Oakley City Council
March 12, 2024

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) Equipme
nt
Type
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

4.9.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 643
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Equipme ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e nt
Type
Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — —

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

4.10.3. 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 ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
Sequeste
red
— — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
Removed — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — —
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Daily, — — — — — — — — — — — — — — — — —
Winter
(Max)
Avoided — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
Sequeste
red
— — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
Removed — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
Sequeste
red
— — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
Removed — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — —

5. Activity Data

5.1. Construction Schedule
Phase Name Phase Type Start Date End Date Days Per Week Work Days per Phase Phase Description Demolition Demolition 6/1/2024 6/7/2024 5.00 5.00 —
Site Preparation Site Preparation 6/8/2024 6/14/2024 5.00 5.00 — Grading Grading 6/15/2024 8/12/2024 5.00 41.0 —
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Building Construction Building Construction 8/13/2024 7/1/2025 5.00 230 — Paving Paving 7/2/2025 7/8/2025 5.00 5.00 —
Architectural Coating Architectural Coating 8/27/2024 7/14/2025 5.00 230 —

5.2. Off-Road Equipment

5.2.1. Unmitigated
Phase Name Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor Demolition Concrete/Industrial
Saws
Diesel Average 1.00 8.00 33.0 0.73
Demolition Excavators Diesel Average 3.00 8.00 36.0 0.38 Demolition Rubber Tired Dozers Diesel Average 2.00 8.00 367 0.40 Site Preparation Rubber Tired Dozers Diesel Average 3.00 8.00 367 0.40 Site Preparation Tractors/Loaders/Backh
oes
Diesel Average 4.00 8.00 84.0 0.37
Grading Excavators Diesel Average 1.00 8.00 36.0 0.38
Grading Graders Diesel Average 1.00 8.00 148 0.41
Grading Rubber Tired Dozers Diesel Average 1.00 8.00 367 0.40 Grading Tractors/Loaders/Backh
oes
Diesel Average 3.00 8.00 84.0 0.37
Building Construction Cranes Diesel Average 1.00 7.00 367 0.29 Building Construction Forklifts Diesel Average 3.00 8.00 82.0 0.20 Building Construction Generator Sets Diesel Average 1.00 8.00 14.0 0.74 Building Construction Tractors/Loaders/Backh
oes
Diesel Average 3.00 7.00 84.0 0.37
Building Construction Welders Diesel Average 1.00 8.00 46.0 0.45 Paving Pavers Diesel Average 2.00 8.00 81.0 0.42
Paving Paving Equipment Diesel Average 2.00 8.00 89.0 0.36 Paving Rollers Diesel Average 2.00 8.00 36.0 0.38 647
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Architectural Coating Air Compressors Diesel Average 1.00 6.00 37.0 0.48

5.3. Construction Vehicles

5.3.1. Unmitigated
Phase Name Trip Type One-Way Trips per Day Miles per Trip Vehicle Mix Demolition — — — —
Demolition Worker 15.0 11.7 LDA,LDT1,LDT2
Demolition Vendor — 8.40 HHDT,MHDT
Demolition Hauling 4.60 20.0 HHDT
Demolition Onsite truck — — HHDT
Site Preparation — — — —
Site Preparation Worker 17.5 11.7 LDA,LDT1,LDT2
Site Preparation Vendor — 8.40 HHDT,MHDT
Site Preparation Hauling 0.00 20.0 HHDT
Site Preparation Onsite truck — — HHDT
Grading — — — —
Grading Worker 15.0 11.7 LDA,LDT1,LDT2
Grading Vendor — 8.40 HHDT,MHDT
Grading Hauling 125 20.0 HHDT
Grading Onsite truck — — HHDT
Building Construction — — — —
Building Construction Worker 29.9 11.7 LDA,LDT1,LDT2
Building Construction Vendor 8.87 8.40 HHDT,MHDT
Building Construction Hauling 0.00 20.0 HHDT
Building Construction Onsite truck — — HHDT
Paving — — — —
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Paving Worker 15.0 11.7 LDA,LDT1,LDT2
Paving Vendor — 8.40 HHDT,MHDT
Paving Hauling 0.00 20.0 HHDT
Paving Onsite truck — — HHDT
Architectural Coating — — — —
Architectural Coating Worker 5.98 11.7 LDA,LDT1,LDT2
Architectural Coating Vendor — 8.40 HHDT,MHDT
Architectural Coating Hauling 0.00 20.0 HHDT
Architectural Coating Onsite truck — — HHDT

5.4. Vehicles

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

5.5. Architectural Coatings
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 327,746 109,249 0.00 0.00 —

5.6. Dust Mitigation

5.6.1. Construction Earthmoving Activities
Phase Name Material Imported (Cubic Yards) Material Exported (Cubic Yards) Acres Graded (acres) Material Demolished (Building Square Footage)
Acres Paved (acres)
Demolition 0.00 0.00 0.00 2,000 —
Site Preparation 0.00 0.00 37.5 0.00 —
Grading 41,130 0.00 20.0 0.00 —
Paving 0.00 0.00 0.00 0.00 0.91 649
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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
Single Family Housing 0.91 0%

5.8. Construction Electricity Consumption and Emissions Factors kWh per Year and Emission Factor (lb/MWh)
Year kWh per Year CO2 CH4 N2O
2024 0.00 204 0.03 < 0.005
2025 0.00 204 0.03 < 0.005

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 Single Family
Housing
784 792 710 282,566 7,975 8,060 7,224 2,876,229

5.10. Operational Area Sources

5.10.1. Hearths
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5.10.1.1. Unmitigated
Hearth Type Unmitigated (number)
Single Family Housing —
Wood Fireplaces 0
Gas Fireplaces 0
Propane Fireplaces 0
Electric Fireplaces 0
No Fireplaces 83
Conventional Wood Stoves 0
Catalytic Wood Stoves 0
Non-Catalytic Wood Stoves 0
Pellet Wood Stoves 0

