ID: T0608100512
KPR PROPERTIES 118 SOUTH SPRUCE AVE E 1/4 - 1/2 (0.493 mi.) AA146 571 Database: LUST, Date of Government Version: 08/28/2024
Status: Completed - Case Closed
Global Id: T0608100296
DON AND JERRYS AUTOM 118 SO SPRUCE AVE E 1/4 - 1/2 (0.493 mi.) AA147 575 Database: SAN MATEO CO. LUST, Date of Government Version: 03/29/2019 Facility Id: 550007
Facility Status: 9- Case Closed
Global ID: T0608100296
CPS-SLIC: Cleanup Program Sites (CPS; also known as Site Cleanups [SC] and formerly known as Spills, Leaks, Investigations, and Cleanups [SLIC] sites) included in GeoTracker. GeoTracker is the Water Boards data management system for sites that impact, or have the potential to impact, water quality in California, with emphasis on groundwater.

A review of the CPS-SLIC list, as provided by EDR, has revealed that there are 9 CPS-SLIC sites within approximately 0.5 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ 735 COMMERCIAL AVE 735 COMMERCIAL AVE NNE 1/4 - 1/2 (0.310 mi.) 118 458 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Database: SLIC REG 2, Date of Government Version: 09/30/2004 Global Id: SL0608169862
Facility Status: Open - Site Assessment
Facility Id: 41S0057
CITY OF SOUTH SAN FR 1 CHESTNUT AVE NW 1/4 - 1/2 (0.348 mi.) T123 473 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Global Id: T10000013692
Facility Status: Completed - Case Closed
1010 EL CAMINO REAL 1010 EL CAMINO REAL NW 1/4 - 1/2 (0.417 mi.) U126 485 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Global Id: T10000014438
Facility Status: Open - Long Term Management
MY CLEANERS 1053F EL CAMINO WNW 1/4 - 1/2 (0.439 mi.) U135 505 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Global Id: T10000003589
Facility Status: Open - Site Assessment
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SHELL OIL SFO SATELL SFO, SOUTH FRONTAGE NE 1/8 - 1/4 (0.133 mi.) H18 52 Database: SLIC REG 2, Date of Government Version: 09/30/2004

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 19
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ US STEEL FACILITY (F CROSS OYSTER POINT @ NE 1/8 - 1/4 (0.133 mi.) H19 53 Database: SLIC REG 2, Date of Government Version: 09/30/2004 Facility Id: SL20261879
BACON PROPERTY 499 RAIL AVE NE 1/8 - 1/4 (0.133 mi.) H20 53 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Database: SLIC REG 2, Date of Government Version: 09/30/2004 Global Id: SLT2O327217
Facility Status: Completed - Case Closed
Facility Id: 41S0064
HILLSIDE BOULEVARD E UNKNOWN HILLSIDE BLV NE 1/8 - 1/4 (0.133 mi.) H21 55 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Database: SLIC REG 2, Date of Government Version: 09/30/2004 Global Id: SLT2O321212
Facility Status: Completed - Case Closed
Facility Id: 41S0057
PARCELS NORTHWEST OF 781 TENNIS DRIVE NNE 1/8 - 1/4 (0.223 mi.) P102 420 Database: CPS-SLIC, Date of Government Version: 08/28/2024 Global Id: T10000002366
Facility Status: Completed - Case Closed
Lists of state and tribal registered storage tanks
UST: The Underground Storage Tank database contains registered USTs. USTs are regulated under Subtitle I of the Resource Conservation and Recovery Act (RCRA). The data come from the State Water Resources Control Board’s Hazardous Substance Storage Container Database.

A review of the UST list, as provided by EDR, has revealed that there are 5 UST sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD DISTRICT OFFI 398 B ST S 1/8 - 1/4 (0.140 mi.) J27 100 Database: UST, Date of Government Version: 08/28/2024
ORANGE AVE SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I39 129 Database: UST, Date of Government Version: 08/28/2024
Facility Id: 41--022609
AU ENERGY LLC, #8006 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I48 166 Database: UST, Date of Government Version: 08/28/2024
Facility Id: FA0050279
CAMINO PETROLEUM 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L62 192 Database: UST, Date of Government Version: 08/28/2024
Facility Id: 220125_017714
CHEVRON PRODUCTS COM 689 EL CAMINO REAL SW 1/8 - 1/4 (0.192 mi.) L80 316 Database: UST, Date of Government Version: 08/28/2024
Facility Id: 41--017714

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 20
AST: A listing of aboveground storage tank petroleum storage tank locations.

A review of the AST list, as provided by EDR, has revealed that there is 1 AST site within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ BADEN PUMP STATION 609 W ORANGE AVE SW 1/8 - 1/4 (0.209 mi.) N89 364 Database: AST, Date of Government Version: 07/06/2016
Lists of state and tribal voluntary cleanup sites
VCP: Contains low threat level properties with either confirmed or unconfirmed releases and the project proponents have request that DTSC oversee investigation and/or cleanup activities and have agreed to provide coverage for DTSC’s costs.

A review of the VCP list, as provided by EDR, and dated 10/21/2024 has revealed that there is 1 VCP site within approximately 0.5 miles of the target property.

ADDITIONAL ENVIRONMENTAL RECORDS
Local Lists of Hazardous waste / Contaminated Sites
HIST Cal-Sites: Formerly known as ASPIS, this database contains both known and potential hazardous substance sites. The source is the California Department of Toxic Substance Control. No longer updated by the state agency. It has been replaced by ENVIROSTOR.

A review of the HIST Cal-Sites list, as provided by EDR, and dated 08/08/2005 has revealed that there are 3 HIST Cal-Sites sites within approximately 1 mile of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN E 1/2 - 1 (0.851 mi.) AB152 644 REICHOLD CHEMICALS, 120 SOUTH LINDEN ESE 1/2 - 1 (0.866 mi.) 156 659 E.I. DUPONT DE NEMOU 160 SOUTH LINDEN AVE SE 1/2 - 1 (0.952 mi.) AE166 742 CERS HAZ WASTE: List of sites in the California Environmental Protection Agency (CalEPA) Regulated Site Portal which fall under the Hazardous Chemical Management, Hazardous Waste Onsite Treatment, Household Hazardous Waste Collection, Hazardous Waste Generator, and RCRA LQ HW Generator programs.

A review of the CERS HAZ WASTE list, as provided by EDR, and dated 10/15/2024 has revealed that there are 5 CERS HAZ WASTE sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD DISTRICT OFFI 398 B ST S 1/8 - 1/4 (0.140 mi.) J25 71

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 21
Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ CAMINO PETROLEUM 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L72 243 DALAND BODY SHOP 890 EL CAMINO REAL WNW 1/8 - 1/4 (0.179 mi.) K76 292 HOLIDAY CLEANERS 675 EL CAMINO REAL SW 1/8 - 1/4 (0.199 mi.) L85 322 SOUTH SAN FRANCISCO 400 B ST S 1/8 - 1/4 (0.220 mi.) O96 386 Local Lists of Registered Storage Tanks
SWEEPS UST: Statewide Environmental Evaluation and Planning System. This underground storage tank listing was updated and maintained by a company contacted by the SWRCB in the early 1990’s. The listing is no longer updated or maintained. The local agency is the contact for more information on a site on the SWEEPS list.

