Agenda packet, regular meeting — West Covina City Council, April 15, 2025 (part 3 of 4)

3.11. Paving (2027) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
37 / 98
Off-Road
Equipment

0.15 0.13 1.18 1.91 < 0.005 0.04 — 0.04 0.04 — 0.04 — 296 296 0.01 < 0.005 — 297 Paving — 0.03 — — — — — — — — — — — — — — — —
Onsite
truck
< 0.005 < 0.005 0.02 0.01 < 0.005 < 0.005 0.57 0.57 < 0.005 0.06 0.06 — 8.18 8.18 < 0.005 < 0.005 < 0.005 8.61 Average
Daily
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.58 0.58 < 0.005 < 0.005 — 0.58 Paving — < 0.005 — — — — — — — — — — — — — — — —
Onsite
truck
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 Annual — — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.10 0.10 < 0.005 < 0.005 — 0.10 Paving — < 0.005 — — — — — — — — — — — — — — — —
Onsite
truck
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 Offsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Worker 0.02 0.02 0.02 0.25 0.00 0.00 0.07 0.07 0.00 0.02 0.02 — 63.0 63.0 < 0.005 < 0.005 0.01 63.7 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.13 0.13 < 0.005 < 0.005 < 0.005 0.13 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 West Covina Medical Center Detailed Report, 3/4/2024
38 / 98
Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00

3.12. Paving (2027) - Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment

0.15 0.13 1.18 1.91 < 0.005 0.04 — 0.04 0.04 — 0.04 — 296 296 0.01 < 0.005 — 297 Paving — 0.03 — — — — — — — — — — — — — — — —
Onsite
truck
< 0.005 < 0.005 0.02 0.01 < 0.005 < 0.005 0.09 0.09 < 0.005 0.01 0.01 — 8.18 8.18 < 0.005 < 0.005 < 0.005 8.61 Average
Daily
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.58 0.58 < 0.005 < 0.005 — 0.58 Paving — < 0.005 — — — — — — — — — — — — — — — —
Onsite
truck
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 Annual — — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.10 0.10 < 0.005 < 0.005 — 0.10 West Covina Medical Center Detailed Report, 3/4/2024
39 / 98
Paving — < 0.005 — — — — — — — — — — — — — — — —
Onsite
truck
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 Offsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Worker 0.02 0.02 0.02 0.25 0.00 0.00 0.07 0.07 0.00 0.02 0.02 — 63.0 63.0 < 0.005 < 0.005 0.01 63.7 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.13 0.13 < 0.005 < 0.005 < 0.005 0.13 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 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 TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
40 / 98
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment

0.19 0.16 1.58 1.91 < 0.005 0.03 — 0.03 0.03 — 0.03 — 281 281 0.01 < 0.005 — 282 Architect
ural
Coatings
— 26.4 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment

0.01 0.01 0.06 0.07 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 9.90 9.90 < 0.005 < 0.005 — 9.94 Architect
ural
Coatings
— 0.93 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 0.01 0.01 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 1.64 1.64 < 0.005 < 0.005 — 1.65 Architect
ural
Coatings
— 0.17 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Offsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Worker 0.02 0.02 0.02 0.25 0.00 0.00 0.06 0.06 0.00 0.01 0.01 — 58.3 58.3 < 0.005 < 0.005 0.01 59.0 West Covina Medical Center Detailed Report, 3/4/2024
41 / 98
Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 0.01 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 2.08 2.08 < 0.005 < 0.005 < 0.005 2.11 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.35 0.35 < 0.005 < 0.005 < 0.005 0.35 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00

3.14. Architectural Coating (2026) - Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment

0.19 0.16 1.58 1.91 < 0.005 0.03 — 0.03 0.03 — 0.03 — 281 281 0.01 < 0.005 — 282 Architect
ural
Coatings
— 26.4 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
42 / 98
Off-Road
Equipment

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Offsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Worker 0.02 0.02 0.02 0.25 0.00 0.00 0.06 0.06 0.00 0.01 0.01 — 58.3 58.3 < 0.005 < 0.005 0.01 59.0 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 0.01 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 2.08 2.08 < 0.005 < 0.005 < 0.005 2.11 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.35 0.35 < 0.005 < 0.005 < 0.005 0.35 West Covina Medical Center Detailed Report, 3/4/2024
43 / 98
Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00

3.15. Architectural Coating (2027) - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment

0.18 0.15 1.55 1.90 < 0.005 0.02 — 0.02 0.02 — 0.02 — 281 281 0.01 < 0.005 — 282 Architect
ural
Coatings
— 26.4 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.55 0.55 < 0.005 < 0.005 — 0.55 Architect
ural
Coatings
— 0.05 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.09 0.09 < 0.005 < 0.005 — 0.09 West Covina Medical Center Detailed Report, 3/4/2024
44 / 98
Architect
Coatings
— 0.01 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Offsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Worker 0.02 0.02 0.02 0.23 0.00 0.00 0.06 0.06 0.00 0.01 0.01 — 57.2 57.2 < 0.005 < 0.005 < 0.005 57.9 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.11 0.11 < 0.005 < 0.005 < 0.005 0.12 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00

3.16. Architectural Coating (2027) - Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Location TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Onsite — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
45 / 98
Daily, — — — — — — — — — — — — — — — — — —
Summer
(Max)
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Off-Road
Equipment

0.18 0.15 1.55 1.90 < 0.005 0.02 — 0.02 0.02 — 0.02 — 281 281 0.01 < 0.005 — 282 Architect
ural
Coatings
— 26.4 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Off-Road
Equipment
< 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 0.09 0.09 < 0.005 < 0.005 — 0.09 Architect
ural
Coatings
— 0.01 — — — — — — — — — — — — — — — —
Onsite
truck

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Offsite — — — — — — — — — — — — — — — — — —
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
46 / 98
Daily, — — — — — — — — — — — — — — — — — —
Winter
(Max)
Worker 0.02 0.02 0.02 0.23 0.00 0.00 0.06 0.06 0.00 0.01 0.01 — 57.2 57.2 < 0.005 < 0.005 < 0.005 57.9 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Average
Daily
— — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.11 0.11 < 0.005 < 0.005 < 0.005 0.12 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Annual — — — — — — — — — — — — — — — — — —
Worker < 0.005 < 0.005 < 0.005 < 0.005 0.00 0.00 < 0.005 < 0.005 0.00 < 0.005 < 0.005 — 0.02 0.02 < 0.005 < 0.005 < 0.005 0.02 Vendor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Hauling 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00

4. Operations Emissions Details

4.1. Mobile Emissions by Land Use

4.1.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building

1.64 1.48 1.17 13.9 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,566 3,566 0.16 0.13 11.0 3,621 West Covina Medical Center Detailed Report, 3/4/2024
47 / 98
Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 1.64 1.48 1.17 13.9 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,566 3,566 0.16 0.13 11.0 3,621 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building

1.63 1.46 1.28 12.7 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,417 3,417 0.16 0.14 0.28 3,463 Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 1.63 1.46 1.28 12.7 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,417 3,417 0.16 0.14 0.28 3,463 Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building

0.30 0.26 0.24 2.39 0.01 < 0.005 0.59 0.59 < 0.005 0.15 0.15 — 572 572 0.03 0.02 0.78 581 Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.30 0.26 0.24 2.39 0.01 < 0.005 0.59 0.59 < 0.005 0.15 0.15 — 572 572 0.03 0.02 0.78 581

4.1.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building

1.64 1.48 1.17 13.9 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,566 3,566 0.16 0.13 11.0 3,621 West Covina Medical Center Detailed Report, 3/4/2024
48 / 98
Other 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Asphalt
Surfaces
Total 1.64 1.48 1.17 13.9 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,566 3,566 0.16 0.13 11.0 3,621 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building

1.63 1.46 1.28 12.7 0.03 0.02 3.28 3.31 0.02 0.83 0.85 — 3,417 3,417 0.16 0.14 0.28 3,463 Other
Asphalt
Surfaces

0.30 0.26 0.24 2.39 0.01 < 0.005 0.59 0.59 < 0.005 0.15 0.15 — 572 572 0.03 0.02 0.78 581 Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.30 0.26 0.24 2.39 0.01 < 0.005 0.59 0.59 < 0.005 0.15 0.15 — 572 572 0.03 0.02 0.78 581

4.2. Energy

4.2.1. Electricity Emissions By Land Use - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
49 / 98
Medical — — — — — — — — — — — — 710 710 0.07 0.01 — 714 Office
Building
Other
Asphalt
Surfaces
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 710 710 0.07 0.01 — 714
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — 710 710 0.07 0.01 — 714
Other
Asphalt
Surfaces
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 710 710 0.07 0.01 — 714
Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — 118 118 0.01 < 0.005 — 118
Other
Asphalt
Surfaces
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 118 118 0.01 < 0.005 — 118

4.2.2. Electricity Emissions By Land Use - Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
50 / 98
Medical — — — — — — — — — — — — 710 710 0.07 0.01 — 714 Office
Building
Other
Asphalt
Surfaces
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 710 710 0.07 0.01 — 714
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — 710 710 0.07 0.01 — 714
Other
Asphalt
Surfaces
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 710 710 0.07 0.01 — 714
Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — 118 118 0.01 < 0.005 — 118
Other
Asphalt
Surfaces
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 118 118 0.01 < 0.005 — 118

4.2.3. Natural Gas Emissions By Land Use - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
51 / 98
Medical 0.03 0.02 0.29 0.24 < 0.005 0.02 — 0.02 0.02 — 0.02 — 341 341 0.03 < 0.005 — 342 Office
Building
Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.03 0.02 0.29 0.24 < 0.005 0.02 — 0.02 0.02 — 0.02 — 341 341 0.03 < 0.005 — 342 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building

0.03 0.02 0.29 0.24 < 0.005 0.02 — 0.02 0.02 — 0.02 — 341 341 0.03 < 0.005 — 342 Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.03 0.02 0.29 0.24 < 0.005 0.02 — 0.02 0.02 — 0.02 — 341 341 0.03 < 0.005 — 342 Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building

0.01 < 0.005 0.05 0.04 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 56.5 56.5 < 0.005 < 0.005 — 56.6 Other
Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.01 < 0.005 0.05 0.04 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 56.5 56.5 < 0.005 < 0.005 — 56.6

4.2.4. Natural Gas Emissions By Land Use - Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
52 / 98
Medical 0.03 0.02 0.29 0.24 < 0.005 0.02 — 0.02 0.02 — 0.02 — 341 341 0.03 < 0.005 — 342 Office
Building
Other
Asphalt
Surfaces

0.03 0.02 0.29 0.24 < 0.005 0.02 — 0.02 0.02 — 0.02 — 341 341 0.03 < 0.005 — 342 Other
Asphalt
Surfaces

0.01 < 0.005 0.05 0.04 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 56.5 56.5 < 0.005 < 0.005 — 56.6 Other
Asphalt
Surfaces

4.3. Area Emissions by Source

4.3.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Source TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e West Covina Medical Center Detailed Report, 3/4/2024
53 / 98
Daily, — — — — — — — — — — — — — — — — — —
Summer
(Max)
Consum
er
Products
— 0.90 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 0.11 — — — — — — — — — — — — — — — —
Landsca
pe
Equipme
nt

0.50 0.46 0.02 2.79 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 11.5 11.5 < 0.005 < 0.005 — 11.5 Total 0.50 1.47 0.02 2.79 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 11.5 11.5 < 0.005 < 0.005 — 11.5 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Consum
er
Products
— 0.90 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 0.11 — — — — — — — — — — — — — — — —
Total — 1.01 — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Consum
er
Products
— 0.16 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 0.02 — — — — — — — — — — — — — — — —
Landsca
pe
Equipme
nt

0.06 0.06 < 0.005 0.35 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 1.30 1.30 < 0.005 < 0.005 — 1.30 Total 0.06 0.24 < 0.005 0.35 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 1.30 1.30 < 0.005 < 0.005 — 1.30 West Covina Medical Center Detailed Report, 3/4/2024
54 / 98

4.3.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Source TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Consum
er
Products
— 0.90 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 0.11 — — — — — — — — — — — — — — — —
Landsca
pe
Equipme
nt

4.4. Water Emissions by Land Use

4.4.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8 Annual — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
56 / 98
Medical — — — — — — — — — — — 1.67 5.68 7.35 0.17 < 0.005 — 12.9 Office
Building
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 1.67 5.68 7.35 0.17 < 0.005 — 12.9

4.4.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 10.1 34.3 44.4 1.04 0.03 — 77.8 Annual — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
57 / 98
Medical — — — — — — — — — — — 1.67 5.68 7.35 0.17 < 0.005 — 12.9 Office
Building
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 1.67 5.68 7.35 0.17 < 0.005 — 12.9

4.5. Waste Emissions by Land Use

4.5.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855 West Covina Medical Center Detailed Report, 3/4/2024
58 / 98
Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 40.5 0.00 40.5 4.05 0.00 — 142
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 40.5 0.00 40.5 4.05 0.00 — 142

4.5.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 244 0.00 244 24.4 0.00 — 855 Annual — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
59 / 98
Medical
Office
Building
— — — — — — — — — — — 40.5 0.00 40.5 4.05 0.00 — 142
Other
Asphalt
Surfaces
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 40.5 0.00 40.5 4.05 0.00 — 142

4.6. Refrigerant Emissions by Land Use

4.6.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — — — — — 1.07 1.07
Total — — — — — — — — — — — — — — — — 1.07 1.07
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — — — — — 1.07 1.07
Total — — — — — — — — — — — — — — — — 1.07 1.07
Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — — — — — 0.18 0.18
Total — — — — — — — — — — — — — — — — 0.18 0.18
West Covina Medical Center Detailed Report, 3/4/2024
60 / 98

4.6.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — — — — — 1.07 1.07
Total — — — — — — — — — — — — — — — — 1.07 1.07
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — — — — — 1.07 1.07
Total — — — — — — — — — — — — — — — — 1.07 1.07
Annual — — — — — — — — — — — — — — — — — —
Medical
Office
Building
— — — — — — — — — — — — — — — — 0.18 0.18
Total — — — — — — — — — — — — — — — — 0.18 0.18

4.7. Offroad Emissions By Equipment Type

4.7.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e West Covina Medical Center Detailed Report, 3/4/2024
61 / 98
Daily, — — — — — — — — — — — — — — — — — —
Summer
(Max)
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.7.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.8. Stationary Emissions By Equipment Type

4.8.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) West Covina Medical Center Detailed Report, 3/4/2024
62 / 98
Equipme
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.8.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.9. User Defined Emissions By Equipment Type
West Covina Medical Center Detailed Report, 3/4/2024
63 / 98

4.9.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.9.2. Mitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
64 / 98

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) Vegetatio
n
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e 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
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
65 / 98

4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Species TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.64 0.64 — — — 0.64 Buddhist
Pine
(Podocarpus)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.59 0.59 — — — 0.59 Carrotwo
od(Cupa
niopsis
anacardi
oides)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.17 0.17 — — — 0.17 Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 2.48 2.48 — — — 2.48 Mexican
fan
palm(Washingtonia
robusta)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.34 0.34 — — — 0.34 Red
frangipani
(Plumeria)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.04 0.04 — — — 0.04 Subtotal — < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 4.26 4.26 — — — 4.26 Sequest
ered
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
66 / 98
Weeping———————————— 3.14 3.14——— 3.14
Fig
(Ficus
benjamina)
Buddhist
Pine
(Podocarpus) —
——————————— 0.80 0.80——— 0.80
Carrotwo
od(Cupa
niopsis
anacardi
oides)
———————————— 0.27 0.27——— 0.27
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
———————————— 8.16 8.16——— 8.16
Mexican
fan
palm(Washingtonia
robusta)
———————————— 0.80 0.80——— 0.80
Red
frangipani
(Plumeria)
———————————— 0.21 0.21——— 0.21
Subtotal———————————— 13.4 13.4——— 13.4
Remove d——————————————————
Weeping
Fig
(Ficus
benjamina)—
— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Buddhist
Pine
(Podocarpus) —
— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— West Covina Medical Center Detailed Report, 3/4/2024
67 / 98
Carrotwo — — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — od(Cupa
niopsis
anacardi
oides)
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Mexican
fan
palm(Washingtonia
robusta)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Red
frangipani
(Plumeria)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Subtotal — — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — — — — — — — — — — — — — — — — — — — —
Total — < 0.005 0.01 — < 0.005 < 0.005 < 0.005 0.01 < 0.005 < 0.005 < 0.005 — 17.6 17.6 — — — 17.6 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.64 0.64 — — — 0.64 Buddhist
Pine
(Podocarpus)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.59 0.59 — — — 0.59 Carrotwo
od(Cupa
niopsis
anacardi
oides)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.17 0.17 — — — 0.17 West Covina Medical Center Detailed Report, 3/4/2024
68 / 98
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 2.48 2.48——— 2.48 Mexican
fan
palm(Washingtonia
robusta)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.34 0.34——— 0.34 Red
frangipani
(Plumeria)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.04 0.04——— 0.04 Subtotal— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 4.26 4.26——— 4.26 Sequest
ered
——————————————————
Weeping
Fig
(Ficus
benjamina)—
——————————— 3.14 3.14——— 3.14
Buddhist
Pine
(Podocarpus) —
——————————— 0.80 0.80——— 0.80
Carrotwo
od(Cupa
niopsis
anacardi
oides)
———————————— 0.27 0.27——— 0.27
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
———————————— 8.16 8.16——— 8.16
Mexican
fan
palm(Washingtonia
robusta)
———————————— 0.80 0.80——— 0.80
West Covina Medical Center Detailed Report, 3/4/2024
69 / 98
Red — — — — — — — — — — — — 0.21 0.21 — — — 0.21
frangipani
(Plumeria)
Subtotal — — — — — — — — — — — — 13.4 13.4 — — — 13.4
Remove
d
— — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Buddhist
Pine
(Podocarpus)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Carrotwo
od(Cupa
niopsis
anacardi
oides)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Mexican
fan
palm(Washingtonia
robusta)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Red
frangipani
(Plumeria)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Subtotal — — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — — — — — — — — — — — — — — — — — — — —
Total — < 0.005 0.01 — < 0.005 < 0.005 < 0.005 0.01 < 0.005 < 0.005 < 0.005 — 17.6 17.6 — — — 17.6 Annual — — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
70 / 98
Weeping
Fig
(Ficus
benjamina)— < 0.005 < 0.005
— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.11 0.11——— 0.11 Buddhist
Pine
(Podocarpus) — < 0.005 < 0.005
— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.10 0.10——— 0.10 Carrotwo
od(Cupa
niopsis
anacardi
oides)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.03 0.03——— 0.03 Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.41 0.41——— 0.41 Mexican
fan
palm(Washingtonia
robusta)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.06 0.06——— 0.06 Red
frangipani
(Plumeria)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.01 0.01——— 0.01 Subtotal— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.71 0.71——— 0.71 Sequest
ered
——————————————————
Weeping
Fig
(Ficus
benjamina)—
——————————— 0.52 0.52——— 0.52
Buddhist
Pine
(Podocarpus) —
——————————— 0.13 0.13——— 0.13
West Covina Medical Center Detailed Report, 3/4/2024
71 / 98
Carrotwo———————————— 0.04 0.04——— 0.04
od(Cupa
niopsis
anacardi
oides)
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
———————————— 1.35 1.35——— 1.35
Mexican
fan
palm(Washingtonia
robusta)
———————————— 0.13 0.13——— 0.13
Red
frangipani
(Plumeria)
———————————— 0.04 0.04——— 0.04
Subtotal———————————— 2.21 2.21——— 2.21
Remove d——————————————————
Weeping
Fig
(Ficus
benjamina)—
— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Buddhist
Pine
(Podocarpus) —
— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Carrotwo
od(Cupa
niopsis
anacardi
oides)
—— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
—— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— West Covina Medical Center Detailed Report, 3/4/2024
72 / 98
Mexican — — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — fan
palm(Washingtonia
robusta)
Red
frangipani
(Plumeria)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Subtotal — — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — — — — — — — — — — — — — — — — — — — —
Total — < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 2.92 2.92 — — — 2.92

4.10.4. Soil Carbon Accumulation By Vegetation Type - Mitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Vegetatio
n
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10.5. Above and Belowground Carbon Accumulation by Land Use Type - Mitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e West Covina Medical Center Detailed Report, 3/4/2024
73 / 98
Daily, — — — — — — — — — — — — — — — — — —
Summer
(Max)
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10.6. Avoided and Sequestered Emissions by Species - Mitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Species TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.64 0.64 — — — 0.64 Buddhist
Pine
(Podocarpus)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.59 0.59 — — — 0.59 Carrotwo
od(Cupa
niopsis
anacardi
oides)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.17 0.17 — — — 0.17 West Covina Medical Center Detailed Report, 3/4/2024
74 / 98
Indian— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 2.48 2.48——— 2.48 Laurel
Fig (Ficus
microcarpa
v. nitida)
Mexican
fan
palm(Washingtonia
robusta)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.34 0.34——— 0.34 Red
frangipani
(Plumeria)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.04 0.04——— 0.04 Subtotal— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 4.26 4.26——— 4.26 Sequest
ered
——————————————————
Weeping
Fig
(Ficus
benjamina)—
——————————— 3.14 3.14——— 3.14
Buddhist
Pine
(Podocarpus) —
——————————— 0.80 0.80——— 0.80
Carrotwo
od(Cupa
niopsis
anacardi
oides)
———————————— 0.27 0.27——— 0.27
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
———————————— 8.16 8.16——— 8.16
Mexican
fan
palm(Washingtonia
robusta)
———————————— 0.80 0.80——— 0.80
West Covina Medical Center Detailed Report, 3/4/2024
75 / 98
Red — — — — — — — — — — — — 0.21 0.21 — — — 0.21
frangipani
(Plumeria)
Subtotal — — — — — — — — — — — — 13.4 13.4 — — — 13.4
Remove
d
— — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Buddhist
Pine
(Podocarpus)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Carrotwo
od(Cupa
niopsis
anacardi
oides)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Mexican
fan
palm(Washingtonia
robusta)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Red
frangipani
(Plumeria)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Subtotal — — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — — — — — — — — — — — — — — — — — — — —
Total — < 0.005 0.01 — < 0.005 < 0.005 < 0.005 0.01 < 0.005 < 0.005 < 0.005 — 17.6 17.6 — — — 17.6 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
West Covina Medical Center Detailed Report, 3/4/2024
76 / 98
Avoided——————————————————
Weeping
Fig
(Ficus
benjamina)— < 0.005 < 0.005
— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.64 0.64——— 0.64 Buddhist
Pine
(Podocarpus) — < 0.005 < 0.005
— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.59 0.59——— 0.59 Carrotwo
od(Cupa
niopsis
anacardi
oides)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.17 0.17——— 0.17 Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 2.48 2.48——— 2.48 Mexican
fan
palm(Washingtonia
robusta)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.34 0.34——— 0.34 Red
frangipani
(Plumeria)
— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 0.04 0.04——— 0.04 Subtotal— < 0.005 < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005— 4.26 4.26——— 4.26 Sequest
ered
——————————————————
Weeping
Fig
(Ficus
benjamina)—
——————————— 3.14 3.14——— 3.14
Buddhist
Pine
(Podocarpus) —
——————————— 0.80 0.80——— 0.80
West Covina Medical Center Detailed Report, 3/4/2024
77 / 98
Carrotwo———————————— 0.27 0.27——— 0.27
od(Cupa
niopsis
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
———————————— 8.16 8.16——— 8.16
Mexican
fan
palm(Washingtonia
robusta)
———————————— 0.80 0.80——— 0.80
Red
frangipani
(Plumeria)
———————————— 0.21 0.21——— 0.21
Subtotal———————————— 13.4 13.4——— 13.4
Remove d——————————————————
Weeping
Fig
(Ficus
benjamina)—
— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Buddhist
Pine
(Podocarpus) —
— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Carrotwo
od(Cupa
niopsis
anacardi
oides)
—— < 0.005— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
—— 0.01— < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005——————— West Covina Medical Center Detailed Report, 3/4/2024
78 / 98
Mexican — — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — fan
palm(Washingtonia
robusta)
Red
frangipani
(Plumeria)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Subtotal — — 0.01 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — — — — — — — — — — — — — — — — — — — —
Total — < 0.005 0.01 — < 0.005 < 0.005 < 0.005 0.01 < 0.005 < 0.005 < 0.005 — 17.6 17.6 — — — 17.6 Annual — — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.11 0.11 — — — 0.11 Buddhist
Pine
(Podocarpus)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.10 0.10 — — — 0.10 Carrotwo
od(Cupa
niopsis
anacardi
oides)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.03 0.03 — — — 0.03 Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.41 0.41 — — — 0.41 Mexican
fan
palm(Washingtonia
robusta)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.06 0.06 — — — 0.06 Red
frangipani
(Plumeria)
— < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.01 0.01 — — — 0.01 West Covina Medical Center Detailed Report, 3/4/2024
79 / 98
Subtotal — < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 0.71 0.71 — — — 0.71 Sequest
ered
— — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— — — — — — — — — — — — 0.52 0.52 — — — 0.52
Buddhist
Pine
(Podocarpus)
— — — — — — — — — — — — 0.13 0.13 — — — 0.13
Carrotwo
od(Cupa
niopsis
anacardi
oides)
— — — — — — — — — — — — 0.04 0.04 — — — 0.04
Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— — — — — — — — — — — — 1.35 1.35 — — — 1.35
Mexican
fan
palm(Washingtonia
robusta)
— — — — — — — — — — — — 0.13 0.13 — — — 0.13
Red
frangipani
(Plumeria)
— — — — — — — — — — — — 0.04 0.04 — — — 0.04
Subtotal — — — — — — — — — — — — 2.21 2.21 — — — 2.21
Remove
d
— — — — — — — — — — — — — — — — — —
Weeping
Fig
(Ficus
benjamina)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Buddhist
Pine
(Podocarpus)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — West Covina Medical Center Detailed Report, 3/4/2024
80 / 98
Carrotwo
anacardioides)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Indian
Laurel
Fig (Ficus
microcarpa
v. nitida)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Mexican
fan
palm(Washingtonia
robusta)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Red
frangipani
(Plumeria)
— — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — Subtotal — — < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — — — — — — — — — — — — — — — — — — — — — — — — — —
Total — < 0.005 < 0.005 — < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 — 2.92 2.92 — — — 2.92

5. Activity Data

5.1. Construction Schedule
Phase Name Phase Type Start Date End Date Days Per Week Work Days per Phase Phase Description Site Preparation Site Preparation 1/6/2025 2/28/2025 5.00 40.0 — Grading Grading 3/3/2025 3/7/2025 5.00 5.00 —
Building Construction Building Construction 3/10/2025 10/30/2026 5.00 430 — Paving Paving 11/2/2026 1/1/2027 5.00 45.0 —
Architectural Coating Architectural Coating 12/14/2026 1/1/2027 5.00 15.0 —

5.2. Off-Road Equipment

5.2.1. Unmitigated
West Covina Medical Center Detailed Report, 3/4/2024
81 / 98
Phase Name Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor Site Preparation Tractors/Loaders/Backh
oes
Diesel Average 1.00 8.00 84.0 0.37
Site Preparation Excavators Diesel Average 1.00 8.00 36.0 0.38 Grading Rubber Tired Dozers Diesel Average 1.00 6.00 367 0.40 Grading Tractors/Loaders/Backh
oes
Diesel Average 1.00 7.00 84.0 0.37
Grading Excavators Diesel Average 1.00 8.00 36.0 0.38
Building Construction Cranes Diesel Average 1.00 4.00 367 0.29 Building Construction Forklifts Diesel Average 1.00 6.00 82.0 0.20 Building Construction Tractors/Loaders/Backh
oes
Diesel Average 1.00 8.00 84.0 0.37
Building Construction Rough Terrain Forklifts Diesel Average 1.00 8.00 96.0 0.40 Paving Tractors/Loaders/Backh
oes
Diesel Average 1.00 7.00 84.0 0.37
Paving Cement and Mortar
Mixers
Diesel Average 1.00 6.00 10.0 0.56
Architectural Coating Air Compressors Diesel Average 1.00 6.00 37.0 0.48 Architectural Coating Aerial Lifts Diesel Average 1.00 8.00 46.0 0.31

5.2.2. Mitigated
Phase Name Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor Site Preparation Tractors/Loaders/Backh
oes
Diesel Average 1.00 8.00 84.0 0.37
Site Preparation Excavators Diesel Average 1.00 8.00 36.0 0.38 Grading Rubber Tired Dozers Diesel Average 1.00 6.00 367 0.40 Grading Tractors/Loaders/Backh
oes
Diesel Average 1.00 7.00 84.0 0.37
Grading Excavators Diesel Average 1.00 8.00 36.0 0.38
Building Construction Cranes Diesel Average 1.00 4.00 367 0.29 West Covina Medical Center Detailed Report, 3/4/2024
82 / 98
Building Construction Forklifts Diesel Average 1.00 6.00 82.0 0.20 Building Construction Tractors/Loaders/Backh
oes
Diesel Average 1.00 8.00 84.0 0.37
Building Construction Rough Terrain Forklifts Diesel Average 1.00 8.00 96.0 0.40 Paving Tractors/Loaders/Backh
oes
Diesel Average 1.00 7.00 84.0 0.37
Paving Cement and Mortar
Mixers
Diesel Average 1.00 6.00 10.0 0.56
Architectural Coating Air Compressors Diesel Average 1.00 6.00 37.0 0.48 Architectural Coating Aerial Lifts Diesel Average 1.00 8.00 46.0 0.31

5.3. Construction Vehicles

5.3.1. Unmitigated
Phase Name Trip Type One-Way Trips per Day Miles per Trip Vehicle Mix Site Preparation — — — —
Site Preparation Worker 5.00 18.5 LDA,LDT1,LDT2
Site Preparation Vendor — 10.2 HHDT,MHDT
Site Preparation Hauling 7.60 20.0 HHDT
Site Preparation Onsite truck 1.00 2.00 HHDT
Grading — — — —
Grading Worker 7.50 18.5 LDA,LDT1,LDT2
Grading Vendor — 10.2 HHDT,MHDT
Grading Hauling 0.00 20.0 HHDT
Grading Onsite truck 1.00 2.00 HHDT
Building Construction — — — —
Building Construction Worker 240 18.5 LDA,LDT1,LDT2
Building Construction Vendor 10.5 10.2 HHDT,MHDT
West Covina Medical Center Detailed Report, 3/4/2024
83 / 98
Building Construction Hauling 0.00 20.0 HHDT
Building Construction Onsite truck — — HHDT
Paving — — — —
Paving Worker 5.00 18.5 LDA,LDT1,LDT2
Paving Vendor — 10.2 HHDT,MHDT
Paving Hauling 0.00 20.0 HHDT
Paving Onsite truck 1.00 2.00 HHDT
Architectural Coating — — — —
Architectural Coating Worker 4.54 18.5 LDA,LDT1,LDT2
Architectural Coating Vendor — 10.2 HHDT,MHDT
Architectural Coating Hauling 0.00 20.0 HHDT
Architectural Coating Onsite truck — — HHDT

5.3.2. Mitigated
Phase Name Trip Type One-Way Trips per Day Miles per Trip Vehicle Mix Site Preparation — — — —
Site Preparation Worker 5.00 18.5 LDA,LDT1,LDT2
Site Preparation Vendor — 10.2 HHDT,MHDT
Site Preparation Hauling 7.60 20.0 HHDT
Site Preparation Onsite truck 1.00 2.00 HHDT
Grading — — — —
Grading Worker 7.50 18.5 LDA,LDT1,LDT2
Grading Vendor — 10.2 HHDT,MHDT
Grading Hauling 0.00 20.0 HHDT
Grading Onsite truck 1.00 2.00 HHDT
Building Construction — — — —
Building Construction Worker 240 18.5 LDA,LDT1,LDT2
West Covina Medical Center Detailed Report, 3/4/2024
84 / 98
Building Construction Vendor 10.5 10.2 HHDT,MHDT
Building Construction Hauling 0.00 20.0 HHDT
Building Construction Onsite truck — — HHDT
Paving — — — —
Paving Worker 5.00 18.5 LDA,LDT1,LDT2
Paving Vendor — 10.2 HHDT,MHDT
Paving Hauling 0.00 20.0 HHDT
Paving Onsite truck 1.00 2.00 HHDT
Architectural Coating — — — —
Architectural Coating Worker 4.54 18.5 LDA,LDT1,LDT2
Architectural Coating Vendor — 10.2 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
Control Strategies Applied PM10 Reduction PM2.5 Reduction Water unpaved roads twice daily 55% 55%
Limit vehicle speeds on unpaved roads to 25 mph 57% 57% Sweep paved roads once per month 9% 9%

5.5. Architectural Coatings
Phase Name Residential Interior Area Coated
(sq ft)
Residential Exterior Area Coated
(sq ft)
Non-Residential Interior Area
Coated (sq ft)
Non-Residential Exterior Area
Coated (sq ft)
Parking Area Coated (sq ft)
Architectural Coating 0.00 0.00 63,000 21,000 1,322
West Covina Medical Center Detailed Report, 3/4/2024
85 / 98

5.6. Dust Mitigation

5.6.1. Construction Earthmoving Activities
Phase Name Material Imported (cy) Material Exported (cy) Acres Graded (acres) Material Demolished (Ton of Debris)
Acres Paved (acres)
Site Preparation — — 0.00 1,215 —
Grading — — 1.88 0.00 —
Paving 0.00 0.00 0.00 0.00 0.51

5.6.2. Construction Earthmoving Control Strategies
Control Strategies Applied Frequency (per day) PM10 Reduction PM2.5 Reduction Water Exposed Area 2 61% 61%
Water Demolished Area 2 36% 36%

5.7. Construction Paving
Land Use Area Paved (acres) % Asphalt
Medical Office Building 0.00 0%
Other Asphalt Surfaces 0.51 100%

5.8. Construction Electricity Consumption and Emissions Factors kWh per Year and Emission Factor (lb/MWh)
Year kWh per Year CO2 CH4 N2O
2025 0.00 349 0.03 < 0.005
2026 0.00 346 0.03 < 0.005
2027 0.00 346 0.03 < 0.005
West Covina Medical Center Detailed Report, 3/4/2024
86 / 98

5.9. Operational Mobile Sources

5.9.1. Unmitigated
Land Use Type Trips/Weekday Trips/Saturday Trips/Sunday Trips/Year VMT/Weekday VMT/Saturday VMT/Sunday VMT/Year Medical Office
Building
452 452 452 165,104 4,631 4,631 4,631 1,690,174
Other Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5.9.2. Mitigated
Land Use Type Trips/Weekday Trips/Saturday Trips/Sunday Trips/Year VMT/Weekday VMT/Saturday VMT/Sunday VMT/Year Medical Office
Building
452 452 452 165,104 4,631 4,631 4,631 1,690,174
Other Asphalt
Surfaces

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5.10. Operational Area Sources

5.10.1. Hearths

5.10.1.1. Unmitigated

5.10.1.2. Mitigated

5.10.2. Architectural Coatings
Residential Interior Area Coated (sq ft) Residential Exterior Area Coated (sq ft) Non-Residential Interior Area Coated (sq ft)
Non-Residential Exterior Area Coated
(sq ft)
Parking Area Coated (sq ft)
0 0.00 63,000 21,000 1,322
West Covina Medical Center Detailed Report, 3/4/2024
87 / 98

5.10.3. Landscape Equipment
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 250

5.10.4. Landscape Equipment - Mitigated
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 250

5.11. Operational Energy Consumption

5.11.1. Unmitigated
Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr) Medical Office Building 748,452 346 0.0330 0.0040 1,064,552 Other Asphalt Surfaces 0.00 346 0.0330 0.0040 0.00

5.11.2. Mitigated
Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr) Medical Office Building 748,452 346 0.0330 0.0040 1,064,552 Other Asphalt Surfaces 0.00 346 0.0330 0.0040 0.00

5.12. Operational Water and Wastewater Consumption
West Covina Medical Center Detailed Report, 3/4/2024
88 / 98

5.12.1. Unmitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Medical Office Building 5,270,183 58,440
Other Asphalt Surfaces 0.00 0.00

5.12.2. Mitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Medical Office Building 5,270,183 58,440
Other Asphalt Surfaces 0.00 0.00

5.13. Operational Waste Generation

5.13.1. Unmitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Medical Office Building 454 —
Other Asphalt Surfaces 0.00 —

5.13.2. Mitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Medical Office Building 454 —
Other Asphalt Surfaces 0.00 —

5.14. Operational Refrigeration and Air Conditioning Equipment

5.14.1. Unmitigated
Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced West Covina Medical Center Detailed Report, 3/4/2024
89 / 98
Medical Office Building Household refrigerators
and/or freezers
R-134a 1,430 0.45 0.60 0.00 1.00
Medical Office Building Other commercial A/C
and heat pumps
R-410A 2,088 < 0.005 4.00 4.00 18.0

5.14.2. Mitigated
Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced Medical Office Building Household refrigerators
and/or freezers
R-134a 1,430 0.45 0.60 0.00 1.00
Medical Office Building Other commercial A/C
and heat pumps
R-410A 2,088 < 0.005 4.00 4.00 18.0

5.15. Operational Off-Road Equipment

5.15.1. Unmitigated
Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor

5.15.2. Mitigated
Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor

5.16. Stationary Sources

5.16.1. Emergency Generators and Fire Pumps
Equipment Type Fuel Type Number per Day Hours per Day Hours per Year Horsepower Load Factor

5.16.2. Process Boilers
Equipment Type Fuel Type Number Boiler Rating (MMBtu/hr) Daily Heat Input (MMBtu/day) Annual Heat Input (MMBtu/yr) West Covina Medical Center Detailed Report, 3/4/2024
90 / 98

5.17. User Defined
Equipment Type Fuel Type

5.18. Vegetation

5.18.1. Land Use Change

5.18.1.1. Unmitigated
Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres

5.18.1.2. Mitigated
Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres

5.18.1. Biomass Cover Type

5.18.1.1. Unmitigated
Biomass Cover Type Initial Acres Final Acres

5.18.1.2. Mitigated
Biomass Cover Type Initial Acres Final Acres

5.18.2. Sequestration

5.18.2.1. Unmitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year) Weeping Fig (Ficus benjamina) -4.00 6,000 29.4
West Covina Medical Center Detailed Report, 3/4/2024
91 / 98
Buddhist Pine (Podocarpus) -4.00 5,549 26.9
Carrotwood(Cupaniopsis anacardioides) -1.00 1,549 7.90
Indian Laurel Fig (Ficus microcarpa v. nitida) -13.0 22,636 116 Mexican fan palm(Washingtonia robusta) -8.00 3,471 14.2 Red frangipani (Plumeria) -1.00 460 1.60

5.18.2.2. Mitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year) Weeping Fig (Ficus benjamina) -4.00 6,000 29.4
Buddhist Pine (Podocarpus) -4.00 5,549 26.9
Carrotwood(Cupaniopsis anacardioides) -1.00 1,549 7.90
Indian Laurel Fig (Ficus microcarpa v. nitida) -13.0 22,636 116 Mexican fan palm(Washingtonia robusta) -8.00 3,471 14.2 Red frangipani (Plumeria) -1.00 460 1.60

6. Climate Risk Detailed Report

6.1. Climate Risk Summary
Cal-Adapt midcentury 2040–2059 average projections for four hazards are reported below for your project location. These are under Representation Concentration Pathway (RCP) 8.5 which assumes GHG emissions will continue to rise strongly through 2050 and then plateau around 2100.