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)
327746.25 109,249 0.00 0.00 —

5.10.3. Landscape Equipment
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 180

5.11. Operational Energy Consumption

5.11.1. Unmitigated
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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) Single Family Housing 513,343 204 0.0330 0.0040 3,836,420

5.12. Operational Water and Wastewater Consumption

5.12.1. Unmitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Single Family Housing 3,020,563 14,181,389

5.13. Operational Waste Generation

5.13.1. Unmitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Single Family Housing 57.5 —

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 Single Family Housing Average room A/C &
Other residential A/C
and heat pumps
R-410A 2,088 < 0.005 2.50 2.50 10.0
Single Family Housing Household refrigerators
and/or freezers
R-134a 1,430 0.12 0.60 0.00 1.00

5.15. Operational Off-Road Equipment
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5.15.1. Unmitigated
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)

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. Biomass Cover Type

5.18.1.1. Unmitigated
Biomass Cover Type Initial Acres Final Acres
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5.18.2. Sequestration

5.18.2.1. Unmitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year)

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 19.3 annual days of extreme heat Extreme Precipitation 2.10 annual days with precipitation above 20 mm Sea Level Rise 0.00 meters of inundation depth
Wildfire 8.54 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.

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 (2040–2059 average under RCP 8.5), and consider different increments of sea level rise coupled with extreme storm events. Users may select from four model simulations to view the range in potential inundation depth 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 50 meters (m) by 50 m, or about 164 feet (ft) by 164 ft.

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 N/A N/A N/A N/A
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Extreme Precipitation 1 0 0 N/A
Sea Level Rise 1 0 0 N/A
Wildfire 1 0 0 N/A
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 0 0 0 N/A
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 N/A N/A N/A N/A
Extreme Precipitation 1 1 1 2
Sea Level Rise 1 1 1 2
Wildfire 1 1 1 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 1 1 1 2
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 include implementation of climate risk reduction measures.

6.4. Climate Risk Reduction Measures
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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 35.2
AQ-PM 27.7
AQ-DPM 61.3
Drinking Water 29.0
Lead Risk Housing 27.7
Pesticides 60.1
Toxic Releases 29.3
Traffic 17.3
Effect Indicators —
CleanUp Sites 62.4
Groundwater 54.5
Haz Waste Facilities/Generators 65.9
Impaired Water Bodies 96.3
Solid Waste 0.00
Sensitive Population —
Asthma 83.9
Cardio-vascular 86.0
Low Birth Weights 45.3
Socioeconomic Factor Indicators —
Education 59.6
Housing 69.9
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Linguistic 29.5
Poverty 68.9
Unemployment 37.7

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 36.32747337
Employed 29.10304119
Median HI 43.73155396
Education —
Bachelor's or higher 13.64044655
High school enrollment 8.135506224
Preschool enrollment 15.37277044
Transportation —
Auto Access 48.06877967
Active commuting 10.66341589
Social —
2-parent households 43.60323367
Voting 45.34838958
Neighborhood —
Alcohol availability 52.97061465
Park access 18.88874631
Retail density 39.2403439
Supermarket access 74.40010266
Tree canopy 63.39022199
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Housing—
Homeownership 57.5003208
Housing habitability 33.63274734
Low-inc homeowner severe housing cost burden 20.08212498 Low-inc renter severe housing cost burden 3.349159502
Uncrowded housing 66.9190299
Health Outcomes—
Insured adults 50.62235339
Arthritis 0.0
Asthma ER Admissions 9.9
High Blood Pressure 0.0
Cancer (excluding skin) 0.0
Asthma 0.0
Coronary Heart Disease 0.0
Chronic Obstructive Pulmonary Disease 0.0
Diagnosed Diabetes 0.0
Life Expectancy at Birth 15.1
Cognitively Disabled 82.5
Physically Disabled 60.6
Heart Attack ER Admissions 6.1
Mental Health Not Good 0.0
Chronic Kidney Disease 0.0
Obesity 0.0
Pedestrian Injuries 42.4
Physical Health Not Good 0.0
Stroke 0.0
Health Risk Behaviors—
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Binge Drinking 0.0
Current Smoker 0.0
No Leisure Time for Physical Activity 0.0
Climate Change Exposures —
Wildfire Risk 0.0
SLR Inundation Area 0.0
Children 84.9
Elderly 49.5
English Speaking 74.0
Foreign-born 29.8
Outdoor Workers 18.9
Climate Change Adaptive Capacity —
Impervious Surface Cover 43.8
Traffic Density 39.1
Traffic Access 60.3
Other Indices —
Hardship 55.0
Other Decision Support —
2016 Voting 34.9

7.3. Overall Health & Equity Scores
Metric Result for Project Census Tract
CalEnviroScreen 4.0 Score for Project Location (a) 65.0 Healthy Places Index Score for Project Location (b) 29.0 Project Located in a Designated Disadvantaged Community (Senate Bill 535) Yes Project Located in a Low-Income Community (Assembly Bill 1550) Yes Project Located in a Community Air Protection Program Community (Assembly Bill 617) No 659
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a: The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. b: The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state.

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

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

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

8. User Changes to Default Data
Screen Justification
Land Use AQ questionnaire acreage.

Construction: Construction Phases AQ questionnaire - demo 5 days, site prep 5 days, paving 5 days.

Arch coatings phase starts 2 weeks after the start of building construction phase and lasts for the same amount of days.

Construction: Dust From Material Movement AQ questionnaire for grading imports. BAAQMD guidance indicates use water exposed area slide on.

Operations: Hearths AQ questionnaire indicated zero fire places.