A review of the SWEEPS UST list, as provided by EDR, and dated 06/01/1994 has revealed that there are 5 SWEEPS UST sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSF UNIFIED SCH DIST 398 B ST S 1/8 - 1/4 (0.140 mi.) J26 99 Status: A
Tank Status: A
Comp Number: 550197
BARBARIA’S SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I47 164 Status: A
Tank Status: A
Comp Number: 550060
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K52 174 Comp Number: 550119
CHEVRON 9-5669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L63 196 Comp Number: 550051
MAZZANTI CARNATIONS 820 TENNIS DR N 1/8 - 1/4 (0.229 mi.) R105 424 Comp Number: 550132
HIST UST: Historical UST Registered Database.

A review of the HIST UST list, as provided by EDR, and dated 10/15/1990 has revealed that there are 7 HIST UST sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ KENNELLY CONSTRUCTIO 197-A SAN PEDRO RD W 0 - 1/8 (0.104 mi.) C11 37 Facility Id: 00000042042
SHANTILAL V PATEL 770 EL CAMINO REAL WSW 1/8 - 1/4 (0.138 mi.) I22 56 Facility Id: 00000059893
GARAGE 398 B ST S 1/8 - 1/4 (0.140 mi.) J28 104
Facility Id: 00000031110
GARAGE 398 B STREET S 1/8 - 1/4 (0.140 mi.) J30 106
SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I42 150 Facility Id: 00000028583
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K53 175

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 22
Facility Id: 00000010425
95669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L67 226 Facility Id: 00000062797
CA FID UST: The Facility Inventory Database contains active and inactive underground storage tank locations. The source is the State Water Resource Control Board.

A review of the CA FID UST list, as provided by EDR, and dated 10/31/1994 has revealed that there are 4 CA FID UST sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSF UNIFIED SCH DIST 398 B ST S 1/8 - 1/4 (0.140 mi.) J29 105 Facility Id: 41000988
Status: A
BARBARIA’S SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I47 164 Facility Id: 41000472
Status: A
CHEVRON STATION #566 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L66 225 Facility Id: 41000158
Status: A
MAZZANTI CARNATIONS 820 TENNIS DR N 1/8 - 1/4 (0.229 mi.) R104 424 Facility Id: 41004924
Status: A
CERS TANKS: List of sites in the California Environmental Protection Agency (CalEPA) Regulated Site Portal which fall under the Aboveground Petroleum Storage and Underground Storage Tank regulatory programs.

A review of the CERS TANKS list, as provided by EDR, and dated 10/15/2024 has revealed that there are 3 CERS TANKS sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD DISTRICT OFFI 398 B ST S 1/8 - 1/4 (0.140 mi.) J25 71 CAMINO PETROLEUM 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L65 202 SFPUC BADEN PUMP STA 609 W ORANGE AVE SW 1/8 - 1/4 (0.209 mi.) N91 365 Other Ascertainable Records
RCRA NonGen / NLR: RCRAInfo is EPA’s comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Non-Generators do not presently generate hazardous waste.

A review of the RCRA NonGen / NLR list, as provided by EDR, and dated 09/16/2024 has revealed that there are 27 RCRA NonGen / NLR sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD - LOS CERRITO 210 W ORANGE AVE SSE 0 - 1/8 (0.022 mi.) B5 20

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 23
EPA ID:: CAL000375439
TATCHA 161 B STARLITE ST WNW 0 - 1/8 (0.066 mi.) C7 26
EPA ID:: CAC002976423
CURTIS AUTOMOTIVE RE 301 B BARNEVELD AVE SSW 0 - 1/8 (0.078 mi.) D8 28 EPA ID:: CAL000477158
SOUTH SAN FRANCISCO 350 C STREET S 0 - 1/8 (0.082 mi.) E9 30 EPA ID:: CAC003146574
BARBARA BLINICK 239 A CRESCENT AVENU SW 0 - 1/8 (0.109 mi.) F12 37 EPA ID:: CAC003141991
JOSEPH ANONUEVO 317 A STREET SSW 1/8 - 1/4 (0.127 mi.) D14 42 EPA ID:: CAC003203347
317 SAN FRANCISCO 317 A ST. SSW 1/8 - 1/4 (0.127 mi.) D15 46 EPA ID:: CAR000347773
AUTO PRECISION REPAI 140 A SOUTH LINDEN A WNW 1/8 - 1/4 (0.129 mi.) G16 47 EPA ID:: CAC003147366
SOUTH SAN FRANCISCO 398 B STREET S 1/8 - 1/4 (0.140 mi.) J32 107 EPA ID:: CAC003240331
PO LING LI 744 EL CAMINO REAL WSW 1/8 - 1/4 (0.140 mi.) F34 111 EPA ID:: CAC003180545
ESD AUTO REPAIR INC 786 EL CAMINO REAL W 1/8 - 1/4 (0.143 mi.) I36 119 EPA ID:: CAL000435826
ORANGE AVE SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I40 130 EPA ID:: CAL000358143
SOUTH CITY SHELL AUT 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I44 157 EPA ID:: CAL000176456
GEORGE LEON 112 A STREET WNW 1/8 - 1/4 (0.151 mi.) G49 169 EPA ID:: CAC003067806
PREMIER CAR SERVICES 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G56 180 EPA ID:: CAC003259952
EPA ID:: CAC003203278
TH AUTO SERVICES 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G57 184 EPA ID:: CAL000348815
MOTT & ALLEN 49-A MOSS ST WNW 1/8 - 1/4 (0.172 mi.) K61 190 EPA ID:: CAD981452071
CHEVRON STATION NO 9 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L68 234 EPA ID:: CAR000121251
CAMINO PETROLEUM 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L70 237 EPA ID:: CAL000196225
DALAND BODY SHOP INC 15 FIRST ST # 17 WNW 1/8 - 1/4 (0.177 mi.) K73 267 EPA ID:: CAL000388358
LUCAS AND COMPANY 54 A BEAUMONT AVE WNW 1/8 - 1/4 (0.184 mi.) K77 311 EPA ID:: CAC003180892
ALL TRANSMISSION 66 A ST WNW 1/8 - 1/4 (0.186 mi.) K78 313 EPA ID:: CAL000343374
HOLIDAY CLEANERS 675 EL CAMINO REAL SW 1/8 - 1/4 (0.199 mi.) L86 346 EPA ID:: CAL000377366
BADEN PUMP STATION 609 W ORANGE AVE SW 1/8 - 1/4 (0.209 mi.) N92 377

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 24
EPA ID:: CAL000308577
SAN FRANCISCO HIGH 400 B STREET S 1/8 - 1/4 (0.220 mi.) O97 396 EPA ID:: CAD981989981
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ ADA CHAN 115 MULBERRY AVE ESE 1/8 - 1/4 (0.142 mi.) 35 115 EPA ID:: CAC003104591
RIGOBERTO GARCIA 620 MYRTLE AVENUE SE 1/8 - 1/4 (0.249 mi.) 111 440 EPA ID:: CAC003127891
FUDS: The Listing includes locations of Formerly Used Defense Sites Properties where the US Army Corps Of Engineers is actively working or will take necessary cleanup actions.

A review of the FUDS list, as provided by EDR, and dated 10/01/2024 has revealed that there is 1 FUDS site within approximately 1 mile of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ CAMP TANFORAN SSE 1/2 - 1 (0.926 mi.) AD160 704
FINDS: The Facility Index System contains both facility information and "pointers" to other sources of information that contain more detail. These include: RCRIS; Permit Compliance System (PCS); Aerometric Information Retrieval System (AIRS); FATES (FIFRA [Federal Insecticide Fungicide Rodenticide Act] and TSCA Enforcement System, FTTS [FIFRA/TSCA Tracking System]; CERCLIS; DOCKET (Enforcement Docket used to manage and track information on civil judicial enforcement cases for all environmental statutes); Federal Underground Injection Control (FURS); Federal Reporting Data System (FRDS); Surface Impoundments (SIA); TSCA Chemicals in Commerce Information System (CICS); PADS; RCRA-J (medical waste transporters/disposers); TRIS; and TSCA. The source of this database is the U.S. EPA/NTIS.