Climate Hazard Result for Project Location Unit
Temperature and Extreme Heat 22.5 annual days of extreme heat Extreme Precipitation 6.00 annual days with precipitation above 20 mm Sea Level Rise — meters of inundation depth
Wildfire 0.00 annual hectares burned
Temperature and Extreme Heat data are for grid cell in which your project are located. The projection is based on the 98th historical percentile of daily maximum/minimum temperatures from observed historical data (32 climate model ensemble from Cal-Adapt, 2040–2059 average under RCP 8.5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

West Covina Medical Center Detailed Report, 3/4/2024
92 / 98
Extreme Precipitation data are for the grid cell in which your project are located. The threshold of 20 mm is equivalent to about ¾ an inch of rain, which would be light to moderate rainfall if received over a full day or heavy rain if received over a period of 2 to 4 hours. Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

Sea Level Rise data are for the grid cell in which your project are located. The projections are from Radke et al. (2017), as reported in Cal-Adapt (Radke et al., 2017, CEC-500-2017-008), and consider inundation location and depth for the San Francisco Bay, the Sacramento-San Joaquin River Delta and California coast resulting different increments of sea level rise coupled with extreme storm events.

Users may select from four scenarios to view the range in potential inundation depth for the grid cell. The four scenarios are: No rise, 0.5 meter, 1.0 meter, 1.41 meters Wildfire data are for the grid cell in which your project are located. The projections are from UC Davis, as reported in Cal-Adapt (2040–2059 average under RCP 8.5), and consider historical data of climate, vegetation, population density, and large (> 400 ha) fire history. Users may select from four model simulations to view the range in potential wildfire probabilities for the grid cell. The four simulations make different assumptions about expected rainfall and temperature are: Warmer/drier (HadGEM2-ES), Cooler/wetter (CNRM-CM5), Average conditions (CanESM2), Range of different rainfall and temperature possibilities (MIROC5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

6.2. Initial Climate Risk Scores
Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 2 1 2 2
Extreme Precipitation N/A N/A N/A N/A
Sea Level Rise 1 2 2 2
Wildfire 1 2 2 2
Flooding N/A N/A N/A N/A
Drought N/A N/A N/A N/A
Snowpack Reduction N/A N/A N/A N/A
Air Quality Degradation 5 2 2 4
The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure.

The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt.

The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores do not include implementation of climate risk reduction measures.

6.3. Adjusted Climate Risk Scores
Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 2 1 3 2
Extreme Precipitation N/A N/A N/A N/A
Sea Level Rise 1 2 2 2
Wildfire 1 2 2 2
West Covina Medical Center Detailed Report, 3/4/2024
93 / 98
Flooding N/A N/A N/A N/A
Drought N/A N/A N/A N/A
Snowpack Reduction N/A N/A N/A N/A
Air Quality Degradation 5 2 2 4
The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure.

The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores include implementation of climate risk reduction measures.

6.4. Climate Risk Reduction Measures

6.4.1. Temperature and Extreme Heat
User Selected Measures Co-Benefits Achieved Exposure Reduction Sensitivity Reduction Adaptive Capacity Increase D-3: Install Drought Resistant
Landscaping
Water Conservation — 1.00 1.00

7. Health and Equity Details

7.1. CalEnviroScreen 4.0 Scores
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.

Indicator Result for Project Census Tract
Exposure Indicators —
AQ-Ozone 75.1
AQ-PM 79.5
AQ-DPM 65.5
Drinking Water 86.9
Lead Risk Housing 79.5
Pesticides 11.7
West Covina Medical Center Detailed Report, 3/4/2024
94 / 98
Toxic Releases 78.5
Traffic 85.4
Effect Indicators —
CleanUp Sites 74.9
Groundwater 16.9
Haz Waste Facilities/Generators 46.8
Impaired Water Bodies 33.2
Solid Waste 0.00
Sensitive Population —
Asthma 64.4
Cardio-vascular 49.6
Low Birth Weights 66.6
Socioeconomic Factor Indicators —
Education 57.5
Housing 24.5
Linguistic 59.8
Poverty 24.7
Unemployment 47.0

7.2. Healthy Places Index Scores
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.

Indicator Result for Project Census Tract
Economic —
Above Poverty 54.86975491
Employed 59.69459772
Median HI 64.81457718
Education —
West Covina Medical Center Detailed Report, 3/4/2024
95 / 98
Bachelor's or higher 40.56204286
High school enrollment 100
Preschool enrollment 1.873476197
Transportation —
Auto Access 48.06877967
Active commuting 40.21557808
Social —
2-parent households 45.92583087
Voting 17.18208649
Neighborhood —
Alcohol availability 69.02348261
Park access 9.842166046
Retail density 55.37020403
Supermarket access 44.01385859
Tree canopy 15.68073912
Housing —
Homeownership 85.25599897
Housing habitability 59.39946105
Low-inc homeowner severe housing cost burden 65.27653022 Low-inc renter severe housing cost burden 15.38560246
Uncrowded housing 36.04516874
Health Outcomes —
Insured adults 30.60438855
Arthritis 50.5
Asthma ER Admissions 47.4
High Blood Pressure 58.0
Cancer (excluding skin) 38.7
West Covina Medical Center Detailed Report, 3/4/2024
96 / 98
Asthma 86.2
Coronary Heart Disease 37.1
Chronic Obstructive Pulmonary Disease 65.3
Diagnosed Diabetes 31.9
Life Expectancy at Birth 64.7
Cognitively Disabled 87.2
Physically Disabled 45.1
Heart Attack ER Admissions 36.1
Mental Health Not Good 63.6
Chronic Kidney Disease 45.1
Obesity 63.1
Pedestrian Injuries 47.9
Physical Health Not Good 48.3
Stroke 45.2
Health Risk Behaviors—
Binge Drinking 76.5
Current Smoker 70.9
No Leisure Time for Physical Activity 45.4
Climate Change Exposures—
Wildfire Risk 0.0
SLR Inundation Area 0.0
Children 67.0
Elderly 20.7
English Speaking 42.2
Foreign-born 61.5
Outdoor Workers 29.9
Climate Change Adaptive Capacity—
West Covina Medical Center Detailed Report, 3/4/2024
97 / 98
Impervious Surface Cover 56.5
Traffic Density 84.1
Traffic Access 56.2
Other Indices —
Hardship 65.8
Other Decision Support —
2016 Voting 38.1

7.3. Overall Health & Equity Scores
Metric Result for Project Census Tract
CalEnviroScreen 4.0 Score for Project Location (a) 72.0 Healthy Places Index Score for Project Location (b) 39.0 Project Located in a Designated Disadvantaged Community (Senate Bill 535) Yes Project Located in a Low-Income Community (Assembly Bill 1550) No 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
West Covina Medical Center Detailed Report, 3/4/2024
98 / 98
Construction: Construction Phases project specific estimates Construction: Off-Road Equipment Project specific estimates Construction: Trips and VMT maximum crew size 120
Construction: Paving —
Land Use Project specific data
Construction: Demolition assume 34,404 sf demo'd, 9 in depth, 1.2 tons/cy Operations: Vehicle Data trip generation data from traffic consultant 12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 1/12
Project Report - i-Tree Planting Calculator
Location: West Covina, California 91790
Electricity Emissions Factor: 556.45 pounds CO2 equivalent/MWh Fuel Emissions Factor: 114.64 pounds CO2 equivalent/MMBtu Lifetime: 30 years
Project Lifetime Tree Mortality: 69.999%
All amounts in the tables are for the full lifetime of the project. 12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 2/12
Location CO (Carbon Dioxide) Benefits
Group
Identifier Tree Group Characteristics
CO (Carbon
Dioxide) Avoided
(pounds)
CO
Avoided
($)
CO
Sequestered
(pounds)
CO
Sequestered
($)
2 (1.0) Carrotwood(Cupaniopsis anacardioides) at 9.5 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in poor condition and planted in full sun.
1,854.3 $43.13 2,912.4 $67.73
5 (13.0) Green indian laurel fig(Ficus microcarpa v. nitida) at 18.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
27,114.2 $630.59 89,381.3 $2,078.73
6 (8.0) Mexican fan palm(Washingtonia robusta) at 17.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
3,744.8 $87.09 8,735.5 $203.16
9 (1.0) Plumeria spp(Plumeria) at 7.000000000000001 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
462.3 $10.75 2,315.8 $53.86
10 (4.0) Benjamin fig(Ficus benjamina) at 14.000000000000002 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
7,037.3 $163.67 34,357.1 $799.04
2 2 2 2 2
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 3/12
Location CO (Carbon Dioxide) Benefits
Group
Identifier Tree Group Characteristics
CO (Carbon
Dioxide) Avoided
(pounds)
CO
Avoided
($)
CO
Sequestered
(pounds)
CO
Sequestered
($)
12 (4.0) Plum Pine spp(Podocarpus) at 6.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
6,472.2 $150.52 8,785.5 $204.32
Total 46,685.1 $1,085.75 146,487.6 $3,406.85
2 2 2 2 2
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 4/12
Location Energy Benefits
Group
Identifier Tree Group Characteristics
Electricity Saved
(kWh) (KilowattHours)
Electricity
Saved
($)
Fuel Saved
(MMBtu) (Millions of
British Thermal Units)
Fuel
Saved
($)
2 (1.0) Carrotwood(Cupaniopsis anacardioides) at 9.5 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post1980 with heating and cooling.

Trees are in poor condition and planted in full sun.
1,549.0 $317.08 7.9 $102.55
5 (13.0) Green indian laurel fig(Ficus microcarpa v. nitida) at 18.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
22,635.9 $4,633.57 116.0 $1,500.36
6 (8.0) Mexican fan palm(Washingtonia robusta) at 17.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
3,470.5 $710.42 14.2 $183.49
9 (1.0) Plumeria spp(Plumeria) at 7.000000000000001 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
460.3 $94.21 1.6 $20.46
10 (4.0) Benjamin fig(Ficus benjamina) at 14.000000000000002 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
6,000.4 $1,228.29 29.4 $380.76
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 5/12
Location Energy Benefits
Group
Identifier Tree Group Characteristics
Electricity Saved
(kWh) (KilowattHours)
Electricity
Saved
($)
Fuel Saved
(MMBtu) (Millions of
British Thermal Units)
Fuel
Saved
($)
12 (4.0) Plum Pine spp(Podocarpus) at 6.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post1980 with heating and cooling.

Trees are in fair condition and planted in full sun.
5,548.9 $1,135.87 26.9 $348.09
Total 39,665.0 $8,119.43 196.0 $2,535.71
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 6/12
Location Ecological Benefits
Group
Identifier Tree Group Characteristics
Tree
Biomass
(short ton)
Rainfall
Interception
(gallons)
Runoff
Avoided
(gallons)
Runoff
Avoided
($)
2 (1.0) Carrotwood(Cupaniopsis anacardioides) at 9.5 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in poor condition and planted in full sun.

0.5 6,361.5 2,391.6 $21.37
5 (13.0) Green indian laurel fig(Ficus microcarpa v. nitida) at 18.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.

16.9 146,570.9 55,102.6 $492.40
6 (8.0) Mexican fan palm(Washingtonia robusta) at 17.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.

1.5 113,380.4 42,624.8 $380.90
9 (1.0) Plumeria spp(Plumeria) at 7.000000000000001 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.

0.3 4,600.7 1,729.6 $15.46
10 (4.0) Benjamin fig(Ficus benjamina) at 14.000000000000002 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.

5.7 38,183.4 14,354.9 $128.28
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 7/12
Location Ecological Benefits
Group
Identifier Tree Group Characteristics
Tree
Biomass
(short ton)
Rainfall
Interception
(gallons)
Runoff
Avoided
(gallons)
Runoff
Avoided
($)
12 (4.0) Plum Pine spp(Podocarpus) at 6.0 inches DBH (Diameter at Breast Height).

Planted 0-19 feet and north (0°) of buildings that were built post-1980 with heating and cooling.

Trees are in fair condition and planted in full sun.

1.4 18,433.3 6,929.9 $61.93
Total 26.3 327,530.3 123,133.4 $1,100.32
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 8/12
Location Air Benefits
Group
Identifier
Tree Group
Characteristics
O
(Ozone)
Removed
(pounds)
NO
(Nitrogen
Dioxide)
Avoided
(pounds)
NO
(Nitrogen
Dioxide)
Removed
(pounds)
SO
(Sulfur
Dioxide)
Avoided
(pounds)
SO
(Sulfur
Dioxide)
Removed
(pounds)
VOC
(Volatile
Organic
Compound)
Avoided
(pounds)
PM
(Particulate
matter
smaller than

2.5 micrometers
in diameter)
Avoided
(pounds)
PM
(Particulate
matter
smaller than

2.5 micrometers
in diameter)
Removed
(pounds)
Avoided
Value
(Values
for
avoided
pollutants
)
($)
Removal
Value
(Values
for
removed
pollutants
)
($)
3 2 2 2 2

2.5 2.5
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 9/12
2 (1.0)
Carrotwood(Cupaniopsis
anacardioides) at 9.5
inches DBH (Diameter
at Breast Height).

Planted 0-19 feet and
north (0°) of buildings
that were built post-1980
with heating and
cooling.

Trees are in poor
condition and planted in
full sun.

11.04 0.13 2.59 0.47 0.20 0.82 0.51 0.08 $3.11 $63.86
5 (13.0) Green indian
laurel fig(Ficus
microcarpa v. nitida) at

18.0 inches DBH
(Diameter at Breast
Height).

Planted 0-19 feet and
north (0°) of buildings
that were built post-1980
with heating and
cooling.

Trees are in fair
condition and planted in
full sun.
234.34 1.95 57.96 6.86 4.13 11.96 7.47 2.42 $45.46 $1,489.50 12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 10/12
6 (8.0) Mexican fan
palm(Washingtonia
robusta) at 17.0 inches
DBH (Diameter at
Breast Height).

Planted 0-19 feet and
north (0°) of buildings
that were built post-1980
with heating and
cooling.

Trees are in fair
condition and planted in
full sun.
125.76 0.27 28.28 0.95 2.30 1.81 1.14 0.65 $6.81 $684.72 9 (1.0) Plumeria
spp(Plumeria) at

7.000000000000001
inches DBH (Diameter
at Breast Height).

Planted 0-19 feet and
north (0°) of buildings
that were built post-1980
with heating and
cooling.

Trees are in fair
condition and planted in
full sun.

6.52 0.03 1.47 0.12 0.11 0.24 0.15 0.05 $0.89 $37.63
12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 11/12
10 (4.0) Benjamin fig(Ficus
benjamina) at

14.000000000000002
inches DBH (Diameter
at Breast Height).

Planted 0-19 feet and
north (0°) of buildings
that were built post-1980
with heating and
cooling.

Trees are in fair
condition and planted in
full sun.

60.94 0.51 15.07 1.78 1.07 3.16 1.98 0.63 $11.99 $387.06 12 (4.0) Plum Pine
spp(Podocarpus) at 6.0
inches DBH (Diameter
at Breast Height).

Planted 0-19 feet and
north (0°) of buildings
that were built post-1980
with heating and
cooling.

Trees are in fair
condition and planted in
full sun.

26.83 0.47 6.49 1.64 0.48 2.92 1.83 0.24 $11.08 $163.86 Total 465.43 3.36 111.86 11.82 8.29 20.93 13.08 4.07 $79.34 $2,826.62 Sequestration and biomass are gross values that exclude losses to mortality.

Application v2.6.0, powered by engine v0.14.0 (APIv2) and database v12.0.54. 12/13/23, 12:08 PM Report - Project - i-Tree Planting Calculator https://planting.itreetools.org/app/report/ 12/12
www.fs.fed.us
www.davey.com
www.arborday.org
www.urban-forestry.com
www.isa-arbor.com
www.caseytrees.org
www.esf.edu
www.northeasternforests.org
Use of this tool indicates acceptance of the End-User License Agreement (EULA), which can be found at:
https://help.itreetools.org/eula/
Version 2.6.0
Appendix B
Noise Calculations
Noise Monitoring Data
Site 1: Cameron Avenue and Garvey Avenue
Session Report
3/20/2023
Information Panel
Name West Covina Med Center_Site 1
Start Time 3/16/2023 10:38:31 AM
Stop Time 3/16/2023 10:53:31 AM
Device Name BGS100001
Model Type SoundPro DL
Device Firmware Rev R.13J
Comments
Summary Data Panel
Description Meter Value Description Meter Value
Leq 1 68.4 dB
Exchange Rate 1 3 dB Weighting 1 A
Response 1 SLOW Bandwidth 1 OFF
Exchange Rate 2 3 dB Weighting 2 A
Response 2 SLOW
Logged Data Table
Date/Time Leq-1
3/16/2023 10:39:31 AM 70.2
10:40:31 AM 68.6
10:41:31 AM 69.9
10:42:31 AM 71.1
10:43:31 AM 66.8
10:44:31 AM 68.3
10:45:31 AM 66.7
10:46:31 AM 67.5
10:47:31 AM 68.3
10:48:31 AM 66.6
10:49:31 AM 68.8
10:50:31 AM 68.1
10:51:31 AM 67.3
10:52:31 AM 69.5
10:53:31 AM 65.2

Page 1 ends

Logged Data Chart
West Covina Med Center_Site 1: Logged Data Chart

Page 2 ends

Site 2: Pacific Avenue and Garvey Avenue
Session Report
3/20/2023
Information Panel
Name West Covina Med Center_Site 2
Start Time 3/16/2023 11:10:31 AM
Stop Time 3/16/2023 11:25:31 AM
Device Name BGS100001
Model Type SoundPro DL
Device Firmware Rev R.13J
Comments
Summary Data Panel
Description Meter Value Description Meter Value
Leq 1 69.9 dB
Exchange Rate 1 3 dB Weighting 1 A
Response 1 SLOW Bandwidth 1 OFF
Exchange Rate 2 3 dB Weighting 2 A
Response 2 SLOW
Logged Data Table
Date/Time Leq-1
3/16/2023 11:11:31 AM 73.5
11:12:31 AM 69.8
11:13:31 AM 69.3
11:14:31 AM 68.4
11:15:31 AM 68
11:16:31 AM 68.7
11:17:31 AM 72.4
11:18:31 AM 68.8
11:19:31 AM 67.7
11:20:31 AM 69.8
11:21:31 AM 72.3
11:22:31 AM 68.8
11:23:31 AM 70.8
11:24:31 AM 67.6
11:25:31 AM 66.6

Page 1 ends

Logged Data Chart
West Covina Med Center_Site 2: Logged Data Chart

Page 2 ends

Site 3: Orange Avenue and Cameron Avenue
Session Report
3/20/2023
Information Panel
Name West Covina Med Center_Site 3
Start Time 3/16/2023 11:36:46 AM
Stop Time 3/16/2023 11:51:46 AM
Device Name BGS100001
Model Type SoundPro DL
Device Firmware Rev R.13J
Comments
Summary Data Panel
Description Meter Value Description Meter Value
Leq 1 70.2 dB
Exchange Rate 1 3 dB Weighting 1 A
Response 1 SLOW Bandwidth 1 OFF
Exchange Rate 2 3 dB Weighting 2 A
Response 2 SLOW
Logged Data Table
Date/Time Leq-1
3/16/2023 11:37:46 AM 67.5
11:38:46 AM 67
11:39:46 AM 70.9
11:40:46 AM 66.5
11:41:46 AM 67.8
11:42:46 AM 68.4
11:43:46 AM 65.8
11:44:46 AM 74.2
11:45:46 AM 68.5
11:46:46 AM 65.9
11:47:46 AM 65.9
11:48:46 AM 65.6
11:49:46 AM 78
11:50:46 AM 66.4
11:51:46 AM 64.2

Page 1 ends

Logged Data Chart
West Covina Med Center_Site 3: Logged Data Chart

Page 2 ends

Site 4: 830 Van Horn Avenue
Session Report
3/20/2023
Information Panel
Name West Covina Med Center_Site 4
Start Time 3/16/2023 12:01:37 PM
Stop Time 3/16/2023 12:16:37 PM
Device Name BGS100001
Model Type SoundPro DL
Device Firmware Rev R.13J
Comments
Summary Data Panel
Description Meter Value Description Meter Value
Leq 1 55.2 dB
Exchange Rate 1 3 dB Weighting 1 A
Response 1 SLOW Bandwidth 1 OFF
Exchange Rate 2 3 dB Weighting 2 A
Response 2 SLOW
Logged Data Table
Date/Time Leq-1
3/16/2023 12:02:37 PM 57.1
12:03:37 PM 54.4
12:04:37 PM 54.3
12:05:37 PM 53.6
12:06:37 PM 57.2
12:07:37 PM 54.5
12:08:37 PM 55.1
12:09:37 PM 55.1
12:10:37 PM 54.9
12:11:37 PM 54.8
12:12:37 PM 54.6
12:13:37 PM 54.7
12:14:37 PM 55.8
12:15:37 PM 56.2
12:16:37 PM 53.9

Page 1 ends

Logged Data Chart
West Covina Med Center_Site 4: Logged Data Chart

Page 2 ends

Noise and Vibration
Calculations
Hard Site
Ni = No - 20 * LOG(Di/Do) Di = distance to receptor (Di>Do) Ni = attenuated noise level of interest Do = reference distance No = reference noise level
Source: (Bolt, Beranek, and Newman, 1971)
Equation: Ns=10 x LOG10((10^(N1/10))+(10^(N2/10))+(10^(N3/10))+(10^(N4/10))) Ns = Noise Level Sum
N1 = Noise Level 1
N2 = Noise Level 2
N3 = Noise Level 3
N4 = Noise Level 4
Source: California Department of Transportation, Technical Noise Supplement, 2013 Construction Equipment Noise Level at 50
feet (dBA)
Backhoe 73.6
Excavator 76.7
Site Preparation Combined 78.4
Backhoe 73.6
Dozer 77.7
Excavator 76.7
Grading Combined 80.2
Backhoe 73.6
Crane 72.6
Forklift 79.4
Gradall 79.4
Building Construction Combined 82.4
Backhoe 73.6
Concrete Mixer Truck 74.8
Paving Combined 77.3
Air Compressor 73.7
Aerial Lift 67.7
Architectural Coating Combined 74.7
Mauna Loa Garden Apartments 365 69.2 82.4 65.1
Assisted Home Health & Hospice 415 68.4 82.4 64
Equation: PPVequip = PPVref x (25/D)^1.5
Typical
Construction
Noise Level at
Sensitive
Receptor (dBA,
Leq)

UNMITIGATED CONSTRUCTION NOISE LEVELS AT SENSITIVE RECEPTORS Paving Phase
SOURCE: TAHA, 2024.

Grading
Vibration PPV Attenuation
Sensitive Receptors
Distance to
Construction (Feet)
Existing Ambient
Noise Level (dBA,
Leq)
Reference
Construction Noise
Level
Site Preparation
Building Construction
Architectural Coating
SOURCE: FHWA, Roadway Construction Noise Model , 2008
Vibration Formulas
Noise Formulas
Noise Distance Attenuation
Summation of Noise Levels

PHASED CONSTRUCTION NOISE LEVELS
PPV (equip) is the peak particle velocity in in/sec of the equipment adjusted for distance PPV (ref) is the reference vibration level in in/sec at 25 feet from Table 12-2 D is the distance from the equipment to the receiver.

Source: Federal Transit Administration, Transit Noise and Vibration Impact Assessment, September 2018.

Equation: Lv(D) = Lv(25 ft) – 30log(D/25)
D = Distance (feet)
Lv(D) = Vibration Level
Source: Federal Transit Administration, Transit Noise and Vibration Impact Assessment, September 2018.

Building/Structural Category PPV, in/sec
Reinforced-concrete, steel or timber 0.500
Non-engineered timber and masonry buildings 0.200
Buildings extremely susceptible to vibration damage 0.120 Equipment
PPV at 25 Feet
(Inches/Second)
PPV at 50 Feet
(Inches/Second)
VdB at 25 feet (MicroInches/Second)
VdB at 50 feet
(MicroInches/Second)
Caisson Drill 0.089 0.031 87 78
Excavator 0.040 0.014 80 71
Small Bulldozer 0.003 0.001 58 49
Receptor
Distance to Nearest
Structure
Reference Vibration
Level
(Inches/Second)
PPV at Structure
(Inches/Second)
Exceed
Threshold?
West Covina Medical Center 10 0.089 0.352 No
Commercial building to the southwest 300 0.089 0.002 No Vibration VdB Attenuation
Vibration Damage and Annoyance Analysis
Construction Vibration Damage Criteria
Vibration Velocities for Construction Equipment
Drilling Locations Vibration Analysis
Traffic Noise Model Runs
Road Segment Auto Medium Truck Heavy Truck Bus Motorcycle Roadway Start Point Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No.
[Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] Orange Ave.
between
Garvey Ave.
and Cameron
Ave.

Point-0 0 891 25 9 25 0 0 0 0 0 0
Point-1 1 891 25 9 25 0 0 0 0 0 0
Point-3 2 891 25 9 25 0 0 0 0 0 0
Cameron Ave.
between
Pacific Ave.
and Orange
Ave.

Point-6 5 1313 35 13 35 0 0 0 0 0 0
Point-7 6 1313 35 13 35 0 0 0 0 0 0
Point-9 7 1313 35 13 35 0 0 0 0 0 0
Point-11 8 1313 35 13 35 0 0 0 0 0 0
Point-13 9 1313 35 13 35 0 0 0 0 0 0
Cameron Ave.
between
Orange Ave.
and Toluca
Ave.

Point-14 10 1433 35 14 35 0 0 0 0 0 0
Point-15 11 1433 35 14 35 0 0 0 0 0 0
REPORT: INPUT TRAFFIC FOR TNM VEHICLES (LAeq)
TNM VERSION: 3.1.7970.37608 REPORT DATE: 6 December 2023 CALCULATED WITH: 3.1.7970.37608 CALCULATION DATE: 12/6/2023 1:58:48 PM CASE: West Covina Medical Center
Project_Existing
ORGANIZATION:

ANALYSIS BY: kbartholow PROJECT/CONTRACT:

TrfTNMLaeq1h Page 1 of 2 6 December 2023
Road Segment Auto Medium Truck Heavy Truck Bus Motorcycle Roadway Start Point Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No.
[Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] Cameron Ave.
between
Orange Ave.
and Toluca
Ave.

Point-17 12 1433 35 14 35 0 0 0 0 0 0
Point-19 13 1433 35 14 35 0 0 0 0 0 0
Toluca Ave.
between
Cameron Ave.
and Pacific
Ave.

Point-20 14 486 25 5 25 0 0 0 0 0 0
Point-21 15 486 25 5 25 0 0 0 0 0 0
Point-23 16 486 25 5 25 0 0 0 0 0 0
TrfTNMLaeq1h Page 2 of 2 6 December 2023
REPORT: Results: Sound Levels - No Barrier Objects
TNM VERSION 3.1.7970.37608 REPORT DATE: 6 December 2023 CALCULATED WITH: 3.1.7970.37608 CALCULATION DATE: 12/6/2023 1:58:48 PM CASE: West Covina Medical
Center Project_Existing
ORGANIZATION:

UNITS: English ANALYSIS BY: kbartholow
DEFAULT GROUND TYPE: Pavement PROJECT/CONTRACT
ATMOSPHERICS: 68°F, 50% Average pavement type shall be used unless a state PAVEMENT TYPE(S) USED: Average highway agency substantiates the use of a different type with approval FHWA.

Receiver Modeled Traffic Noise Levels
Nb. LAeq Increase over Existing
Name No. R.R. Existing Absolute Relative Type
LAeq Calc. Criterion Calc. Criterion of
dBA dBA dBA dBA dBA Impact
Cameron Ave. between Pacific
Ave. and Orange Ave.
1 1 --- 66.9 0.0 --- --- Sound Level
Orange Ave. between Garvey
Ave. and Cameron Ave.
2 1 --- 61.6 0.0 --- --- Sound Level
Cameron Ave. between Orange
Ave. and Toluca Ave.
3 1 --- 67.0 0.0 --- --- Sound Level
Toluca Ave. between Cameron
Ave. and Pacific Ave.
4 1 --- 59.2 0.0 --- --- Sound Level

Page 1 of 1 ends

Road Segment Auto Medium Truck Heavy Truck Bus Motorcycle Roadway Start Point Volume Speed Volume Speed Volume Speed Volume Speed Volume Speed Name Name No.
[Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] [Veh/hr] [mph] Orange Ave.
between
Garvey Ave.
and Cameron
Ave.

Point-0 0 917 25 9 25 0 0 0 0 0 0
Point-1 1 917 25 9 25 0 0 0 0 0 0
Point-3 2 917 25 9 25 0 0 0 0 0 0
Cameron Ave.
between
Pacific Ave.
and Orange
Ave.

Point-6 5 1392 35 14 35 0 0 0 0 0 0
Point-7 6 1392 35 14 35 0 0 0 0 0 0
Point-9 7 1392 35 14 35 0 0 0 0 0 0
Point-11 8 1392 35 14 35 0 0 0 0 0 0
Point-13 9 1392 35 14 35 0 0 0 0 0 0
Cameron Ave.
between
Orange Ave.
and Toluca
Ave.

Point-14 10 1589 35 16 35 0 0 0 0 0 0
Point-15 11 1589 35 16 35 0 0 0 0 0 0
REPORT: INPUT TRAFFIC FOR TNM VEHICLES (LAeq)
TNM VERSION: 3.1.7970.37608 REPORT DATE: 6 December 2023 CALCULATED WITH: 3.1.7970.37608 CALCULATION DATE: 12/6/2023 2:01:42 PM CASE: West Covina Medical Center
Project_FutureWithoutProjecf
ORGANIZATION:

ANALYSIS BY: kbartholow PROJECT/CONTRACT:

Point-17 12 1589 35 16 35 0 0 0 0 0 0
Point-19 13 1589 35 16 35 0 0 0 0 0 0
Toluca Ave.
between
Cameron Ave.
and Pacific
Ave.