Construction: On-Road Fugitive Dust BAAQMD guidance appendix D recommends changing road silt loading to 0.5 g/m2. BAAQMD guidance also recommends BMP-4 be captured in the modeling by changing vehicle speeds to 15 mph.
660
Road Construction Emissions Model, Version 9.0.0
Daily Emission Estimates for -> Total Exhaust Fugitive Dust Total Exhaust Fugitive Dust Project Phases (Pounds) ROG (lbs/day) CO (lbs/day) NOx (lbs/day) PM10 (lbs/day) PM10 (lbs/day) PM10 (lbs/day) PM2.5 (lbs/day) PM2.5 (lbs/day) PM2.5 (lbs/day) SOx (lbs/day) CO2 (lbs/day) CH4 (lbs/day) N2O (lbs/day) CO2e (lbs/day) Grubbing/Land Clearing 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Grading/Excavation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drainage/Utilities/Sub-Grade 1.84 21.90 17.26 1.56 0.76 0.80 0.86 0.69 0.17 0.04 4,067.43 0.69 0.06 4,103.24 Paving 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum (pounds/day) 1.84 21.90 17.26 1.56 0.76 0.80 0.86 0.69 0.17 0.04 4,067.43 0.69 0.06 4,103.24 Total (tons/construction project) 0.08 0.90 0.71 0.06 0.03 0.03 0.04 0.03 0.01 0.00 166.76 0.03 0.00 168.23 Notes: Project Start Year -> 2024
Project Length (months) -> 2
Total Project Area (acres) -> 0
Maximum Area Disturbed/Day (acres) -> 0
Water Truck Used? -> Yes
Phase Soil Asphalt Soil Hauling Asphalt Hauling Worker Commute Water Truck Grubbing/Land Clearing 0 0 0 0 200 40
Grading/Excavation 0 0 0 0 800 40
Drainage/Utilities/Sub-Grade 0 0 0 0 560 40
Paving 0 0 0 0 400 40
CO2e emissions are estimated by multiplying mass emissions for each GHG by its global warming potential (GWP), 1 , 25 and 298 for CO2, CH4 and N2O, respectively. Total CO2e is then estimated by summing CO2e estimates over all GHGs.

Total Emission Estimates by Phase for -> Total Exhaust Fugitive Dust Total Exhaust Fugitive Dust Project Phases
(Tons for all except CO2e. Metric tonnes for CO2e) ROG (tons/phase) CO (tons/phase) NOx (tons/phase) PM10 (tons/phase) PM10 (tons/phase) PM10 (tons/phase) PM2.5 (tons/phase) PM2.5 (tons/phase) PM2.5 (tons/phase) SOx (tons/phase) CO2 (tons/phase) CH4 (tons/phase) N2O (tons/phase) CO2e (MT/phase) Grubbing/Land Clearing 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Grading/Excavation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drainage/Utilities/Sub-Grade 0.08 0.90 0.71 0.06 0.03 0.03 0.04 0.03 0.01 0.00 166.76 0.03 0.00 152.62 Paving 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Maximum (tons/phase) 0.08 0.90 0.71 0.06 0.03 0.03 0.04 0.03 0.01 0.00 166.76 0.03 0.00 152.62 Total (tons/construction project) 0.08 0.90 0.71 0.06 0.03 0.03 0.04 0.03 0.01 0.00 166.76 0.03 0.00 152.62 CO2e emissions are estimated by multiplying mass emissions for each GHG by its global warming potential (GWP), 1 , 25 and 298 for CO2, CH4 and N2O, respectively. Total CO2e is then estimated by summing CO2e estimates over all GHGs.

The CO2e emissions are reported as metric tons per phase.

Daily VMT (miles/day)
Total PM10 emissions shown in column F are the sum of exhaust and fugitive dust emissions shown in columns G and H. Total PM2.5 emissions shown in Column I are the sum of exhaust and fugitive dust emissions shown in columns J and K.

Village at 2092 Oakley
PM10 and PM2.5 estimates assume 50% control of fugitive dust from watering and associated dust control measures if a minimum number of water trucks are specified.

Village at 2092 Oakley
PM10 and PM2.5 estimates assume 50% control of fugitive dust from watering and associated dust control measures if a minimum number of water trucks are specified.

Total PM10 emissions shown in column F are the sum of exhaust and fugitive dust emissions shown in columns G and H. Total PM2.5 emissions shown in Column I are the sum of exhaust and fugitive dust emissions shown in columns J and K.

Total Material Imported/Exported
Volume (yd3
/day)
661
Appendix B
Planning Survey Report
662

Planning Survey Report Form, Revised July 2015
Application Form and Planning Survey Report
To Comply With and Receive Permit Coverage Under
The East Contra Costa County Habitat Conservation Plan
and Natural Community Conservation Plan
Please complete this application to apply for take authorization under the state and federal East Contra Costa County HCP/NCCP incidental take permits. The East Contra Costa County Habitat Conservancy (“Conservancy”) or local jurisdiction (City of Brentwood, City of Clayton, City of Oakley, City of Pittsburg, and Contra Costa County) may request more information in order to deem the application complete.

I. PROJECT OVERVIEW

PROJECT INFORMATION
PROJECT NAME: The Village at 2092 Oakley Road Subdivision PROJECT TYPE: Residential Commercial Transportation Utility Other PROJECT DESCRIPTION (BRIEF): Subdivide 9.99 acre Property into 83 single-family, detached residential lots, on-site parking, toddler park, & community gathering areas, as well as other improvements.