A review of the FINDS list, as provided by EDR, and dated 08/13/2024 has revealed that there is 1 FINDS site within approximately 0.001 miles of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ BART ORANGE AVENUE V 197 W ORANGE AVE 0 - 1/8 (0.000 mi.) A4 20 Registry ID:: 110064891951
PFAS RCRA MANIFEST: To work around the lack of PFAS waste codes in the RCRA database, EPA developed the PFAS Transfers dataset by mining e-Manifest records containing at least one of these common PFAS keywords: PFAS, PFOA, PFOS, PERFL, AFFF, GENX, GEN-X (plus the VT waste codes). These keywords were searched for in the following text fields: Manifest handling instructions (MANIFEST_HANDLING_INSTR), Non-hazardous waste description (NON_HAZ_WASTE_DESCRIPTION), DOT printed information (DOT_PRINTED_INFORMATION), Waste line handling instructions (WASTE_LINE_HANDLING_INSTR), Waste residue comments (WASTE_RESIDUE_COMMENTS).

A review of the PFAS RCRA MANIFEST list, as provided by EDR, and dated 12/30/2024 has revealed that there is 1 PFAS RCRA MANIFEST site within approximately 0.25 miles of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ GLOBAL BLOOD THERAPE ENE 1/8 - 1/4 (0.203 mi.) 87 348

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 25
UST FINDER RELEASE: US EPA’s UST Finder data is a national composite of leaking underground storage tanks.

This data contains information about, and locations of, leaking underground storage tanks. Data was collected from state sources and standardized into a national profile by EPA’s Office of Underground Storage Tanks, Office of Research and Development, and the Association of State and Territorial Solid Waste Management Officials.

A review of the UST FINDER RELEASE list, as provided by EDR, and dated 06/08/2023 has revealed that there are 17 UST FINDER RELEASE sites within approximately 0.5 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I46 163 STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K51 173 CHEVRON 9-5669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L64 201 CHEVRON 9-0248 687 EL CAMINO REAL SW 1/8 - 1/4 (0.193 mi.) L81 317 S.S.F. HIGH SCHOOL 400 B S 1/8 - 1/4 (0.220 mi.) O95 385 CHEVRON, FORMER STAN 972 EL CAMINO REAL WNW 1/8 - 1/4 (0.243 mi.) Q107 425 RON PRICE MOTORS 1 CHESTNUT NW 1/4 - 1/2 (0.348 mi.) T125 485 WEST ORANGE LIBRARY 840 WEST ORANGE AVEN W 1/4 - 1/2 (0.426 mi.) V128 489 FINLEY CONSTRUCTION 125 CHESTNUT NNW 1/4 - 1/2 (0.440 mi.) Y136 512 Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ CITY OF SSF CORP YAR 736 TENNIS DR NE 1/4 - 1/2 (0.261 mi.) S112 444 GUY F. ATKINSON CO. 10 WEST ORANGE AVENU NE 1/4 - 1/2 (0.277 mi.) S117 457 ACUTEC AUTOS 45 CHESTNUT AVENUE NW 1/4 - 1/2 (0.345 mi.) T122 472 SOUTH CITY DODGE 393 EL CAMINO REAL S 1/4 - 1/2 (0.438 mi.) X133 501 KLIX CORP. 551 RAILROAD ENE 1/4 - 1/2 (0.455 mi.) W138 517 OROWEAT 264 SOUTH SPRUCE AVE SE 1/4 - 1/2 (0.481 mi.) Z140 536 SPRUCE CAR WASH 246 SOUTH SPRUCE AVE SE 1/4 - 1/2 (0.485 mi.) Z143 547 KPR PROPERTIES 118 SOUTH SPRUCE AVE E 1/4 - 1/2 (0.493 mi.) AA148 590 UST FINDER: EPA developed UST Finder, a web map application containing a comprehensive, state-sourced national map of underground storage tank (UST) and leaking UST (LUST) data. It provides the attributes and locations of active and closed USTs, UST facilities, and LUST sites from states and from Tribal lands and US territories . UST Finder contains information about proximity of UST facilities and LUST sites to: surface and groundwater public drinking water protection areas; estimated number of private domestic wells and number of people living nearby; and flooding and wildfires.

A review of the UST FINDER list, as provided by EDR, and dated 06/08/2023 has revealed that there are 3 UST FINDER sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD DISTRICT OFFI 398 B ST S 1/8 - 1/4 (0.140 mi.) J24 70 SOUTH CITY AUTO SERV 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I43 156 CAMINO PETROLEUM 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L71 242 E MANIFEST: EPA established a national system for tracking hazardous waste shipments electronically.

This system, known as ?e-Manifest,? will modernize the nation?s cradle-to-grave hazardous waste tracking process while saving valuable time, resources, and dollars for industry and states.

A review of the E MANIFEST list, as provided by EDR, and dated 09/16/2024 has revealed that there are 18 E MANIFEST sites within approximately 0.25 miles of the target property.

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 26
Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD - LOS CERRITO 210 W ORANGE AVE SSE 0 - 1/8 (0.022 mi.) B5 20 SOUTH SAN FRANCISCO 350 C STREET S 0 - 1/8 (0.082 mi.) E9 30 BARBARA BLINICK 239 A CRESCENT AVENU SW 0 - 1/8 (0.109 mi.) F12 37 JOSEPH ANONUEVO 317 A STREET SSW 1/8 - 1/4 (0.127 mi.) D14 42 S SAN FRAN UNIFIED S 398 B ST S 1/8 - 1/4 (0.140 mi.) J23 57 SOUTH SAN FRANCISCO 398 B STREET S 1/8 - 1/4 (0.140 mi.) J32 107 PO LING LI 744 EL CAMINO REAL WSW 1/8 - 1/4 (0.140 mi.) F34 111 ESD AUTO REPAIR INC 786 EL CAMINO REAL W 1/8 - 1/4 (0.143 mi.) I36 119 ORANGE AVE SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I40 130 SOUTH CITY SHELL AUT 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I44 157 GEORGE LEON 112 A STREET WNW 1/8 - 1/4 (0.151 mi.) G49 169 PREMIER CAR SERVICES 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G56 180 CAMINO PETROLEUM 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L70 237 DALAND BODY SHOP INC 890 EL CAMINO REAL WNW 1/8 - 1/4 (0.179 mi.) K75 270 SAN FRANCISCO HIGH 400 B STREET S 1/8 - 1/4 (0.220 mi.) O97 396 SFPUC SOUTHWOOD DRIV 608 SOUTHWOOD DRIVE W 1/8 - 1/4 (0.222 mi.) M99 414 Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ ADA CHAN 115 MULBERRY AVE ESE 1/8 - 1/4 (0.142 mi.) 35 115 RIGOBERTO GARCIA 620 MYRTLE AVENUE SE 1/8 - 1/4 (0.249 mi.) 111 440 CA BOND EXP. PLAN: Department of Health Services developed a site-specific expenditure plan as the basis for an appropriation of Hazardous Substance Cleanup Bond Act funds. It is not updated.