Point-20 14 513 25 5 25 0 0 0 0 0 0
Point-21 15 513 25 5 25 0 0 0 0 0 0
Point-23 16 513 25 5 25 0 0 0 0 0 0
TrfTNMLaeq1h Page 2 of 2 6 December 2023
REPORT: Results: Sound Levels - No Barrier Objects
TNM VERSION 3.1.7970.37608 REPORT DATE: 6 December 2023 CALCULATED WITH: 3.1.7970.37608 CALCULATION DATE: 12/6/2023 2:01:42 PM CASE: West Covina Medical
Center
Project_FutureWithout
Projecf
ORGANIZATION:

Receiver Modeled Traffic Noise Levels
Nb. LAeq Increase over Existing
Name No. R.R. Existing Absolute Relative Type
LAeq Calc. Criterion Calc. Criterion of
dBA dBA dBA dBA dBA Impact
Cameron Ave. between Pacific
Ave. and Orange Ave.
1 1 --- 67.2 0.0 --- --- Sound Level
Orange Ave. between Garvey
Ave. and Cameron Ave.
2 1 --- 61.7 0.0 --- --- Sound Level
Cameron Ave. between Orange
Ave. and Toluca Ave.
3 1 --- 67.4 0.0 --- --- Sound Level
Toluca Ave. between Cameron
Ave. and Pacific Ave.
4 1 --- 59.5 0.0 --- --- Sound Level

Page 1 of 1 ends

Point-0 0 944 25 10 25 0 0 0 0 0 0
Point-1 1 944 25 10 25 0 0 0 0 0 0
Point-3 2 944 25 10 25 0 0 0 0 0 0
Cameron Ave.
between
Pacific Ave.
and Orange
Ave.

Point-6 5 1411 35 14 35 0 0 0 0 0 0
Point-7 6 1411 35 14 35 0 0 0 0 0 0
Point-9 7 1411 35 14 35 0 0 0 0 0 0
Point-11 8 1411 35 14 35 0 0 0 0 0 0
Point-13 9 1411 35 14 35 0 0 0 0 0 0
Cameron Ave.
between
Orange Ave.
and Toluca
Ave.

Point-14 10 1600 35 16 35 0 0 0 0 0 0
Point-15 11 1600 35 16 35 0 0 0 0 0 0
REPORT: INPUT TRAFFIC FOR TNM VEHICLES (LAeq)
TNM VERSION: 3.1.7970.37608 REPORT DATE: 6 December 2023 CALCULATED WITH: 3.1.7970.37608 CALCULATION DATE: 12/6/2023 2:03:47 PM CASE: West Covina Medical Center
Project_FutureWithProjecf
ORGANIZATION:

ANALYSIS BY: kbartholow PROJECT/CONTRACT:

Point-17 12 1600 35 16 35 0 0 0 0 0 0
Point-19 13 1600 35 16 35 0 0 0 0 0 0
Toluca Ave.
between
Cameron Ave.
and Pacific
Ave.

Point-20 14 521 25 5 25 0 0 0 0 0 0
Point-21 15 521 25 5 25 0 0 0 0 0 0
Point-23 16 521 25 5 25 0 0 0 0 0 0
TrfTNMLaeq1h Page 2 of 2 6 December 2023
REPORT: Results: Sound Levels - No Barrier Objects
TNM VERSION 3.1.7970.37608 REPORT DATE: 6 December 2023 CALCULATED WITH: 3.1.7970.37608 CALCULATION DATE: 12/6/2023 2:03:47 PM CASE: West Covina Medical
Center
Project_FutureWithProj
ecf
ORGANIZATION:

Receiver Modeled Traffic Noise Levels
Nb. LAeq Increase over Existing
Name No. R.R. Existing Absolute Relative Type
LAeq Calc. Criterion Calc. Criterion of
dBA dBA dBA dBA dBA Impact
Cameron Ave. between Pacific
Ave. and Orange Ave.
1 1 --- 67.3 0.0 --- --- Sound Level
Orange Ave. between Garvey
Ave. and Cameron Ave.
2 1 --- 61.9 0.0 --- --- Sound Level
Cameron Ave. between Orange
Ave. and Toluca Ave.
3 1 --- 67.5 0.0 --- --- Sound Level
Toluca Ave. between Cameron
Ave. and Pacific Ave.
4 1 --- 59.5 0.0 --- --- Sound Level

Page 1 of 1 ends

Appendix C
Transportation Impact Study

TRANSPORTATION IMPACT STUDY
WEST COVINA MEDICAL CENTER –

BEHAVIORAL HEALTH ADDITION PROJECT
City of West Covina, California
September 17, 2024
Prepared for:

Terry A. Hayes & Associates
3535 Hayden Avenue, Suite 350
Culver City, California 90232
LLG Ref. 1-23-4524-1
Prepared by: Under the Supervision of:

Chin S. Taing, PTP, RSP1 Alfred C. Ying, PE, PTP
Senior Transportation Planner Senior Transportation Engineer LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
i

TABLE OF CONTENTS

SECTION PAGE

1.0 Introduction............................................................................................................................. 1

1.1 Transportation Study Overview....................................................................................... 1

1.2 Study Methodology ......................................................................................................... 3

1.3 Los Angeles County Congestion Management Program Status..................................... 4

2.0 Project Description.................................................................................................................. 5

2.1 Existing Project Site......................................................................................................... 5

2.2 Proposed Project Description .......................................................................................... 5

2.3 Project Site Access........................................................................................................... 5

2.3.1 Vehicular Site Access.......................................................................................... 5

2.3.2 Fire Truck/Emergency Site Access..................................................................... 8

2.3.3 Non-Vehicular Site Access................................................................................. 8

2.4 Sight Distance Review..................................................................................................... 10

2.4.1 Intersection Sight Distance at Project Driveway ................................................ 10

2.5 Existing and Future Total Parking Supply ...................................................................... 13

2.6 City Code Parking Requirements.................................................................................... 15

2.7 Comparison of Industry Standard Parking Ratios........................................................... 16

2.7.1 ITE Parking Demand Ratios............................................................................... 16

2.8 Site Specific Operations and Forecast Parking Demand................................................. 17

2.9 Existing Site Parking Demand......................................................................................... 18

2.10 Total Future Forecast Parking Demand........................................................................... 22

2.11 Project Trip Generation and Distribution........................................................................ 23

2.11.1 Project Trip Generation....................................................................................... 23

2.11.2 Project Trip Distribution and Assignment.......................................................... 25

3.0 Project Site Context ................................................................................................................ 29

3.1 Non-Vehicle Network...................................................................................................... 29

3.1.1 Pedestrian System ............................................................................................... 29

3.1.2 Bicycle System.................................................................................................... 29

3.2 Transit Network ............................................................................................................... 30

3.3 Vehicle Network.............................................................................................................. 30

3.3.1 Roadway Classifications..................................................................................... 30

3.3.2 Regional Highway System.................................................................................. 34

3.3.3 Roadway Descriptions ........................................................................................ 34

3.4 Traffic Count Data........................................................................................................... 34

3.5 Cumulative Development Projects.................................................................................. 37

3.5.1 Related Projects................................................................................................... 37

3.5.2 Ambient Traffic Growth Factor.......................................................................... 41

4.0 CEQA Transportation Assessment....................................................................................... 46

4.1 Vehicle Miles Traveled (VMT) Project Screening ......................................................... 46 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
ii
TABLE OF CONTENTS (continued)

SECTION PAGE

4.1.1 Transit Priority Area Screening .......................................................................... 46

4.1.2 Low VMT Area Screening.................................................................................. 47

4.1.3 Project Type Screening ....................................................................................... 48

4.1.4 Summary of Screening Conclusions................................................................... 49

4.2 VMT Impact Conclusions............................................................................................... 49

4.3 Active Transportation and Public Transit Analysis........................................................ 49

4.3.1 Adopted Policies, Plans, or Programs................................................................. 49

4.3.2 Qualitative Impact Conclusions.......................................................................... 50

5.0 Non-CEQA Analysis............................................................................................................... 51

5.1 Analysis Methodology..................................................................................................... 51

5.2 Criteria for Non-CEQA Analysis.................................................................................... 52

5.3 Analysis Scenarios........................................................................................................... 52

5.4 Existing Conditions.......................................................................................................... 53

5.4.1 Existing Conditions............................................................................................. 53

5.4.2 Existing With Project Conditions........................................................................ 53

5.5 Future Year 2026 Cumulative Conditions....................................................................... 53

5.5.1 Future Year 2026 Cumulative Without Project Conditions............................... 53

5.5.2 Future Year 2026 Cumulative With Project Conditions..................................... 57

6.0 California Department of Transportation Analysis............................................................ 62

6.1 Vehicle Miles Traveled Analysis .................................................................................... 62

6.2 Off-Ramp Vehicle Queuing Analysis............................................................................. 62

7.0 Construction Traffic Analysis................................................................................................ 65

7.1 Construction Assumptions............................................................................................... 65

7.2 Peak Construction Traffic Trip Generation..................................................................... 67

7.2.1 Construction Workforce...................................................................................... 67

7.2.2 Construction Trucks............................................................................................ 68

7.2.3 Miscellaneous Trucks.......................................................................................... 68

7.2.4 Total Construction Traffic Generation................................................................ 69

7.3 Cumulative Impacts During Concurrent Construction Activities................................... 69

7.4 Emergency Access During Concurrent Construction Activities..................................... 69

7.5 Construction Management and Haul Route Approval.................................................... 70

8.0 Summary and Conclusions.................................................................................................... 72 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
iii

APPENDICES

APPENDIX
A. Collision History Data
B. Traffic, Pedestrian, and Bicycle Count Data
C. San Gabriel Valley COG Vehicle Miles Traveled Evaluation Tool Screening Worksheets D. ICU/HCM and Levels of Service Explanation
ICU/HCM Data Worksheets – Weekday AM and PM Peak Hours
E. Caltrans Analysis HCM Data Worksheets – Weekday AM and PM Peak Hours LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
iv
TABLE OF CONTENTS (continued)

LIST OF FIGURES
SECTION—FIGURE # PAGE
1–1 Vicinity Map .......................................................................................................................... 2 2–1 Aerial Photograph of Existing Project Site............................................................................ 6 2–2 Site Plan.................................................................................................................................. 7 2–3 Vehicle Turning Maneuvers for Fire Truck Access.............................................................. 9 2–4 Intersection Sight Distance at Project Driveway................................................................... 12 2–5 Existing Parking Supply ........................................................................................................ 14 2–6 Project Trip Distribution........................................................................................................ 26 2–7 Project Traffic Volumes – Weekday AM Peak Hour............................................................ 27 2–8 Project Traffic Volumes – Weekday PM Peak Hour............................................................ 28 3–1 Existing and Proposed Bikeways........................................................................................... 31 3–2 Existing Transit Routes.......................................................................................................... 32 3–3 Existing and Future Lane Configurations.............................................................................. 35 3–4 Existing Traffic Volumes – Weekday AM Peak Hour ......................................................... 39 3–5 Existing Traffic Volumes – Weekday PM Peak Hour.......................................................... 40 3–6 Location of Related Projects.................................................................................................. 43 3–7 Related Projects Traffic Volumes – Weekday AM Peak Hour............................................. 44 3–8 Related Projects Traffic Volumes – Weekday PM Peak Hour ............................................. 45 5–1 Existing With Project Traffic Volumes – Weekday AM Peak Hour.................................... 55 5–2 Existing With Project Traffic Volumes – Weekday PM Peak Hour..................................... 56 5–3 Future Without Project Traffic Volumes – Weekday AM Peak Hour.................................. 58 5–4 Future Without Project Traffic Volumes – Weekday PM Peak Hour .................................. 59 5–5 Future With Project Traffic Volumes – Weekday AM Peak Hour....................................... 60 5–6 Future With Project Traffic Volumes – Weekday PM Peak Hour........................................ 61 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
v
TABLE OF CONTENTS (continued)

LIST OF TABLES
SECTION—TABLE # PAGE
2–1 Existing and Project Peak Parking Demands ........................................................................ 17 2–2 Weekday Parking Accumulation Survey............................................................................... 19 2–3 Weekend Parking Accumulation Survey............................................................................... 21 2–4 Project Trip Generation Forecast........................................................................................... 24 3–1 Existing Transit Routes.......................................................................................................... 33 3–2 Existing Roadway Descriptions............................................................................................. 36 3–3 Existing Traffic Volumes....................................................................................................... 38 3–4 Related Projects List and Trip Generation............................................................................. 42 5–1 Summary of Volume-to-Capacity Ratios/Delays and Levels of Service.............................. 54 6–1 Summary of Off-Ramp Vehicle Queuing Analysis .............................................................. 64 7–1 Construction Peak Hour Trip Generation.............................................................................. 66 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

TRANSPORTATION IMPACT STUDY
WEST COVINA MEDICAL CENTER –

BEHAVIORAL HEALTH ADDITION PROJECT
City of West Covina, California
September 17, 2024

1.0 INTRODUCTION

1.1 Transportation Study Overview
This transportation impact study has been conducted to identify and evaluate the potential transportation impacts of the proposed West Covina Medical Center Behavioral Health Addition project (“proposed project”). The project site is located at 725 South Orange Avenue, adjacent to the I10 Freeway eastbound off-ramp to Orange Avenue, in the City of West Covina. The proposed project site is generally bounded by the I-10 Freeway and the eastbound off-ramp to the north and west, Cameron Avenue and an existing surface parking lot to the south, and Orange Avenue to the east (assuming a north-south orientation for Orange Avenue). The project site and general vicinity are shown in Figure 1-1.

The transportation assessment follows the analysis methodology that is consistent with the City of West Covina Transportation Study Guidelines0F
1 . In compliance with the California Environmental
Quality Act (CEQA) Sections 15064.3 and 15064.7, the City of West Covina has adopted Vehicle Miles Traveled (VMT) for the purpose of analyzing transportation impacts under CEQA. In addition, the City maintains vehicle Level of Service (LOS) standards for local transportation infrastructure. Therefore, the Guidelines identify both CEQA based analysis requirements and nonCEQA based analysis requirements for analyzing the potential transportation impacts of proposed development projects.

This study evaluates potential project-related VMT impacts pursuant to the screening criteria, analysis tools, and thresholds adopted and approved for use by the City of West Covina. The study also evaluates potential project-related effects on LOS at two (2) key intersections in the vicinity of the project site. The study intersections were determined in consultation with City of West Covina staff. The Intersection Capacity Utilization (ICU) method and the Highway Capacity Manual (HCM) method were used to determine LOS for the signalized intersection and unsignalized intersection, respectively.
1 City of West Covina Transportation Study Guidelines for Vehicle Miles Traveled and Level of Service Assessment, September 2020.
- 1 -
- 2 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
This report (i) presents the proposed project’s existing transportation network context, (ii) presents existing traffic volumes, (iii) forecasts cumulative baseline conditions, (iv) forecasts projectgenerated traffic, (v) assesses the potential for project-related transportation impacts consistent with the CEQA compliant and non-CEQA compliant metrics set forth by the City of West Covina, and (vi) recommends transportation mitigation and/or improvement measures, where necessary.

1.2 Study Methodology
The CEQA and non-CEQA analysis criteria for this transportation assessment were identified in consultation with City of West Covina staff. The analysis criteria were determined based on the City’s Guidelines, the proposed project description and location, and the characteristics of the surrounding transportation system. As the Lead Agency under CEQA, the City of West Covina confirmed the appropriateness of the analysis criteria when it approved the transportation assessment Scope of Work Memorandum of Understanding (MOU).

On September 27, 2013, Governor Brown signed Senate Bill (SB) 743 (Steinberg, 2013). Among other things, SB 743 created a process to change the methodology to analyze transportation impacts under CEQA (Public Resources Code section 21000 and following) in order to promote: 1) the reduction of greenhouse gas emissions, 2) the development of multimodal transportation networks, and 3) a diversity of land uses. On December 30, 2013, the State of California Governor’s Office of Planning and Research (OPR) released a preliminary evaluation of alternative methods of transportation analysis, which included analysis based on project VMT rather than impacts to intersection Level of Service. OPR issued other draft discussion documents in March 2015 and January 2016, suggesting some new revisions to the state CEQA Guidelines. In November 2017, OPR submitted the proposed amendments to the CEQA Guidelines to the State’s Natural Resources Agency (that include a proposed new Guidelines section 15064.3 which governs how VMT-based analyses of potential traffic impacts should be conducted). On January 26, 2018, the Natural Resources Agency published a Notice of Rulemaking, commencing the formal rulemaking process for the amendments to the CEQA Guidelines. On December 28, 2018, the California Office of Administrative Law adopted the proposed amendments, formally implementing the use of VMT as the metric for transportation analysis under CEQA and providing a grace period allowing local agencies to opt-in to the new metrics. State-wide implementation of the new metric was required by July 1, 2020.

In anticipation of the mandated change to VMT, the San Gabriel Valley Council of Governments (SGVCOG), of which the City of West Covina is a member agency, undertook the SGVCOG SB 743 Implementation Study to assist with answering important implementation questions about the methodology, thresholds, and mitigation approaches for VMT impact analysis in the member agencies. The City of West Covina utilized the information produced through the Implementation Study to adopt a methodology and significance thresholds for use in CEQA compliant transportation analyses. In alignment with the goals of SB 743, the City also requires an evaluation of a project’s impact on the multi-modal pedestrian, bicycle, and transit network. - 3 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
The City’s Guidelines further note that SB 743 does not prevent agencies from continuing to analyze delay or LOS outside of CEQA review for other transportation planning or analysis purposes (i.e., general plans, impact fee programs, corridor studies, congestion reduction, or ongoing network monitoring). The City has LOS standards which local transportation infrastructure should strive to maintain. The LOS standards apply to discretionary approvals of new land use development projects. Therefore, the City’s Guidelines also include requirements for non-CEQA analyses.

Specifically, the City requires utilization of the Intersection Capacity Utilization (ICU) methodology and the latest version of the Highway Capacity Manual (HCM) methodology to evaluate LOS at signalized and unsignalized intersections, respectively.

The proposed project’s CEQA transportation impacts have been evaluated based on the City of West Covina’s adopted VMT screening criteria, methodology, and thresholds. In order to evaluate the proposed project’s effect on local transportation infrastructure, a non-CEQA analysis of two (2) study intersections has been conducted for the weekday AM and PM peak hours, utilizing the ICU/HCM analysis methodologies for signalized and unsignalized intersections.

1.3 Los Angeles County Congestion Management Program Status The Los Angeles County Congestion Management Program (CMP) was previously a state-mandated program that was enacted by the California State Legislature with the passage of Proposition 111 in 1990 that primarily utilized a level of service (LOS) performance metric. Pursuant to California Government Code §65088.3, local jurisdictions may opt out of the CMP requirement without penalty if a majority of the local jurisdictions representing a majority of the County’s population formally adopt resolutions requesting to opt out of the program. As stated in a letter from the Los Angeles County Metropolitan Transportation Authority (Metro)1F 2 , by August 28, 2019, 57 local
jurisdictions, which in total represent 8.5 million in population, had adopted resolutions electing to be exempt from the CMP. With the Los Angeles County region having reached the statutorily required threshold, the provisions of the CMP are no longer applicable to any of the 89 local jurisdictions within Los Angeles County, regardless of whether or not a jurisdiction adopted an optout resolution. Therefore, CMP Traffic Impact Analysis is no longer required in Environmental Impact Reports.
2 Kalieh Honish, Los Angeles County Metropolitan Transportation Authority, to Seleta Reynolds, City of Los Angeles Department of Transportation, “Re: Dissolution of the Congestion Management Program in Los Angeles County,” August 28, 2019.
- 4 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

2.0 PROJECT DESCRIPTION

2.1 Existing Project Site
The existing project site of approximately 2.83 acres is located at 725 South Orange Avenue, adjacent to the I-10 Freeway eastbound off-ramp to Orange Avenue, in the City of West Covina. The site is generally bounded by the I-10 Freeway and the eastbound off-ramp to the north and west, Cameron Avenue and an existing surface parking lot to the south, and Orange Avenue to the east. The proposed project site and general vicinity are shown in Figure 1-1.

The assessor’s parcel number for the project site is 8474-001-022. The site is currently developed with the existing West Covina subacute hospital building (28,000 square feet with 33 beds), an existing single-story medical office building (15,000 square feet), and another three-story medical office building (18,000 square feet). The prior West Covina general acute hospital building (46 beds), transitioned to a subacute hospital when it eliminated 13 medical surgical beds and the two operating rooms in January 2023. An aerial photograph of the existing project site is presented in Figure 2-1.

2.2 Proposed Project Description
The proposed project consists of expanding the existing West Covina Medical Center to include an approximate 42,000 square-foot four-story behavioral health transition facility to the northeast side of the existing building. The proposed building addition would remove a portion of the existing surface parking lot currently located at the northeast portion of the site. The expansion would feature three levels of nursing units over an at-grade arrival lobby and include an additional 71 licensed beds which would increase the total to 104 licensed beds (i.e., 33 existing beds plus 71 additional beds). All patients are expected to be transported via emergency service vehicles from their institutional place of living (i.e., other skilled nursing and residential care facilities) to this transitional facility for treatment.

Vehicular access to the project site will continue to be provided via the existing driveway on Orange Avenue. All drop-off/pick-up of patients for the project and other existing uses on-site will utilize the designated on-site loading area and no drop-off/pick-up activities are permitted on Orange Avenue. The conceptual site plan is illustrated in Figure 2-2. The project build-out and occupancy year is anticipated by the year 2026.

2.3 Project Site Access

2.3.1 Vehicular Site Access
Direct vehicular access to the project site is planned to be accommodated by an existing driveway on Orange Avenue as well as two driveways for the off-site surface parking lot as shown in Figure 2-1.

The site access and circulation plan for the proposed project is also displayed in Figure 2-2. The access for the off-site surface parking lot is accommodated by an existing driveway on Orange Avenue, south of Cameron Avenue, and another existing driveway on Garvey Avenue South, west - 5 -
- 6 -
Figure 2-2
Site Plan
West Covina Medical Center - Behavioral Health Addition Project N
SOURCE: CA ARCHITECTS
- 7 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
of Orange Avenue. Descriptions of the project site access points are provided in further detail below:
• Orange Avenue Driveway
An existing driveway along the west side of Orange Avenue will continue to provide access to the on-site parking area/s. The Orange Avenue driveway currently accommodates full access (i.e., inbound and outbound left-turn and right-turn movements) from Orange Avenue.

A sight distance review is prepared for the Orange Avenue project driveway. Access to the on-site surface parking lot (i.e., which includes 18 parking spaces designated primarily for staff) will also be provided by the 28-foot wide Orange Avenue driveway. • Orange Avenue Off-Site Lot Driveway
An existing driveway along the west side of Orange Avenue approximately mid-way between Cameron Avenue and Garvey Avenue South will continue to provide access to the off-site parking lot for visitors/staff parking. The 29-foot wide driveway currently accommodates full access (i.e., inbound and outbound left-turn and right-turn movements) from Orange Avenue.
• Garvey Avenue South Off-Site Lot Driveway
An existing driveway along the north side of Garvey Avenue South, west of Orange Avenue, will continue to provide access to the off-site parking lot. The 25-foot wide driveway currently accommodates full access (i.e., inbound and outbound left-turn and right-turn movements) from Garvey Avenue South.

Within the project site, vehicle circulation will continue to be accommodated by the drive aisle situated along the perimeter of the building in the northeast portion of the site. As mentioned previously, no drop-off/pick-up activities will be permitted on Orange Avenue.

2.3.2 Fire Truck/Emergency Site Access
Fire truck/emergency vehicles would also access the site via the Orange Avenue driveway. As shown in Figure 2-3, the turnaround area in front of the building could accommodate the fire truck access. The Fire Department access lane is also provided along the northerly perimeter of the site as well as behind the existing subacute hospital building where a turnaround area is provided in the western portion of the site.

2.3.3 Non-Vehicular Site Access
The project is designed to accommodate non-vehicular access to the proposed project site.

Pedestrian access within the project site will be accommodated by Americans with Disabilities Act (ADA) compliant walkways near the eastern portion of the site. As shown in Figure 2-2, an accessible pedestrian path of travel is provided from the off-site parking lot to the entrance of the proposed project building by utilizing the existing crosswalk at the Orange Avenue/Cameron Avenue intersection and the existing sidewalk on the west side of Orange Avenue and then - 8 -

8.86 22.33

47.16 TrackWidth :
:

Steering AngleLock to Lock Time
::
feet
Pierce Arrow XT

45.56.08.018.01

AVE ORANGE
AVE

CAMERON
10 Figure 2-3
Vehicle Turning Maneuvers for Fire Truck Access
West Covina Medical Center - Behavioral Health Addition Project

NOT TO SCALE
N
- 9 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
connecting to planned walkways onsite. These walkways will provide exclusive pedestrian and bicycle access to/from the existing public sidewalk along the project site frontage. The walkways thus minimize the extent of pedestrian and bicycle interaction with vehicles at the site and provide a comfortable, convenient, and safe environment for pedestrians and bicyclists accessing the building from outside the project site. Due to the anticipated increased usage of the off-site parking lot, more pedestrians are expected to utilize the existing crosswalk at the Orange Avenue/Cameron Avenue intersection to access the site as shown in Figure 2-2. As such, it is recommended that the existing crosswalk at the Orange Avenue/Cameron Avenue intersection be converted to white continental crosswalks to provide greater visibility and safety to both pedestrians and motorists.

2.4 Sight Distance Review
A review has been conducted to evaluate the adequacy of sight distance at the project driveway intersection with Orange Avenue, which is planned to serve as the access to and from the project site for those being transported as well as some staff parking behind the buildings. The critical sight distance was determined to be between exiting motorists and motorists traveling on Orange Avenue or from the I-10 Freeway eastbound off-ramp. Specifically, a sight distance analysis has been prepared at the subject location in order to determine the adequacy of motorists’ lines of sight and focuses on the northbound and southbound approaching vehicles on Orange Avenue (assuming a north-south orientation for Orange Avenue) as well as the exiting right-turn vehicles at the project site driveway (i.e., intersection sight distance). The sight distance analysis is based on the criteria set forth in the American Association of State Highway and Transportation Officials’ (AASHTO) A Policy on Geometric Design of Highways and Streets.2F
3 Stopping sight distance is the distance that a
driver of a vehicle, traveling at a certain speed, is able to bring the vehicle to a stop after an object on the road becomes visible. Sight distance is also provided for intersections (including private streets and driveways) to allow the drivers of stopped vehicles a sufficient view of the intersecting roadway to decide when to enter the intersecting roadway or to cross it. If available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major roadway, then drivers have sufficient sight distance to anticipate and avoid collisions.

2.4.1 Intersection Sight Distance at Project Driveway
According to Table 9-8 (Design Intersection Sight Distance-Case B2-Right Turn from Stop, Case B3-Crossing Maneuver) of the AASHTO document, a design speed of 25 miles per hour would require a minimum stopping sight distance of 155 feet and an intersection sight distance of 240 feet for passenger cars. The sight distance values summarized in Table 9-8 of the AASHTO document are for a stopped vehicle to turn right onto or to cross a two-lane highway without a raised median island. No adjustments were necessary to be made for Orange Avenue. 3 A Policy on Geometric Design of Highways and Streets, Chapter 9, American Association of State Highway and Transportation Officials (AASHTO), 7th Edition, 2018.
- 10 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
Figure 2-4 displays the conceptual plan of the proposed project with the adjacent street system and the minimum required intersection sight distances for the project site driveway. The existing lines of sight for the northbound and southbound motorists approaching the Orange Avenue project driveway are also illustrated in Figure 2-4. Figure 2-4 shows that when an exiting motorist’s vehicle (i.e., front bumper) is placed 15 feet from the edge of the travel way to the motorists’ eye according to AASHTO guidelines, a line of sight to meet the stated minimum would not exist for the project site driveway for the critical case, which is Case B2 – Right Turn from Stop and Case B3 – Crossing Maneuver. As shown in Figure 2-4, the line of sight should be clear of any tall landscaping, signage, or objects (i.e., be less than 36 inches in height) so as to maintain a clear line of sight between exiting motorists and oncoming motorists.

Based on the utilization of a design speed of 25 mph along Orange Avenue, the sight distance analyses contained herein, and strict application of the AASHTO guidelines, it can be concluded that the existing intersection sight distance at the Orange Avenue project driveway does not meet the minimum requirements for exiting project driveway motorists and oncoming northbound and southbound (approaching) vehicles on Orange Avenue. While the intersection sight distance of less than 240 feet is provided for the oncoming northbound (approaching) vehicles on Orange Avenue, these vehicles will be controlled by the existing intersection of Orange Avenue/Cameron Avenue and thus will not likely be traveling at the design speed just north of Cameron Avenue.

In order to maintain the clear lines of sight at the project driveway, it is therefore recommended that red curb markings and signage be installed to prohibit on-street parking along the west side of Orange Avenue along the project frontage. It is recommended that the existing red curb marking immediately south of the project driveway be extended by approximately 40 feet to connect with the next southerly red curb marking on Orange Avenue. All existing red curb markings on Orange Avenue are to be refreshed for visibility. The two-hour parking sign that is located to the north of the existing entrance canopy is to be removed. It is also recommended that the existing trees and bushes along the west side of Orange Avenue/freeway off-ramp north of the project driveway be trimmed as they currently obstruct the required line of sight of approaching southbound vehicles on Orange Avenue. There is currently a 20 miles per hour speed advisory sign at the beginning of the freeway off-ramp north of the driveway. As shown in Figure 2-4, the installation of an advance warning signs (i.e., W2-1 and W70, Cross Traffic Ahead) on both sides of Orange Avenue would also be recommended for southbound approaching vehicles coming from the freeway off-ramp to indicate the presence of an intersection/driveway further ahead. With the on-street parking removal, trimming of the existing vegetation and advance warning signages, intersection sight distance would be improved between exiting motorists at the project driveway and oncoming (approaching) vehicles in both directions on Orange Avenue. Further, while the minimum intersection sight distances are not met given the location of the existing driveway and the roadway curvature from the freeway offramp to Orange Avenue, the majority of visitors/staff parking will be provided at the off-site parking lot at the southwest corner of Orange Avenue/Cameron Avenue, while vehicles utilizing the Orange Avenue driveway on-site will primarily be staff and ambulances that are transporting patients. Due to the expected increased usage of the off-site parking lot, red curb markings are to be installed/refreshed for 20 feet on either side of both driveways for the off-site parking lot (i.e., at - 11 -

CAMERON

AVE ORANGE
10 15'
AVE PROVIDED CROSSING ISD = 172' CROSSING ISD REQ @ 25 MPH = 240' RIGHT-TURN ISD REQ @ 25 MPH = 240' PROVIDED RIGHT-TURN ISD = 131' Figure 2-4
Intersection Sight Distance at Project Driveway
West Covina Medical Center - Behavioral Health Addition Project

NOT TO SCALE
N

PROPOSED SIGNS
W2-1 W70-(CA)
W16-5P
- 12 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
Garvey Avenue South and Orange Avenue driveways). Appropriate signages will also be installed at both driveways indicating the usage of the off-site parking lot for the West Covina Medical Center staff and visitors only. The number of entering and exiting (i.e., inbound and outbound) vehicles forecast with the development of the proposed project is discussed in detail in Section 2.11 of this report.

Collision data were requested from the California Highway Patrol’s (CHP) Statewide Integrated Traffic Records System (SWITRS) for the City of West Covina for the most recent five (5) year period. According to SWITRS, data from seven (7) months prior to the date of request should be considered incomplete due to a collision records processing backlog. Therefore, the most recent five-year period is assumed to include September 1, 2019 through April 10, 2023. Collisions which occurred after April 10, 2023 to the date of request are included for informational purposes only. A summary of the collision records was compiled in order to identify any collisions which occurred adjacent to the project site, along Orange Avenue, Cameron Avenue, and at the intersection of Orange Avenue/Cameron Avenue. The collisions which were identified are presented in Appendix A. During the five-year period, a total of ten (10) collisions were identified of which four (4) occurred at the intersection, four (4) occurred north of the intersection, and two (2) occurred south of the intersection. Development of the proposed project will not change the existing roadway conditions along this roadway segment with the majority of project trips anticipated to/from the offsite parking lot. Sight distances recommendations at the Orange Avenue driveway intersection (i.e., on-street parking removal, trees/brush trimming, and advance warning signage) will also improve the visibility and safety at the project driveway and along the project frontage on Orange Avenue.

2.5 Existing and Future Total Parking Supply
Figure 2-5 provides an aerial photograph illustration of the overall existing site as well as the various surface parking areas provided on-site and off-site. As illustrated in Figure 2-5, the on-site surface parking lot for the WCMC currently provides a total of 79 spaces (i.e., 62 standard spaces, 14 reserved spaces, and 3 handicap accessible spaces). In addition to the on-site parking spaces, a total of 132 parking spaces are currently provided in the off-site surface lot located at the southwest corner of Orange Avenue/Cameron Avenue. A total of six (6) spaces are provided on-street, along the west side of Orange Avenue north of Cameron Avenue. For purposes of this parking analysis, when accounting for the off-site spaces, the total off-site lot and on-street parking supply consists of 138 spaces. Therefore, the combined existing site-wide parking supply totals 217 spaces (i.e., 79 on-site spaces, 6 on-street spaces, 132 off-site spaces).

Parking for the existing Medical Center as well as the proposed behavioral health building addition will be provided at the on-site and off-site surface parking lots. With the proposed building addition for the project, the on-site parking spaces would be reduced to 18 spaces from the existing 79 spaces. As shown in Figure 2-2, the future on-site parking supply consists of 12 standard spaces and 6 handicap accessible spaces. Therefore, the combined future site-wide parking supply for the overall site is 150 parking spaces (i.e., 18 on-site spaces and 132 off-site spaces). - 13 -
- 14 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

2.6 City Code Parking Requirements
A calculation of the Code parking requirement was prepared in accordance with the City of West Covina Municipal Code off-street parking requirements (Section 26-582, Parking Ratios, nonresidential). In accordance with the Municipal Code parking regulations, the following parking requirements most applicable to the existing site and proposed project are as follows:
• Medical and dental office For buildings having less than 20,000 square feet of gross floor area: 1 space for every 150 square feet of gross floor area.

For buildings having more than 20,000 square feet of gross floor area: 1 space for every 200 square feet of gross floor area.
• Hospitals and sanitariums 1.5 spaces per bed.
_________
Source: City of West Covina Municipal Code (Section 26-582, Parking ratios, nonresidential).