PROJECT ADDRESS/LOCATION: 2092 Oakley Road, Oakley, CA 94561 PARCEL/PROJECT SIZE (ACRES): 9.99 ac
PROJECT APN(S): 037-110-031
APPLICATION SUBMITTAL DATE: FINAL PSR DATE: (City/County/Conservancy use) LEAD PLANNER:

JURISDICTION: City of Brentwood City of Clayton City of Oakley City of Pittsburg Contra Costa County Participating Special Entity*

DEVELOPMENT FEE ZONE: Zone I Zone II Zone III Zone IV
See figure 9-1 of the HCP/NCCP at www.cocohcp.org for a generalized development fee zone map. Detailed development fee zone maps by jurisdiction are available from the jurisdiction.

PROJECT APPLICANT INFORMATION
APPLICANT’S NAME: John D'Ambrosio & Juliann D'Ambrosio, Trustees of the John D'Ambrosio Family Trust AUTHORIZED AGENT’S NAME AND TITLE: Owen Poole, Real Estate Services PHONE NO.: (925) 933-4928 APPLICANT’S E-MAIL: [email protected] MAILING ADDRESS: 151 Spyrock Court, Walnut Creek, CA 94595 BIOLOGIST INFORMATION1
BIOLOGICAL/ENVIRONMENTAL FIRM: Olberding Environmental, Inc.

CONTACT NAME AND TITLE: Jeff Olberding
PHONE NO.: (916) 985-1188 CONTACT’S E-MAIL: [email protected] MAILING ADDRESS: 193 Blue Ravine Road, Suite 165, Folsom, CA 95630 1 A USFWS/CDFW-approved biologist (project-specific) is required to conduct the surveys. Please submit biologist(s) approval request to the Conservancy. *Participating Special Entities are organizations not subject to the authority of a local jurisdiction. Such organizations may include school districts, irrigation districts, transportation agencies, local park districts, geological hazard abatement districts, or other utilities or special districts that own land or provide public services.
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Planning Survey Report Form, Revised July 2015
II. PROJECT DETAILS
Please complete and/or provide the following attachments:
1) Project Description
Attach as Attachment A: Project Description. Provide a detailed written description that concisely and completely describes the project and location. Include the following information:
• All activities proposed for the site or project, including roads utilized, construction staging areas, and the installation of underground facilities, to ensure the entire project is covered by the HCP/NCCP permit
• Proposed construction dates, including details on construction phases, if applicable • Reference a City/County application number for the project, if applicable • General Best Management Practices, if applicable
• If the project will have temporary impacts, please provide a restoration plan describing how the site will be restored to pre-project conditions, including revegetation seed mixes or plantings and timing 2) Project Vicinity Map
Provide a project vicinity map. Attach as Figure 1 in Attachment B: Figures. 3) Project Site Plans
Provide any project site plans for the project. Attach as Figure 2 in Attachment B: Figures. 4) CEQA Document
Indicate the status of CEQA documents prepared for the project. Provide additional comments below table if necessary.

Type of Document Status Date Completed
Initial Study In-Process TBD
Notice of Preparation
Draft EIR
Final EIR
Notice of Categorical Exemption
Notice of Statutory Exemption
Other (describe)
IS/MND to be conducted by Raney Planning & Management, Inc.

III. EXISTING CONDITIONS AND IMPACTS
Please complete and/or provide the following attachments:
1) Field-Verified Land Cover Map2
Attach a field-verified land cover map in Attachment B: Figures and label as Figure 3. The map should contain all land cover types present on-site overlaid on aerial/satellite imagery. Map colors for the land cover types should conform to the HCP/NCCP (see Figure 3-3: Landcover in the Inventory Area for land cover type legend).
2) Photographs of the Project Site
Attach representative photos of the project site in Attachment B: Figures and label as Figure 4. Please provide captions for each photo.
2 For PSEs and city or county public works projects, please also identify permanent and temporary impact areas by overlaying crosshatching (permanent impacts) and hatching (temporary impacts) on the land cover map.
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Planning Survey Report Form, Revised July 2015
3) Land Cover Types and Impacts and Supplemental Tables • For all terrestrial land cover types please provide calculations to the nearest hundredth of an acre (0.01).

For aquatic land cover types please provide calculations to the nearest thousandth of an acre (0.001). • Permanent Impacts are broadly defined in the ECCC HCP/NCCP to include all areas removed from an undeveloped or habitat-providing state and includes land in the same parcel or project that is not developed, graded, physically altered, or directly affected in any way but is isolated from natural areas by the covered activity. Unless such undeveloped land is dedicated to the Preserve System or is a deed-restricted creek setback, the development mitigation fee will apply (if proposed, would require Conservancy approval). • Temporary Impacts are broadly defined in the ECCC HCP/NCCP as any impact on vegetation or habitat that does not result in permanent habitat removal (i.e. vegetation can eventually recover). • If wetland (riparian woodland/scrub, wetland, or aquatic) land cover types are present on the parcel but will not be impacted please discuss in the following section 4) Jurisdictional Wetlands and Waters. Wetland impact fees will only be charged if wetland features are impacted. However, development fees will apply to the entire parcel. • Stream land cover type is considered a linear feature where impacts are calculated based on length impacted. The acreage within a stream, below Top of Bank (TOB), must be assigned to the adjacent land cover type(s). Insert area of impact to stream below TOB in parentheses after the Land Cover acreage number (e.g., Riparian Woodland/Scrub: 10 (0.036) – where 10 is the total impacted acreage including 0.036 acre, which is the acreage within stream TOB).

Complete following supplemental Stream Feature Detail table to provide information for linear feet. • Total Impacts acreage should be the total parcel acreage (development project) or project footprint acreage (rural infrastructure or utility project).