A review of the CA BOND EXP. PLAN list, as provided by EDR, and dated 01/01/1989 has revealed that there is 1 CA BOND EXP. PLAN site within approximately 1 mile of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SUN CHEMICAL CORPORA 20 SOUTH LINDEN AVEN E 1/2 - 1 (0.851 mi.) AB154 657 Hazardous Materials Business Plan, Hazardous Waste Generator, Underground Storage tanks A review of the San Mateo Co. BI list, as provided by EDR, and dated 02/20/2020 has revealed that there are 27 San Mateo Co. BI sites within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSFUSD DISTRICT OFFI 398 B S 1/8 - 1/4 (0.140 mi.) J31 106 Facility Id: FA0013350
VERIZON WIRELESS EL 398 B. ST S 1/8 - 1/4 (0.140 mi.) J33 111 Facility Id: FA0027619
SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I38 126 Facility Id: FA0024009
Facility Id: FA0017721
SOUTH CITY SHELL AUT 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I41 137 Facility Id: FA0050279
AU ENERGY, LLC #8006 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I45 163 Facility Id: FA0010865
GREG LEONARDS GARAGE 107 1ST WNW 1/8 - 1/4 (0.161 mi.) K50 173

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 27
Facility Id: FA0027996
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K52 174 Facility Id: FA0017773
A 1 CONVERTER 101 1ST WNW 1/8 - 1/4 (0.165 mi.) K54 179 Facility Id: FA0016561
ESD AUTO REPAIRS INC 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G55 179 Facility Id: FA0062970
WEST COAST AUTO SERV 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G59 189 Facility Id: FA0064050
JIM GRIFFIN & SON BR 872 EL CAMINO REAL WNW 1/8 - 1/4 (0.168 mi.) G60 189 Facility Id: FA0017840
Facility Id: FA0045324
CHEVRON 9-5669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L63 196 Facility Id: FA0017714
DALAND BODY SHOP INC 15-17 FIRST WNW 1/8 - 1/4 (0.177 mi.) K74 269 Facility Id: FA0053957
DALAND BODY SHOP INC 890 EL CAMINO REAL WNW 1/8 - 1/4 (0.179 mi.) K75 270 Facility Id: FA0017814
ALL TRANSMISSIONS 66 A WNW 1/8 - 1/4 (0.186 mi.) K79 315 Facility Id: FA0002692
Facility Id: FA0040490
GARDEN CHAPEL FUNERA 885 EL CAMINO REAL W 1/8 - 1/4 (0.195 mi.) M84 322 Facility Id: FA0044990
HOLIDAY CLEANERS 675 EL CAMINO REAL SW 1/8 - 1/4 (0.199 mi.) L85 322 Facility Id: FA0024558
Facility Id: FA0046457
CAMINO DENTAL CARE 663 EL CAMINO REAL SW 1/8 - 1/4 (0.205 mi.) L88 349 Facility Id: FA0046049
BADEN PUMP STATION 609 ORANGE SW 1/8 - 1/4 (0.209 mi.) N90 364 Facility Id: FA0025366
7-ELEVEN INC. STORE 635 EL CAMINO REAL SSW 1/8 - 1/4 (0.220 mi.) L93 379 Facility Id: FA0055314
S.S.F. HIGH SCHOOL 400 B S 1/8 - 1/4 (0.220 mi.) O98 411 Facility Id: FA0022944
SFPUC SOUTHWOOD DR W 608 SOUTHWOOD W 1/8 - 1/4 (0.222 mi.) M100 419 Facility Id: FA0064505
HANKS RENTALS 932 EL CAMINO REAL WNW 1/8 - 1/4 (0.226 mi.) Q103 422 Facility Id: FA0037239
MAZZANTI CARNATIONS 820 TENNIS N 1/8 - 1/4 (0.229 mi.) R106 425 Facility Id: FA0017785
Facility Id: FA0027162
BURGER KING 972 EL CAMINO REAL WNW 1/8 - 1/4 (0.243 mi.) Q109 434 Facility Id: FA0065658
WESTBOROUGH DIALYSIS 925 EL CAMINO REAL WNW 1/8 - 1/4 (0.245 mi.) Q110 440 Facility Id: FA0045183
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SSF PARK CORP YARD 781 TENNIS NNE 1/8 - 1/4 (0.223 mi.) P101 420

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 28
Facility Id: FA0011702
Cortese: The sites for the list are designated by the State Water Resource Control Board (LUST), the Integrated Waste Board (SWF/LS), and the Department of Toxic Substances Control (Cal-Sites).

A review of the Cortese list, as provided by EDR, and dated 09/16/2024 has revealed that there are 17 Cortese sites within approximately 0.5 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SHELL 710 EL CAMINO REAL WSW 1/8 - 1/4 (0.151 mi.) I42 150 Cleanup Status: COMPLETED - CASE CLOSED
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K53 175 Cleanup Status: COMPLETED - CASE CLOSED
95669 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L67 226 Cleanup Status: COMPLETED - CASE CLOSED
CHEVRON 9-0248 687 EL CAMINO REAL SW 1/8 - 1/4 (0.193 mi.) L82 318 Cleanup Status: COMPLETED - CASE CLOSED
SOUTH SAN FRANCISCO 400 B ST S 1/8 - 1/4 (0.220 mi.) O94 379 Cleanup Status: COMPLETED - CASE CLOSED
CHEVRON, FORMER STAN 972 EL CAMINO REAL WNW 1/8 - 1/4 (0.243 mi.) Q108 426 Cleanup Status: COMPLETED - CASE CLOSED
RON PRICE MOTORS 1 CHESTNUT NW 1/4 - 1/2 (0.348 mi.) T124 480 Cleanup Status: COMPLETED - CASE CLOSED
WEST ORANGE LIBRARY 840 WEST ORANGE AVEN W 1/4 - 1/2 (0.426 mi.) V127 486 Cleanup Status: COMPLETED - CASE CLOSED
FINLEY CONSTRUCTION 125 CHESTNUT NNW 1/4 - 1/2 (0.440 mi.) Y137 513 Cleanup Status: COMPLETED - CASE CLOSED
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ CITY OF SSF CORP YAR 736 TENNIS DR NE 1/4 - 1/2 (0.261 mi.) S113 445 Cleanup Status: COMPLETED - CASE CLOSED
GUY F. ATKINSON CO. 10 ORANGE NE 1/4 - 1/2 (0.277 mi.) S116 453 Cleanup Status: COMPLETED - CASE CLOSED
ACUTEC AUTOS 45 CHESTNUT AVENUE NW 1/4 - 1/2 (0.345 mi.) T121 468 Cleanup Status: COMPLETED - CASE CLOSED
KLIX CORP. 551 RAILROAD ENE 1/4 - 1/2 (0.433 mi.) W131 493 Cleanup Status: COMPLETED - CASE CLOSED
SOUTH CITY DODGE 393 EL CAMINO REAL S 1/4 - 1/2 (0.438 mi.) X132 498 Cleanup Status: COMPLETED - CASE CLOSED
OROWHEAT BAKERIES 264 S SPRUCE AVE SE 1/4 - 1/2 (0.481 mi.) Z139 518 Cleanup Status: COMPLETED - CASE CLOSED
SPRUCE CAR WASH 246 SOUTH SPRUCE AVE SE 1/4 - 1/2 (0.485 mi.) Z144 547 Cleanup Status: COMPLETED - CASE CLOSED
KPR PROPERTIES 118 SOUTH SPRUCE AVE E 1/4 - 1/2 (0.493 mi.) AA146 571 Cleanup Status: COMPLETED - CASE CLOSED

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 29
DRYCLEANERS: A list of drycleaner related facilities that have EPA ID numbers. These are facilities with certain SIC codes: power laundries, family and commercial; garment pressing and cleaners’ agents; linen supply; coin-operated laundries and cleaning; drycleaning plants except rugs; carpet and upholster cleaning; industrial launderers; laundry and garment services.