Through strict application of the Municipal Code parking regulations, the following parking requirement would be calculated for the existing hospital and medical office along with the proposed project. The net square footage applied below for the medical office excludes the space allocated to restrooms, janitor and mechanical closets, and stairwells. As noted previously in the project description, the total gross floor area of the behavioral health building addition is 42,000 square feet with 71 beds:
• Existing Subacute Hospital: 33 beds x 1.5 spaces/bed = 50 spaces • Existing Medical Offices: 29,200 SF x 1.0 space/200 SF = 146 spaces • Proposed Project Addition: 71 beds x 1.5 spaces/bed = rounded to 107 spaces Total Code Required Parking = 303 spaces
As summarized above, a total of 303 spaces would be required for the existing subacute hospital, existing medical offices, and proposed behavioral health addition based on direct application of the Zoning Code parking requirements. Specifically, the Code parking requirement for the proposed behavioral health building addition is 107 spaces of the total 303 required spaces for the overall medical campus.

When comparing the above Municipal Code parking requirement of 303 spaces to the proposed overall sitewide future parking supply of 150 spaces, a theoretical deficit of 153 parking spaces is calculated. However, it is important to note that the City of West Covina Municipal Code also contains provisions which allow for the joint use of parking spaces, dependent upon the land uses and nature of offset parking demands. Empirical parking demands for the existing site and future projections for the proposed use based on information pertaining to the site operations were also reviewed.
- 15 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

2.7 Comparison of Industry Standard Parking Ratios

2.7.1 ITE Parking Demand Ratios
In addition to reviewing Code parking requirements, the average peak parking demands for various land uses are often estimated using parking ratios contained in other industry standard parking publications. LLG reviewed parking ratios contained in the Institute of Transportation Engineers’ (ITE) Parking Generation Manual3F
4 publication. The Parking Generation Manual presents the stateof-the-practice understanding of the relationship between parking demand and various characteristics associated with individual land use developments, based on parking studies conducted at locations throughout North America. While the Parking Generation Manual contains a parking ratio for hospital facilities, this land use type may not be directly applicable for the proposed project site operations. Nonetheless, the ITE Land Use 610 (Hospital) average peak parking demand ratios were reviewed and compared with that expected through application of the Code parking requirements.

When utilizing the ITE publication, the parking demand can be calculated through application of the average peak parking demand ratios based on the total building gross floor area. The average weekday parking demand ratios for the two land use types are summarized below:
• ITE Land Use Code 610 (Hospital) average weekday peak period parking demand ratio: 2.25 spaces for every 1,000 square feet of gross floor area (15 study sites, average building size:
449,000 SF); 3.89 spaces per bed (51 study sites, average number of 390 beds) • ITE Land Use Code 720 (Medical-Dental Office Building-Hospital Campus) average weekday peak period parking demand ratio: 3.58 spaces for every 1,000 square feet of gross floor area (16 study sites, average building size: 53,000 SF) Application of the ITE published parking demand ratios above to the existing site and proposed project would yield an average weekday peak parking demand of 263 spaces for the overall site as calculated below.
• Existing Hospital: 28,000 x 2.25 spaces/1,000 SF = 63 spaces • Existing Medical Offices: 29,200 SF x 3.58 spaces/1,000 SF = rounded to 105 spaces • Proposed BH Addition: 42,000 SF x 2.25 spaces/1,000 SF = rounded to 95 spaces Total ITE Parking Demand = 263 spaces
Thus, the Code parking requirement for the proposed project (i.e., 303 spaces) is 40 spaces more than the parking demand forecast utilizing the ITE parking demand ratios (i.e., 263 spaces). 4 Parking Generation Manual, 6th Edition, Institute of Transportation Engineers, Washington D.C., October 2023. - 16 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

2.8 Site Specific Operations and Forecast Parking Demand Due to the unique characteristics of the project, parking spaces are expected to be shared with the existing subacute general hospital, medical office, and the proposed project. Details pertaining to site-specific operations for the proposed behavioral health building as well as the existing subacute hospital and medical office was provided by the Project Applicant team to forecast the future parking demand for the proposed project and the overall site as a whole. The site-specific parking demand analysis was prepared to determine whether adequate site-wide parking supply would be provided to accommodate the peak parking demand considering the existing parking demands of the subacute hospital, the medical office, and the proposed behavioral health building addition. The forecast parking needs of each user group for the subacute hospital, medical office, and the proposed behavioral health building addition are summarized below in Table 2-1.

Table 2-1
Existing and Project Peak Parking Demands
Existing Subacute Hospital User Groups # Parking Spaces Employees/Staff 10 employees/peak shift 20 spaces
Visitors 3 visits/day 3 spaces
Inspectors/Maintenance/Other -- 5 spaces
Total Parking for Existing Subacute Hospital 28 spaces
Existing Medical Office (starting 1/2025) User Groups # Parking Spaces Employees/Staff 8 employees/daily shift 8 spaces
Visitors 0 visits/day 0 spaces
Day Care Patients 10 visits/day Mini-vans Drop-Off
Total Parking for Medical Office 8 spaces
Proposed Behavioral Health Addition User Groups # Parking Spaces Employees/Staff 16 employees/peak shift 32 spaces
Visitors 5 visits/day 5 spaces
Emergency Ambulance 10 visits/day Ambulance Drop-Off Area Total Parking for Behavioral Health Addition 37 spaces
Total Parking for Subacute Hospital, Medical Office and Proposed Behavioral Health Addition Project 73 spaces
- 17 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
For the proposed project, the Applicant anticipates that a total of 50 employees would be required for the project and two (2) shifts would be expected for typical site operations. Thus, with two planned shifts per day (i.e., from 7:00 AM to 7:00 PM and 7:00 PM to 7:00 AM), an average of 16 employees is expected per peak shift. It is noted that the site-specific expected employee figure during the peak shift was utilized to estimate the number of parking spaces/vehicles based on an average vehicle ridership (AVR) of 1.0 persons per vehicle without application of an absenteeism rate adjustment. It was also conservatively assumed that all employees would drive alone to the site and does not account for utilization of other modes of transportation (i.e., walk, bike, arriving via public transportation, carpool, etc.). The 32 staff spaces allocated also account for any potential overlap that could occur between the shift changes. The patients are transported to the site by ambulances and no more than ten (10) emergency ambulance visits are anticipated on a given day.

The ambulance or non-emergency transport vans will arrive to awaiting staff in the rear entrance on the east side of the property in the drop-off area and thus will not utilize parking spaces on-site.

Based on the site-specific parking needs for each of the user groups, a total peak parking demand for the project is forecasted to be 37 spaces. Altogether, the site-specific parking needs for the site as a whole is forecast to be 73 spaces.

2.9 Existing Site Parking Demand
The existing parking demand was also measured at the on-site parking spaces as well as the adjacent surface parking lot in order to determine the adequacy of the future planned parking supply to accommodate the peak parking demand generated by the existing occupied subacute hospital and medical office buildings along with the proposed project. Additionally, the parking demand data were used as a basis for forecasting future parking demand following the full occupancy of the overall site.

The existing parking demand was determined by conducting parking accumulation counts of the onsite and off-site surface lot parking areas. Parking demand associated with the existing WCMC that were observed to utilize street parking (i.e., along the west side of Orange Avenue north of Cameron Avenue) or off-site parking lots (i.e., at the surface parking lot at the southwest corner of the Orange Avenue/Cameron Avenue intersection or the surface parking lot at the northeast corner of the Orange Avenue/Cameron Avenue intersection) were also included as part of the total existing parking demand for the WCMC. The parking accumulation counts were conducted by a subconsultant (City Traffic Counters) in 60-minute increments from 9:00 AM to 7:00 PM during two consecutive weekdays and one weekend day (Saturday) in April 2023. These days and time periods were selected so as to capture the hourly parking trend in order to determine the peak facility usage periods. Summaries of the parking accumulation surveys for the observation days are presented in Tables 2-2(a), 2-2(b) for the weekdays and Table 2-3 for the weekend (Saturday). As noted in Tables 2-2 and 2-3 and shown in Figure 2-5, the parking areas were disaggregated so as to gain a better understanding of parking demand and usage within the site and off-site parking areas. As can be expected, the areas of highest utilization are nearest to the existing building entrances, which are the most conveniently located spaces in the parking areas. - 18 -
Table 2-2(a)

WEEKDAY PARKING ACCUMULATION SURVEY
OBSERVATION DATE: TUESDAY, APRIL 4, 2023

NUMBER OF PARKING SPACES
PKG 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM PARKING LOCATIONS SUPPLY NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % Rear of Bldg 725 & 741 Orange Ave - Reserved 14 9 64.3% 10 71.4% 11 78.6% 10 71.4% 9 64.3% 8 57.1% 10 71.4% 10 71.4% 7 50.0% 7 50.0% 7 50.0% Northside of Bldg 725 & 741 Orange Ave 10 7 70.0% 7 70.0% 6 60.0% 8 80.0% 5 50.0% 5 50.0% 4 40.0% 4 40.0% 4 40.0% 3 30.0% 2 20.0% Bldg 725 & 741 Orange Ave - HC 3 1 33.3% 1 33.3% 1 33.3% 3 100.0% 1 33.3% 1 33.3% 1 33.3% 0 0.0% 0 0.0% 0 0.0% 0 0.0% Bldg 725 & 741 Orange Ave - Standard 52 50 96.2% 49 94.2% 49 94.2% 48 92.3% 41 78.8% 39 75.0% 39 75.0% 24 46.2% 21 40.4% 21 40.4% 15 28.8% TOTAL ON-SITE PARKING 79 67 84.8% 67 84.8% 67 84.8% 69 87.3% 56 70.9% 53 67.1% 54 68.4% 38 48.1% 32 40.5% 31 39.2% 24 30.4% W/s of Orange Ave N/o Cameron Ave 6 5 83.3% 2 33.3% 2 33.3% 6 100.0% 1 16.7% 1 16.7% 1 16.7% 1 16.7% 2 33.3% 2 33.3% 0 0.0% Surface Lot (SWC of Orange Ave/Cameron Ave) 132 6 4.5% 11 8.3% 12 9.1% 18 13.6% 11 8.3% 9 6.8% 10 7.6% 9 6.8% 6 4.5% 4 3.0% 2 1.5% Surface Lot (Floor & Décor Lot) [C] 19 -- 24 -- 23 -- 17 -- 17 -- 17 -- 13 -- 11 -- 7 -- 4 -- 1 -- TOTAL ON-STREET & OFF-SITE PARKING 138 30 21.7% 37 26.8% 37 26.8% 41 29.7% 29 21.0% 27 19.6% 24 17.4% 21 15.2% 15 10.9% 10 7.2% 3 2.2% TOTAL ON-SITE & OFF-SITE PARKING 217 97 44.7% 104 47.9% 104 47.9% 110 50.7% 85 39.2% 80 36.9% 78 35.9% 59 27.2% 47 21.7% 41 18.9% 27 12.4% Notes: [A] Inventory conducted by LLG Engineers March 23, 2023. [B] Parking counts conducted by City Traffic Counters.
[C] Parking spaces at the Floor & Décor Lot utilized by WCMC staff are excluded from the total parking supply but included in the parking demand.

WEEKDAY PARKING ACCUMULATION SURVEY
OBSERVATION DATE: WEDNESDAY, APRIL 5, 2023

NUMBER OF PARKING SPACES
PKG 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM PARKING LOCATIONS SUPPLY NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % Rear of Bldg 725 & 741 Orange Ave - Reserved 14 12 85.7% 14 100.0% 14 100.0% 13 92.9% 11 78.6% 11 78.6% 13 92.9% 11 78.6% 11 78.6% 7 50.0% 6 42.9% Northside of Bldg 725 & 741 Orange Ave 10 7 70.0% 10 100.0% 8 80.0% 8 80.0% 9 90.0% 10 100.0% 7 70.0% 6 60.0% 5 50.0% 2 20.0% 2 20.0% Bldg 725 & 741 Orange Ave - HC 3 2 66.7% 3 100.0% 3 100.0% 2 66.7% 3 100.0% 3 100.0% 2 66.7% 1 33.3% 1 33.3% 1 33.3% 2 66.7% Bldg 725 & 741 Orange Ave - Standard 52 50 96.2% 50 96.2% 49 94.2% 50 96.2% 42 80.8% 51 98.1% 47 90.4% 30 57.7% 21 40.4% 16 30.8% 16 30.8% TOTAL ON-SITE PARKING 79 71 89.9% 77 97.5% 74 93.7% 73 92.4% 65 82.3% 75 94.9% 69 87.3% 48 60.8% 38 48.1% 26 32.9% 26 32.9% W/s of Orange Ave N/o Cameron Ave 6 6 100.0% 5 83.3% 6 100.0% 5 83.3% 5 83.3% 4 66.7% 4 66.7% 3 50.0% 2 33.3% 1 16.7% 0 0.0% Surface Lot (SWC of Orange Ave/Cameron Ave) 132 4 3.0% 8 6.1% 9 6.8% 12 9.1% 9 6.8% 7 5.3% 5 3.8% 6 4.5% 5 3.8% 2 1.5% 2 1.5% Surface Lot (Floor & Décor Lot) [C] 27 -- 33 -- 32 -- 29 -- 27 -- 25 -- 24 -- 22 -- 14 -- 2 -- 2 -- TOTAL ON-STREET & OFF-SITE PARKING 138 37 26.8% 46 33.3% 47 34.1% 46 33.3% 41 29.7% 36 26.1% 33 23.9% 31 22.5% 21 15.2% 5 3.6% 4 2.9% TOTAL ON-SITE & OFF-SITE PARKING 217 108 49.8% 123 56.7% 121 55.8% 119 54.8% 106 48.8% 111 51.2% 102 47.0% 79 36.4% 59 27.2% 31 14.3% 30 13.8% Notes: [A] Inventory conducted by LLG Engineers March 23, 2023. [B] Parking counts conducted by City Traffic Counters.
[C] Parking spaces at the Floor & Décor Lot utilized by WCMC staff are excluded from the total parking supply but included in the parking demand.

WEEKEND PARKING ACCUMULATION SURVEY
OBSERVATION DATE: SATURDAY, APRIL 1, 2023

NUMBER OF PARKING SPACES
PKG 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM PARKING LOCATIONS SUPPLY NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % NO. % Rear of Bldg 725 & 741 Orange Ave - Reserved 14 9 64.3% 9 64.3% 9 64.3% 9 64.3% 7 50.0% 7 50.0% 7 50.0% 7 50.0% 7 50.0% 8 57.1% 6 42.9% Northside of Bldg 725 & 741 Orange Ave 10 1 10.0% 1 10.0% 1 10.0% 1 10.0% 1 10.0% 1 10.0% 1 10.0% 1 10.0% 1 10.0% 0 0.0% 0 0.0% Bldg 725 & 741 Orange Ave - HC 3 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% 1 33.3% Bldg 725 & 741 Orange Ave - Standard 52 12 23.1% 12 23.1% 12 23.1% 8 15.4% 12 23.1% 12 23.1% 10 19.2% 7 13.5% 7 13.5% 7 13.5% 6 11.5% TOTAL ON-SITE PARKING 79 23 29.1% 23 29.1% 23 29.1% 19 24.1% 21 26.6% 21 26.6% 19 24.1% 16 20.3% 16 20.3% 16 20.3% 13 16.5% W/s of Orange Ave N/o Cameron Ave 6 0 0.0% 0 0.0% 0 0.0% 1 16.7% 1 16.7% 0 0.0% 0 0.0% 0 0.0% 0 0.0% 0 0.0% 0 0.0% Surface Lot (SWC of Orange Ave/Cameron Ave) 132 1 0.8% 0 0.0% 0 0.0% 2 1.5% 1 0.8% 1 0.8% 0 0.0% 1 0.8% 0 0.0% 0 0.0% 0 0.0% Surface Lot (Floor & Décor Lot) [C] 0 -- 0 -- 0 -- 0 -- 0 -- 0 -- 0 -- 0 -- 0 -- 0 -- 0 -- TOTAL ON-STREET & OFF-SITE PARKING 138 1 0.7% 0 0.0% 0 0.0% 3 2.2% 2 1.4% 1 0.7% 0 0.0% 1 0.7% 0 0.0% 0 0.0% 0 0.0% TOTAL ON-SITE & OFF-SITE PARKING 217 24 11.1% 23 10.6% 23 10.6% 22 10.1% 23 10.6% 22 10.1% 19 8.8% 17 7.8% 16 7.4% 16 7.4% 13 6.0% Notes: [A] Inventory conducted by LLG Engineers March 23, 2023. [B] Parking counts conducted by City Traffic Counters.
[C] Parking spaces at the Floor & Décor Lot utilized by WCMC staff are excluded from the total parking supply but included in the parking demand.

On-Site Parking Locations
On-Street/Off-Site Parking Locations
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 21 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
As documented in the parking observations, parking usage by staff of the existing subacute hospital/medical office at the adjacent retail (i.e., Floor & Décor) parking lot was observed and included in the overall existing parking demand for the site. However, the parking supply is excluded for a conservative assessment since no formal shared parking agreement exists between the two properties.

It is noted that these parking accumulation counts were conducted when the existing medical offices were still occupied by various tenants (i.e., orthopedic surgery practice, skin care clinic, podiatry clinic, internal medicine physician practice, chiropractic clinic, and a certified nurses aid training school that opens on Saturday only). The existing medical office tenants include a total of approximately 24 staff during the peak shift and roughly six (6) visitors per hour during the average weekday based on tenant information provided by the Project Applicant. Assuming an AVR of 1.0 for the staff and visitor population for the medical offices, it is conservatively estimated that the existing parking demand of 30 spaces would be eliminated once the majority of the medical office tenants are vacated. The existing medical offices are planned to primarily be vacated by January 2025, with the exception of one tenant. The remaining tenant (i.e., Psychiatric Day Treatment Group Therapy Program) currently provides continued treatment to patients who arrive from residential care facilities for daily treatment. The program is slated for expansion in January 2025 and will require two (2) additional staff (from six to eight total professional staff), and adult day care patients are expected to increase from 30-40 patients to 40-50 patients. All of the adult day care patients will continue to be transported in three (3) minivans with staggered trips in the morning and return trips in the afternoon, Monday through Friday. No visitors are expected with the continued operation of the Psychiatric Day Treatment Group Therapy Program. Altogether, the future parking demand for the medical office component is expected to result in a net decrease of 28 spaces (i.e., 2 additional Psychiatric Day Care staff spaces and 30 less spaces for other medical office tenants to be vacated) during the weekday peak period.

Briefly, the highest peak hour demand during the three observation days occurred at 10:00 AM on Wednesday, when a total of 123 spaces were observed to be occupied (i.e., 77 on-site spaces and 46 off-site spaces). The weekend parking demand was observed to be much lower than the weekday demand, with on-site parking demand levels remaining below 30 percent during the weekend.

Additionally, in order to account for the anticipated planned vacancies and future use of the medical office, the existing weekday peak parking demand was adjusted to 95 spaces (i.e., 123 spaces less 28 spaces).

2.10 Total Future Forecast Parking Demand
As mentioned previously, the proposed behavioral health building addition would displace a portion of the existing surface parking on-site such that the future on-site parking supply is reduced to 18 spaces (i.e., 12 standard spaces, 6 handicap accessible spaces) located primarily to the north of and behind the building. Thus, the overall future parking supply for the existing WCMC and the proposed project addition totals 150 spaces (i.e., 18 on-site spaces and 132 off-site spaces). It is expected that the future parking demand forecast for the project will total 37 spaces as shown - 22 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
previously in Table 2-1. Based on the use of these facilities and site-specific information provided, the parking supply ratios of staff vs. visitor parking is estimated to be allocated such that 80% of the total parking supply (i.e., 150 spaces x 0.80 = 120 spaces) is for staff/employees and the remaining 20% is for visitors (i.e., 150 spaces x 0.20 = 30 spaces).

When the existing adjusted peak parking demand of 95 spaces is utilized in combination with the forecast project parking demand of 37 spaces, it would result in a total future peak parking demand of 132 spaces (i.e., 88% occupancy of the total parking supply of 150 spaces) for the overall site during the peak weekday condition. Greater surpluses could be expected during other days/times of the weekday and weekend time periods. This total peak parking demand of 132 spaces for the overall site is conservative as it is recognized to be more than the forecast total peak parking demand of 73 spaces shown in Table 2-1, which was determined based on site-specific operational data for each of the user groups.

2.11 Project Trip Generation and Distribution

2.11.1 Project Trip Generation
Traffic generation is expressed in vehicle trip ends, defined as one-way vehicular movements, either entering or exiting the generating land use. Traffic volumes expected to be generated by the proposed project were estimated for the weekday commuter AM and PM peak hours, as well as over a 24-hour daily period, using trip generation rates provided in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual4F
5 . The ITE document contains trip rates for a variety of land uses which have been derived based on traffic counts conducted at existing sites throughout California and the United States.

The trip generation rates and forecast of the vehicular trips anticipated to be generated by the proposed project are presented in Table 2-4. ITE Land Use Code 610 (Hospital) trip generation average rates were used to forecast the traffic volumes expected to be generated by the proposed project. Traffic volumes expected to be generated by the proposed project were based upon rates per thousand square feet of gross floor area. Based on empirical site operations data provided by the Project Applicant representatives, the ITE trip generation forecast when determined based on the gross floor area (as opposed to the number of patient beds) is more representative of actual site operations since the patients arriving to the site will primarily be transported via ambulance/service vehicles. The project trip generation forecast was submitted for review and approval by City staff as part of the Memorandum of Understanding scoping process.

As summarized in Table 2-4, the proposed project is expected to generate 34 new vehicle trips (23 inbound trips and 11 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the proposed project is expected to generate 36 new vehicle trips (13 inbound trips and 23 outbound trips). Over a 24-hour period, the proposed project is forecast to generate approximately 452 new daily trip ends (226 inbound trips and 226 outbound trips) during a typical weekday. 5 Institute of Transportation Engineers Trip Generation Manual, 11th Edition, 2021. - 23 -
Table 2-4

PROJECT TRIP GENERATION FORECAST
TRIP GENERATION RATES [1]

ITE WEEKDAY WEEKDAY

LAND USE WEEKDAY AM PEAK HOUR PM PEAK HOUR
ITE LAND USE CATEGORY CODE VARIABLE DAILY IN (%) OUT (%) TOTAL IN (%) OUT (%) TOTAL Hospital [3] 610 Per 1,000 GSF 10.77 67% 33% 0.82 35% 65% 0.86

PROJECT TRIP GENERATION FORECAST

ITE DAILY AM PEAK HOUR PM PEAK HOUR
LAND USE TRIP ENDS [2] VOLUMES [2] VOLUMES [2]

LAND USE CODE SIZE VOLUMES IN OUT TOTAL IN OUT TOTAL
Proposed Project
Behavioral Health Building Addition [3] 610 42,000 GSF 452 23 11 34 13 23 36 Total Project Trips 452 23 11 34 13 23 36
[1] Source: ITE "Trip Generation Manual", 11th Edition, 2021. [2] Trips are one-way traffic movements, entering or leaving. [3] ITE Land Use Code 610 (Hospital) trip generation average rates for General Urban/Suburban area.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 24 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

2.11.2 Project Trip Distribution and Assignment
Project traffic volumes both entering and exiting the site have been distributed and assigned to the adjacent street system based on the following considerations:
• The site's proximity to major traffic corridors (i.e., Orange Avenue, Cameron Avenue, and Pacific Avenue, I-10 Freeway, etc.);
• Expected localized traffic flow patterns based on adjacent roadway channelization and presence of traffic signals;
• Existing intersection traffic volumes;
• Ingress/egress scheme planned for the proposed project and the off-site parking lot; • Nearby population and employment centers; and
• Input from City of West Covina Public Works Department staff.

The general, directional morning and afternoon traffic distribution patterns for the proposed project are presented in Figure 2-6. The forecast new weekday AM and PM peak hour project traffic volumes at the study intersections associated with the proposed project are presented in Figures 2-7 and 2-8, respectively. The traffic volume assignments presented in Figures 2-7 and 2-8 reflect the traffic distribution characteristics shown in Figure 2-6 and the project trip generation forecasts presented in Table 2-4.
- 25 -
- 26 -
- 27 -
- 28 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

3.0 PROJECT SITE CONTEXT
The project site is located within a well-established multi-modal transportation network maintained by the City of West Covina. The following sections will provide an overview of the transportation infrastructure in the vicinity of the proposed project, including infrastructure which supports both motorized and non-motorized transportation modes.

3.1 Non-Vehicle Network
Non-vehicular transportation generally encompasses walking, biking, and other active transportation modes. Distinct facilities are often provided for these non-vehicular modes. Most prominently, paved sidewalks are typically provided to facilitate pedestrian travel outside of the roadway. In some cases, bicycle facilities such as painted bike lanes or separated bike paths are provided within the roadway in order to separate bike traffic from vehicular traffic. Roadways which are designed to prioritize non-vehicular transportation modes utilize complimentary non-vehicular infrastructure in order to promote comfortable, safe travel for both pedestrians and bicyclists. A review of the pedestrian and bicycle infrastructure provided in the vicinity of the project site is provided below.

3.1.1 Pedestrian System
Pedestrian infrastructure consists of facilities such as sidewalks, crosswalks, pedestrian signals, curb access ramps, Americans with Disabilities Act (ADA) compliant tactile warning strips, and curb extensions, among other things. These facilities are widely provided within the study area.

Sidewalks are provided along the major corridors within the City, including Orange Avenue and Cameron Avenue. Marked crosswalks, pedestrian signals, and/or curb ramps are provided at the study intersections. Tactile warning strips consisting of blue truncated dome pads are provided for the curb ramps at the intersections of Orange Avenue/Cameron Avenue and Toluca Avenue/Cameron Avenue. As previously mentioned, it is recommended that the existing crosswalk at the Orange Avenue/Cameron Avenue intersection be converted to white continental crosswalks to provide greater visibility and safety to both pedestrians and motorists.

3.1.2 Bicycle System
Bicycle infrastructure consists of both facilities within the roadway as well as public bicycle parking spaces. The Federal and State transportation systems recognize three primary bikeway facilities:

Bicycle Paths (Class I), Bicycle Lanes (Class II), and Bicycle Routes (Class III). Bicycle Paths (Class I) are exclusive car free facilities that are typically not located within a roadway area. Bicycle Lanes (Class II) are part of the street design that is dedicated only for bicycles and identified by a striped lane separating vehicle lanes from bicycle lanes. Bicycle Routes (Class III) are preferably located on collector and lower volume arterial streets.

The City of West Covina’s Active Transportation Plan5F
6 indicates that there are minimal bicycle
facilities within the City, all of which are located south of the I-10 Freeway. The nearest existing 6 City of West Covina Active Transportation Plan, May 2018. - 29 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
bike facility from the project site is an east-west bike route along Cameron Avenue and a north-south bike route along a section of Orange Avenue, between Cameron Avenue to Merced Avenue. Other bike lanes/bike routes are also located south of the project site along Sunset Avenue and north of the site along Puente Avenue. The existing bicycle infrastructure, transit, and common community destinations in the City of West Covina is illustrated in Figure 3-1. The existing bicycle facilities in closest proximity to the proposed project site include bike lanes on sections of Sunset Avenue (approximately 0.8 miles south of the project site) and Lark Ellen Avenue (2.1 miles east of the project site).

3.2 Transit Network
Public bus and light rail transit services are provided within the project study area. Public bus service is provided in the City of West Covina by Foothill Transit and the City of West Covina operating as Go West. The Baldwin Park Transit Center (3825 Downing Avenue) and the Plaza West Covina Park and Ride serves the local public bus routes and Metrolink’s San Bernardino Line.

Several Foothill Transit lines and the West Covina Go West shuttle also run through the Plaza West Covina Park and Ride. The existing public transit routes in the vicinity of the project site are illustrated in Figure 3-2. A summary of the existing transit service in the vicinity of the project site is presented in Table 3-1.

As shown in Figure 3-2, public transit access to the project site is accommodated by Foothill Transit, which runs along Pacific Avenue at a frequency of 30 minutes during weekday peak service. The Go West Shuttle Blue Line also has one stop along the east side of Orange Avenue south of Cameron Avenue, which is located less than 200 feet south of the project site. Only signage and pole mounted trash receptacles are provided at the Go West Shuttle Blue Line stop.

3.3 Vehicle Network

3.3.1 Roadway Classifications
The City of West Covina utilizes the roadway categories recognized by regional, state and federal transportation agencies. There are four categories in the roadway hierarchy, ranging from freeways with the highest capacity to two-lane undivided roadways with the lowest capacity. The roadway categories are summarized as follows:
• Freeways are limited-access and high speed travel ways included in the state and federal highway systems. Their purpose is to carry regional through-traffic. Access is provided by interchanges with typical spacing of one mile or greater. No local access is provided to adjacent land uses.
• Arterial roadways are major streets that primarily serve through-traffic and provide access to abutting properties as a secondary function. Arterials are generally designed with two to six travel lanes and their major intersections are signalized. This roadway type is divided into two categories: principal and minor arterials. Principal arterials are typically four-or-more - 30 -
- 31 -
- 32 -

ROADWAY(S)

ROUTE DESTINATIONS NEAR SITE DIR AM PM
FT 178 Puente Hills Mall to El Monte Station via Walnut, La Pacific Avenue, Valinda Avenue EB 2 2 Puente, Valinda, West Covina, Baldwin Park WB 2 2
GWS Blue Line Plaza West Covina, Cameron Park & Center, Kaiser Pacific Avenue, Orange Avenue, Cameron EB 1 1 Sunset Avenue Avenue WB 0 0
TOTAL 5 5
[1] Sources: Foothill Transit (FT) and Go West Shuttle (GWS) websites, 2023.

Table 3-1
EXISTING TRANSIT ROUTES [1]
NO. OF BUSES/TRAINS

DURING PEAK HOUR
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 33 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
lane roadways and serve both local and regional through-traffic. Minor arterials are typically two-to-four lane streets that service local and commuter traffic. • Collector roadways are streets that provide access and traffic circulation within residential and non-residential (e.g., commercial and industrial) areas. Collector roadways connect local streets to arterials and are typically designed with two through travel lanes (i.e., one through travel lane in each direction) that may accommodate on-street parking. They may also provide access to abutting properties.
• Local roadways distribute traffic within a neighborhood, or similar adjacent neighborhoods, and are not intended for use as a through-street or a link between higher capacity facilities such as collector or arterial roadways. Local streets are fronted by residential uses and do not typically serve commercial uses. Generally, travel lanes are not striped, and parking may be accommodated on one or both sides of the roadway.

3.3.2 Regional Highway System
Primary regional access is provided by the San Bernardino (I-10) Freeway adjacent to the project site. The I-10 Freeway is a major east-west freeway connecting the City of Santa Monica with the City of Los Angeles and the municipalities of the San Gabriel Valley and San Bernardino County to the east. In the project vicinity, three to four mixed-flow freeway lanes are provided in each direction on the I-10 Freeway with auxiliary merge/weave lanes provided between some interchanges. Eastbound and westbound on/off-ramps are provided to and from the I-10 Freeway at West Covina Parkway, as well as an eastbound off-ramp provided on Orange Avenue adjacent to the project frontage.

3.3.3 Roadway Descriptions
The current lane configurations and traffic control measures at each study intersection are presented in Figure 3-3. Descriptions of the roadways which comprise the study area are provided in Table 3- 2, including the roadway classification, number of lanes, median types, and speed limits designated by the City of West Covina.

3.4 Traffic Count Data
Manual counts of vehicular, pedestrian, and bicycle volumes were conducted at the two (2) study intersections during the weekday morning (AM) and afternoon (PM) commuter periods to determine the peak hour traffic volumes. The manual counts utilized in the analysis were conducted in April 2023 by an independent traffic count subconsultant (City Traffic Counters) at each of the study intersections from 7:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM to determine the AM and PM peak commute hours, respectively. In conjunction with the manual turning movement vehicle counts, a count of bicycle and pedestrian volumes were collected during the peak periods. Summary data worksheets of the manual traffic counts of the two (2) study intersections as well as the pedestrian and bicycle counts are contained in Appendix B. - 34 -
- 35 -
Table 3-2

EXISTING ROADWAY DESCRIPTIONS

TRAVEL LANES MEDIAN SPEED
ROADWAY CLASSIFICATION [1] DIRECTION [2] NO. LANES [3] TYPES [4] LIMIT Orange Avenue
-East of Cameron Avenue Collector NB-SB 2 [5][6] N/A 25 -West of Cameron Avenue Collector NB-SB 2 [6] N/A 40
Cameron Avenue Minor Arterial EB-WB 4 [6][7] N/A 40
Toluca Avenue Collector NB-SB 4 [5] N/A 30
Notes:
[1] Roadway classifications obtained from the City of West Covina 2016 General Plan Update . [2] Direction of roadways in the project area: NB-SB = northbound and southbound; and EB-WB = eastbound and westbound. [3] Number of lanes in both directions on the roadway. Variations in number of travel lanes due to time restricted on-street parallel parking are noted below. [4] Median type of the road: RMI = Raised Median Island; 2WLT = 2-Way Left-Turn Lane; and N/A = Not Applicable. [5] Two Hour Parking and No Parking 7:00 AM to 3:00 PM (Monday) Street Cleaning [6] Red Curb
[7] No Stopping Anytime
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 36 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
The existing weekday AM and PM peak hour intersection traffic volumes by approach are summarized in Table 3-3. The existing vehicular turning movements at the study intersections during the weekday AM and PM peak hours are shown in Figures 3-4 and 3-5, respectively. For each study intersection, the highest one-hour total traffic volumes (i.e., four consecutive 15-minute time intervals) traversing through the intersection during the 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM time periods were selected so as to determine the respective weekday AM and PM peak hour traffic volumes for each study intersection. For purposes of the analysis, this common traffic engineering practice ensures that a more conservative (i.e., worst case) assessment of existing operating conditions be attained for each study intersection. Therefore, the traffic volumes shown in Figures 3-4 and 3-5 for the study intersections do not necessarily reflect the same exact one-hour time period during the morning and/or afternoon peak commuter conditions (i.e., one intersection’s peak hour may have occurred between 7:30 AM and 8:30 AM, while another intersection’s peak hour may have occurred between 7:45 AM and 8:45 AM).

3.5 Cumulative Development Projects
The forecast of future pre-project conditions was prepared in accordance to procedures outlined in Section 15130 of the CEQA Guidelines. Specifically, the CEQA Guidelines provide two options for developing the future traffic volume forecast:
“(A) A list of past, present, and probable future projects producing related or cumulative impacts, including, if necessary, those projects outside the control of the [lead] agency, or
(B) A summary of projections contained in an adopted local, regional or statewide plan, or related planning document, that describes or evaluates conditions contributing to the cumulative effect. Such plans may include: a general plan, regional transportation plan, or plans for the reduction of greenhouse gas emissions.