Table 1: Land Cover Types and Impacts
Land Cover Type Permanent
Impacts
Temporary
Impacts
Stream Setback Preserve System
Dedication
Grassland
Annual Grassland
Alkali Grassland
Ruderal
Shrubland
Chaparral and Scrub
Woodland
Oak Savannah
Oak Woodland
Riparian
Riparian Woodland/Scrub
Wetland
Permanent Wetland
Seasonal Wetland
Alkali Wetland
Aquatic
Aquatic (Reservoir/Open Water)
Slough/Channel
Pond
Stream (in linear feet) - - - -
Irrigated Agriculture
Pasture
Cropland
Orchard
Vineyard 9.99
Other
Nonnative woodland
Wind turbines
Developed (not counted toward Fees)
Urban
Aqueduct
Turf
Landfill
TOTAL IMPACTS 9.99
Proposed for HCP/NCCP
Dedication on the Parcel
(Requires Conservancy Approval)
665

Planning Survey Report Form, Revised July 2015
Identify any uncommon vegetation and uncommon landscape features3:

Supplemental to Table 1: Uncommon Vegetation and Landscape Features Please provide details of impacts to stream features:

Stream Name: N/A
Watershed:

Supplemental to Table 1: Stream Feature Detail5
3 These acreages are for Conservancy tracking purposes. Impacts to these uncommon vegetation and landscape features should be accounted for within the land cover types in Table 1 (e.g., x acres of purple needlegrass in this supplemental table should be accounted for within annual grassland in Table 1). 4 Insert amount/number, not acreage. Provide additional information on these features in Attachment A: Project Description. 5 Use more than 1 row as necessary to describe impacts to streams on site. 6 See glossary (Appendix A) for definition of stream type and order. 7 Stream length is measured along stream centerline, based on length of impact to any part of the stream channel, TOB to TOB.

Permanent
Impacts
Temporary
Impacts
Uncommon Grassland Alliances
Purple Needlegrass Grassland
Blue Wildrye Grassland
Creeping Ryegrass Grassland
Wildflower Fields
Squirreltail Grassland
One-sided Bluegrass Grassland
Serpentine Bunchgrass Grassland
Saltgrass Grassland
Alkali Sacaton Bunchgrass Grassland
Other
Uncommon Landscape Features
Rock Outcrops
Caves
Springs and seeps
Scalds
Sand Deposits 9.99
Mines4
Buildings (bat roosts)3 0.25
Potential nest sites (trees or cliffs)3 0.25
Stream Width Stream Type6 Permanent Impacts
(linear feet)7
Temporary Impacts
(linear feet)7
≤ 25 feet wide
> 25 feet wide
Perennial
Intermittent
Ephemeral, 3rd or higher order
Ephemeral, 1st or 2nd order

≤ 25 feet wide
> 25 feet wide
Perennial
Intermittent
Ephemeral, 3rd or higher order
Ephemeral, 1st or 2nd order

≤ 25 feet wide
> 25 feet wide
Perennial
Intermittent
Ephemeral, 3rd or higher order
Ephemeral, 1st or 2nd order

666

Planning Survey Report Form, Revised July 2015
4) Summary of Land Cover Types
Please provide a written summary of descriptions for land cover types found on site including characteristic vegetation.

The Property is currently planted as a vineyard with rows of grape vines on a sandy soil substrate (Delhi sand, 2 to 9 percent slopes). There are two residences on the Property and associated outbuildings, and non-native, ornamental trees. Trees on the Property include almond, pine, and other non-native species. There is also a false water tower located in the northeast corner of the Property. 5) Jurisdictional Wetlands and Waters
If wetlands and waters are present on the project site, project proponents must conduct a delineation of jurisdictional wetlands and waters. Jurisdictional wetlands and waters are defined on pages 1-18 and 1-19 of the ECCC HCP/NCCP as the following land cover types: permanent wetland, seasonal wetland, alkali wetland, aquatic, pond, slough/channel, and stream. It should be noted that these features differ for federal and state jurisdictions. If you have identified any of these land cover types in Table 1, complete the section below. a) Attach the wetland delineation report as Attachment E: Wetland Delineation. If a wetland delineation has not been completed, please explain below in section 4c. b) Please check the following permits the project may require. Please submit copies of these permits to the Conservancy prior to the start of construction:

CWA Section 404 Permit8 CWA Section 401 Water Quality Certification Waste Discharge Requirements Lake and Streambed Alteration Agreement c) Provide any additional information on impacts to jurisdictional wetland and waters below, including status of the permit(s):

There are no wetlands/waters on the Property.
8 The USACE Sacramento District issued a Regional General Permit 1 (RGP) related to ECCC HCP/NCCP covered activities. The RGP is designed to streamline wetland permitting in the entire ECCC HCP/NCCP Plan Area by coordinating the avoidance, minimization, and mitigation measures in the Plan with the Corps’ wetland permitting requirement. Applicants seeking authorization under this RGP shall notify the Corps in accordance with RGP general condition number 18 (Notification). 667

Planning Survey Report Form, Revised July 2015
6) Species-Specific Planning Survey Requirements
Based on the land cover types found on-site and identified in Table 1, check the applicable boxes in Table 2a.

Table 2a. Species –Specific Planning Survey Requirements Land Cover Type
in Project Area Required Survey Species Habitat Element in Project Area Planning Survey Requirement9 Info in HCP Grasslands,
oak savannah,
agriculture, or
ruderal
San Joaquin kit fox Assumed if within modeled range
of species
If within modeled range of species,
identify and map potential breeding or
denning habitat within the project site
and a 250-ft radius around the project
footprint.
pp. 6-37
to 6-38
Western burrowing
owl
Assumed Identify and map potential breeding
habitat within the project site and a
500-ft radius around the project
footprint. Please note the HCP
requires buffers for occupied burrows.