A review of the DRYCLEANERS list, as provided by EDR, has revealed that there is 1 DRYCLEANERS site within approximately 0.25 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ HOLIDAY CLEANERS 675 EL CAMINO REAL SW 1/8 - 1/4 (0.199 mi.) L85 322 Database: DRYCLEAN BAY AREA, Date of Government Version: 02/20/2019 Database: DRYCLEANERS, Date of Government Version: 08/28/2024 EPA Id: CAL000377366
HIST CORTESE: The sites for the list are designated by the State Water Resource Control Board [LUST], the Integrated Waste Board [SWF/LS], and the Department of Toxic Substances Control [CALSITES]. This listing is no longer updated by the state agency.

A review of the HIST CORTESE list, as provided by EDR, and dated 04/01/2001 has revealed that there are 14 HIST CORTESE sites within approximately 0.5 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ SHELL OIL CO 710 EL CAMINO WSW 1/8 - 1/4 (0.151 mi.) I37 123 Reg Id: 41-0514
STAN THE ROOF MAN 103 1ST WNW 1/8 - 1/4 (0.162 mi.) K53 175 Reg Id: 41-0736
CHEVRON 698 EL CAMINO REAL SW 1/8 - 1/4 (0.176 mi.) L69 237 Reg Id: 41-0153
CHEVRON 9-0248 687 EL CAMINO REAL SW 1/8 - 1/4 (0.193 mi.) L82 318 Reg Id: 41-0152
SOUTH SAN FRANCISCO 400 B ST S 1/8 - 1/4 (0.220 mi.) O94 379 Reg Id: 41-0532
RON PRICE MOTORS 1 CHESTNUT NW 1/4 - 1/2 (0.348 mi.) T124 480 Reg Id: 41-0453
FINLEY CONSTRUCTION 125 CHESTNUT NNW 1/4 - 1/2 (0.440 mi.) Y137 513 Reg Id: 41-0226
Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ CITY OF SSF CORP YAR 736 TENNIS DR NE 1/4 - 1/2 (0.261 mi.) S113 445 Reg Id: 41-0626
GUY F ATKINSON COMPA 10 ORANGE NE 1/4 - 1/2 (0.321 mi.) 120 468 Reg Id: 41-0741
ACUTEC AUTOS 45 CHESTNUT AVENUE NW 1/4 - 1/2 (0.345 mi.) T121 468 Reg Id: 41-0007
KLIX CORP. 551 RAILROAD ENE 1/4 - 1/2 (0.433 mi.) W131 493 Reg Id: 41-0792
SOUTH CITY DODGE 393 EL CAMINO REAL S 1/4 - 1/2 (0.438 mi.) X132 498 Reg Id: 41-0528
VILLAGE LINCOLN MERC 393 EL CAMINO REAL S 1/4 - 1/2 (0.438 mi.) X134 502

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 30
Reg Id: 41-0722
OROWEAT FOODS COMPAN 264 S SPRUCE AVE SE 1/4 - 1/2 (0.481 mi.) Z141 537 Reg Id: 41-0997
Reg Id: 2483
HWP: Detailed information on permitted hazardous waste facilities and corrective action ("cleanups") tracked in EnviroStor.

A review of the HWP list, as provided by EDR, and dated 08/12/2024 has revealed that there are 2 HWP sites within approximately 1 mile of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ MERRY X RAY CHEMICAL 131 S MAPLE AVE UNIT ESE 1/2 - 1 (0.730 mi.) 150 608 EPA ID: CAL000051065
Cleanup Status: CLOSED
WEST COAST AUTOMOTIV 160 S LINDEN AVE SE 1/2 - 1 (0.952 mi.) AE165 739 EPA ID: CAD009206855
Cleanup Status: CLOSED
Notify 65: Listings of all Proposition 65 incidents reported to counties by the State Water Resources Control Board and the Regional Water Quality Control Board. This database is no longer updated by the reporting agency.

A review of the Notify 65 list, as provided by EDR, and dated 09/05/2024 has revealed that there is 1 Notify 65 site within approximately 1 mile of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ GELCO TRUCK LEASING 1395 LOWRIE AVENUE ESE 1/2 - 1 (0.939 mi.) 163 722 CERS: The CalEPA Regulated Site Portal database combines data about environmentally regulated sites and facilities in California into a single database. It combines data from a variety of state and federal databases, and provides an overview of regulated activities across the spectrum of environmental programs for any given location in California. These activities include hazardous materials and waste, state and federal cleanups, impacted ground and surface waters, and toxic materials A review of the CERS list, as provided by EDR, and dated 10/15/2024 has revealed that there is 1 CERS site within approximately 0.001 miles of the target property.

Lower Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ BART ORANGE AVENUE V 197 W ORANGE AVE 0 - 1/8 (0.000 mi.) A3 11

EDR HIGH RISK HISTORICAL RECORDS
EDR Exclusive Records

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 31
EDR Hist Auto: EDR has searched selected national collections of business directories and has collected listings of potential gas station/filling station/service station sites that were available to EDR researchers. EDR’s review was limited to those categories of sources that might, in EDR’s opinion, include gas station/filling station/service station establishments. The categories reviewed included, but were not limited to gas, gas station, gasoline station, filling station, auto, automobile repair, auto service station, service station, etc. This database falls within a category of information EDR classifies as "High Risk Historical Records", or HRHR. EDR’s HRHR effort presents unique and sometimes proprietary data about past sites and operations that typically create environmental concerns, but may not show up in current government records searches.

A review of the EDR Hist Auto list, as provided by EDR, has revealed that there is 1 EDR Hist Auto site within approximately 0.125 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ CAMOEE LES SHELL SER 289 C 3RD ST S 0 - 1/8 (0.044 mi.) B6 25 EDR Hist Cleaner: EDR has searched selected national collections of business directories and has collected listings of potential dry cleaner sites that were available to EDR researchers. EDR’s review was limited to those categories of sources that might, in EDR’s opinion, include dry cleaning establishments. The categories reviewed included, but were not limited to dry cleaners, cleaners, laundry, laundromat, cleaning/laundry, wash & dry etc. This database falls within a category of information EDR classifies as "High Risk Historical Records", or HRHR. EDR’s HRHR effort presents unique and sometimes proprietary data about past sites and operations that typically create environmental concerns, but may not show up in current government records searches.

A review of the EDR Hist Cleaner list, as provided by EDR, has revealed that there is 1 EDR Hist Cleaner site within approximately 0.125 miles of the target property.

Equal/Higher Elevation Address Direction / Distance Map ID Page ____________________ ________ ___________________ _____ _____ A RAINBOW CLEANERS & 490 CO HAYES ST S 0 - 1/8 (0.111 mi.) E13 41

EXECUTIVE SUMMARY
TC7887627.2s EXECUTIVE SUMMARY 32
Due to poor or inadequate address information, the following sites were not mapped. Count: 4 records.