A summary of projections may also be contained in an adopted or certified prior environmental document for such a plan. Such projections may be supplemented with additional information such as a regional modeling program. Any such document shall be referenced and made available to the public at a location specified by the lead agency.”
Although the CEQA Guidelines do not strictly apply to the local transportation assessment required by the City of West Covina, this traffic analysis provides a highly conservative estimate of future pre-project traffic volumes as it incorporates both the “A” and “B” options for purposes of developing the forecast.

3.5.1 Related Projects
A forecast of on-street traffic conditions prior to occupancy of the proposed project was prepared by incorporating the potential trips associated with other known development projects (related projects) in the area (i.e., within an approximate one-mile radius from the project site). With this information, - 37 -
Table 3-3
EXISTING TRAFFIC VOLUMES [1]

WEEKDAY AM AND PM PEAK HOURS

AM PEAK HOUR PM PEAK HOUR
NO. INTERSECTION DATE DIR BEGAN VOLUME BEGAN VOLUME
1 Orange Avenue/ 04/04/2023 NB 7:30 AM 386 4:45 PM 435
Cameron Avenue SB 224 309
EB 577 566
WB 725 691
2 Toluca Avenue/ 04/04/2023 NB 7:30 AM 0 4:45 PM 0
Cameron Avenue SB 161 233
EB 594 816
WB 678 570
[1] Counts conducted by City Traffic Counters.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 38 -
- 39 -
- 40 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
the potential impact of the proposed project can be evaluated within the context of the cumulative impacts of all ongoing development. The related projects research was based on information on file with the City of West Covina and City of Baldwin Park Community Development Departments.

The list of related projects in the project study area is presented in Table 3-4. The location of the related projects is shown in Figure 3-6.

Traffic volumes expected to be generated by the related projects were calculated using rates provided in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual6F 7 , or were
obtained from other traffic studies as sourced. The related projects’ respective traffic generation for the weekday AM and PM peak hours, as well as on a daily basis for a typical weekday, is summarized in Table 3-4. The related projects traffic volumes were distributed and assigned to the street system based on the projects’ locations in relation to the study intersections, their proximity to major traffic corridors, proposed land uses, nearby population and employment centers, etc. The anticipated distribution of the related projects traffic volumes to the study intersections during the weekday AM and PM peak hours are displayed in Figures 3-7 and 3-8, respectively.

3.5.2 Ambient Traffic Growth Factor
Horizon year background traffic growth estimates have been calculated using an ambient traffic growth factor. The ambient traffic growth factor is intended to include unknown related projects in the study area as well as account for typical growth in traffic volumes due to the development of projects outside the study area. An annual growth rate of one percent (1.0%) per year was selected for this analysis in consultation with City of West Covina staff during the scoping process.

Therefore, application of this one percent (1.0%) ambient growth factor in addition to the forecast traffic generated by the related projects allows for a very conservative forecast of future traffic volumes in the project study area as incorporation of both (i.e., an ambient traffic growth rate and a detailed list of cumulative development projects) is expected to overstate potential future traffic volumes.
7 Institute of Transportation Engineers Trip Generation Manual, 10th Edition, Washington, D.C., 2017. - 41 -
Table 3-4
RELATED PROJECTS LIST AND TRIP GENERATION [1]

PROJECT DAILY AM PEAK HOUR PM PEAK HOUR
MAP PROJECT PROJECT NAME/NUMBER LAND USE DATA DATA TRIP ENDS [2] VOLUMES [2] VOLUMES [2] NO. STATUS ADDRESS/LOCATION LAND-USE SIZE SOURCE VOLUMES IN OUT TOTAL IN OUT TOTAL WC1 Under 1600 W. Cameron Avenue Townhomes 84 DU [3] 381 7 24 31 20 13 33 Construction
WC2 Under 1024 W. Workman Avenue Townhomes 119 DU [3] 540 10 34 44 28 18 46 Construction
WC3 Under Queen of the Valley Expansion Medical Office Building 108,361 GSF [4] 2,579 158 50 208 72 179 251 Construction 1115 S. Sunset Avenue
WC4 Proposed 1920 Pacific Lane Townhomes 7 DU [5] 47 1 2 3 3 1 4 TOTAL 3,547 176 110 286 123 211 334
[1] Source: City of West Covina Community Development Department, except as noted below. The peak hour traffic volumes were forecast based on trip data provided in the ITE "Trip Generation", 11th Edition, 2021.

It is noted that the City of Baldwin Park either did not have records of related projects within the project study or had related projects that were deemed nominal in trips. [2] Trips are one-way traffic movements, entering or leaving. [3] ITE Land Use Code 221 (Multifamily Housing (Mid-Rise) Not Close to Rail Transit) trip generation average rates. [4] Source: "Environmental Impact Report Queen of the Valley Hospital Phases 1A and 1B", prepared by Psomas, December 2020. [5] ITE Land Use Code 220 (Multifamily Housing [Low-Rise] Not Close to Rail Transit) trip generation average rates.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 42 -
- 43 -
- 44 -
- 45 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

4.0 CEQA TRANSPORTATION ASSESSMENT
The State of California Governor’s Office of Planning and Research (OPR) issued proposed updates to the CEQA Guidelines in November 2017 that amends the Appendix G question for transportation impacts to delete reference to vehicle delay and level of service and instead refer to Section 15064.3, subdivision (b)(1) of the CEQA Guidelines asking if the project will result in a substantial increase in vehicle miles traveled (VMT). The California Natural Resources Agency certified and adopted the revisions to the CEQA Guidelines in December of 2018, and as of July 1, 2020 the provisions of the new section are in effect statewide. Concurrently, OPR developed the Technical Advisory on Evaluating Transportation Impacts in CEQA (December 2018), which provides non-binding recommendations on the implementation of VMT methodology which has significantly informed the way VMT analyses are conducted in the State. Accordingly, for the purpose of environmental review under CEQA, the City of West Covina has adopted significance criteria for transportation impacts based on VMT for land use projects and plans which is generally consistent with the recommendations provided by OPR in the Technical Advisory.

4.1 Vehicle Miles Traveled (VMT) Project Screening
Traditionally, public agencies have set certain thresholds to determine whether a project requires detailed transportation analysis or if it could be assumed to have less than significant environmental impacts without additional study. The City of West Covina has adopted three screening criteria which may be applied to screen proposed projects out of detailed VMT analysis. Proposed projects are not required to satisfy all of the screening criteria in order to screen out of further VMT analysis; satisfaction of one criterion is sufficient for screening purposes. The following sections provide a detailed explanation of each screening criteria as it relates to the proposed project.

4.1.1 Transit Priority Area Screening
CEQA Guidelines Section 15064.3(b)(1) states in part: “Generally, projects within one-half mile of either an existing major transit stop or a stop along an existing high-quality transit corridor should be presumed to cause a less than significant transportation impact.” In keeping with the statutory presumption of less than significant impacts due to nearby high-quality transit, the City of West Covina has adopted a transit priority area7F
8 (TPA) screening criterion. Projects which are located within a TPA are presumed to have a less than significant impact, absent substantial evidence to the contrary. This presumption may not be appropriate if:
• The project has a floor area ratio (FAR) of less than 0.75. • The project includes more parking for use by residents, customers, or employees of the project than required by the City.
8 Public Resources Code Section 21099(a)(7): ““Transit priority area” means an area within one-half mile of a major transit stop that is existing or planned, if the planned stop is scheduled to be completed within the planning horizon included in a Transportation Improvement Program or applicable regional transportation plan.” - 46 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
• The project is inconsistent with the applicable Sustainable Communities Strategy (as determined by the lead agency, with input from the Southern California Association of Governments [SCAG]).
• The project replaces affordable residential units with a smaller number of moderate- or highincome residential units.

The San Gabriel Valley COG Vehicle Miles Traveled Evaluation Tool (“VMT Evaluation Tool”), which was developed by Fehr & Peers as part of the SB 743 VMT Implementation Study effort, was utilized to conduct TPA screening in the City of West Covina.

As described in Section 3.2, public transit service is provided in the vicinity of the proposed project.

The West Covina Go West Shuttle Blue Line and the Foothill Transit lines, which provide services in the immediate vicinity of the project site, do not meet the criteria for a high-quality transit corridor8F
9 . Based on a review of the existing transit service in the vicinity which is located more than one-half mile from the site, the proposed project is not expected to screen out of VMT analysis due to being located within a TPA even though the VMT Evaluation Tool concludes that the project meets the TPA screening criterion. Screening worksheets generated by the Tool for the proposed project are included in Appendix C.

4.1.2 Low VMT Area Screening
It is assumed that projects which will be located within areas which currently exhibit low VMT, and that incorporate similar features pertaining to density, land use mix, and transit availability, will tend to exhibit similarly low VMT. In areas where the existing VMT generation already falls below the applicable thresholds, and where projects are likely to generate similar levels of VMT, projects may be screened out of preparing detailed VMT analysis. OPR notes that such screening is appropriate for residential and office projects.

The City of West Covina has adopted a low VMT area screening criterion which may apply to residential, office, or other employment-related and mixed-use land use types. The SCAG Travel Demand Forecasting Model was used to establish VMT performance for individual Traffic Analysis Zones (TAZ). The VMT values for each TAZ are then compared to the applicable City thresholds (i.e., VMT per capita, per employee, or per service population) to determine if the TAZ can be considered a low VMT area. Locations within the City of West Covina which qualify for the low VMT area screening are to be identified through the VMT Evaluation Tool.

As reported in the screening worksheets provided in Appendix C, the project is situated within TAZ 22296100, which currently exhibits 28.8 total VMT per service population. The threshold for office project types is noted as 29.56 total VMT per service population. Therefore, the TAZ currently 9 Public Resources Code Section 21155(b): “For purposes of this section, a high-quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.” - 47 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
exhibits VMT below the applicable thresholds and could be considered a low VMT area. The proposed project site therefore satisfies the low VMT area screening criterion.

4.1.3 Project Type Screening
Consistent with the OPR’s Technical Advisory, the City of West Covina has determined the following potential screening criteria for certain land development projects that may be presumed to result in a less than significant VMT impact as mentioned in the City’s Transportation Study Guidelines:
• Local-serving retail less than 50,000 square feet, including gas stations, banks, restaurants, shopping center.
• Local-serving K-12 schools, local parks, daycare centers, etc. • Local-serving hotels (e.g., non-destination hotels).
• Student housing projects or adjacent to college campuses. • Local-serving assembly uses (places of worship, community organizations) • Community institutions (public libraries, fire stations, local government) • Affordable, supportive, or transitional housing
• Assisted living facilities, senior housing
• Projects generating less than 110 daily vehicle trips • Public parking garages and public parking lots
As mentioned in the City’s Resolution and OPR’s Technical Advisory, local serving uses typically redistributes and reroutes local trips rather than create new trips. By adding local serving opportunities into the urban fabric and thereby improving destination proximity, local-serving projects tend to shorten trips and reduce VMT. It is also noted that lead agencies may presume such local-serving projects create a less than significant transportation impact. Similarly, the proposed behavioral health building addition will serve the local population and is considered a community institution, thereby shortening travel distances and reducing VMT. Thus, the proposed project can be presumed to result in a less than significant VMT impact based on State guidance because it would reduce VMT by shortening trip lengths, similar to local-serving retail developments and localserving projects. The proposed project satisfies the criteria to be considered a local serving use and is screened out from further VMT analysis as it is presumed to cause less than significant transportation impacts.
- 48 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

4.1.4 Summary of Screening Conclusions
The City of West Covina has adopted three screening criteria which may be applied to screen proposed projects out of detailed VMT analysis. The project meets two criteria to be screened out of VMT analysis (i.e., based on its location within a low VMT-generating area and based on the project land use type as a local serving use). Therefore, the project is screened out of further VMT analysis.

4.2 VMT Impact Conclusions
As described in Section 4.1.4, the project meets two of the three screening criteria and is screened out of further VMT analysis. The screening criterion is based on the presumption that local serving projects will cause less than significant impacts. The project is also located within a low VMTgenerating area. Therefore, through satisfaction of the screening criteria, the project is determined to result in a less than significant transportation impact.

4.3 Active Transportation and Public Transit Analysis
Pursuant to the City of West Covina Transportation Study Guidelines, a significant impact may also occur “if the project conflicts with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decreases the performance or safety of such facilities.” The following section provides a brief review of the City’s adopted policies, plans, and programs pertaining to active transportation and public transit analysis.

4.3.1 Adopted Policies, Plans, or Programs
The City’s current accessibility community section of the General Plan sets forth actions and policies pertaining to accident and traffic safety, transit and public transportation, and bicycle routes and pedestrian facilities, among other things. Relevant adopted policies include:
• Policy 4.2: Accommodate multimodal mobility, accessibility and safety needs when planning, designing, and implementing transportation improvements, improving access and circulation for all users of City streets.
• Policy 4.3: Establish protection of human life and health as the highest transportation system priorities and seek to improve safety through the design and maintenance of streets, sidewalks, intersections and crosswalks.
• Policy 4.4: Allocate street space equitably among all modes. • Policy 4.5: Work to eliminate barriers to pedestrian and bicycle travel. • Policy 4.6: Work with transit providers to develop high-quality facilities for transit users, including access facilities.
• Policy 4.13: Synchronize traffic signals and develop operational enhancements at the I-10 Freeway interchanges to reduce traffic congestion.
- 49 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
The City’s Active Transportation Plan also sets forth a number of objectives and goals to promote a balanced multi-modal transportation network that serves pedestrians, bicyclists, transit riders and motorists of all ages and abilities. The Active Transportation Plan includes objectives pertaining to programs that support bicycling, including programs that introduce and promote education, encouragement, and outreach, facilitate non-motorized travel to transit stations and stops, and encourage non-motorized travel to shops and restaurants. The Plan also provides specific recommendations for promoting walking and bicycling activities within the City, such as improving street crossings and lightings for pedestrians, implementing pedestrian safety measures in neighborhood streets, closing gaps to enhance crosstown connections for the bicycle network, enhancing bicycle facilities, and linking to other regional routes in adjacent cities. As shown in Figure 3-1, additional bicycle facilities are proposed within the City.

4.3.2 Qualitative Impact Conclusions
The proposed project is not expected to have a significant impact on active transportation or public transit in the vicinity of the project site. As described in Section 2.3.3, the project site is planned to accommodate pedestrian and bicycle access via exclusive walkways which connect the proposed site to the public sidewalks and bike routes. The walkways minimize the extent of pedestrian and bicycle interaction with vehicles at the site and provide a comfortable, convenient, and safe environment which in turn can encourage use of active transportation modes. The proposed project is therefore found to be in alignment with the City’s General Plan and the City’s Active Transportation Plan goals to promote pedestrian and bicycle safety and provide appropriate and supportive active transportation infrastructure.

The proposed project is located adjacent to Orange Avenue, which is currently served by public transit service provided by the City of West Covina Go West Shuttle. As noted in Section 3.2, the project site is within easy walking distance from an existing bus stop located along Orange Avenue.

The proposed project is not expected to affect access or safety at the existing bus stop, nor is it expected to hinder public transit service along Orange Avenue. The proposed project is not expected to preclude the City from constructing bicycle facilities or pursuing bicycle network improvements along local roadways within the study area. Development of the proposed project will not prevent the City from completing any proposed transit, bicycle, or pedestrian facilities.

Since the proposed project is not found to result in conflicts with adopted policies, plans, or programs, nor is it expected to negatively affect the performance or safety of existing or planned pedestrian, bicycle, or transit facilities, it is determined that the proposed project will have a less than significant impact on active transportation and public transit in the vicinity of the project site. - 50 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

5.0 NON-CEQA ANALYSIS
The City of West Covina’s Transportation Study Guidelines note that the City has established vehicle Level of Service (LOS) standards which local infrastructure will strive to maintain. The LOS standards apply to discretionary approvals of new land use projects. The following section presents the operational (i.e., Level of Service) analysis prepared for the proposed project pursuant to this requirement.

5.1 Analysis Methodology
In order to estimate the proposed project’s effect on intersection operations, a multi-step process has been utilized. The first step is trip generation, which estimates the total arriving and departing traffic volumes on a peak hour and daily basis. The second step of the forecasting process is trip distribution, which identifies the origins and destinations of inbound and outbound project traffic volumes. These origins and destinations are typically based on demographics and existing/anticipated travel patterns in the study area. The third step is traffic assignment, which involves the allocation of project traffic to study area streets and intersections. Traffic distribution patterns are indicated by general percentage orientation, while traffic assignment allocates specific volume forecasts to individual roadway links and intersection turning movements throughout the study area. The proposed project’s forecast trip generation, distribution, and assignment is presented in Section 2.10 herein. With the forecasting process complete and project traffic assignments developed, the effect of the proposed project is isolated by comparing operational conditions at the selected study intersections using existing and expected future traffic volumes without and with forecast project traffic.

The signalized study intersection is evaluated using the Intersection Capacity Utilization (ICU) method of analysis. The ICU method determines the Volume-to-Capacity (v/c) ratios on a critical lane basis (i.e., based on the individual v/c ratios for key conflicting traffic movements). The ICU numerical value represents the percent signal (green) time, and thus capacity, required by existing and/or future traffic. It should be noted that the ICU methodology assumes uniform traffic distribution per intersection approach lane and optimal signal timing. The overall intersection v/c ratio is subsequently assigned a LOS value to describe intersection operations. Level of Service varies from LOS A (free flow conditions) to LOS F (jammed condition). A detailed description of the ICU method and corresponding Levels of Service is provided in Appendix D. Consistent with the City’s Transportation Study Guidelines, the ICU analysis prepared for the signalized intersection assumes a minimum clearance interval of 0.10, a lane capacity of 1,800 vehicles per hour (vph) for through and turn lanes, and 3,240 vph for dual left-turn lanes.

Unsignalized intersections such as two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC) intersections are analyzed using the Highway Capacity Manual (HCM) method of analysis.

The HCM methodology determines the average control delay (expressed in seconds per vehicle) at the intersection. Average control delay for any particular movement is a function of the capacity of the approach and the degree of saturation. The average control delay includes delay due to deceleration to a stop at the back of the queue from free-flow speed, move-up time within the queue, - 51 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
stopped delay at the front of the queue, and delay due to acceleration back to free-flow speed. It should be noted that the TWSC methodology estimates the average control delay for each minorstreet movement (or shared movement) as well as major-street left-turns and determines the LOS for each constrained movement. A detailed description of the HCM method and corresponding Level of Service is also provided in Appendix D.

5.2 Criteria for Non-CEQA Analysis
The relative effect of the added project traffic volumes to be generated by the proposed project during the weekday AM and PM peak hours was evaluated based on analysis of existing and future operating conditions at the study intersections, without and with the proposed project. The previously discussed capacity analysis procedures were utilized to evaluate the future v/c or delay relationships and service level characteristics at each study intersection. The effect of projectgenerated traffic at each study intersection was compared to the City of West Covina’s intersection LOS standards as presented below. The acceptable operating condition for intersections in the City is LOS E or better as established in the Final EIR for the City’s General Plan. Any intersection which is operating at LOS F is considered deficient.

Signalized intersections may require improvements or other strategies to reduce the v/c ratio to acceptable levels if the following condition is met:
• The addition of project traffic results in the increase in volume-to-capacity (v/c) equal to or greater than 0.020 at an intersection that degrades from acceptable operations (LOS E or better) to unacceptable operations (LOS F).

Unsignalized intersections may require improvements or other strategies to reduce the LOS to acceptable levels if both of the following conditions are met:
• The addition of project traffic to an intersection results in the degradation of overall intersection operations from acceptable operations (LOS E or better) to unacceptable operations (LOS F), and
• The project-related increase in traffic contributes 10 percent or more to the total peak hour volume at an intersection that is already operating at LOS F.

5.3 Analysis Scenarios
Pursuant to the City’s Transportation Study Guidelines and in coordination with City staff, LOS calculations have been prepared for the following scenarios:
[a] Existing conditions.
[b] Existing with project conditions.
- 52 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
[c] Condition [a] plus one percent (1.0%) per year annual ambient traffic growth through year 2026 and with completion and occupancy of the related projects (i.e., future without project conditions).
[d] Condition [c] with completion and occupancy of the proposed project. [e] Condition [d] with implementation of intersection improvement measures, if necessary.

The weekday AM and PM peak hour LOS analysis prepared for the study intersections using the ICU and HCM methodologies is summarized in Table 5-1. The ICU and HCM data worksheets for the analyzed intersections are provided in Appendix D.

5.4 Existing Conditions

5.4.1 Existing Conditions
As indicated in column [1] of Table 5-1, both study intersections are presently operating at LOS C or better during the weekday AM and PM peak hours under existing conditions. The existing traffic volumes at the study intersections during the weekday AM and PM peak hours was previously displayed in Figures 3-4 and 3-5, respectively.

5.4.2 Existing With Project Conditions
As shown in column [2] of Table 5-1, the study intersections are expected to continue operating at LOS C or better during the weekday AM and PM peak hours under the existing with project conditions. The v/c ratios and delays at both of the study intersections incrementally increase with the addition of project-generated traffic. The proposed project is not expected to cause any of the study intersections to operate at a deficient LOS, therefore no project-specific intersection improvements or project-specific transportation demand management measures are proposed or required. Figures 5-1 and 5-2 illustrate the existing with project traffic volumes at the study intersections during the weekday AM and PM peak hours, respectively.

5.5 Future Year 2026 Cumulative Conditions

5.5.1 Future Year 2026 Cumulative Without Project Conditions The future cumulative baseline conditions were forecast based on the addition of traffic generated by the completion and occupancy of the related projects, as well as the growth in traffic due to the combined effects of continuing development, intensification of existing developments and other factors (i.e., ambient growth). The v/c ratios and delay at the study intersections account for the addition of ambient traffic and traffic generated by the related projects listed in Table 3-4, as well as the projected intersection improvements for Study Intersection No. 1: Orange Avenue/Cameron Avenue. As presented in column [3] of Table 5-1, both study intersections are expected to operate at LOS B or better during the weekday AM and PM peak hours with the addition of growth in ambient traffic and related projects traffic under the future without project conditions. - 53 -
Table 5-1

SUMMARY OF VOLUME-TO-CAPACITY RATIOS/DELAYS AND LEVELS OF SERVICE

WEEKDAY AM AND PM PEAK HOURS
[1] [2] [3] [4]
YEAR 2026 YEAR 2026

EXISTING W/ CHANGE FUTURE FUTURE W/ CHANGE

EXISTING PROJECT IN PRE-PROJECT PROJECT IN
TRAFFIC PEAK V/C or LOS V/C or LOS DELAY V/C or LOS V/C or LOS DELAY NO. INTERSECTION CONTROL HOUR DELAY [a] DELAY [a] [(2)-(1)] DELAY [a] DELAY [a] [(4)-(3)] 1 Orange Avenue/ Signalized AM 0.644 B 0.655 B 0.011 0.574 A 0.588 A 0.014 Cameron Avenue PM 0.727 C 0.740 C 0.013 0.633 B 0.640 B 0.007 2 Toluca Avenue/ Unsignalized AM 13.4 B 13.5 B 0.1 13.9 B 14.0 B 0.1 Cameron Avenue [b] PM 13.8 B 13.9 B 0.1 14.7 B 14.7 B 0.0 [a] Level of Service (LOS) is based on the volume-to-capacity ratios or reported delays for the intersections. [b] Two-Way Stop-Controlled Intersection. Reported values represent the delays associated with the most constrained approach of the intersection. [c] According to the City of West Covina Traffic Study Guidelines, September 2020, an intersection is considered deficient and may require improvements if the following criteria are met:

The acceptable LOS for intersections in the City of West Covina is LOS E or better.

Signalized intersections:
- The project-related increase in v/c is equal to or greater than 0.020 at an intersection that degrades from acceptable operations (LOS E or better) to LOS F.

Unsignalized intersections are considered deficient if both conditions are met:
- The addition of project traffic to an intersection results in the degradation of the overall intersection operations from acceptable (LOS E or better) to LOS F. - The project-related increase in traffic contributes 10 percent or more to the total peak hour volume at an intersection already operating at LOS F.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 54 -
- 55 -
- 56 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
The future without project (existing, ambient growth and related projects) traffic volumes at the study intersections during the weekday AM and PM peak hours are presented in Figures 5-3 and 5- 4, respectively.

5.5.2 Future Year 2026 Cumulative With Project Conditions As shown in column [4] of Table 5-1, both study intersections are expected to continue operating at LOS B or better under the future with project conditions. The v/c ratios and delays at the study intersections incrementally increase with the addition of project-generated traffic and projected intersection improvements as previously shown in Figure 3-3. The incremental increases in v/c ratio at the two study intersections forecast to operate at LOS B or better do not exceed the City’s criteria, therefore no project-specific intersection improvements or project-specific transportation demand management measures are proposed or required. The future with project (existing, ambient growth, related projects and project) traffic volumes at the study intersections during the weekday AM and PM peak hours are presented in Figures 5-5 and 5-6, respectively. - 57 -
- 58 -
- 59 -
- 60 -
- 61 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

6.0 CALIFORNIA DEPARTMENT OF TRANSPORTATION ANALYSIS
Consistent with the previously described statutory changes to the CEQA Guidelines, the California Department of Transportation (Caltrans) has also formally adopted VMT as the metric for reviewing the transportation impacts of a land use development project. Caltrans has released the Transportation Impact Study Guide (TISG) and the Interim LD-IGR Safety Review Practitioners Guidance in order to provide guidance on Caltrans’ review of land use projects.

6.1 Vehicle Miles Traveled Analysis
Caltrans’ TISG references the December 2018 Technical Advisory prepared by OPR as the basis for its guidance on VMT assessment. For the purpose of this transportation assessment, it is understood that the City of West Covina’s adopted VMT methodology and screening criteria are substantially consistent with the recommendations provided in the Technical Advisory and thus satisfy Caltrans’ VMT analysis requirements as well. Therefore, no separate VMT analysis has been prepared for Caltrans’ review of the proposed project.

6.2 Off-Ramp Vehicle Queuing Analysis
The Interim LD-IGR Safety Review Practitioners Guidance provides direction on a simplified safety analysis approach that reduces the risk to all road users and that focuses on multi-modal conflict analysis as well as access management issues. District traffic safety staff are encouraged to consider the proposed project’s potential influence on safety on state roadways, including the following factors:
• Increased presence of pedestrians and bicyclists
• Degradation of the walking and bicycling environment and experience • New pedestrian and bicyclist connection desires
• Multimodal conflict points, especially at intersections and project access locations • Change in traffic mix such as an increase in bicyclists or pedestrians where features such as shoulders or sidewalks may not exist or are inconsistent with facility design (sidewalks, bike and multi-user paths, multimodal roadways, etc.)
• Increased vehicular speeds
• Transition between free flow and metered flow
• Increased traffic volumes
• Queuing at off-ramps resulting in slow or stopped traffic on the mainline or speed differentials between adjacent lanes
• Queuing exceeding turn pocket length that impedes through-traffic - 62 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
The proposed project takes direct access from a State facility; therefore, the project has been reviewed for factors pertaining to site access or local roadways. The proposed project is expected to generate new project trips at the following intersections that are nearest to the I-10 Freeway offramps and project site: 1) I-10 Freeway Eastbound Off-Ramp-Orange Avenue/Cameron Avenue, and 2) I-10 Freeway Westbound Off-Ramp-Garvey Avenue North/West Covina Parkway. Therefore, an analysis of the project’s effect on off-ramp queuing was prepared in order to determine if the project would cause, or contribute towards, slowing or stopped traffic on mainline travel lanes resulting in unsafe speed differentials between adjacent lanes.

Pursuant to prior direction from Caltrans staff, off-ramp queuing was analyzed using the current Highway Capacity Manual (HCM) method for the subject intersections. The off-ramp queuing calculations were prepared using the Synchro 11 software package which implements the HCM operational methodology. A Synchro network was created based on existing conditions field reviews at the above ramp intersections. In addition, specifics such as traffic volume data, lane configurations, available vehicle storage lengths, crosswalk locations, posted speed limits, traffic signal timing and phasing, etc., were coded to complete the existing network. The corresponding weekday AM peak hour and PM peak hour peak hour HCM worksheets for purposes of determining the 95th percentile vehicle queues are contained in Appendix E.

The queuing analysis was prepared for the existing, existing with project, future without project and future cumulative with project conditions. Each of the freeway off-ramp intersection approaches were reviewed in terms of expected maximum vehicle queues (i.e., 95th percentile queues) which represent the maximum back of vehicle queues with 95th percentile traffic volumes. The corresponding maximum vehicle queue lengths were then compared with 85 percent of the ramp storage lengths (i.e., the available storage length as measured from the applicable freeway/frontage road gore areas to the respective off-ramp approach limit lines/merge points). The total queuing for the off-ramp was determined based on the sum of the maximum vehicle queues for each off-ramp lane. The total ramp storage lengths were determined based on 85 percent of the sum of the striped storage for all lanes provided at the off-ramp location.

As presented in Table 6-1, adequate storage areas are provided to accommodate the forecast 95th percentile queues under existing, existing with project, future without project and future cumulative with project conditions. The proposed project is not expected to cause or contribute towards vehicle queuing which extends back into the I-10 Freeway mainline travel lanes resulting in unsafe speed differentials between adjacent lanes. Therefore, the proposed project is not anticipated to negatively influence safety on the State Highway System.
- 63 -
Table 6-1
SUMMARY OF OFF-RAMP VEHICLE QUEUING ANALYSIS [1]

WEEKDAY AM AND PM PEAK HOURS
85th EXISTING FUTURE YEAR 2026 FUTURE YEAR 2026

PERCENTILE EXISTING WITH PROJECT WITHOUT PROJECT WITH PROJECT AVAILABLE 95th EXCEEDS 95th EXCEEDS 95th EXCEEDS 95th EXCEEDS OFF-RAMP %-ILE 85th %-ILE %-ILE 85th %-ILE %-ILE 85th %-ILE %-ILE 85th %-ILE PEAK STORAGE [2] QUEUE [3] STORAGE? QUEUE [3] STORAGE? QUEUE [3] STORAGE? QUEUE [3] STORAGE? NO. INTERSECTION HOUR (FEET) (FEET) (YES/NO) (FEET) (YES/NO) (FEET) (YES/NO) (FEET) (YES/NO) 1 I-10 Freeway EB Off-Ramp-Orange Avenue/ AM 1,570 183 No 188 No 223 No 230 No Cameron Avenue PM 1,570 268 No 273 No 308 No 315 No
2 I-10 Freeway WB Off-Ramp-Garvey Ave. N./ AM 890 370 No 370 No 130 No 133 No West Covina Parkway PM 890 150 No 153 No 158 No 160 No
[1] Refer to calculation worksheets in Appendix E.
[2] Available storage represents 85 percent (85%) of total storage space, as measured via Google Earth (2022) aerial imagery. The total storage represents the sum of all formally striped lanes on the off-ramp.
[3] The 95th percentile queue is the maximum back of queue with 95th percentile traffic volumes. The reported queue represents the sum of the 95th percentile vehicle queues for all lanes of the off-ramp (refer to Appendix Table E-1). An average vehicle length of 25 feet (including vehicle separation) was assumed for analysis purposes.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524 West Covina Medical Center - Behavioral Health Addition Project - 64 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

7.0 CONSTRUCTION TRAFFIC ANALYSIS
Based on coordination with and preliminary information provided by the Project Applicant team, it has been determined that construction of the project is planned to be implemented in ten (10) general phases of construction activities. This analysis assumes a construction schedule totaling approximately 22 months in duration. While these general construction phases could overlap, it is anticipated that any overlapping construction activities between these phases would be minimal. In order to provide a conservative analysis, it is assumed that some overlap does occur between each of the construction activities/phases.

The general construction activities are as follows in sequential order:
• Phase 1: Demolition and Removal of Existing Asphalt/Curb & Gutter • Phase 2: Clear Existing Landscaping/Irrigation/Utilities • Phase 3: Grading and Excavation for Underground Utilities and Foundations • Phase 4: Install Concrete Foundations and Underground Utilities • Phase 5: New Steel/Metal Deck Erection
• Phase 6: New Exterior Skin System/Windows
• Phase 7: Building Interior MEP
• Phase 8: Building Finishes
• Phase 9: Landscaping/Irrigation/Concrete Curb & Gutter • Phase 10: Clean-up/Final Paving/Start-up/Testing
The estimated construction workforce is not anticipated to exceed 120 workers during any given phase of construction activity. Table 7-1 summarizes the construction traffic generation for the weekday daily, AM, and PM peak hours during the peak phase of construction activities. Temporary lane closures are not expected to be necessary throughout the course of the project construction.

Should any temporary lane closures be necessary, it would occur outside of the weekday AM and PM commute peak hours, so as to maintain roadway capacity when the street system is typically most heavily constrained.

7.1 Construction Assumptions
It is assumed that the equipment staging area during the initial phases of construction grading would occur on, within, and adjacent to the project site. The site would be cleared and after completion of the first three phases of construction activities, building and foundation construction would commence. Construction worker parking is expected to occur at the off-site surface parking lot or in designated allowable parking in the site vicinity to be determined in coordination and agreement - 65 -
Table 7-1
CONSTRUCTION PEAK HOUR TRIP GENERATION [1]

DURING PEAK PHASE

DAILY AM PEAK HOUR PM PEAK HOUR
TRIP ENDS [2] VOLUMES [2] VOLUMES [2]

LAND USE VOLUMES IN OUT TOTAL IN OUT TOTAL
[A] Construction Workers [3] 212 -- -- -- 0 53 53
[B] Dump/Trailer Truck Trips (unadjusted) [4] 10 2 2 4 2 2 4 [C] Miscellaneous Truck Trips (unadjusted) [5] 10 1 1 2 1 1 2 [D] PCE Adjusted Dump/Trailer Truck Trips [6] 30 6 6 12 6 6 12 [E] PCE Adjusted Miscellaneous Truck Trips [7] 20 2 2 4 2 2 4 Total Trips in PCEs ([A]+[D]+[E]) 262 8 8 16 8 61 69
[1] Project construction information provided by Project Applicant representatives. [2] Trips are one-way traffic movements, entering or leaving. [3] During the peak construction activities phase, a total of 120 construction workers are expected to be on-site.

Workers are assumed to arrive at the site prior to 7:00 AM and it is assumed that 50 percent (50%) of the workers would depart during the PM peak hour of adjacent street traffic. An average vehicle ridership factor of 1.135 passengers/vehicle was applied to determine the worker vehicle trips.