Surveys may need to encompass an
area larger than the project footprint.
pp. 6-39
to 6-41
Aquatic
(ponds,
wetlands,
streams, sloughs,
channels, and
marshes)
Giant garter snake Aquatic habitat accessible from
the San Joaquin River
Identify and map potential habitat. pp. 6-43
to 6-45
California tiger
salamander
Ponds and wetlands
Vernal pools
Reservoirs
Small lakes
Identify and map potential breeding
habitat. Document habitat quality and
features. Provide the Conservancy
with photo-documentation and report.
pp. 6-45
California
red-legged frog
Slow-moving streams, ponds and
wetlands
Identify and map potential breeding
habitat. Document habitat quality and
features. Provide the Conservancy
with photo-documentation and report.
p. 6-46
Covered shrimp Seasonal wetlands
Vernal pools
Sandstone rock outcrops
Sandstone depressions
Identify and map potential habitat.

Please note the HCP requires a 50 foot
non-disturbance buffer from seasonal
wetlands that may be occupied by
covered shrimp. Surveys may need to
encompass an area larger than the
project footprint.
pp. 6-46
to 6-48
Any Townsend’s big-eared
bat
Rock formations with caves
Mines
Abandoned buildings outside
urban area
Map and document potential breeding
or roosting habitat.
pp. 6-36
to 6-37
Swainson’s hawk Potential nest sites within 1,000
feet of project
Inspect large trees for presence of nest
sites. Document and map.
pp. 6-41
to 6-43
Golden Eagle Potential nest sites with ½ mile of
project
Inspect large trees for presence of nest
sites. Document and map.
pp. 6-38
to 6-39
Surveys for all covered species must be conducted by a qualified biologist (USFWS/CDFW project-specific approved). Please submit biologist approval request to the East Contra Costa County Habitat Conservancy.

Surveys for all covered species must be conducted according to the respective USFWS or CDFW survey protocols, as identified in Chapter

6.4.3 in the HCP/NCCP.
7) Planning Survey Species Habitat Maps
Provide Planning Survey Species Habitat Maps as required in Table 2a, attach as Figure 5 in Attachment B:

Figures.
9 The planning survey requirements in this table are not comprehensive. Please refer to Chapter 6.4.3 in the ECCC HCP/NCCP for more detail. 668

Planning Survey Report Form, Revised July 2015
8) Results of Species Specific Surveys
Provide a written summary describing the results of the planning surveys. Please discuss the location, quantity, and quality of suitable habitat for specified covered wildlife species on the project site.

Olberding Environmental biologist, Richard Lescalleet, conducted a survey of species habitat within the entire study area, including visible portions of the adjacent properties on April 27, 2023 at approximately 2:00pm. The purpose ofthe habitat survey was to evaluate wildlife habitats and the potential for any protected species to occur on or adjacent to the Property. A reconnaissance‐level raptor survey was conducted on the Property. Observation points were established on the periphery of the site to view raptor activity over a thirty‐minute time period. This survey was conducted with the use of binoculars and notes were taken for each species occurrence. Additionally, utility poles and other perch sites in the vicinity of the Property were observed. All raptor activity within and adjacent to the Property was recorded during the reconnaissance‐level observation period. A reconnaissance‐level burrowing owl survey was also conducted on the Property, to identify potential burrow sites or burrowing owl use of on‐site habitat. The general presence and density of suitable burrow sites (e.g., rodent burrows) was evaluated for the Property. In addition to set observation points, transects no more than ten meters apart were walked across the entire property.

CNDDB listed 53 occurrences of burrowing owl within five miles of the Property. The closest occurrence (Occurrence #1873) was observed approximately 1.5 miles south of the Property in a fallow field just southwest of Laurel Road at Brown Road. Nine adults and three juveniles were observed in July 2007. The area surrounding the Property is historically known to provide suitable habitat for burrowing owls. Burrowing owls are known to occur within disked fields if small mammal burrows are present. The vineyard land use with sandy soil substrate on the Property could provide suitable foraging opportunities; however, no ground squirrels or burrows were observed on site. The burrows present on site were made by pocket gophers, which are too small for burrowing owls. Due to the high number occurrences in close proximity to the Property, pre‐construction surveys for burrowing owls would need to be completed before construction is initiated.

The CNDDB listed 14 occurrences of Swainson’s hawk within a 5‐mile radius of the Property. The closest occurrence (Occurrence #1799) is located approximately 1 miles northwest of the Property. In 2012, a nest was located within a dead redwood tree on the old Dupont property which was an old brownfield. That location is currently an Amazon Logistics and Shipping facility. It is unknown if the redwood tree is still present in that location. The area surrounding the Property is historically known to provide suitable habitat for Swainson’s hawk. The some of the ornamental trees on the Property and other trees within 1000 feet of the Property are of suitable size and may provide somewhat suitable nesting sites, but Swainson’s hawk characteristically prefers large, tall trees, such as eucalyptus, along riparian corridors. The Property provides somewhat suitable foraging habitat within the vineyard, but the surrounding developments may deter Swainson’s hawk as they prefer to forage in open habitat, such as fields. For these reasons, Swainson’s hawk has a moderate potential to occur on the Property in a breeding and foraging capacity.