Site Name Database(s)
____________ ____________

FAA LUST, HIST CORTESE
ROD MC LELLAN CO. SWF/LF
O‘BRIAN CORP SITE SWF/LF

SOUTH SAN FRANCISCO RECYCLING CENT ENVIROSTOR
EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc. 0 3 2 0
5 6 5 0 2 0 4 8 0 4 4 0 4 4 0
4 0 0
4 0 0
3 6 0
3 6 0
2 0 0
3 2 0
3 2 0
2 8 0
2 8 0
2 8 0
2 4 0
2 4 0
2 4 0
2 0 0
2 0 0
2 0 0
2 4 0
2 4 0
2 0 0 2 0 0
2 0 0
2 0 0
5 6 0
2 0 0
5 2 0
5 2 0
4 8 0
3 6 0
2 8 0
2 4 0
2 0 0
2 0 0
1 6 0
1 6 0
1 6 0
1 6 0
1 6 0
1 6 0
1 6 0
1 2 0
1 2 0
1 2 0
1 2 0
2 0
1 2 0
1 2 0 1 2 0
1 2 0
8 0
8 0
8 0
8 0
8 0
8 0
8 0
8 0
8 0
8 0
8 0
4 0
4 0
4 0
4 0
40 40
EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc.EDR Inc. 80 40
40 Photographs of the Subject Property & Vicinity
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Photo Plate No. 1
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
Boys and Girls Club of the Peninsula
(APN #s 093-331-110 & 093-331-150)
AST File No. 25273-PHA l Date: February 2025
North of the Property, Showing the Property
and Storm Drain west side of the Property 3
View West - Showing Subject Property,
Memorial Drive to the East of the Subject
Property
1 View North - Subject Property2 View West - Subject Property, Building and Parking Lot
4 View West- Showing the Good News Chapel,
and W. Orange Avenue 7 Photograph taken from South Showing the Subject Property
5 West Side of the Property - Showing the Property
and Part of Good News Chapel on the West 6
BART Orange Avenue Pump Station- Located
to the South East of the Subject Property.
8 Photographs of the Subject Property & Vicinity
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Photo Plate No. 2
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
Boys and Girls Club of the Peninsula
(APN #s 093-331-110 & 093-331-150)
AST File No. 25273-ESA Date: February 2025
Photographs of the Subject Property & Vicinity
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Photo Plate No. 3
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
Boys and Girls Club of the Peninsula
(APN #s 093-331-110 & 093-331-150)
AST File No. 25273-ESA Date: Februry 2025
Parking Lots (Subject Property) and Orange
Memorial Park on the East of the Subject
Property
11 Orange Memorial Park to the East of the Subject
Property
9 View South - Showing W. Orange Avenue and
Los Cerritos Elementary School on the South 10 Subject Property Utility Enclosure Located on the West Side of the Property 12 Photographs of the Subject Property & Vicinity
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Photo Plate No. 4
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
Boys and Girls Club of the Peninsula
(APN #s 093-331-110 & 093-331-150)
AST File No. 25273-ESA Date: February 2025
Photograph of Gymnasium at the
Subject Property
15 High Voltage Plant Located offsite to the northeast of the subject property
13 PGE Underground Access Manhole Located in the
Parking Lot, East of the Buildings 14 Cacth Basin on the Subject Property 16 Photographs of the Subject Property & Vicinity
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Photo Plate No. 5
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
Boys and Girls Club of the Peninsula
(APN #s 093-331-110 & 093-331-150)
AST File No. 25273-PHA l Date: February 2025
Corridor to Class Rooms and Gym
19 Bathroom -Floor Covering (Tiles)
17 One and Five Gallon Can of Paints In
Storage Area 18
Materials Stored in the Garage
20 Storage Area
23 Typical Classrooms
21 Entrance Area
22 Electrical Line (230 KV) Running Along East of
the Existing Building
24 Photographs of the Subject Property & Vicinity
343 So. Baywood Avenue | San Jose, California 201 W. Orange Avenue | South San Francisco, California Photo Plate No. 6
Advance Soil Technology, Inc.

Geological , Geotechnical, Environmental
Consulting & Construction Services

PHASE I ESA
Boys and Girls Club of the Peninsula
(APN #s 093-331-110 & 093-331-150)
AST File No. 25273-ESA Date: Februry 2025
Memorial Park SportsField
27 Configuration of the Existing Building
25 Typical Household Cleaning Chemicals
26 Sanitary Sewer Manhole
28 PHASE I ESA| An Existing Boys & Girls Club of the Peninsula 201 W. Orange Avenue | South San Francisco, California
AST Project No. 25273-ESA
APPENDIX “F”
 RESUMES OF KEY PERSONNEL

Inc. Geotechnical | Environmental | Consulting Engineers | Construction Services Position in the Firm: Principal
Total Years of Experience: 43 years
Education:

B.S. Civil Engineering | Oregon State University
M.S. Civil Engineering | San Jose State University
APNGA - Certificate of Achievement (Radiation Safety Officer) Professional Affiliations:
 American Society of Civil Engineers
 Geotechnical Engineers of Northern California
 Structural Engineers Association of Northern California Professional Registrations:
 Professional Engineer, State of California
 Registered Environmental Assessor, State of California  California Contractors License A&B | General Engineering & Building  California Contractors License Hazardous Substances Removal & Remediation Areas of Expertise | Professional Qualifications:
 Geological | Geotechnical Investigations
 Deep Foundations Analysis in weak soils
 Earthquake | Seismic Risk Evaluation
 Site Specific Response Spectra
 Forensic Investigation
 Liquefaction Study
 Slope Stability
Mr. Kassai is a founder of AST (Advance Soil Technology) Inc. For the past 42 years he has provided services in the field of Geotechnical | Environmental for commercial, Industrial, Schools, and Residential Developments in the Bay Area. Mr. Kassai has received extensive formal trainings and education and with his seasoned background and professional certifications and years of industry experience providing diversified geotechnical and environmental service/solutions for a wide variety of projects since 1974. His ability to effectively communicate with clients, regulatory agencies, and contractors during all phases of projects has resulted in many long-standing client relationships within the private and public sectors.

Experience:
1988 - Present Geotechnical Engineer | Advance Soil Technology, Inc. 2005 - 2006 Visiting Professor Soil Mechanics | San Jose State University, California 1979 - 1988 Vice President | United Soil Engineering Inc. 1974 - 1975 Concrete Laboratory | Portland State University Alex A. Kassai
Vice President | Principal
Manager Testing Services
Technical Director | Director of Operations

Inc. Geotechnical | Environmental | Consulting Engineers | Construction Services Position in the Firm: Project Engineer | Project Manager Total Years of Experience: 26 years

Education:

M.S. in Toxicology & Environmental Engineering | University of California Santa Cruz M.S. in Structural & Geotechnical Engineering | San Jose State University B.S. in Civil | Structural Engineering | Osmania University | San Jose state University APNGA – Certificate of Completion (Annual Refresher)
Professional Affiliations:
 American Society of Civil Engineers
 Geotechnical Engineers of Northern California
 Structural Engineers Association of Northern California Key Qualifications:

Mr. Mirza is experienced in providing consulting on civil, geotechnical and environmental engineering projects. Projects mostly include geological & geotechnical field investigations, foundation analyses, recommendations, reports, pavement designs, plan reviews and coordination with the civil, structural and other disciplines in ensuring that the geotechnical requirements are incorporated into the design process and are reflected on the plans and specifications, prior to final approval. He also ensures that the established geotechnical and geological recommendations are incorporated during the construction phase and provides construction observation and testing to assure compliance to quality control and quality assurance. He also provides clients/owners/developers assistance in successful completion of the projects. Environmental projects included Phase I and Phase II investigations with soil and groundwater cleanups, assessment of the plumes, assisting in environmental audits, coordination with the regulatory agencies and project management.