Daily construction worker trips = 120 workers/(1.135 passengers/vehicle) = 106 inbound vehicle trips + 106 outbound vehicle trips = 212 total daily vehicle trips [4] Assumed 5 trucks per day = 10 one-way dump/trailer truck trips per day (i.e., 5 inbound trips and 5 outbound trips) [5] Miscellaneous truck trips are expected during the peak phase of construction activities, where 5 round-trip miscellaneous truck trips per day is assumed.

Based on an eight-hour workday, one round-trip miscellaneous truck trip per hour is anticipated. 5 inbound miscellaneous trucks + 5 outbound miscellaneous trucks = 10 one-way miscellaneous truck trips per day (assumed for peak day) [6] A passenger car equivalency (PCE) factor of 3.0 was employed for analysis purposes. This accounts for the assumption that these dump trucks and box trailer trucks have the same overall effect on intersection traffic operations as 3.0 passenger cars. [7] A PCE factor of 2.0 was employed for miscellaneous trucks. This accounts for the assumption that a miscellaneous truck has the same overall effect on intersection traffic operations as 2.0 passenger cars.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project - 66 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
with adjacent businesses (i.e., Floor & Decor). Although construction would primarily occur at the eastern portion of the project site, the existing on-site parking areas and drive aisles to the north and west of the hospital building would be repaved as part of the project. Once the re-paving is installed, the entire lot would be available for construction worker parking.

To the extent feasible, construction-related activities would be scheduled to occur during daylight hours. The construction hours will be limited to Mondays through Fridays to no earlier than 7:00 AM and no later than 5:00 PM. It is important to note that although the construction workday would commence at 7:00 AM and typically end at 3:00 PM, it is assumed that workers would generally begin to depart the site between 2:30 to 3:30 PM. Later departures would occur only when overtime is necessary to maintain the schedule.

It is assumed that heavy construction equipment would be located on-site during the construction activities and would not travel to and from the project site on a daily basis. However, haul truck trips would be generated during the grading and corresponding export activities in order to remove materials from the project site. Trucks are expected to carry the export material to a receptor site.

Based on information provided by the Project Applicant team, it is anticipated that the demolition and associated export of construction debris/excavation material will be transported via the regional freeway system to the arterial roadways to the Materials Recovery Facility (City of Industry) and/or the Victorville Sanitary Landfill. Depending on the direction of travel, the designated truck routes would be utilized as part of the haul route which would require review and approval by the City of West Covina.

7.2 Peak Construction Traffic Trip Generation
As described above, it has been determined that the most intensive period of overall construction activity and construction traffic generation during the weekday AM and PM peak hours is expected to occur with the following assumptions for construction workforce and construction trucks.

7.2.1 Construction Workforce
Activities related to the peak construction activities are expected to generate one of the highest numbers of construction worker vehicle trips as compared to the other construction activities.

During the peak phase, the maximum number of construction workers is expected to total 120 workers. As noted above, construction workers are expected to arrive to the project site before 7:00 AM. Assuming the typical workday ends at 3:00 PM, twenty-five percent (25%) of the workers are assumed to leave the site between 2:30 PM and 3:00 PM, twenty-five percent (25%) between 3:00 PM and 3:30 PM, twenty-five percent (25%) between 3:30 PM and 4:00 PM and the remaining twenty-five percent (25%) after 4:00 PM (including supervisors). Thus, while the majority of these construction worker trips would generally occur outside of the commute peak hours of adjacent street traffic, it was assumed that percent (50%) of the workforce (i.e., roughly 60 workers) departure would overlap with the weekday commute PM peak hour (i.e., after 4:00 PM) in order to provide a conservative forecast of construction traffic generation. - 67 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
It is anticipated that construction workers would primarily remain on-site throughout the day. The number of construction worker vehicles is estimated using an average vehicle ridership (AVR) of

1.135 persons per vehicle (as provided in the South Coast Air Quality Management District in its CEQA Air Quality Handbook). Therefore, it is estimated that approximately 212 vehicle trips (i.e., 120 workers/1.135 persons per vehicle = 106 inbound trips and 106 outbound trips) on a daily basis would be generated to/from the site by the construction workers during the overlap of these activities. With 50% of the workers conservatively assumed to overlap with the weekday PM peak hour, this would result in a maximum of 53 outbound construction worker vehicle trips (i.e., 120 workers x 50% = 60 workers/1.135 persons per vehicle = 53 outbound worker vehicle trips) during the weekday PM peak hour.

It is generally anticipated that construction worker-related traffic would be largely freeway-oriented.

Construction workers would likely arrive and depart via the on- and off-ramps serving the I-10 Freeway. The most commonly used freeway ramps would be nearest the project site on Pacific Avenue and West Covina Parkway. The construction workforce would likely be generated from all parts of the Los Angeles region and therefore are assumed to arrive from all directions.

7.2.2 Construction Trucks
In addition to construction worker vehicles, additional trips may be generated by construction vehicles including construction trucks (i.e., dump trucks, box trailer trucks, etc.) traveling to and from the project site. These trucks may consist of trucks delivering equipment and/or construction materials to the project site. As no specific information was provided for construction trucks at this time, it is estimated that during the peak phase, a maximum daily haul truck trip of 10 truck trips per day (i.e., 5 inbound truck trips and 5 outbound truck trips) would be generated to and from the site.

When accounting for the application of a PCE (passenger car equivalent) factor of 3.0, it is estimated that the haul trucks would generate approximately 30 daily PCE vehicle trips (i.e., 15 inbound trips and 15 outbound trips). It is also estimated that no more than 12 PCE vehicle trips (6 inbound trips and 6 outbound trips) would occur during both the weekday AM and PM peak hours.

7.2.3 Miscellaneous Trucks
Additional trips may be generated by miscellaneous trucks traveling to and from the project site.

These trucks may consist of smaller pick-up trucks or four-wheel drive vehicles used by construction supervisors and/or City inspectors who are expected to be generated to and from the site. During the peak construction activities, five (5) miscellaneous trucks are anticipated. It is estimated that if these trips all occur during a single day of that phase, up to 10 truck trips per day (i.e., 5 inbound truck trips and 5 outbound truck trips) would be generated to and from the site by miscellaneous/delivery trucks. When accounting for the application of a PCE factor of 2.0, it is estimated that the miscellaneous trucks would generate approximately 20 daily PCE vehicle trips (i.e., 10 inbound trips and 10 outbound trips). It is also estimated that no more than 4 PCE vehicle trips (2 inbound trips and 2 outbound trips) would occur during both the weekday AM and PM peak hours. - 68 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

7.2.4 Total Construction Traffic Generation
As shown in Table 7-1, taken together, the construction worker vehicles, construction trucks and miscellaneous trucks are forecast to generate up to 16 AM peak hour PCE vehicle trips (i.e., 8 inbound trips and 8 outbound trips) and 69 PM peak hour PCE vehicles trips (i.e.,8 inbound trips and 61 outbound trips). Over a 24-hour period during the peak phase of construction activities, 262 daily PCE trip ends (131 inbound trips and 131 outbound trips) during a typical weekday are forecast.

7.3 Cumulative Impacts During Concurrent Construction Activities As noted previously in Section 3.5.1, while there are several related projects that fall within a onemile radius of the project site, only a couple related projects are located within about a two-block radius of the project, which is the distance that would typically be expected to result in potential concurrent construction traffic effects. It is possible that the construction of some of these related projects could overlap with the project’s construction phase. However, similar to the proposed project and pursuant to current City policies, those projects would be required to prepare and implement a Construction Staging and Traffic Management Plan (CSTMP) to address any anticipated temporary lane closures or re-routing of vehicle and bicycle traffic, sidewalk closures or pedestrian re-routing.

Thus, the cumulative impacts during concurrent construction activities are forecast to be less than significant. Also, as discussed previously, while the project’s peak hour construction traffic generation would be more than the project’s overall peak hour operational traffic generation, the daily construction traffic generation would be less than the project’s overall daily operational traffic generation and would not be expected to result in any deficiencies in the intersection Levels of Service (LOS). Therefore, project impacts would not be cumulatively considerable.

7.4 Emergency Access During Concurrent Construction Activities The potential traffic impacts during project construction have been analyzed as summarized above.

Having stated this, emergency vehicle access throughout the study area must be maintained during the concurrent construction activities associated with several development projects. It is important to note that as required by the State of California Vehicle Code (i.e., specifically Section 21806, Authorized Emergency Vehicles), “upon the immediate approach of an authorized emergency vehicle which is sounding a siren and which has at least one lighted lamp exhibiting red light that is visible, under normal atmospheric conditions, from a distance of 1,000 feet in front of a vehicle, the surrounding traffic shall, except as otherwise directed by a traffic officer, do the following:
(a) (1) Except as required under paragraph (2), the driver of every other vehicle shall yield the right-of-way and shall immediately drive to the right-hand edge or curb of the highway, clear of any intersection, and thereupon shall stop and remain stopped until the authorized emergency vehicle has passed.
(2) A person driving a vehicle in an exclusive or preferential use lane shall exit that lane immediately upon determining that the exit can be accomplished with reasonable safety. - 69 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
(b) The operator of every street car shall immediately stop the street car, clear of any intersection, and remain stopped until the authorized emergency vehicle has passed. (c) All pedestrians upon the highway shall proceed to the nearest curb or place of safety and remain there until the authorized emergency vehicle has passed.”9F 10 During any concurrent construction of several development projects, including the proposed project, it is expected that emergency vehicles will continue to utilize the surrounding street system even though some travel lanes along certain portions of some roadways may be temporarily used for construction staging and/or material delivery. If required, drivers of emergency vehicles are also trained to utilize center turn lanes, or travel in opposing through lanes to pass through crowded intersections or streets.

Thus, the respect entitled to emergency vehicles and driver training allow emergency vehicles to negotiate typical street conditions in urban areas including areas near any temporary travel lane closure(s).

7.5 Construction Management and Haul Route Approval
Approvals required by the City of West Covina and the State of California Department of Transportation (Caltrans) for implementation of the proposed project include a Truck Haul Route program approved by City and an encroachment permit obtained by Caltrans. With regard to other construction traffic-related issues, construction equipment would be stored within the perimeter fence of the construction site.

As a general contractor has not yet been selected, the exact extent of the construction work site boundary cannot be determined at this time. However, during certain portions of the construction schedule it is possible that one or more sidewalks may need to be temporarily closed. Should that be determined to be necessary, appropriate pedestrian detours will be required to be established along with the appropriate advance warning signage directing pedestrians to other available sidewalks and crosswalks/crossings. Should any such pedestrian detours or temporary travel lane closures be proposed, traffic control/management plans will be prepared for the required review and approval by the City of West Covina Department of Public Works. In addition, a Construction Staging and Traffic Management Plan (CSTMP) will also be required for review and approval by the City outlining all of the above details.

With the required haul route approval and other construction management practices, construction activity impacts are forecast to be less than significant on a cumulative and temporary basis.

Potential construction traffic impacts can be further reduced with the implementation of the following design features as part of the CSTMP:
• Maintain existing access for the adjacent site uses and parking facilities; 10 Source: State of California Department of Motor Vehicles website; https://www.dmv.ca.gov/portal/dmv; Amended Sec. 68, Ch. 1154, Stats 1996 Effective September 30, 1996. - 70 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
• Limit any potential roadway lane closures to off-peak travel periods; • Schedule receipt of construction materials to non-peak travel periods to the extent possible; • Coordinate deliveries to reduce the potential of trucks waiting to unload for protracted periods of times; and
• Prohibit parking by construction workers on adjacent streets and direct the construction workers to available/designated parking areas within the project site or nearby off-site parking lots.
- 71 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc

8.0 SUMMARY AND CONCLUSIONS
• Project Description – The project site is located at 725 South Orange Avenue, adjacent to the I-10 Freeway eastbound off-ramp to Orange Avenue, in the City of West Covina. The proposed project consists of expanding the existing West Covina Medical Center to include an approximate 42,000 square-foot four-story behavioral health transition facility to the northeast side of the existing building. The proposed building addition would remove a portion of the existing surface parking lot currently located at the northeast corner of the site. The expansion would feature three levels of nursing units over an at-grade arrival lobby and include an additional 71 licensed beds. All patients are expected to be transported via emergency service vehicles from another facility to this transitional facility for treatment. The project build-out and occupancy year is anticipated by the year 2026.
• Project Site Access – Vehicular access to the project site is planned to be accommodated by an existing driveway on Orange Avenue, north of Cameron Avenue, as well as two driveways for the off-site surface parking lot. Access to the off-site parking lot is provided by an existing driveway on Orange Avenue and an existing driveway on Garvey Avenue South. An accessible pedestrian path of travel is provided from the off-site parking lot to the entrance of the proposed project building by utilizing the existing crosswalk at the Orange Avenue/Cameron Avenue intersection and the existing sidewalk on Orange Avenue and then connecting to planned walkways onsite. It is recommended that white continental crosswalks be installed at the Orange Avenue/Cameron Avenue intersection.
• Project Parking – The proposed behavioral health building addition would displace a portion of the existing surface parking on-site such that the future on-site parking supply is reduced to 18 spaces (i.e., 12 standard spaces, 6 handicap accessible spaces) located to the north of and behind the building. The overall future parking supply for the existing WCMC and the proposed project addition totals 150 spaces (i.e., 18 on-site spaces and 132 off-site spaces). It is expected that the future parking demand forecast for the project will total 37 spaces. Thus, the existing adjusted peak parking demand of 95 spaces and the forecast project parking demand of 37 spaces would result in a total future peak parking demand of 132 spaces (i.e., 88% occupancy of the total parking supply of 150 spaces) for the overall site during the peak weekday condition. • Project Trip Generation – The proposed project is expected to generate 34 new vehicle trips (23 inbound trips and 11 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the proposed project is expected to generate 36 new vehicle trips (13 inbound trips and 23 outbound trips). Over a 24-hour period, the proposed project is forecast to generate approximately 452 new daily trip ends (226 inbound trips and 226 outbound trips) during a typical weekday.
• CEQA Vehicle Miles Traveled Assessment – Consistent with the requirements of CEQA Guidelines Section 15064.3, the City of West Covina has adopted significance criteria for transportation impacts based on vehicle miles traveled for land use development projects. The - 72 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center Behavioral Health Addition Project O:\JOB_FILE\4524\Report\4524-Rpt2.doc
City has also adopted three criteria for screening projects out of detailed VMT analysis. The project meets two of the three criteria to be screened out of VMT analysis (i.e., based on its location within a low VMT-generating area and based on the project land use type as a local serving use). Therefore, the project is screened out of further VMT analysis. Therefore, through satisfaction of the screening criteria, the proposed project is determined to have a less than significant transportation impact.
• CEQA Active Transportation and Public Transit Assessment – A significant impact may also occur “if the project conflicts with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decreases the performance or safety of such facilities”. The proposed project is found to be in alignment with the City’s General Plan and the Active Transportation Plan goals to promote pedestrian and bicycle safety and provide appropriate and supportive active transportation infrastructure. Further, development of the proposed project will not prevent the City from completing any proposed transit, bicycle, or pedestrian facilities. It is therefore determined that the proposed project will result in a less than significant impact on active transportation and public transit in the vicinity of the project site. • Non-CEQA Analysis – Two study intersections were reviewed for consistency with the City of West Covina’s adopted Level of Service (LOS) standards. The study intersections were evaluated using the City-approved Intersection Capacity Utilization (ICU) and Highway Capacity Manual (HCM) methodologies to determine the LOS under existing, existing with project, and future without and with project conditions. Based on application of the City’s LOS standards, the proposed project is not required to identify or construct intersection improvements at any of the study intersections.
• Caltrans Analysis – It is understood that the City of West Covina’s adopted VMT methodology and screening criteria are substantially consistent with the recommendations provided in the Technical Advisory prepared by OPR and thus satisfy Caltrans’ VMT analysis requirements as well. Therefore, no separate VMT analysis has been prepared for Caltrans’ review of the proposed project. Pursuant to the direction provided in the Interim LD-IGR Safety Review Practitioners Guidance, an analysis of the project’s effect on off-ramp queuing determined that the proposed project is not expected to cause or contribute towards vehicle queuing which extends back into the I-10 Freeway mainline travel lanes resulting in unsafe speed differentials between adjacent lanes.
- 73 -
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project

APPENDIX A

COLLISION HISTORY DATA
Appendix Table A-1
COLLISION HISTORY [1]
Orange Avenue/Cameron Avenue

PRIMARY VEHICLE CODE

DATE OF TIME OF DAY OF DISTANCE FROM WEATHER ROADWAY MOVEMENT PRECEDING COLLISION COLLISION VIOLATION TYPE OF VEHICLE COLLISION NUMBER NUMBER NO. COLLISION DAY WEEK INTERSECTION CONDITIONS SURFACE LIGHTING AT FAULT PARTY OTHER PARTY FACTOR SUBSECTION COLLISION INVOLVED WITH SEVERITY KILLED INJURED 1 01/16/2023 4:29 PM Monday 219' North Clear Dry Daylight Eastbound Proceeding Straight
Northbound
Proceeding Straight
Automobile Right of
Way 21804A Broadside Other Motor Vehicle
Injury (Other
Visible) 0 1
2 12/18/2022 12:52 PM Sunday In Intersection Clear Dry Daylight Southbound Proceeding Straight
Northbound Making
Left Turn
Traffic Signals &
Signs 21453A Broadside Other Motor Vehicle PDO 0 0
3 11/30/2022 11:28 AM Wednesday In Intersection Clear Dry Dark - Street Lights
Eastbound Proceeding
Straight
Northbound Making
Left Turn
Traffic Signals &
Signs 21453A Broadside Other Motor Vehicle
Injury (Complaint
of Pain) 0 1
4 02/21/2022 8:45 AM Monday 120' North Clear Dry Daylight Southbound Proceeding Straight Southbound Parked Unsafe Speed 22350 Rear End Parked Motor Vehicle PDO 0 0 5 02/16/2022 3:50 PM Wednesday 32' North Clear Dry Daylight Eastbound Backing Eastbound Parked Other Improper Driving Not Stated Broadside Parked Motor
Vehicle PDO 0 0
6 10/13/2021 7:45 PM Wednesday 20' South Clear Dry Dark - Street Lights
Northbound
Proceeding Straight
Northbound
Slowing/Stopped Unsafe Speed 22350 Rear End Other Motor Vehicle PDO 0 0 7 07/27/2021 10:32 AM Tuesday In Intersection Clear Dry Daylight Not Stated Eastbound Stopped Improper Turning 22107 Sideswipe Other Motor Vehicle PDO 0 0
8 05/02/2021 1:03 AM Sunday 7' North Clear Dry Dark - Street Lights
Westbound Making
Left Turn - Under the Influence of Alcohol 23152A Hit Object Fixed Object PDO 0 0 9 02/17/2020 10:11 AM Monday In Intersection Clear Dry Daylight Northbound Making Left Turn
Southbound
Proceeding Straight
Automobile Right of
Way 21801A Broadside Other Motor
Vehicle PDO 0 0
10 01/18/2020 11:13 AM Saturday 170' South Clear Dry Daylight Northbound Making Left Turn
Northbound
Proceeding Straight Unknown 22100D Sideswipe Other Motor Vehicle PDO 0 0 Collision data were requested from the California Highway Patrol's (CHP) online Statewide Integrated Traffic Records System (SWITRS) database on April 10, 2023. Records were requested for the most recent three year period. According to the SWITRS website, data from seven months prior to the date of request should be considered incomplete due to a collision records processing backlog. Therefore, the most recent five year period is assumed to include September 1, 2019 through April 10, 2023. Collisions which occurred from September 1, 2022 to April 10, 2023 have been included for informational purposes. [1]
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project

APPENDIX B

TRAFFIC, PEDESTRIAN, AND BICYCLE COUNT DATA
File Name : CameronAve_OrangeAve
Site Code : 00000000
Start Date : 4/4/2023
Page No : 1
Groups Printed- Vehicles
Cameron Avenue
Southbound
Orange Avenue
Westbound
Cameron Avenue
Northbound
Orange Avenue
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 59 20 13 7 6 24 103 3 42 0 16 293
07:15 AM 0 62 37 30 10 11 35 134 1 40 0 17 377
07:30 AM 2 75 36 21 15 15 55 138 3 47 0 39 446
07:45 AM 0 85 68 29 14 18 70 142 1 50 1 39 517
Total 2 281 161 93 46 50 184 517 8 179 1 111 1633
08:00 AM 1 107 54 25 16 14 42 114 3 62 1 37 476
08:15 AM 4 79 66 31 11 15 36 119 2 59 3 48 473
08:30 AM 1 82 32 32 11 23 40 97 4 53 3 32 410
08:45 AM 3 84 30 32 17 13 29 81 6 36 0 30 361
Total 9 352 182 120 55 65 147 411 15 210 7 147 1720
04:00 PM 0 88 36 23 10 17 50 90 1 60 2 64 441
04:15 PM 0 95 42 31 7 23 58 99 3 71 1 54 484
04:30 PM 1 73 52 36 13 25 50 87 3 44 1 67 452
04:45 PM 0 92 51 35 9 25 45 112 1 45 2 53 470
Total 1 348 181 125 39 90 203 388 8 220 6 238 1847
05:00 PM 3 94 50 45 11 26 72 112 1 62 5 57 538
05:15 PM 0 96 50 40 4 22 69 107 1 52 1 53 495
05:30 PM 1 87 42 53 9 30 53 115 3 52 2 51 498
05:45 PM 2 67 37 34 7 33 66 93 1 59 0 52 451
Total 6 344 179 172 31 111 260 427 6 225 8 213 1982
Grand Total 18 1325 703 510 171 316 794 1743 37 834 22 709 7182 Apprch % 0.9 64.8 34.4 51.2 17.2 31.7 30.8 67.7 1.4 53.3 1.4 45.3 Total % 0.3 18.4 9.8 7.1 2.4 4.4 11.1 24.3 0.5 11.6 0.3 9.9

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_OrangeAve
Site Code : 00000000
Start Date : 4/4/2023
Page No : 2
Cameron Avenue
Southbound
Orange Avenue
Westbound
Cameron Avenue
Northbound
Orange Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 2 75 36 113 21 15 15 51 55 138 3 196 47 0 39 86 446 07:45 AM 0 85 68 153 29 14 18 61 70 142 1 213 50 1 39 90 517 08:00 AM 1 107 54 162 25 16 14 55 42 114 3 159 62 1 37 100 476 08:15 AM 4 79 66 149 31 11 15 57 36 119 2 157 59 3 48 110 473 Total Volume 7 346 224 577 106 56 62 224 203 513 9 725 218 5 163 386 1912 % App. Total 1.2 60 38.8 47.3 25 27.7 28 70.8 1.2 56.5 1.3 42.2 PHF .438 .808 .824 .890 .855 .875 .861 .918 .725 .903 .750 .851 .879 .417 .849 .877 .925 Orange Avenue
Orange Avenue
Cameron Avenue
Right
224
Thru
346
Left
7 Cameron
Avenue Out
In
Total
793
577
1370
Right
62 Thru
56 Left
106
Out
Total
In
21 224
245
Left
203
Thru
513
Right
9 Total
Out
In
615
725
1340
Left
218
Thru
5 163
Right
Total
Out
In
483
386
869
Peak Hour Begins at 07:30 AM
Vehicles
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_OrangeAve
Site Code : 00000000
Start Date : 4/4/2023
Page No : 3
Cameron Avenue
Southbound
Orange Avenue
Westbound
Cameron Avenue
Northbound
Orange Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 92 51 143 35 9 25 69 45 112 1 158 45 2 53 100 470 05:00 PM 3 94 50 147 45 11 26 82 72 112 1 185 62 5 57 124 538 05:15 PM 0 96 50 146 40 4 22 66 69 107 1 177 52 1 53 106 495 05:30 PM 1 87 42 130 53 9 30 92 53 115 3 171 52 2 51 105 498 Total Volume 4 369 193 566 173 33 103 309 239 446 6 691 211 10 214 435 2001 % App. Total 0.7 65.2 34.1 56 10.7 33.3 34.6 64.5 0.9 48.5 2.3 49.2 PHF .333 .961 .946 .963 .816 .750 .858 .840 .830 .970 .500 .934 .851 .500 .939 .877 .930 Orange Avenue
Orange Avenue
Cameron Avenue
Right
193
Thru
369
Left
4 Cameron
Avenue Out
InTotal
760
566
1326
Right
103
Thru
33 Left
173
Out
Total
In
20 309
329
Left
239
Thru
446
Right
6 Total
Out
In
756
691
1447
Left
211
10 Thru
Right
214
Total
Out
In
465
435
900
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_OrangeAve_BP
Site Code : 00000000
Start Date : 4/4/2023
Page No : 1
Groups Printed- Pedestrians and Bikes
Cameron Avenue
South Leg
Orange Avenue
West Leg
Cameron Avenue
North Leg
Orange Avenue
East Leg
Start Time Bikes Peds Bikes Peds Bikes Peds Bikes Peds Int. Total 07:30 AM 0 1 0 0 0 0 0 0 1
Total 0 1 0 0 0 0 0 0 1
08:00 AM 0 1 0 2 1 0 0 0 4
08:15 AM 1 0 1 1 0 0 0 2 5
08:30 AM 0 0 1 0 0 0 0 0 1
08:45 AM 0 0 0 1 0 0 1 0 2
Total 1 1 2 4 1 0 1 2 12
04:00 PM 0 2 0 2 0 0 0 0 4
04:15 PM 0 2 0 1 0 1 0 1 5
04:30 PM 0 2 2 0 0 0 0 2 6
04:45 PM 0 0 0 1 0 1 0 1 3
Total 0 6 2 4 0 2 0 4 18
05:15 PM 0 0 0 0 1 0 0 0 1
05:30 PM 0 2 0 0 0 0 0 0 2
05:45 PM 1 0 0 0 0 0 1 0 2
Total 1 2 0 0 1 0 1 0 5
Grand Total 2 10 4 8 2 2 2 6 36
Apprch % 16.7 83.3 33.3 66.7 50 50 25 75
Total % 5.6 27.8 11.1 22.2 5.6 5.6 5.6 16.7

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_OrangeAve_BP
Site Code : 00000000
Start Date : 4/4/2023
Page No : 2
Cameron Avenue
South Leg
Orange Avenue
West Leg
Cameron Avenue
North Leg
Orange Avenue
East Leg
Start Time Bikes Peds App. Total Bikes Peds App. Total Bikes Peds App. Total Bikes Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 1 1 0 2 2 1 0 1 0 0 0 4
08:15 AM 1 0 1 1 1 2 0 0 0 0 2 2 5
08:30 AM 0 0 0 1 0 1 0 0 0 0 0 0 1
08:45 AM 0 0 0 0 1 1 0 0 0 1 0 1 2
Total Volume 1 1 2 2 4 6 1 0 1 1 2 3 12
% App. Total 50 50 33.3 66.7 100 0 33.3 66.7
PHF .250 .250 .500 .500 .500 .750 .250 .000 .250 .250 .250 .375 .600 Orange Avenue
Orange Avenue
Cameron Avenue
Thru
1 Peds
1 Cameron
Avenue Out
In
Total
1 2
3 Thru
2 Peds
4 Out
Total
In
1 6
7 Thru
1 Peds
0 Total
Out
In
1 1
2 1
Thru
2 Peds
Total
Out
In
2 3
5 Peak Hour Begins at 08:00 AM
Pedestrians and Bikes
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_OrangeAve_BP
Site Code : 00000000
Start Date : 4/4/2023
Page No : 3
Cameron Avenue
South Leg
Orange Avenue
West Leg
Cameron Avenue
North Leg
Orange Avenue
East Leg
Start Time Bikes Peds App.

Total Bikes Peds App.Total Bikes Peds App.Total Bikes Peds App.Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 2 2 0 2 2 0 0 0 0 0 0 4
04:15 PM 0 2 2 0 1 1 0 1 1 0 1 1 5
04:30 PM 0 2 2 2 0 2 0 0 0 0 2 2 6
04:45 PM 0 0 0 0 1 1 0 1 1 0 1 1 3
Total Volume 0 6 6 2 4 6 0 2 2 0 4 4 18
% App. Total 0 100 33.3 66.7 0 100 0 100
PHF .000 .750 .750 .250 .500 .750 .000 .500 .500 .000 .500 .500 .750 Orange Avenue
Orange Avenue
Cameron Avenue
Thru
0 Peds
6 Cameron
Avenue Out
InTotal
0 6
6 Thru
2 Peds
4 Out
Total
In
0 6
6 Thru
0 Peds
2 Total
Out
In
0 2
2 0
Thru
4 Peds
Total
Out
In
2 4
6 Peak Hour Begins at 04:00 PM
Pedestrians and Bikes
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_TolucaAve
Site Code : 00000000
Start Date : 4/4/2023
Page No : 1
Groups Printed- Vehicles
Cameron Avenue
Southbound
Toluca Avenue
Westbound
Cameron Avenue
Northbound Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 15 73 0 4 0 20 0 124 8 0 0 0 244
07:15 AM 16 83 0 2 0 21 0 162 15 0 0 0 299
07:30 AM 19 115 0 7 0 38 0 154 15 0 0 0 348
07:45 AM 26 117 0 3 0 42 0 177 16 0 0 0 381
Total 76 388 0 16 0 121 0 617 54 0 0 0 1272
08:00 AM 19 140 0 9 0 30 0 145 17 0 0 0 360
08:15 AM 34 124 0 4 0 28 0 140 14 0 0 0 344
08:30 AM 21 110 0 6 0 28 0 131 14 0 0 0 310
08:45 AM 20 118 0 5 0 28 0 97 11 0 0 0 279
Total 94 492 0 24 0 114 0 513 56 0 0 0 1293
04:00 PM 53 140 0 7 0 42 0 98 9 0 0 0 349
04:15 PM 37 150 0 20 0 48 0 101 11 0 0 0 367
04:30 PM 47 133 0 8 0 35 0 92 26 0 0 0 341
04:45 PM 53 141 0 10 0 32 0 120 26 0 0 0 382
Total 190 564 0 45 0 157 0 411 72 0 0 0 1439
05:00 PM 30 188 0 10 0 67 0 110 18 0 0 0 423
05:15 PM 38 156 0 7 0 58 0 118 25 0 0 0 402
05:30 PM 50 160 0 3 0 46 0 135 18 0 0 0 412
05:45 PM 34 127 0 10 0 55 0 103 14 0 0 0 343
Total 152 631 0 30 0 226 0 466 75 0 0 0 1580
Grand Total 512 2075 0 115 0 618 0 2007 257 0 0 0 5584
Apprch % 19.8 80.2 0 15.7 0 84.3 0 88.6 11.4 0 0 0
Total % 9.2 37.2 0 2.1 0 11.1 0 35.9 4.6 0 0 0

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_TolucaAve
Site Code : 00000000
Start Date : 4/4/2023
Page No : 2
Cameron Avenue
Southbound
Toluca Avenue
Westbound
Cameron Avenue
Northbound Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 19 115 0 134 7 0 38 45 0 154 15 169 0 0 0 0 348 07:45 AM 26 117 0 143 3 0 42 45 0 177 16 193 0 0 0 0 381 08:00 AM 19 140 0 159 9 0 30 39 0 145 17 162 0 0 0 0 360 08:15 AM 34 124 0 158 4 0 28 32 0 140 14 154 0 0 0 0 344 Total Volume 98 496 0 594 23 0 138 161 0 616 62 678 0 0 0 0 1433 % App. Total 16.5 83.5 0 14.3 0 85.7 0 90.9 9.1 0 0 0
PHF .721 .886 .000 .934 .639 .000 .821 .894 .000 .870 .912 .878 .000 .000 .000 .000 .940 Toluca Avenue
Cameron Avenue
Right
0 Thru
496
Left
98 Cameron
Avenue Out
In
Total
754
594
1348
Right
138
Thru
0 Left
23 Out
Total
In
160
161
321
Left
0 Thru
616
Right
62 Total
Out
In
519
678
1197
0 Left
0 Thru
0 Right
Total
Out
In
0 0
0 Peak Hour Begins at 07:30 AM
Vehicles
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_TolucaAve
Site Code : 00000000
Start Date : 4/4/2023
Page No : 3
Cameron Avenue
Southbound
Toluca Avenue
Westbound
Cameron Avenue
Northbound Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 53 141 0 194 10 0 32 42 0 120 26 146 0 0 0 0 382 05:00 PM 30 188 0 218 10 0 67 77 0 110 18 128 0 0 0 0 423 05:15 PM 38 156 0 194 7 0 58 65 0 118 25 143 0 0 0 0 402 05:30 PM 50 160 0 210 3 0 46 49 0 135 18 153 0 0 0 0 412 Total Volume 171 645 0 816 30 0 203 233 0 483 87 570 0 0 0 0 1619 % App. Total 21 79 0 12.9 0 87.1 0 84.7 15.3 0 0 0
PHF .807 .858 .000 .936 .750 .000 .757 .756 .000 .894 .837 .931 .000 .000 .000 .000 .957 Toluca Avenue
Cameron Avenue
Right
0 Thru
645
Left
171
Cameron
Avenue Out
InTotal
686
816
1502
Right
203
Thru
0 Left
30 Out
Total
In
258
233
491
Left
0 Thru
483
Right
87 Total
Out
In
675
570
1245
0 Left
0 Thru
0 Right
Total
Out
In
0 0
0 Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_TolucaAve_BP
Site Code : 00000000
Start Date : 4/4/2023
Page No : 1
Groups Printed- Pedestrians and Bikes
Cameron Avenue
South Leg
Toluca Avenue
West Leg
Cameron Avenue
North Leg East Leg
Start Time Bikes Peds Bikes Peds Bikes Peds Bikes Peds Int. Total 07:45 AM 0 0 0 0 0 0 1 0 1
Total 0 0 0 0 0 0 1 0 1
08:00 AM 0 1 0 0 0 0 0 0 1
08:15 AM 0 1 0 0 0 0 0 0 1
08:45 AM 1 0 0 0 1 0 0 0 2
Total 1 2 0 0 1 0 0 0 4
04:30 PM 0 0 0 0 0 0 0 1 1
04:45 PM 0 0 0 0 0 1 0 0 1
Total 0 0 0 0 0 1 0 1 2
05:15 PM 0 0 0 0 0 0 0 1 1
05:30 PM 0 0 0 0 0 0 1 0 1
05:45 PM 0 0 0 0 0 1 0 1 2
Total 0 0 0 0 0 1 1 2 4
Grand Total 1 2 0 0 1 2 2 3 11
Apprch % 33.3 66.7 0 0 33.3 66.7 40 60
Total % 9.1 18.2 0 0 9.1 18.2 18.2 27.3

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_TolucaAve_BP
Site Code : 00000000
Start Date : 4/4/2023
Page No : 2
Cameron Avenue
South Leg
Toluca Avenue
West Leg
Cameron Avenue
North Leg East Leg
Start Time Bikes Peds App. Total Bikes Peds App. Total Bikes Peds App. Total Bikes Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 1
08:15 AM 0 1 1 0 0 0 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 1 0 1 0 0 0 1 0 1 0 0 0 2
Total Volume 1 2 3 0 0 0 1 0 1 0 0 0 4
% App. Total 33.3 66.7 0 0 100 0 0 0
PHF .250 .500 .750 .000 .000 .000 .250 .000 .250 .000 .000 .000 .500 Toluca Avenue
Cameron Avenue
Thru
1 Peds
2 Cameron
Avenue Out
In
Total
1 3
4 Thru
0 Peds
0 Out
Total
In
0 0
0 Thru
1 Peds
0 Total
Out
In
1 1
2 0
Thru
0 Peds
Total
Out
In
0 0
0 Peak Hour Begins at 08:00 AM
Pedestrians and Bikes
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : CameronAve_TolucaAve_BP
Site Code : 00000000
Start Date : 4/4/2023
Page No : 3
Cameron Avenue
South Leg
Toluca Avenue
West Leg
Cameron Avenue
North Leg East Leg
Start Time Bikes Peds App.