The CNDDB did not list the golden eagle as occurring within five miles of the Property. There is no suitable habitat for golden eagle within a ½ ‐ mile buffer zone around the Property due to the lack of cliff‐walled canyons and tall trees with sufficient open space. The Property is surrounded by a highly urbanized area making golden eagle nesting and foraging unlikely.
9) Covered and No-Take Plants
Please check the applicable boxes in Table 2b based on the land cover types found in the project area. If suitable land cover types are present on site, surveys must be conducted using approved CDFW/USFWS methods during the appropriate season for identification of covered and no-take species (see page 6-9 of the ECCC HCP/NCCP). Reference populations of covered and no-take plants should be visited, where possible, prior to conducting surveys to confirm that the plant species is visible and detectable at the time surveys are conducted. In order to complete all the necessary covered and no-take plant surveys, spring, summer, and fall surveys may be required.
669

Planning Survey Report Form, Revised July 2015
Table 2b. Covered and No-Take Plant Species
Plant Species
Covered
(C) or NoTake (N)Associated Land
Cover Type
Typical Habitat or Physical Conditions, if
Known
Typical Blooming
Period
Suitable Land
Cover Type
Present
Adobe navarretia
(Navarretia nigelliformis ssp.
radians)
a
C Annual Grassland Generally found on clay barrens in
Annual Grassland b
Apr–Jun Yes
No
Alkali milkvetch
(Astragalus tener ssp. tener)
N Alkali grassland
Alkali wetland
Annual grassland
Seasonal wetland
Generally found in vernally moist habitat
in soils with a slight to strongly elevated
pH
Mar–Jun Yes
No
Big tarplant
(Blepharizonia plumosa)
C Annual grassland Elevation below 1500 feet d most often on Altamont Series or Complex soils
Jul–Oct Yes
No
Brewer’s dwarf flax
(Hesperolinon breweri)
C Annual grassland
Chaparral and scrub
Oak savanna
Oak woodland
Generally, restricted to grassland areas
within a 500+ buffer from oak woodland
and/or chaparral/scrub d
May–Jul Yes
No
Brittlescale
(Atriplex depressa)
C Alkali grassland
Alkali wetland
Restricted to soils of the Pescadero or
Solano soil series; generally found in
southeastern region of plan area d
May–Oct Yes
No
Caper-fruited tropidocarpum
(Tropidocarpum capparideum)
N Alkali grassland Mar–Apr Yes
No
Contra Costa goldfields
(Lasthenia conjugens)
N Alkali grassland
Alkali wetland
Annual grassland
Seasonal wetland
Generally found in vernal pools Mar–Jun Yes
No
Diablo Helianthella
(Helianthella castanea)
C Chaparral and scrub
Oak savanna
Oak woodland
Elevations generally above 650 feet d Mar–Jun Yes
No
Diamond-petaled poppy
(Eschscholzia rhombipetala)
N Annual grassland Mar–Apr Yes
No
Large-flowered fiddleneck
(Amsinckia grandiflora)
N Annual grassland Generally on clay soil Apr–May Yes
No
Mount Diablo buckwheat
(Eriogonum truncatum)
N Annual grassland
Chaparral and scrub
Ecotone of grassland and chaparral/scrub Apr–Sep Yes
No
Mount Diablo fairy-lantern
(Calochortus pulchellus)
C Annual grassland
Chaparral and scrub
Oak savanna
Oak woodland
Elevations generally between 650 and
2,600d
Apr–Jun Yes
No
Mount Diablo Manzanita
(Arctostaphylos auriculata)
C Chaparral and scrub Elevations generally between 700 and 1,860 feet; restricted to the eastern and
northern flanks of Mt. Diablo d and the
vicinity of Black Diamond Mines
Jan–Mar Yes
No
Recurved larkspur
(Delphinium recurvatum)
C Alkali grassland
Alkali wetland
Mar–Jun Yes
No
Round-leaved filaree
(California macrophylla)
c
C Annual grassland Mar–May Yes
No
San Joaquin spearscale
(Extriplex joaquiniana)
e
C Alkali grassland
Alkali wetland
Apr–Oct Yes
No
Showy madia
(Madia radiata)
C Annual grassland
Oak savanna
Oak woodland
Primarily occupies open grassland or
grassland on edge of oak woodland
Mar–May Yes
No
a The species Navarretia nigelliformis subsp. nigelliformis is no longer considered to occur within Contra Costa County based on specimen annotations at the UC and Jepson Herbaria at the University of California Berkeley as well as the opinions of experts in the genus. This taxon is now recognized as Navarretia nigelliformis subsp. radians. Any subspecies of Navarretia nigelliformis encountered as a part of botanical surveys in support of a PSR should be considered as covered under this HCP/NCCP. b Habitat for the Navarretia nigelliformis subspecies that occurs within the inventory are is inaccurately described in the HCP/NCCP as vernal pools. The entity within the Inventory generally occupies clay barrens within Annual Grassland habitat, which is an upland habitat type. c From California Native Plant Society. 2007. Inventory of Rare and Endangered Plants (online edition, v7-07d). Sacramento, CA. Species may be identifiable outside of the typical blooming period; a professional botanist shall determine if a covered or no take plant occurs on the project site. Reference population of covered and no-take plants should be visited, where possible, prior to conducting surveys to confirm that the plant is visible and detectable at the time surveys are conducted. d See Species Profiles in Appendix D of the Final HCP/NCCP. Reference populations of covered and no-take plants should be visited, where possible, prior to conducting surveys to confirm that the plant species is visible and detectable at the time surveys are conducted. e In the recent update to the Jepson eflora (JFP 2013) Atriplex joaquinana has been circumscribed and segregated into a new genus called Extriplex based on the work of Elizabeth Zacharias and Bruce Baldwin (2010). The etymology of the genus Extriplex means, “beyond or outside Atriplex”. 670

Planning Survey Report Form, Revised July 2015
10) Results of Covered and No-Take Plant Species
Provide a written summary describing the results of the planning surveys conducted as required in Table 2b.

Describe the methods used to survey the site for all covered and no-take plants, including the dates and times of all surveys conducted (see Tables 3-8 and 6-5 of the ECCC HCP/NCCP for covered and no-take plants), including reference populations visited prior to conducting surveys.