Experience Highlights:
 Project Design Engineer | Coleman Highline, Verizon Telecommunications Buildings, CA  Project Design Engineer | Coleman Highline, Roku Buildings, CA  Project Design Engineer | Carlysle | 22-story Mixed-use Residential Development, CA  Project Design Engineer | Coleman Highline, Commercial & Retail Development, CA  Project Design Engineer | Skyline College Theater Building B1, San Bruno, CA  Project Design Engineer | Santa Clara University Law School Building, CA  Project Design Engineer | Skyline College Building B1N, B12N & Kinesiology, CA  Project Design Engineer | Canada College Building B1N (Kinesiology), CA  Project Design Engineer | Outlets in Gilroy, Gilroy, CA  Project Design Engineer | Old Town Los Gatos, Los Gatos, CA  Project Design Engineer | McCarthy Ranch & Milpitas Square, Milpitas, Ca  Project Design Engineer | Relocation Ford Creek, Milpitas, CA  Project Design Engineer | Community Housing Developers Residential Towers, CA  Project Design Engineer | Livingston Towers (22)-Story Residential Tower, CA  Project Design Engineer | industrial infrastructure Berkeley Farms including (120)-feet high tank farm for the storage of the products, CA
 Project Design Engineer | Redwood City Technology Station with (3)-story below grade parking garage structure, CA
Al Mirza
Project Engineer | Technical Manager
BGCP Orange Park Clubhouse Project - CEQA Analysis
Appendix D
Boys and Girls Clubs of the Peninsula at 201 W. Orange Avenue Historic Resource Evaluation Preservation Architecture, February 18, 2024)
1315 Walnut St., Berkeley, CA 94709
510 418 0285 [email protected]
February 18, 2025
Boys’ and Girls’ Club (BGC)
201 W. Orange Ave., South San Francisco
Historic Resource Evaluation
The purpose of the current effort is to evaluate the built resource at 201 W. Orange Ave. and to specifically determine whether there is or is not historic resource potential for project planning purposes under the California Environmental Quality Act (CEQA). As per CEQA, such a determination is based on the historical criteria of the California Register of Historical Resources.

This effort has been prepared on the bases of site visits, City of South San Francisco permit research, San Mateo County records, along with applicable historical and historic architectural research, including historical newspapers, maps and directories.

The 201 W. Orange Ave. site, with W. Orange Ave. (originally Third St.) to the east, C St. to the south and the rail right of way to the north, is owned by the City of South San Francisco (with the BGC as lessee) and is zoned for civic and recreational uses, thus the directly adjoining Orange Memorial Park and Centennial Way Trail, which recreational uses share the surrounding surface parking with the BGC (figs.1-2). The subject building site occupies a portion of elongated lot 11 and all of lot 15, the latter a block long sliver of land between lot 11 and the BART right-of-way (fig.3), the combined lots totaling some 90 feet in width (south-north).

Summary History
The subject building was developed in 1961-1962 for the Boys’ Club of South San Francisco, which organization then relocated from their previous location on Grand Avenue. Originally a boys’ club under the national Boys’ Clubs of America, since 1990, the non-profit organization has served boys and girls under the integrated Boys’ and Girls’ Clubs of America (https://www.bgca.org/about-us/ourmission-story). The SSF Boys’ Club has since been the Orange Park Clubhouse of the Boys’ and Girls’ Clubs of the Peninsula.

The subject triangular block was first surveyed and subdivided in 1891 as lot 9 of the Town of Baden, an unincorporated community then wedged into the western side of future SSF (figs.4-5).

Following SSF’s incorporation in 1908, the Town of Baden was made a subdivision and retains that label.

When first constructed, the SSF Boys’ Club stood alongside the tracks and right-of-way of the Southern Pacific Railway, its east side a narrow landscaped strip (fig.6). In the late-1990s, that surface trackway was replaced by the undergrounded Bay Area Rapid Transit extension to the SF International Airport, which opened in 2003. The extant east side parking was added when the rails were undergrounded in the 1990s, prior to which parking was at the rear of the BGC.

Summary Descriptions (figs.7-14)
Stretching along its end of the elongated site, the existing BGC building is in 3 parts. Its 2 original parts include a front (eastward) building with a mix of office, communal and recreational uses and a central part that is a high-bay gymnasium. That conjoined building, some 270 feet in length by 77 and 67 feet wide (front and rear, respectively) and with a floor area of some 16,200 square feet, was permitted in 1961 with gym revisions extending into 1962, its architect Paul D. Markling and Associates of SSF. A third and relatively small (2,400 sq.ft.) structure for storage use was appended 201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P2
to the rear of the gym in 1968. Those 2 sets of permit drawings were reviewed by the current author at the CSSF permit center, other than which there are no other permit records for this property.

Set on the west side of the curve of W. Orange Ave., the BGC site consists of a small front (east) lawn with a concrete entry path crossing its northern edge from the sidewalk to the building and continuing along the building’s east side, from where the building is accessed via several doorways, the main entry at the center of the front building’s north side. Asphalt paved parking lots fill the northern side of the site and wrap around to the rear. The buildings’ blank south side walls stand directly to the rear of a strip of adjoining properties, though the splayed south side property line leaves a shallow side setback at the front of the building.

Volumetrically, all 3 building parts are flat-roofed, the front building a squat single-story (approx. 12 ft. in height) with a deep overhang and a deep fascia covering the exterior entry path along its north side; the gym building a tall 2-story box (25 ft. in height); the rear volume a 1-1/2 story box (approx. 18 ft. high). The north sides of the 2 rearward building parts have a number of openings, including several plain doors and upper windows in the gym and a couple of receiving doors in the rear structure. Otherwise, the exterior building walls are flat and plain, the gym painted stucco with, at its upper west side wall, vertical panels, the storage building concrete block. Based on the original drawings, the north side of the gym building has been much altered, including the removal of continuous clerestory windows, a canopied area with doors and windows at the west end and corrugated metal lower wall cladding.

The front building alone has architectural treatments at its front and north side. The front is a mix of low volumes, one at the south end that projects forward into the yard, which volume is balanced at the north end of the front by a solid wall with an applied course-aggregate finish (stone or shell) in 6 vertical panels with wood battens. Between those forms are 4 slightly recessed window bays under a tall fascia with applied signage (“Boys and Girls Club”) separated by 3 equally wide piers of exposed concrete block. The window units are full height, aluminum framed, with fixed opaque panels in the lower two-thirds and a pair of windows above.

Beneath the overhang, on the east face of which are applied building numbers (“201”), the north side of the front building has a long-panelized wall of aluminum framed wall panels that are predominately solid with a few glazed units, under a deep overhang, the pair of aluminum and glass entry doors at its center. Flanking each side of the central entry doors are stacked square-faced concrete blocks, a narrower section to the left (east) where there is an incised granite dedication plaque at its center (“Dedicated by Herbert Hoover July 26, 1961”), a broader wall to the right, the concrete blocks painted with a mural that is dated 2011.