Total Bikes Peds App.Total Bikes Peds App.Total Bikes Peds App.Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 1
05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 1
05:45 PM 0 0 0 0 0 0 0 1 1 0 1 1 2
Total Volume 0 0 0 0 0 0 0 1 1 1 2 3 4
% App. Total 0 0 0 0 0 100 33.3 66.7
PHF .000 .000 .000 .000 .000 .000 .000 .250 .250 .250 .500 .750 .500 Toluca Avenue
Cameron Avenue
Thru
0 Peds
0 Cameron
Avenue Out
In
Total
0 0
0 Thru
0 Peds
0 Out
Total
In
1 0
1 Thru
0 Peds
1 Total
Out
In
0 1
1 1
Thru
2 Peds
Total
Out
In
0 3
3 Peak Hour Begins at 05:00 PM
Pedestrians and Bikes
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : WestCovinaPkwy-PacificAve_I-10FrwyWBRamps-W.GarveyAveN.

Site Code : 00000000
Start Date : 4/4/2023
Page No : 1
Groups Printed- Vehicles
Pacific Avenue
Southbound
W Garvey Avenue North
Westbound
West Covina Parkway
Northbound
I-10 Freeway Westbount
On/Off Ramps
Eastbound
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 2 104 30 14 26 11 38 22 13 48 2 24 334
07:15 AM 0 99 24 18 40 27 35 26 23 71 1 27 391
07:30 AM 2 160 23 30 46 26 40 41 15 65 1 42 491
07:45 AM 3 136 30 26 36 24 27 35 26 55 1 44 443
Total 7 499 107 88 148 88 140 124 77 239 5 137 1659
08:00 AM 0 133 30 27 35 8 38 33 21 29 2 36 392
08:15 AM 4 120 23 30 30 12 25 27 22 45 2 38 378
08:30 AM 2 119 16 20 17 6 27 34 25 61 2 47 376
08:45 AM 4 110 18 17 22 3 42 23 25 37 0 30 331
Total 10 482 87 94 104 29 132 117 93 172 6 151 1477
04:00 PM 3 140 24 31 25 5 67 57 24 43 2 36 457
04:15 PM 6 139 46 28 29 4 78 51 23 66 0 44 514
04:30 PM 8 136 22 25 24 9 72 64 30 63 5 30 488
04:45 PM 2 140 31 22 37 7 68 65 39 59 4 24 498
Total 19 555 123 106 115 25 285 237 116 231 11 134 1957 05:00 PM 3 100 26 26 44 7 74 60 26 69 3 32 470
05:15 PM 2 137 32 21 22 17 68 58 28 79 4 35 503
05:30 PM 2 122 33 18 23 15 74 59 31 79 4 48 508
05:45 PM 5 137 23 18 26 11 53 57 21 88 6 46 491
Total 12 496 114 83 115 50 269 234 106 315 17 161 1972
Grand Total 48 2032 431 371 482 192 826 712 392 957 39 583 7065 Apprch % 1.9 80.9 17.2 35.5 46.1 18.4 42.8 36.9 20.3 60.6 2.5 36.9 Total % 0.7 28.8 6.1 5.3 6.8 2.7 11.7 10.1 5.5 13.5 0.6 8.3

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : WestCovinaPkwy-PacificAve_I-10FrwyWBRamps-W.GarveyAveN.

Site Code : 00000000
Start Date : 4/4/2023
Page No : 2
Pacific Avenue
Southbound
W Garvey Avenue North
Westbound
West Covina Parkway
Northbound
I-10 Freeway Westbount
On/Off Ramps
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 99 24 123 18 40 27 85 35 26 23 84 71 1 27 99 391 07:30 AM 2 160 23 185 30 46 26 102 40 41 15 96 65 1 42 108 491 07:45 AM 3 136 30 169 26 36 24 86 27 35 26 88 55 1 44 100 443 08:00 AM 0 133 30 163 27 35 8 70 38 33 21 92 29 2 36 67 392 Total Volume 5 528 107 640 101 157 85 343 140 135 85 360 220 5 149 374 1717 % App. Total 0.8 82.5 16.7 29.4 45.8 24.8 38.9 37.5 23.6 58.8 1.3 39.8 PHF .417 .825 .892 .865 .842 .853 .787 .841 .875 .823 .817 .938 .775 .625 .847 .866 .874 Pacific Avenue
I-10 Freeway Westbount On/Off Ramps
W Garvey Avenue North
West Covina Parkway
Right
107
Thru
528
Left
5 Out In Total
440 640 1080
Right
85 Thru
157
Left
101
Out Total In
95 343 438
Left
140
Thru
135
Right
85 Out In Total
778 360 1138
Left
220
Thru
5 Right
149
Total Out In
404 374 778
Peak Hour Begins at 07:15 AM
Vehicles
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : WestCovinaPkwy-PacificAve_I-10FrwyWBRamps-W.GarveyAveN.

Site Code : 00000000
Start Date : 4/4/2023
Page No : 3
Pacific Avenue
Southbound
W Garvey Avenue North
Westbound
West Covina Parkway
Northbound
I-10 Freeway Westbount
On/Off Ramps
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 2 140 31 173 22 37 7 66 68 65 39 172 59 4 24 87 498 05:00 PM 3 100 26 129 26 44 7 77 74 60 26 160 69 3 32 104 470 05:15 PM 2 137 32 171 21 22 17 60 68 58 28 154 79 4 35 118 503 05:30 PM 2 122 33 157 18 23 15 56 74 59 31 164 79 4 48 131 508 Total Volume 9 499 122 630 87 126 46 259 284 242 124 650 286 15 139 440 1979 % App. Total 1.4 79.2 19.4 33.6 48.6 17.8 43.7 37.2 19.1 65 3.4 31.6 PHF .750 .891 .924 .910 .837 .716 .676 .841 .959 .931 .795 .945 .905 .938 .724 .840 .974 Pacific Avenue
I-10 Freeway Westbount On/Off Ramps
W Garvey Avenue North
West Covina Parkway
Right
122
Thru
499
Left
9 Out In Total
574 630 1204
Right
46 Thru
126
Left
87 Out Total In
148 259 407
Left
284
Thru
242
Right
124
Out In Total
725 650 1375
Left
286
Thru
15 Right
139
Total Out In
532 440 972
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : WestCovinaPkwy-PacificAve_I-10FrwyWBRamps-W.GarveyAveN_BP Site Code : 00000000
Start Date : 4/4/2023
Page No : 1
Groups Printed- Pedestrians and Bikes
Pacific Avenue
South Leg
W Garvey Avenue North
West Leg
West Covina Parkway
North Leg
I-10 Freeway
Westbount On/Off
Ramps
East Leg
Start Time Bikes Peds Bikes Peds Bikes Peds Bikes Peds Int. Total 07:45 AM 0 0 0 0 0 1 0 1 2
Total 0 0 0 0 0 1 0 1 2
08:00 AM 0 0 0 0 0 3 0 0 3
08:30 AM 0 0 0 1 0 0 0 1 2
Total 0 0 0 1 0 3 0 1 5
04:00 PM 0 0 0 0 0 0 0 1 1
04:15 PM 0 0 0 1 0 0 0 0 1
04:30 PM 0 0 0 1 0 0 2 0 3
04:45 PM 0 0 0 0 0 0 0 2 2
Total 0 0 0 2 0 0 2 3 7
05:30 PM 0 0 0 0 0 1 1 2 4
05:45 PM 0 0 0 0 0 0 2 0 2
Total 0 0 0 0 0 1 3 2 6
Grand Total 0 0 0 3 0 5 5 7 20
Apprch % 0 0 0 100 0 100 41.7 58.3
Total % 0 0 0 15 0 25 25 35

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : WestCovinaPkwy-PacificAve_I-10FrwyWBRamps-W.GarveyAveN_BP Site Code : 00000000
Start Date : 4/4/2023
Page No : 2
Pacific Avenue
South Leg
W Garvey Avenue North
West Leg
West Covina Parkway
North Leg
I-10 Freeway Westbount
On/Off Ramps
East Leg
Start Time Bikes Peds App. Total Bikes Peds App. Total Bikes Peds App. Total Bikes Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 0 0 0 0 0 1 1 0 1 1 2
08:00 AM 0 0 0 0 0 0 0 3 3 0 0 0 3
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 1 1 0 0 0 0 1 1 2
Total Volume 0 0 0 0 1 1 0 4 4 0 2 2 7
% App. Total 0 0 0 100 0 100 0 100
PHF .000 .000 .000 .000 .250 .250 .000 .333 .333 .000 .500 .500 .583 Pacific Avenue
I-10 Freeway Westbount On/Off Ramps
W Garvey Avenue North
West Covina Parkway
Thru
0 Peds
0 Out In Total
0 0 0
Thru
0 Peds
1 Out Total In
0 1 1
Thru
0 Peds
4 Out In Total
0 4 4
Thru
0 Peds
2 Total Out In
0 2 2
Peak Hour Begins at 07:45 AM
Pedestrians and Bikes
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
File Name : WestCovinaPkwy-PacificAve_I-10FrwyWBRamps-W.GarveyAveN_BP Site Code : 00000000
Start Date : 4/4/2023
Page No : 3
Pacific Avenue
South Leg
W Garvey Avenue North
West Leg
West Covina Parkway
North Leg
I-10 Freeway Westbount
On/Off Ramps
East Leg
Start Time Bikes Peds App.

Total Bikes Peds App.Total Bikes Peds App.Total Bikes Peds App.Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 1
04:15 PM 0 0 0 0 1 1 0 0 0 0 0 0 1
04:30 PM 0 0 0 0 1 1 0 0 0 2 0 2 3
04:45 PM 0 0 0 0 0 0 0 0 0 0 2 2 2
Total Volume 0 0 0 0 2 2 0 0 0 2 3 5 7
% App. Total 0 0 0 100 0 0 40 60
PHF .000 .000 .000 .000 .500 .500 .000 .000 .000 .250 .375 .625 .583 Pacific Avenue
I-10 Freeway Westbount On/Off Ramps
W Garvey Avenue North
West Covina Parkway
Thru
0 Peds
0 Out In Total
0 0 0
Thru
0 Peds
2 Out Total In
2 2 4
Thru
0 Peds
0 Out In Total
0 0 0
Thru
2 Peds
3 Total Out In
0 5 5
Peak Hour Begins at 04:00 PM
Pedestrians and Bikes
Peak Hour Data
North

CITY TRAFFIC COUNTERS
WWW.CTCOUNTERS.COM
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project

APPENDIX C

SAN GABRIEL VALLEY COG

VEHICLE MILES TRAVELED EVALUATION TOOL

SCREENING WORKSHEETS
SGVCOG VMT Evaluation Tool Report

Page 1 ends

Project Details
Timestamp of Analysis: January 30, 2024, 10:15:02 PM
Project Name: West Covina Medical Center Behavioral
Health Addition Project
Project Description: Proposed new four-story 42,000 sf
psychiatric in-patient facility (WCMC
Behavioral Health Addition) to the east
side of the existing facility.

Project Location
jurisdiction:

West Covina
Inside a TPA?
Yes (Pass)
apn TAZ
8474-001-022 22296100
Analysis Details
Data Version: SCAG Regional Travel Demand Model
2016 RTP Base Year 2012
Analysis Methodology: TAZ
Baseline Year: 2023
Project Land Use
Residential:

Single Family DU:

Multifamily DU:

Total DUs: 0
Non-Residential:

OKce bSF:

Local Serving Retail bSF:

Industrial bSF:

Residential Afforda%ility (percent of all units):

Extremely Low Income: 0 k
Very Low Income: 0 k
Low Income: 0 k
Par/ing:

Motor Vehicle Par/ing:

Bicycle Par/ing:

SGVCOG VMT Evaluation Tool Report

Page 2 ends

OKce Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 1: OKce
VMT Without Project 1: Total VMT per Service Population VMT Baseline Description 1: SGVCOG Average
VMT Baseline Value 1: 34.78
VMT Threshold Description 1: -15k
Land Use 1 has %een Pre-Screened %y the Local Jurisdiction: N&A Without Project With Project F Tier 1-3 VMT
Reductions
With Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate

28.8 null null
Low VMT Screening Analysis Yes (Pass) null null
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project

APPENDIX D

ICU/HCM AND LEVELS OF SERVICE EXPLANATION

ICU/HCM DATA WORKSHEETS -

WEEKDAY AM AND PM PEAK HOURS

INTERSECTION CAPACITY UTILIZATION (ICU) DESCRIPTION
Level of Service is a term used to describe prevailing conditions and their effect on traffic. Broadly interpreted, the Levels of Service concept denotes any one of a number of differing combinations of operating conditions which may occur as a roadway is accommodating various traffic volumes. Level of Service is a qualitative measure of the effect of such factors as travel speed, travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience.

Six Levels of Service, A through F, have been defined in the 1965 Highway Capacity Manual, published by the Transportation Research Board. Level of Service A describes a condition of free flow, with low traffic volumes and relatively high speeds, while Level of Service F describes forced traffic flow at low speeds with jammed conditions and queues which cannot clear during the green phases.

The Intersection Capacity Utilization (ICU) method of intersection capacity analysis has been used in our studies. It directly relates traffic demand and available capacity for key intersection movements, regardless of present signal timing, The capacity per hour of green time for each approach is calculated based on the methods of the Highway Capacity Manual. The proportion of total signal time needed by each key movement is determined and compared to the total time available (100 percent of the hour). The result of summing the requirements of the conflicting key movements plus an allowance for clearance times is expressed as a decimal fraction. Conflicting key traffic movements are those opposing movements whose combined green time requirements are greatest.

The resulting ICU represents the proportion of the total hour required to accommodate intersection demand volumes if the key conflicting traffic movements are operating at capacity. Other movements may be operating near capacity, or may be operating at significantly better levels. The ICU may be translated to a Level of Service as tabulated below.

The Levels of Service (abbreviated from the Highway Capacity Manual) are listed here with their corresponding ICU and Load Factor equivalents. Load Factor is that proportion of the signal cycles during the peak hour which are fully loaded; i.e. when all of the vehicles waiting at the beginning of green are not able to clear on that green phase.

Intersection Capacity Utilization Characteristics
Level of Service Load Factor Equivalent ICU
A 0.0 0.00 - 0.60
B 0.0 - 0.1 0.61 - 0.70
C 0.1 - 0.3 0.71 - 0.80
D 0.3 - 0.7 0.81 - 0.90
E 0.7 - 1.0 0.91 - 1.00
F Not Applicable Not Applicable

SERVICE LEVEL A
There are no loaded cycles and few are even close to loaded at this service level. No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication.

SERVICE LEVEL B
This level represents stable operation where an occasional approach phase is fully utilized and a substantial number are approaching full use. Many drivers begin to feel restricted within platoons of vehicles.

SERVICE LEVEL C
At this level stable operation continues. Loading is still intermittent but more frequent than at Level B. Occasionally drivers may have to wait through more than one red signal indication and backups may develop behind turning vehicles. Most drivers feel somewhat restricted, but not objectionably so.

SERVICE LEVEL D
This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak hour, but enough cycles with lower demand occur to permit periodic clearance of queues, thus preventing excessive backups. Drivers frequently have to wait through more than one red signal. This level is the lower limit of acceptable operation to most drivers.

SERVICE LEVEL E
This represents near capacity and capacity operation. At capacity (ICU = 1.0) it represents the most vehicles that the particular intersection can accommodate. However, full utilization of every signal cycle is seldom attained no matter how great the demand. At this level all drivers wait through more than one red signal, and frequently through several.

SERVICE LEVEL F
Jammed conditions. Traffic backed up from a downstream location on one of the street restricts or prevents movement of traffic through the intersection under consideration.

LEVEL OF SERVICE FOR UNSIGNALIZED INTERSECTIONS
In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2000, level of service for unsignalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, in the absence of incidents, control, traffic, or geometric delay. Only the portion of total delay attributed to the traffic control measures, either traffic signals or stop signs, is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.

Level of Service criteria for unsignalized intersections are stated in terms of the average control delay per vehicle. The level of service is determined by the computed or measured control delay and is defined for each minor movement. Average control delay for any particular minor movement is a function of the service time for the approach and the degree of utilization. (Level of service is not defined for the intersection as a whole for two-way stop controlled intersections.) Level of Service Criteria for TWSC/AWSC Intersections
Level of Service
Average Control Delay
(Sec/Veh)
A ≤ 10
B > 10 and ≤ 15
C > 15 and ≤ 25
D > 25 and ≤ 35
E > 35 and ≤ 50
F > 50
Level of Service (LOS) values are used to describe intersection operations with service levels varying from LOS A (free flow) to LOS F (jammed condition). The following descriptions summarize HCM criteria for each level of service:

LOS A describes operations with very low control delay, up to 10 seconds per vehicle.

LOS B describes operations with control delay greater than 10 and up to 15 seconds per vehicle.

LOS C describes operations with control delay greater than 15 and up to 25 seconds per vehicle.

LOS D describes operations with control delay greater than 25 and up to 35 seconds per vehicle.

LOS E describes operations with control delay greater than 35 and up to 50 seconds per vehicle.

LOS F describes operations with control delay in excess of 50 seconds per vehicle. For two-way stop controlled intersections, LOS F exists when there are insufficient gaps of suitable size to allow side-street demand to safely cross through a major-street traffic stream. This level of service is generally evident from extremely long control delays experienced by side-street traffic and by queuing on the minor-street approaches.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION (626) 796.2322 Fax (626) 792.0941
Orange Avenue @ Cameron Avenue
Peak hr: AM
N-S St: Orange Avenue Annual Growth: 1.00% Date: 2/15/2024 E-W St: Cameron Avenue Applied Growth: 3.03% Existing Year: 2023 Project: West Covina Medical Center - Behavioral Health Addition Project/1-23-4524-1 Projection Year: 2026 File: ICU1
2023 EXISTING TRAFFIC 2023 EXISTING WITH PROJECT 2023 EXISTING W/ PROJECT + MITIGATION 2026 FUTURE PRE-PROJECT 2026 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left [3] 218 0 0.121 6 224 0 0.124 0 224 0 0.124 7 0 225 1800 0.125 * 6 231 1800 0.128 * NB Thru 5 1800 0.214 * 0 5 1800 0.219 * 0 5 1800 0.219 * 0 0 5 1800 0.096 0 5 1800 0.098 NB Right 163 0 0.000 3 166 0 0.000 0 166 0 0.000 5 0 168 0 0.000 3 171 0 0.000 SB Left [3] 106 0 0.059 * 1 107 0 0.059 * 0 107 0 0.059 * 3 18 127 1800 0.071 1 128 1800 0.071 SB Thru 56 1800 0.124 7 63 1800 0.130 0 63 1800 0.130 2 0 58 1800 0.068 * 7 65 1800 0.073 * SB Right 62 0 0.000 2 64 0 0.000 0 64 0 0.000 2 0 64 0 0.000 2 66 0 0.000 EB Left 7 1800 0.004 1 8 1800 0.004 0 8 1800 0.004 0 0 7 1800 0.004 1 8 1800 0.004 EB Thru 346 3600 0.158 * 0 346 3600 0.160 * 0 346 3600 0.160 * 10 9 365 3600 0.166 * 0 365 3600 0.167 * EB Right 224 0 0.000 5 229 0 0.000 0 229 0 0.000 7 0 231 0 0.000 5 236 0 0.000 WB Left 203 1800 0.113 * 6 209 1800 0.116 * 0 209 1800 0.116 * 6 0 209 1800 0.116 * 6 215 1800 0.119 * WB Thru 513 3600 0.145 0 513 3600 0.145 0 513 3600 0.145 16 19 548 3600 0.155 0 548 3600 0.155 WB Right 9 0 0.000 1 10 0 0.000 0 10 0 0.000 0 0 9 0 0.000 1 10 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.644 0.655 0.655 0.574 0.588

LOS B B B A A
* Key conflicting movement as a part of ICU
1 Counts conducted by: City Traffic Counters
2 Capacity expressed in veh/hour of green
3 Northbound and southbound left-turn lanes proposed on Orange Avenue as part of the City's HSIP cycle 10 grant.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION (626) 796.2322 Fax (626) 792.0941
Orange Avenue @ Cameron Avenue
Peak hr: PM
N-S St: Orange Avenue Annual Growth: 1.00% Date: 2/15/2024 E-W St: Cameron Avenue Applied Growth: 3.03% Existing Year: 2023 Project: West Covina Medical Center - Behavioral Health Addition Project/1-23-4524-1 Projection Year: 2026 File: ICU1
2023 EXISTING TRAFFIC 2023 EXISTING WITH PROJECT 2023 EXISTING W/ PROJECT + MITIGATION 2026 FUTURE PRE-PROJECT 2026 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left [3] 211 0 0.117 12 223 0 0.124 0 223 0 0.124 6 0 217 1800 0.121 12 229 1800 0.127 NB Thru 10 1800 0.242 * 0 10 1800 0.252 * 0 10 1800 0.252 * 0 0 10 1800 0.128 * 0 10 1800 0.131 * NB Right 214 0 0.000 6 220 0 0.000 0 220 0 0.000 6 0 220 0 0.000 6 226 0 0.000 SB Left [3] 173 0 0.096 * 1 174 0 0.097 * 0 174 0 0.097 * 5 13 191 1800 0.106 * 1 192 1800 0.107 * SB Thru 33 1800 0.172 4 37 1800 0.176 0 37 1800 0.176 1 0 34 1800 0.078 4 38 1800 0.082 SB Right 103 0 0.000 3 106 0 0.000 0 106 0 0.000 3 0 106 0 0.000 3 109 0 0.000 EB Left 4 1800 0.002 1 5 1800 0.003 0 5 1800 0.003 0 0 4 1800 0.002 1 5 1800 0.003 EB Thru 369 3600 0.156 * 0 369 3600 0.157 * 0 369 3600 0.157 * 11 7 387 3600 0.163 * 0 387 3600 0.164 * EB Right 193 0 0.000 3 196 0 0.000 0 196 0 0.000 6 0 199 0 0.000 3 202 0 0.000 WB Left 239 1800 0.133 * 3 242 1800 0.134 * 0 242 1800 0.134 * 7 0 246 1800 0.137 * 3 249 1800 0.138 * WB Thru 446 3600 0.126 0 446 3600 0.126 0 446 3600 0.126 14 33 493 3600 0.139 0 493 3600 0.139 WB Right 6 0 0.000 1 7 0 0.000 0 7 0 0.000 0 0 6 0 0.000 1 7 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.727 0.740 0.740 0.633 0.640

LOS C C C B B
* Key conflicting movement as a part of ICU
1 Counts conducted by: City Traffic Counters
2 Capacity expressed in veh/hour of green
3 Northbound and southbound left-turn lanes proposed on Orange Avenue as part of the City's HSIP cycle 10 grant.

HCM 6th TWSC Existing Conditions
2: Cameron Ave & Toluca Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 98 496 616 62 23 138
Future Vol, veh/h 98 496 616 62 23 138
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 107 539 670 67 25 150
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 737 0 - 0 1188 369
Stage 1 - - - - 704 -
Stage 2 - - - - 484 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 865 - - - 181 628
Stage 1 - - - - 452 -
Stage 2 - - - - 585 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 865 - - - 159 628
Mov Cap-2 Maneuver - - - - 284 -
Stage 1 - - - - 396 -
Stage 2 - - - - 585 -
Approach EB WB SB
HCM Control Delay, s 1.6 0 13.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 865 - - - 284 628
HCM Lane V/C Ratio 0.123 - - - 0.088 0.239
HCM Control Delay (s) 9.7 - - - 18.9 12.5
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.4 - - - 0.3 0.9
HCM 6th TWSC Existing Conditions
2: Cameron Ave & Toluca Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 171 645 483 87 30 203
Future Vol, veh/h 171 645 483 87 30 203
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 186 701 525 95 33 221
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 620 0 - 0 1296 310
Stage 1 - - - - 573 -
Stage 2 - - - - 723 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 956 - - - 154 686
Stage 1 - - - - 527 -
Stage 2 - - - - 441 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 956 - - - 124 686
Mov Cap-2 Maneuver - - - - 254 -
Stage 1 - - - - 424 -
Stage 2 - - - - 441 -
Approach EB WB SB
HCM Control Delay, s 2 0 13.8

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 956 - - - 254 686
HCM Lane V/C Ratio 0.194 - - - 0.128 0.322
HCM Control Delay (s) 9.7 - - - 21.3 12.7
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.7 - - - 0.4 1.4
HCM 6th TWSC Existing With Project Conditions
2: Cameron Ave & Toluca Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 100 497 618 62 23 143
Future Vol, veh/h 100 497 618 62 23 143
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 109 540 672 67 25 155
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 739 0 - 0 1194 370
Stage 1 - - - - 706 -
Stage 2 - - - - 488 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 863 - - - 179 627
Stage 1 - - - - 450 -
Stage 2 - - - - 583 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 863 - - - 156 627
Mov Cap-2 Maneuver - - - - 282 -
Stage 1 - - - - 393 -
Stage 2 - - - - 583 -
Approach EB WB SB
HCM Control Delay, s 1.6 0 13.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 863 - - - 282 627
HCM Lane V/C Ratio 0.126 - - - 0.089 0.248
HCM Control Delay (s) 9.8 - - - 19 12.6
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.4 - - - 0.3 1
HCM 6th TWSC Existing With Project Conditions
2: Cameron Ave & Toluca Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 176 647 484 87 30 206
Future Vol, veh/h 176 647 484 87 30 206
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 191 703 526 95 33 224
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 621 0 - 0 1308 311
Stage 1 - - - - 574 -
Stage 2 - - - - 734 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 956 - - - 151 685
Stage 1 - - - - 527 -
Stage 2 - - - - 436 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 956 - - - 121 685
Mov Cap-2 Maneuver - - - - 251 -
Stage 1 - - - - 422 -
Stage 2 - - - - 436 -
Approach EB WB SB
HCM Control Delay, s 2.1 0 13.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 956 - - - 251 685
HCM Lane V/C Ratio 0.2 - - - 0.13 0.327
HCM Control Delay (s) 9.7 - - - 21.5 12.8
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.7 - - - 0.4 1.4
HCM 6th TWSC Future Without Project Conditions
2: Cameron Ave & Toluca Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 109 540 644 64 24 144
Future Vol, veh/h 109 540 644 64 24 144
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 118 587 700 70 26 157
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 770 0 - 0 1265 385
Stage 1 - - - - 735 -
Stage 2 - - - - 530 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 840 - - - 161 613
Stage 1 - - - - 435 -
Stage 2 - - - - 555 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 840 - - - 138 613
Mov Cap-2 Maneuver - - - - 264 -
Stage 1 - - - - 374 -
Stage 2 - - - - 555 -
Approach EB WB SB
HCM Control Delay, s 1.7 0 13.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 840 - - - 264 613
HCM Lane V/C Ratio 0.141 - - - 0.099 0.255
HCM Control Delay (s) 10 - - - 20.1 12.9
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.5 - - - 0.3 1
HCM 6th TWSC Future Without Project Conditions
2: Cameron Ave & Toluca Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 181 679 529 90 31 216
Future Vol, veh/h 181 679 529 90 31 216
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 197 738 575 98 34 235
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 673 0 - 0 1387 337
Stage 1 - - - - 624 -
Stage 2 - - - - 763 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 914 - - - 134 659
Stage 1 - - - - 496 -
Stage 2 - - - - 421 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 914 - - - 105 659
Mov Cap-2 Maneuver - - - - 232 -
Stage 1 - - - - 389 -
Stage 2 - - - - 421 -
Approach EB WB SB
HCM Control Delay, s 2.1 0 14.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 914 - - - 232 659
HCM Lane V/C Ratio 0.215 - - - 0.145 0.356
HCM Control Delay (s) 10 - - - 23.1 13.5
HCM Lane LOS B - - - C B
HCM 95th %tile Q(veh) 0.8 - - - 0.5 1.6
HCM 6th TWSC Future With Project Conditions
2: Cameron Ave & Toluca Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 111 541 646 64 24 149
Future Vol, veh/h 111 541 646 64 24 149
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 121 588 702 70 26 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 772 0 - 0 1273 386
Stage 1 - - - - 737 -
Stage 2 - - - - 536 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 839 - - - 159 612
Stage 1 - - - - 434 -
Stage 2 - - - - 551 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 839 - - - 136 612
Mov Cap-2 Maneuver - - - - 261 -
Stage 1 - - - - 372 -
Stage 2 - - - - 551 -
Approach EB WB SB
HCM Control Delay, s 1.7 0 14

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 839 - - - 261 612
HCM Lane V/C Ratio 0.144 - - - 0.1 0.265
HCM Control Delay (s) 10 - - - 20.3 13
HCM Lane LOS B - - - C B
HCM 95th %tile Q(veh) 0.5 - - - 0.3 1.1
HCM 6th TWSC Future With Project Conditions
2: Cameron Ave & Toluca Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 11/08/2023
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 186 681 530 90 31 219
Future Vol, veh/h 186 681 530 90 31 219
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 95 - - - 0 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 202 740 576 98 34 238
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 674 0 - 0 1399 337
Stage 1 - - - - 625 -
Stage 2 - - - - 774 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 913 - - - 132 659
Stage 1 - - - - 496 -
Stage 2 - - - - 415 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 913 - - - 103 659
Mov Cap-2 Maneuver - - - - 229 -
Stage 1 - - - - 386 -
Stage 2 - - - - 415 -
Approach EB WB SB
HCM Control Delay, s 2.2 0 14.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2
Capacity (veh/h) 913 - - - 229 659
HCM Lane V/C Ratio 0.221 - - - 0.147 0.361
HCM Control Delay (s) 10.1 - - - 23.4 13.5
HCM Lane LOS B - - - C B
HCM 95th %tile Q(veh) 0.8 - - - 0.5 1.6
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center – Behavioral Health Addition Project

APPENDIX E

CALTRANS ANALYSIS HCM DATA WORKSHEETS -

WEEKDAY AM AND PM PEAK HOURS
Appendix Table E-1
TABULATION OF OFF-RAMP VEHICLE QUEUING [1]

WEEKDAY AM AND PM PEAK HOURS
EXISTING FUTURE YEAR 2026 FUTURE YEAR 2026

EXISTING WITH PROJECT WITHOUT PROJECT WITH PROJECT

MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM MAXIMUM LANE GROUP NO. OF BACK OF TOTAL BACK OF TOTAL BACK OF TOTAL BACK OF TOTAL INT. PEAK MOVEMENT LANES QUEUE [3] QUEUE [4] QUEUE [3] QUEUE [4] QUEUE [3] QUEUE [4] QUEUE [3] QUEUE [4] NO. OFF-RAMP LOCATION HOUR [2] [2] (Veh.) (Veh.) (Veh.) (Veh.) (Veh.) (Veh.) (Veh.) (Veh.) 1 I-10 Freeway EB Off-Ramp-Orange Avenue/ AM SB Left/Through/Right 1 7.3 7.3 7.5 7.5 8.9 8.9 9.2 9.2 Cameron Avenue
Total AM Queuing 7.3 7.5 8.9 9.2
PM SB Left/Through/Right 1 10.7 10.7 10.9 10.9 12.3 12.3 12.6 12.6 Total PM Queuing 10.7 10.9 12.3 12.6
2 I-10 Freeway WB Off-Ramp-Garvey Ave. N./ AM NB Left/Through 1 10.4 10.4 3.3 3.3 3.3 3.3 3.4 3.4 West Covina Parkway NB Right 1 4.4 4.4 1.9 1.9 1.9 1.9 1.9 1.9 Total AM Queuing 14.8 5.2 5.2 5.3
PM NB Left/Through 1 4.3 4.3 4.4 4.4 4.6 4.6 4.6 4.6
NB Right 1 1.7 1.7 1.7 1.7 1.7 1.7 1.8 1.8
Total PM Queuing 6.0 6.1 6.3 6.4
[1] Queues calculated herein are utilized in the off-ramp queuing analysis presented in Table 6-1. [2] Off-ramp movements and lane geometry assumptions based on the results of the shared-lane volume balancing procedure provided by the Synchro 11 software. [3] The 95th percentile queue (in vehicles) as reported by the HCM methodology reflects the maximum back of queue for the lane with the highest queue in the lane group. Refer to the analysis worksheets contained in Appendix E.
[4] The 95th percentile maximum queue was obtained by multiplying the reported queue by the number of lanes in the lane group. The total peak hour queue was obtained by summing all lane group queues.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-23-4524-1 West Covina Medical Center - Behavioral Health Addition Project HCM 6th Signalized Intersection Summary Existing Conditions 1: Orange Ave & Cameron Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 346 224 203 513 9 218 5 163 106 56 62 Future Volume (veh/h) 7 346 224 203 513 9 218 5 163 106 56 62 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 376 243 221 558 10 237 5 177 115 61 67 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 14 729 464 256 1736 31 313 7 189 261 139 130 Arrive On Green 0.01 0.35 0.35 0.14 0.49 0.49 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 2082 1326 1781 3572 64 752 21 565 604 416 388 Grp Volume(v), veh/h 8 320 299 221 277 291 419 0 0 243 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1632 1781 1777 1859 1338 0 0 1409 0 0 Q Serve(g_s), s 0.4 12.8 13.1 10.9 8.6 8.6 15.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.4 12.8 13.1 10.9 8.6 8.6 27.5 0.0 0.0 12.1 0.0 0.0 Prop In Lane 1.00 0.81 1.00 0.03 0.57 0.42 0.47 0.28
Lane Grp Cap(c), veh/h 14 622 571 256 864 903 509 0 0 529 0 0 V/C Ratio(X) 0.56 0.51 0.52 0.86 0.32 0.32 0.82 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 109 622 571 307 864 903 547 0 0 568 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.5 23.2 23.3 37.7 14.1 14.1 29.4 0.0 0.0 23.8 0.0 0.0 Incr Delay (d2), s/veh 12.0 3.0 3.4 16.8 1.0 0.9 8.5 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.4 9.4 9.0 9.7 6.0 6.3 14.4 0.0 0.0 7.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 26.2 26.7 54.5 15.1 15.0 37.9 0.0 0.0 24.0 0.0 0.0 LnGrp LOS E C C D B B D A A C A A
Approach Vol, veh/h 627 789 419 243
Approach Delay, s/veh 26.8 26.1 37.9 24.0
Approach LOS C C D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 49.2 35.5 17.4 37.0 35.5
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.4 10.6 29.5 12.9 15.1 14.1 Green Ext Time (p_c), s 0.0 4.8 0.6 0.1 0.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Existing Conditions 1: Orange Ave & Cameron Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 369 193 239 446 6 211 10 214 173 33 103 Future Volume (veh/h) 4 369 193 239 446 6 211 10 214 173 33 103 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 401 210 260 485 7 229 11 233 188 36 112 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 8 689 356 294 1667 24 295 16 244 291 61 145
Arrive On Green 0.00 0.30 0.30 0.17 0.46 0.46 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 1781 2265 1172 1781 3586 52 656 44 679 636 170 403 Grp Volume(v), veh/h 4 314 297 260 240 252 473 0 0 336 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1659 1781 1777 1861 1378 0 0 1209 0 0 Q Serve(g_s), s 0.2 13.4 13.7 12.8 7.5 7.5 8.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 13.4 13.7 12.8 7.5 7.5 30.2 0.0 0.0 22.2 0.0 0.0 Prop In Lane 1.00 0.71 1.00 0.03 0.48 0.49 0.56 0.33
Lane Grp Cap(c), veh/h 8 540 505 294 826 865 554 0 0 496 0 0 V/C Ratio(X) 0.53 0.58 0.59 0.88 0.29 0.29 0.85 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 109 540 505 307 826 865 557 0 0 499 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.7 26.5 26.6 36.7 14.9 14.9 28.2 0.0 0.0 25.3 0.0 0.0 Incr Delay (d2), s/veh 19.8 4.5 5.0 23.3 0.9 0.9 11.7 0.0 0.0 3.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.2 10.1 9.7 11.7 5.4 5.6 16.4 0.0 0.0 10.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 31.0 31.5 60.0 15.8 15.8 39.9 0.0 0.0 28.3 0.0 0.0 LnGrp LOS E C C E B B D A A C A A
Approach Vol, veh/h 615 752 473 336
Approach Delay, s/veh 31.5 31.1 39.9 28.3
Approach LOS C C D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 47.3 37.8 19.4 32.9 37.8
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.2 9.5 32.2 14.8 15.7 24.2 Green Ext Time (p_c), s 0.0 4.1 0.1 0.0 0.5 1.0
Intersection Summary
HCM 6th Ctrl Delay 32.7
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Existing With Project Conditions 1: Orange Ave & Cameron Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 346 229 209 513 10 224 5 166 107 63 64 Future Volume (veh/h) 8 346 229 209 513 10 224 5 166 107 63 64 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 376 249 227 558 11 243 5 180 116 68 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 16 695 454 262 1695 33 319 7 191 260 152 135 Arrive On Green 0.01 0.34 0.34 0.15 0.48 0.48 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 1781 2060 1345 1781 3564 70 746 20 556 587 444 392 Grp Volume(v), veh/h 9 324 301 227 278 291 428 0 0 254 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1628 1781 1777 1858 1321 0 0 1423 0 0 Q Serve(g_s), s 0.5 13.3 13.5 11.2 8.8 8.8 16.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.5 13.3 13.5 11.2 8.8 8.8 28.5 0.0 0.0 12.4 0.0 0.0 Prop In Lane 1.00 0.83 1.00 0.04 0.57 0.42 0.46 0.28
Lane Grp Cap(c), veh/h 16 600 550 262 845 884 516 0 0 547 0 0 V/C Ratio(X) 0.56 0.54 0.55 0.87 0.33 0.33 0.83 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 109 600 550 307 845 884 541 0 0 572 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.4 24.1 24.2 37.5 14.7 14.7 29.1 0.0 0.0 23.3 0.0 0.0 Incr Delay (d2), s/veh 11.1 3.5 3.9 17.9 1.0 1.0 9.3 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.4 9.8 9.3 10.0 6.2 6.5 14.8 0.0 0.0 7.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 27.6 28.1 55.4 15.7 15.7 38.4 0.0 0.0 23.5 0.0 0.0 LnGrp LOS E C C E B B D A A C A A
Approach Vol, veh/h 634 796 428 254
Approach Delay, s/veh 28.3 27.0 38.4 23.5
Approach LOS C C D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 48.3 36.4 17.7 35.9 36.4
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.5 10.8 30.5 13.2 15.5 14.4 Green Ext Time (p_c), s 0.0 4.8 0.4 0.1 0.5 1.0
Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Existing With Project Conditions 1: Orange Ave & Cameron Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 369 196 242 446 7 223 10 220 174 37 106 Future Volume (veh/h) 5 369 196 242 446 7 223 10 220 174 37 106 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 401 213 263 485 8 242 11 239 189 40 115 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 9 676 355 297 1651 27 299 13 238 290 65 147
Arrive On Green 0.01 0.30 0.30 0.17 0.46 0.46 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 1781 2253 1182 1781 3578 59 662 37 660 630 181 407 Grp Volume(v), veh/h 5 315 299 263 241 252 492 0 0 344 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1658 1781 1777 1860 1359 0 0 1219 0 0 Q Serve(g_s), s 0.3 13.6 13.8 13.0 7.6 7.6 10.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 13.6 13.8 13.0 7.6 7.6 32.5 0.0 0.0 22.4 0.0 0.0 Prop In Lane 1.00 0.71 1.00 0.03 0.49 0.49 0.55 0.33
Lane Grp Cap(c), veh/h 9 533 497 297 820 858 550 0 0 502 0 0 V/C Ratio(X) 0.54 0.59 0.60 0.89 0.29 0.29 0.89 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 109 533 497 307 820 858 550 0 0 502 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.7 26.8 26.9 36.7 15.1 15.1 28.9 0.0 0.0 25.3 0.0 0.0 Incr Delay (d2), s/veh 16.7 4.8 5.3 23.8 0.9 0.9 16.5 0.0 0.0 3.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 10.2 9.9 11.8 5.4 5.7 18.0 0.0 0.0 10.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 31.6 32.2 60.4 16.0 16.0 45.4 0.0 0.0 28.5 0.0 0.0 LnGrp LOS E C C E B B D A A C A A
Approach Vol, veh/h 619 756 492 344
Approach Delay, s/veh 32.1 31.5 45.4 28.5
Approach LOS C C D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 47.0 38.0 19.5 32.5 38.0
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.3 9.6 34.5 15.0 15.8 24.4 Green Ext Time (p_c), s 0.0 4.1 0.0 0.0 0.5 1.0
Intersection Summary
HCM 6th Ctrl Delay 34.3
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Future Without Project Conditions 1: Orange Ave & Cameron Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/08/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 365 231 209 548 9 225 5 168 127 58 64 Future Volume (veh/h) 7 365 231 209 548 9 225 5 168 127 58 64 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 397 251 227 596 10 245 5 183 138 63 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 14 840 525 262 1928 32 356 12 435 300 227 252 Arrive On Green 0.01 0.40 0.40 0.15 0.54 0.54 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1781 2100 1312 1781 3576 60 1257 42 1549 1195 809 899 Grp Volume(v), veh/h 8 335 313 227 296 310 245 0 188 138 0 133 Grp Sat Flow(s),veh/h/ln 1781 1777 1634 1781 1777 1860 1257 0 1592 1195 0 1709 Q Serve(g_s), s 0.4 12.6 12.8 11.2 8.3 8.3 17.0 0.0 8.7 9.6 0.0 5.5 Cycle Q Clear(g_c), s 0.4 12.6 12.8 11.2 8.3 8.3 22.5 0.0 8.7 18.3 0.0 5.5 Prop In Lane 1.00 0.80 1.00 0.03 1.00 0.97 1.00 0.53
Lane Grp Cap(c), veh/h 14 711 654 262 958 1003 356 0 446 300 0 479 V/C Ratio(X) 0.56 0.47 0.48 0.87 0.31 0.31 0.69 0.00 0.42 0.46 0.00 0.28 Avail Cap(c_a), veh/h 109 711 654 307 958 1003 457 0 575 396 0 617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.5 20.0 20.0 37.5 11.5 11.5 34.0 0.0 26.4 33.9 0.0 25.3 Incr Delay (d2), s/veh 12.0 2.2 2.5 17.9 0.8 0.8 1.6 0.0 0.2 0.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.4 9.0 8.6 10.0 5.6 5.9 8.8 0.0 5.7 5.0 0.0 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 22.2 22.5 55.4 12.3 12.3 35.6 0.0 26.6 34.3 0.0 25.4 LnGrp LOS E C C E B B D A C C A C
Approach Vol, veh/h 656 833 433 271
Approach Delay, s/veh 22.8 24.0 31.7 29.9
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 54.0 30.7 17.7 41.5 30.7
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.4 10.3 24.5 13.2 14.8 20.3 Green Ext Time (p_c), s 0.0 5.2 0.8 0.1 0.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Future Without Project Conditions 1: Orange Ave & Cameron Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/08/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 387 199 246 493 6 217 10 220 191 34 106 Future Volume (veh/h) 4 387 199 246 493 6 217 10 220 191 34 106 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 421 216 267 536 7 236 11 239 208 37 115 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 8 750 381 301 1773 23 404 23 504 312 132 411 Arrive On Green 0.00 0.33 0.33 0.17 0.49 0.49 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 2281 1158 1781 3592 47 1235 70 1526 1130 401 1245 Grp Volume(v), veh/h 4 327 310 267 265 278 236 0 250 208 0 152 Grp Sat Flow(s),veh/h/ln 1781 1777 1662 1781 1777 1862 1235 0 1596 1130 0 1646 Q Serve(g_s), s 0.2 13.6 13.8 13.2 8.0 8.0 15.7 0.0 11.2 16.1 0.0 6.1 Cycle Q Clear(g_c), s 0.2 13.6 13.8 13.2 8.0 8.0 21.8 0.0 11.2 27.3 0.0 6.1 Prop In Lane 1.00 0.70 1.00 0.03 1.00 0.96 1.00 0.76
Lane Grp Cap(c), veh/h 8 585 547 301 877 919 404 0 527 312 0 543 V/C Ratio(X) 0.53 0.56 0.57 0.89 0.30 0.30 0.58 0.00 0.47 0.67 0.00 0.28 Avail Cap(c_a), veh/h 109 585 547 307 877 919 442 0 576 347 0 594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.7 24.8 24.9 36.6 13.6 13.6 30.3 0.0 23.9 34.8 0.0 22.3 Incr Delay (d2), s/veh 19.8 3.8 4.2 24.4 0.9 0.8 0.9 0.0 0.2 3.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.2 10.0 9.7 12.0 5.6 5.9 8.0 0.0 7.2 8.1 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 28.7 29.1 61.0 14.5 14.4 31.2 0.0 24.2 37.8 0.0 22.4 LnGrp LOS E C C E B B C A C D A C
Approach Vol, veh/h 641 810 486 360
Approach Delay, s/veh 29.1 29.8 27.6 31.3
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 49.9 35.2 19.7 35.1 35.2
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.2 10.0 23.8 15.2 15.8 29.3 Green Ext Time (p_c), s 0.0 4.6 1.0 0.0 0.5 0.4
Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Future With Project Conditions 1: Orange Ave & Cameron Ave Weekday AM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/08/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 365 236 215 548 10 231 5 171 128 65 66 Future Volume (veh/h) 8 365 236 215 548 10 231 5 171 128 65 66 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 397 257 234 596 11 251 5 186 139 71 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 16 803 514 269 1886 35 361 12 450 311 247 251 Arrive On Green 0.01 0.39 0.39 0.15 0.53 0.53 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1781 2078 1330 1781 3569 66 1245 42 1550 1192 851 863 Grp Volume(v), veh/h 9 339 315 234 297 310 251 0 191 139 0 143 Grp Sat Flow(s),veh/h/ln 1781 1777 1631 1781 1777 1859 1245 0 1591 1192 0 1715 Q Serve(g_s), s 0.5 13.0 13.2 11.6 8.5 8.5 17.6 0.0 8.7 9.6 0.0 5.8 Cycle Q Clear(g_c), s 0.5 13.0 13.2 11.6 8.5 8.5 23.4 0.0 8.7 18.3 0.0 5.8 Prop In Lane 1.00 0.82 1.00 0.04 1.00 0.97 1.00 0.50
Lane Grp Cap(c), veh/h 16 686 630 269 939 982 361 0 462 311 0 498 V/C Ratio(X) 0.56 0.49 0.50 0.87 0.32 0.32 0.69 0.00 0.41 0.45 0.00 0.29 Avail Cap(c_a), veh/h 109 686 630 307 939 982 449 0 575 395 0 619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.4 20.9 21.0 37.3 12.0 12.0 33.8 0.0 25.7 33.1 0.0 24.7 Incr Delay (d2), s/veh 11.1 2.5 2.8 19.1 0.9 0.8 2.1 0.0 0.2 0.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.4 9.4 8.9 10.3 5.8 6.1 9.0 0.0 5.7 5.0 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 23.5 23.8 56.4 12.9 12.9 35.9 0.0 26.0 33.5 0.0 24.8 LnGrp LOS E C C E B B D A C C A C
Approach Vol, veh/h 663 841 442 282
Approach Delay, s/veh 24.1 25.0 31.6 29.1
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 53.1 31.6 18.1 40.3 31.6
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.5 10.5 25.4 13.6 15.2 20.3 Green Ext Time (p_c), s 0.0 5.2 0.7 0.1 0.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Future With Project Conditions 1: Orange Ave & Cameron Ave Weekday PM Peak Hour
West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/08/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 387 202 249 493 7 229 10 226 192 38 109 Future Volume (veh/h) 5 387 202 249 493 7 229 10 226 192 38 109 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 421 220 271 536 8 249 11 246 209 41 118 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 9 729 377 304 1747 26 404 23 512 313 143 410 Arrive On Green 0.01 0.32 0.32 0.17 0.49 0.49 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 2265 1171 1781 3584 53 1227 68 1527 1123 425 1224 Grp Volume(v), veh/h 5 329 312 271 266 278 249 0 257 209 0 159 Grp Sat Flow(s),veh/h/ln 1781 1777 1660 1781 1777 1861 1227 0 1595 1123 0 1650 Q Serve(g_s), s 0.3 13.9 14.1 13.4 8.1 8.1 16.9 0.0 11.5 16.3 0.0 6.4 Cycle Q Clear(g_c), s 0.3 13.9 14.1 13.4 8.1 8.1 23.2 0.0 11.5 27.8 0.0 6.4 Prop In Lane 1.00 0.71 1.00 0.03 1.00 0.96 1.00 0.74
Lane Grp Cap(c), veh/h 9 572 534 304 866 907 404 0 534 313 0 553 V/C Ratio(X) 0.54 0.58 0.58 0.89 0.31 0.31 0.62 0.00 0.48 0.67 0.00 0.29 Avail Cap(c_a), veh/h 109 572 534 307 866 907 436 0 576 342 0 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.7 25.4 25.5 36.5 13.9 13.9 30.6 0.0 23.7 34.7 0.0 22.0 Incr Delay (d2), s/veh 16.7 4.2 4.6 25.0 0.9 0.9 1.5 0.0 0.3 3.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 10.2 9.9 12.2 5.7 6.0 8.5 0.0 7.4 8.2 0.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 29.6 30.1 61.5 14.8 14.8 32.1 0.0 24.0 38.0 0.0 22.1 LnGrp LOS E C C E B B C A C D A C
Approach Vol, veh/h 646 815 506 368
Approach Delay, s/veh 30.1 30.3 28.0 31.1
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 49.4 35.6 19.9 34.5 35.6
Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 5.5 5.5
Max Green Setting (Gmax), s 5.5 36.5 32.5 15.5 26.5 32.5 Max Q Clear Time (g_c+I1), s 2.3 10.1 25.2 15.4 16.1 29.8 Green Ext Time (p_c), s 0.0 4.6 1.0 0.0 0.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Existing Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday AM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 528 107 140 135 85 220 5 149 101 157 85 Future Volume (veh/h) 5 528 107 140 135 85 220 5 149 101 157 85 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 574 116 152 147 92 239 5 162 110 171 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 11 707 315 176 627 370 464 9 970 175 266 134 Arrive On Green 0.01 0.20 0.20 0.10 0.29 0.29 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 1781 3554 1585 1781 2150 1269 680 14 1585 235 435 219 Grp Volume(v), veh/h 5 574 116 152 120 119 244 0 162 373 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1642 694 0 1585 889 0 0 Q Serve(g_s), s 0.4 23.1 9.5 12.6 7.7 8.3 0.0 0.0 6.6 25.3 0.0 0.0 Cycle Q Clear(g_c), s 0.4 23.1 9.5 12.6 7.7 8.3 44.9 0.0 6.6 70.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.77 0.98 1.00 0.29 0.25
Lane Grp Cap(c), veh/h 11 707 315 176 518 479 472 0 970 575 0 0 V/C Ratio(X) 0.45 0.81 0.37 0.86 0.23 0.25 0.52 0.00 0.17 0.65 0.00 0.00 Avail Cap(c_a), veh/h 303 1789 798 279 871 805 472 0 970 575 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 74.3 57.4 51.9 66.6 40.4 40.6 20.0 0.0 12.6 35.6 0.0 0.0 Incr Delay (d2), s/veh 25.6 2.3 0.7 14.9 0.2 0.3 4.0 0.0 0.4 5.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.5 15.9 6.9 10.6 6.2 6.2 10.4 0.0 4.4 18.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 99.9 59.7 52.6 81.5 40.6 40.9 24.0 0.0 12.9 41.2 0.0 0.0 LnGrp LOS F E D F D D C A B D A A
Approach Vol, veh/h 695 391 406 373
Approach Delay, s/veh 58.8 56.6 19.6 41.2
Approach LOS E E B D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 96.3 19.3 34.3 96.3 5.4 48.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 23.5 75.5 37.5 25.5 73.5 Max Q Clear Time (g_c+I1), s 46.9 14.6 25.1 72.1 2.4 10.3 Green Ext Time (p_c), s 0.0 0.2 4.7 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 46.3
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Existing Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday PM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 499 122 284 242 124 286 15 139 87 126 46 Future Volume (veh/h) 9 499 122 284 242 124 286 15 139 87 126 46 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 542 133 309 263 135 311 16 151 95 137 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 475 1421 634 412 919 458 646 25 634 287 387 122 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 987 3554 1585 864 2297 1144 1226 63 1585 451 968 306 Grp Volume(v), veh/h 10 542 133 309 202 196 327 0 151 282 0 0 Grp Sat Flow(s),veh/h/ln 987 1777 1585 864 1777 1664 1289 0 1585 1724 0 0 Q Serve(g_s), s 0.3 4.9 2.5 13.1 3.5 3.6 3.5 0.0 2.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.9 4.9 2.5 18.0 3.5 3.6 8.5 0.0 2.8 5.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.69 0.95 1.00 0.34 0.18
Lane Grp Cap(c), veh/h 475 1421 634 412 711 666 672 0 634 797 0 0 V/C Ratio(X) 0.02 0.38 0.21 0.75 0.28 0.29 0.49 0.00 0.24 0.35 0.00 0.00 Avail Cap(c_a), veh/h 475 1421 634 412 711 666 672 0 634 797 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.5 9.6 8.8 17.1 9.1 9.2 10.5 0.0 9.0 9.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.8 0.8 11.8 1.0 1.1 2.5 0.0 0.9 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 2.9 1.4 7.6 2.2 2.2 4.3 0.0 1.7 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 10.3 9.6 29.0 10.1 10.3 13.0 0.0 9.8 10.8 0.0 0.0 LnGrp LOS B B A CBBBAABAA
Approach Vol, veh/h 685 707 478 282
Approach Delay, s/veh 10.2 18.4 12.0 10.8
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.5 6.9 7.0 20.0
Green Ext Time (p_c), s 1.7 3.2 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Existing With Project Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday AM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 530 111 140 135 85 225 5 154 101 157 85 Future Volume (veh/h) 5 530 111 140 135 85 225 5 154 101 157 85 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 576 121 152 147 92 245 5 167 110 171 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 563 1421 634 398 860 507 600 11 634 255 365 169 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1141 3554 1585 837 2150 1269 1103 27 1585 379 912 423 Grp Volume(v), veh/h 5 576 121 152 120 119 250 0 167 373 0 0 Grp Sat Flow(s),veh/h/ln 1141 1777 1585 837 1777 1642 1130 0 1585 1714 0 0 Q Serve(g_s), s 0.1 5.2 2.2 7.1 2.0 2.1 0.6 0.0 3.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.2 5.2 2.2 12.4 2.0 2.1 7.6 0.0 3.2 7.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.77 0.98 1.00 0.29 0.25
Lane Grp Cap(c), veh/h 563 1421 634 398 711 657 610 0 634 789 0 0 V/C Ratio(X) 0.01 0.41 0.19 0.38 0.17 0.18 0.41 0.00 0.26 0.47 0.00 0.00 Avail Cap(c_a), veh/h 563 1421 634 398 711 657 610 0 634 789 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.5 9.7 8.8 14.1 8.7 8.7 10.4 0.0 9.1 10.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.7 2.8 0.5 0.6 2.0 0.0 1.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 3.2 1.3 2.6 1.2 1.3 3.3 0.0 1.9 4.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.5 10.5 9.4 16.9 9.2 9.3 12.4 0.0 10.1 12.2 0.0 0.0 LnGrp LOS A B A B A A B A B B A A
Approach Vol, veh/h 702 391 417 373
Approach Delay, s/veh 10.3 12.2 11.5 12.2
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 9.6 7.2 9.0 14.4
Green Ext Time (p_c), s 1.5 3.2 1.5 0.8
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Existing With Project Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday PM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 504 131 284 242 124 289 15 142 87 126 46 Future Volume (veh/h) 9 504 131 284 242 124 289 15 142 87 126 46 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 548 142 309 263 135 314 16 154 95 137 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 475 1421 634 410 919 458 647 25 634 287 387 122 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 987 3554 1585 859 2297 1144 1226 62 1585 451 968 306 Grp Volume(v), veh/h 10 548 142 309 202 196 330 0 154 282 0 0 Grp Sat Flow(s),veh/h/ln 987 1777 1585 859 1777 1664 1288 0 1585 1725 0 0 Q Serve(g_s), s 0.3 4.9 2.7 13.1 3.5 3.6 3.6 0.0 2.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.9 4.9 2.7 18.0 3.5 3.6 8.6 0.0 2.9 5.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.69 0.95 1.00 0.34 0.18
Lane Grp Cap(c), veh/h 475 1421 634 410 711 666 672 0 634 797 0 0 V/C Ratio(X) 0.02 0.39 0.22 0.75 0.28 0.29 0.49 0.00 0.24 0.35 0.00 0.00 Avail Cap(c_a), veh/h 475 1421 634 410 711 666 672 0 634 797 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.5 9.6 8.9 17.2 9.1 9.2 10.5 0.0 9.0 9.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.8 0.8 12.2 1.0 1.1 2.6 0.0 0.9 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 3.0 1.6 7.7 2.2 2.2 4.4 0.0 1.7 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 10.4 9.7 29.4 10.1 10.3 13.1 0.0 9.9 10.8 0.0 0.0 LnGrp LOS B B A CBBBAABAA
Approach Vol, veh/h 700 707 484 282
Approach Delay, s/veh 10.2 18.6 12.1 10.8
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.6 6.9 7.0 20.0
Green Ext Time (p_c), s 1.7 3.2 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Future Without Project Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday AM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 545 110 144 157 88 227 5 154 104 162 88 Future Volume (veh/h) 5 545 110 144 157 88 227 5 154 104 162 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 592 120 157 171 96 247 5 167 113 176 96 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 547 1421 634 391 895 478 593 10 634 256 363 171 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1112 3554 1585 825 2237 1195 1086 26 1585 382 907 428 Grp Volume(v), veh/h 5 592 120 157 134 133 252 0 167 385 0 0 Grp Sat Flow(s),veh/h/ln 1112 1777 1585 825 1777 1655 1112 0 1585 1718 0 0 Q Serve(g_s), s 0.1 5.4 2.2 7.6 2.2 2.4 0.7 0.0 3.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.5 5.4 2.2 13.0 2.2 2.4 8.0 0.0 3.2 7.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.72 0.98 1.00 0.29 0.25
Lane Grp Cap(c), veh/h 547 1421 634 391 711 662 603 0 634 791 0 0 V/C Ratio(X) 0.01 0.42 0.19 0.40 0.19 0.20 0.42 0.00 0.26 0.49 0.00 0.00 Avail Cap(c_a), veh/h 547 1421 634 391 711 662 603 0 634 791 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.6 9.7 8.8 14.4 8.8 8.8 10.5 0.0 9.1 10.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.7 3.1 0.6 0.7 2.1 0.0 1.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 3.3 1.3 2.7 1.4 1.4 3.3 0.0 1.9 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.7 10.6 9.4 17.5 9.3 9.5 12.6 0.0 10.1 12.4 0.0 0.0 LnGrp LOS A B A B A A B A B B A A
Approach Vol, veh/h 717 424 419 385
Approach Delay, s/veh 10.4 12.4 11.6 12.4
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.0 7.4 9.3 15.0
Green Ext Time (p_c), s 1.5 3.3 1.6 0.7
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Future Without Project Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday PM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 514 126 293 262 128 296 15 143 90 130 47 Future Volume (veh/h) 9 514 126 293 262 128 296 15 143 90 130 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 559 137 318 285 139 322 16 155 98 141 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 463 1421 634 405 935 444 643 24 634 289 389 122 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 963 3554 1585 850 2337 1110 1217 60 1585 455 972 304 Grp Volume(v), veh/h 10 559 137 318 215 209 338 0 155 290 0 0 Grp Sat Flow(s),veh/h/ln 963 1777 1585 850 1777 1671 1277 0 1585 1731 0 0 Q Serve(g_s), s 0.3 5.0 2.6 13.0 3.7 3.9 4.0 0.0 2.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.2 5.0 2.6 18.0 3.7 3.9 9.1 0.0 2.9 5.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.66 0.95 1.00 0.34 0.18
Lane Grp Cap(c), veh/h 463 1421 634 405 711 668 667 0 634 800 0 0 V/C Ratio(X) 0.02 0.39 0.22 0.79 0.30 0.31 0.51 0.00 0.24 0.36 0.00 0.00 Avail Cap(c_a), veh/h 463 1421 634 405 711 668 667 0 634 800 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.7 9.6 8.9 17.5 9.2 9.3 10.7 0.0 9.0 9.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.8 0.8 14.2 1.1 1.2 2.7 0.0 0.9 1.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 3.0 1.5 8.2 2.4 2.4 4.6 0.0 1.7 3.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.8 10.4 9.6 31.7 10.3 10.5 13.4 0.0 9.9 10.9 0.0 0.0 LnGrp LOS B B A CBBBAABAA
Approach Vol, veh/h 706 742 493 290
Approach Delay, s/veh 10.3 19.5 12.3 10.9
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 11.1 7.0 7.1 20.0
Green Ext Time (p_c), s 1.6 3.2 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Future With Project Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday AM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 547 114 144 157 88 232 5 159 104 162 88 Future Volume (veh/h) 5 547 114 144 157 88 232 5 159 104 162 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 595 124 157 171 96 252 5 173 113 176 96 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 547 1421 634 390 895 478 593 10 634 257 363 172 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1112 3554 1585 823 2237 1195 1086 26 1585 383 908 429 Grp Volume(v), veh/h 5 595 124 157 134 133 257 0 173 385 0 0 Grp Sat Flow(s),veh/h/ln 1112 1777 1585 823 1777 1655 1112 0 1585 1720 0 0 Q Serve(g_s), s 0.1 5.4 2.3 7.6 2.2 2.4 0.9 0.0 3.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.5 5.4 2.3 13.1 2.2 2.4 8.2 0.0 3.3 7.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.72 0.98 1.00 0.29 0.25
Lane Grp Cap(c), veh/h 547 1421 634 390 711 662 603 0 634 791 0 0 V/C Ratio(X) 0.01 0.42 0.20 0.40 0.19 0.20 0.43 0.00 0.27 0.49 0.00 0.00 Avail Cap(c_a), veh/h 547 1421 634 390 711 662 603 0 634 791 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.6 9.7 8.8 14.4 8.8 8.8 10.5 0.0 9.1 10.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.7 3.1 0.6 0.7 2.2 0.0 1.1 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 3.3 1.3 2.7 1.4 1.4 3.4 0.0 1.9 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.7 10.6 9.5 17.5 9.3 9.5 12.7 0.0 10.2 12.4 0.0 0.0 LnGrp LOS A B A B A A B A B B A A
Approach Vol, veh/h 724 424 430 385
Approach Delay, s/veh 10.4 12.4 11.7 12.4
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.2 7.4 9.3 15.1
Green Ext Time (p_c), s 1.5 3.3 1.6 0.7
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Future With Project Conditions 5: I-10 WB/Garvey Ave N & West Covina Pkwy Weekday PM Peak Hour West Covina Medical Center BHC Addition Project/1-23-4524-1 Synchro 11 Report LLG Engineers 02/07/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 519 135 293 262 128 299 15 146 90 130 47 Future Volume (veh/h) 9 519 135 293 262 128 299 15 146 90 130 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 564 147 318 285 139 325 16 159 98 141 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 463 1421 634 403 935 444 643 24 634 289 389 122 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 963 3554 1585 847 2337 1110 1217 60 1585 455 973 305 Grp Volume(v), veh/h 10 564 147 318 215 209 341 0 159 290 0 0 Grp Sat Flow(s),veh/h/ln 963 1777 1585 847 1777 1671 1277 0 1585 1733 0 0 Q Serve(g_s), s 0.3 5.1 2.8 12.9 3.7 3.9 4.1 0.0 3.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.2 5.1 2.8 18.0 3.7 3.9 9.2 0.0 3.0 5.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.66 0.95 1.00 0.34 0.18
Lane Grp Cap(c), veh/h 463 1421 634 403 711 668 667 0 634 800 0 0 V/C Ratio(X) 0.02 0.40 0.23 0.79 0.30 0.31 0.51 0.00 0.25 0.36 0.00 0.00 Avail Cap(c_a), veh/h 463 1421 634 403 711 668 667 0 634 800 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.7 9.6 8.9 17.6 9.2 9.3 10.7 0.0 9.0 9.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.8 0.9 14.5 1.1 1.2 2.8 0.0 0.9 1.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 3.1 1.6 8.2 2.4 2.4 4.6 0.0 1.8 3.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.8 10.5 9.8 32.1 10.3 10.5 13.5 0.0 10.0 10.9 0.0 0.0 LnGrp LOS B B A CBBBAABAA
Approach Vol, veh/h 721 742 500 290
Approach Delay, s/veh 10.3 19.7 12.4 10.9
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 11.2 7.1 7.1 20.0
Green Ext Time (p_c), s 1.6 3.3 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B

EXHIBIT B

RESPONSES TO COMMENTS AND MITIGATION MONITORING AND REPORTING

PROGRAM
West Covina Medical Center Behavioral Health Building Addition Comments & Responses Initial Study/Mitigated Negative Declaration
1 COMMENTS AND RESPONSES
The Initial Study/Mitigated Negative Declaration (IS/MND) for the West Covina Medical Center Behavioral Health Building Addition project at 725 South Orange Avenue (proposed project) was circulated for a 20-day public review period that began on January 15, 2025 and ended on February 3, 2025. The City of West Covina received two written comment letters on the IS/MND.

California Environmental Quality Act (CEQA) Guidelines Section 15074(b) requires the decisionmaking body of the lead agency to consider the proposed IS/MND and comments received during the public review process. The comment letters and responses are provided in this document in accordance with CEQA.

Table 1 lists the public agency that submitted written comments on the IS/MND, along with the page number on which the commenter’s letter response appears.

TABLE 1: LIST OF WRITTEN COMMENT LETTERS RECEIVED
Letter No. Agency/Individual Date
Response
Page No.
1 Department of Toxic Substance Control January 22, 2025 5 2 Los Angeles County Sanitation Districts January 28, 2025 8 The body of the comment letter is separated into individual comments, which are numbered. This results in a tiered numbering system.
dtsc.ca.gov

SENT VIA ELECTRONIC MAIL
January 22, 2025
Jo-Anne Burns
Deputy Community Development Director
City of West Covina
1444 West Garvey Avenue South
West Covina, CA 91790
[email protected]
RE: MITIGATED NEGATIVE DECLARATION FOR THE WEST COVINA MEDICAL CENTER BEHAVIORAL HEALTH BUILDING ADDITION DATED JANUARY 15, 2025, STATE CLEARINGHOUSE NUMBER 2025010474
Dear Jo-Anne Burns,
The Department of Toxic Substances Control (DTSC) reviewed the Mitigated Negative Declaration (MND) for the West Covina Medical Center Behavioral Health Building (Project). The proposed Project would construct a 4-story 42,000-square-foot behavioral health facility on the east side of the 2.83-acre West Covina Medical Center property.

The existing 55 parking spaces located in the eastern portion of the Project site would be removed and 4 parking spaces would remain. The carport and parking spaces to the west of the existing building would be removed with only 2 parking spaces remaining.

DTSC recommends and requests consideration of the following comments:

1. If buildings or other structures are to be demolished on any Project sites included in the proposed Project, surveys should be conducted for the presence of lead-based paints or products, mercury, asbestos containing materials, and polychlorinated biphenyl caulk. Removal, demolition, and disposal of any of the above-mentioned chemicals should be conducted in compliance with California environmental regulations and policies. In addition, COMMENT LETTER 1
1-1
1-2
Jo-Anne Burns
January 22, 2025

Page 2 ends

West Covina City CouncilApril 15, 2025

West Covina City Council
April 15, 2025