Understanding it was once more transparent and open, that is no longer the case as the building is today predominately opaque, all windows having been changed. The front originally with tall windows over small aprons, the projecting bay with 3 large units, the middle one since replaced with a solid wall, each of the other windows replaced with small units over large fixed panels. The sideward window walls were also originally continuously glazed above with small, fixed aprons below, the upper glazing since largely replaced with solid panels. So the once more open character of the design has been much altered, the architecture closed up as well as aged and dated, though it is not of course an old building. Evidently, what happens inside this building is what matters while the outside and outside spaces are unimportant.
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P3
Historic Context
The BGC’s historic context is youth recreational facilities and, more specifically, the development of clubs organized by the Boys’ Clubs of America and, since 1990, the Boys’ and Girls’ Clubs of America, under which context there are 29 locations in San Mateo County, more than 100 Boys’ and Girls’ Clubs in California and nearly 1,000 nationwide (https://bgclubsca.com), each serving their local community.

Evaluation
The BGC has not previously been evaluated for historic resource eligibility. To do so for the discretionary project planning purposes, the following evaluates the subject building using the California Register (CR) evaluation criteria, listing each criterion followed by an evaluation statement based on the details reported herein.

To be eligible for listing on the CR, a resource must be historically significant at the local, state, or national level, under one or more of the following four criteria:

1. It is associated with events that have made a significant contribution to the broad patterns of local or regional history, or the cultural heritage of California or the United States; In its development context, one directly associated event of historic interest is identifiable, the laying of the cornerstone for the new SSF Boys’ Club in July of 1961 by former U.S. President Herbert Hoover, which event was documented in news stories and which cornerstone remains on the building (figs.15-16 - though it is not in the location depicted in 1961, yet that publicity photograph may have been ceremonial or the cornerstone has since been relocated). Based on this singular historic event, the BGC meets CR criterion 1.

2. It is associated with the lives of persons important to local, California, or national history; Likewise, a person of historic importance, U.S. President Herbert Hoover, is associated with the BGC’s origins. Again, based on this singular association, the BGC meets CR criterion 2.

3. It embodies the distinctive characteristics of a type, period, region, or method of construction, or represents the work of a master, or possesses high artistic values; Under CR criterion 3, while the frontward building has a modicum of Modern architectural design, the BGC building’s Modern design and construction lack distinction, its front building modestly rather than distinctively architectural, its original character additionally altered; the original rearward gym building literally a box from which its few modest original elements have been removed; and its later rear addition, while historically age eligible (greater than 50 years old) an even more basic concrete block box. Thus, altogether, the BGC is not potentially distinctive for design or for any potentially important or unique means of construction. The building also has no artistic value (though painted murals were added to the concrete walls flanking the entry, those date to 2011 so cannot be evaluated as potentially historic – yet which is not to dismiss their present relevance or interest).

As the BGC building is typical rather than distinctive of its mid-century design and construction period while its architects – Paul D. Markling and Associates, for whom a small number of basic 201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P4
projects are identifiable1 – were at most modestly rather than exceptionally successful, and as there is no evidence of historic artistic value (again noting the murals yet which haven’t historical potential), this individual building is of no potential historic architectural importance so does not meet CR Criterion 3.

4. It has yielded, or has the potential to yield, information important to the prehistory or history of the local area, California, or the nation;
The BGC property and structure have not yielded and, beyond the content of this historical evaluation, do not appear to have the potential to yield additional prehistoric or historic information. Therefore, the subject property does not meet CR Criterion 4.

In sum, relative to this modest resource, an historic event (CR criterion 1) and historically important individual (CR criterion 2) coincided with former President Herbert Hoover having presided over the BGC’s dedication ceremony in the summer of 1961. That event and person are today in evidence in the cornerstone mounted in the block wall to the left of the north side entrance, which cornerstone was pictured at the groundbreaking ceremony with President Hoover, who was a champion of the Boys’ Clubs of America (https://hoover.blogs.archives.gov/2021/08/18/herbert-hoover-and-boysclubs-of-america).

Under the CR, to achieve historic significance, the subject resource must meet criteria and also retain its historical “integrity” by which to convey its identified basis of historic importance in the present. Again, those bases are an associated historic event and an associated historic person, both dating to the BGC’s dedication on July 16, 1961. For this purpose, the California (and National) Register identifies “integrity” under seven “aspects;” location, setting, association, feeling, design, workmanship and materials. For a resource to retain integrity, the majority of these seven aspects must be substantially intact (from National Register Bulletin #15: How to Apply the National Register Criteria for Significance, National Park Service, 1990, pp.44-48).

Relative to its cornerstone, which records the identified historic associations, historic location is intact as is historic association. Conversely, historical setting and feeling are not intact relative to the identified, focused associations as the development of the facility followed as did subsequent and substantial changes to the site, its building and surroundings. While the design and construction criterion has not been met, the BGC’s design, workmanship and materials are partly intact yet substantially changed. Altogether, again given the focused associations identified as potentially historic, only location and association are intact whereas the other 5 aspects of integrity are not.

While an historic event and person are identifiably associated with the BGC, the originally modest and since substantially altered site and building do not convey those bases of significance. Rather, a singular element – a cornerstone – does so and does so literally (though, again, the cornerstone may have been relocated from its original location). Therefore, in conclusion, the BGC does not have identifiable historic importance based on the CR evaluation criteria. 1 Under Paul D. Markling, AIA (1926-2010), in the 1962 AIA Directory, several of his firm’s projects were listed: Acme Steel Products, SSF, 1960; Beau Monde Beauty Salon, 1960; office buildings, Daley City and Santa Maria, 1960; apartments, Berkeley, 1961; and the SSF Boys’ Club, 1961. 201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P5
Signed:

Mark Hulbert
Preservation Architect & Historic Resources Consultant
attached: figs.1-16 (pp.5-12)
Fig.1 – 201 W. Orange Ave. (circled) – Location aerial (2024, Google Earth, north is up) ORANGE AVE.

GRAND AVE.

HWY. 101
ORANGE

MEMORIAL
PARK
COLMA CR. CANAL

CALTRAIN
CHESTNUT AVE.

DOWNTOWN
SSF
C ST.
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P6
Fig.2 – 201 W. Orange Ave. (highlighted) – from AP map & aerial (north at upper left) Fig.3– 201 W. Orange Ave. – Site aerial
W. ORANGE
ORANGE

MEMORIAL
PARK
AVE
.

CENTENNIAL WAY TRAIL
C ST.

HWY.82
W. ORANGE AVE.

ORANGE

MEMORIAL
PARK
C ST.
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P7
Fig.4 – 201 W. Orange Ave. (future, highlighted, approx.) – from 1890 map Fig.5 – 201 W. Orange Ave. (future, highlighted, approx.) – from 1894 South San Francisco Land & Improvement Co. map, with Baden subdivision outlined
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P8
Fig.6 – 201 W. Orange Ave. – from 1961 site plan
Fig.7 – 201 W. Orange Ave. – Front (east) and part south side (figs.7-15, MH 2025) Fig.8 – 201 W. Orange Ave. – Front (east)
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P9
Fig.9 – 201 W. Orange Ave. – Front bldg., north side
Fig.10 – 201 W. Orange Ave. – North side
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P10
Fig.11 – 201 W. Orange Ave. – North side and rear (west) Fig.12 – 201 W. Orange Ave. – Rear (west)
201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P11
Fig.13 – 201 W. Orange Ave. – North side, entry area
Fig.14 – 201 W. Orange Ave. – North side, entry wall with cornerstone 201 W. ORANGE AVE., SSF
MHPA EVAL – 021825 – P12
Fig.15 – 201 W. Orange Ave. – Cornerstone
Fig.16 – 201 W. Orange Ave. (future) – from the Salinas Californian, 27 July 1961, p15

South San Francisco City CouncilSeptember 24, 2025

South San Francisco City Council
September 24, 2025