If any covered or no-take plant species were found, include the following information in the results summary:
• Description and number of occurrences and their rough population size. • Description of the “health” of each occurrence, as defined on pages 5-49 and 5-50 of the HCP/NCCP. • A map of all the occurrences.
• Justification of surveying time window, if outside of the plant’s blooming period. • The CNDDB form(s) submitted to CDFW (if this is a new occurrence). • A description of the anticipated impacts that the covered activity will have on the occurrence and how the project will avoid impacts to all covered and no-take plant species. If impacts to covered plant species cannot be avoided and plants will be removed by covered activity, the Conservancy must be notified and has the option to salvage the covered plants. All projects must demonstrate avoidance of all six no-take plants (see table 6-5 of the HCP/NCCP).

There are no suitable land cover types on the Property for Covered and No‐Take Plant species. Therefore, plant surveys are not required.
671

Planning Survey Report Form, Revised July 2015
IV. SPECIES-SPECIFIC AVOIDANCE AND MINIMIZATION REQUIREMENTS Please complete and/or provide the following attachments:
1) Species-Specific Avoidance and Minimization for Selected Covered Wildlife Complete the following table and check the applicable box for covered species determined by the planning surveys.

Table 3. Summary of Applicable Preconstruction Surveys, Avoidance and Minimization, and Construction Monitoring Requirements10
Species Preconstruction Survey
Requirements
Avoidance and Minimization
Requirements Construction Monitoring Required Info in HCP San
Joaquin
kit fox
• On project footprint and 250-ft
radius, map all dens (>5 in.
diameter) and determine status
• Provide written survey results
to USFWS within 5 working
days after surveying
• Monitor dens
• Destroy unoccupied dens
• Discourage use of occupied (nonnatal) dens
• Establish exclusion zones ( >50 ft
for potential dens, and >100 ft for
known dens)
• Notify USFWS of occupied natal
dens
pp. 6-37
to 6-38
Western
burrowing
owl
• On project footprint and 500-ft
radius, identify and map all
owls and burrows, and
determine status
• Document use of habitat (e.g.
breeding, foraging)
• Avoid occupied nests during
breeding season (Feb-Sep)
• Avoid occupied burrows during
nonbreeding season (Sep – Feb)
• Install one-way doors in occupied
burrow (if avoidance not possible)
• Monitor burrows with doors
installed
• Establish buffer zones (250 ft
around nests)
• Establish buffer zones (160 ft
around burrows)
pp. 6-39
to 6-41
Giant
garter
snake
• Delineate aquatic habitat up to
200 ft from water’s edge on
each side
• Document any occurrences
• Limit construction to Oct-May
• Dewater habitat April 15 – Sep 30
prior to construction
• Minimize clearing for construction
• Delineate 200 ft buffer around
potential habitat near construction
• Provide field report on monitoring
efforts
• Stop construction activities if
snake is encountered; allow snake
to passively relocate
• Remove temporary fill or debris
from construction site
• Mandatory training for
construction personnel
pp. 6-43
to 6-45
California
tiger
salamander
• Provide written notification to
USFWS and CDFW regarding
timing of construction and
likelihood of occurrence on site
• Allow agency staff to translocate
species, if requested
• None p. 6-45
California
red-legged
frog
• Provide written notification to
USFWS and CDFW regarding
timing of construction and
likelihood of occurrence on site
• Allow agency staff to translocate
species, if requested
• None p. 6-46
Covered
shrimp
• Establish presence/absence
• Document and evaluate use of
all habitat features (e.g. vernal
pools, rock outcrops)
• Establish buffer near construction
activities
• Prohibit incompatible activities
• Establish buffer around outer edge
of all hydric vegetation associated
with habitat (50 ft or immediate
watershed, whichever is larger)
• Mandatory training for
construction personnel
pp. 6-46
to 6-48
Townsend’s
big-eared
bat
• Establish presence/absence
• Determine if potential sites
were recently occupied (guano)
• Seal hibernacula before Nov
• Seal nursery sites before April
• Delay construction near occupied
sites until hibernation or nursery
seasons are over
• None pp. 6-36
to 6-37
Swainson’s
hawk
• Determine whether potential
nests are occupied
• No construction within 1,000 ft of
occupied nests within breeding
season (March 15 - Sep 15)
• If necessary, remove active nest
tree after nesting season to
prevent occupancy in second year.
• Establish 1,000 ft buffer around
active nest and monitor
compliance (no activity within
established buffer)
pp. 6-41
to 6-43
Golden
Eagle
• Establish presence/absence of
nesting eagles
• No construction within ½ mile near
active nests (most activity late Jan
– Aug)
• Establish ½ mile buffer around
active nest and monitor
compliance with buffer
pp. 6-38
to 6-39
10 The requirements in this table are not comprehensive; they are detailed in the next section on the following page. 672

Planning Survey Report Form, Revised July 2015
2) Required Preconstruction Surveys, Avoidance and Minimization, and Construction Monitoring All preconstruction surveys shall be conducted in accordance with the requirements set forth in Section 6.4.3, Species-Level Measures, and Table 6-1 of the ECCC HCP/NCCP. Detailed descriptions of preconstruction surveys, avoidance and minimization, and construction monitoring applicable to each of the wildlife species in Table 3 are located below. Please remove the species-specific measures that do not apply to your project (highlight entire section and delete).

WESTERN BURROWING OWL
Preconstruction Surveys
Prior to any ground disturbance related to covered activities, a USFWS/CDFW- approved biologist will conduct a preconstruction survey in areas identified in the planning surveys as having potential burrowing owl habitat. The surveys will establish the presence or absence of western burrowing owl and/or habitat features and evaluate use by owls in accordance with CDFW survey guidelines (California Department of Fish and Game 1995).

On the parcel where the activity is proposed, the biologist will survey the proposed disturbance footprint and a 500- foot radius from the perimeter of the proposed footprint to identify burrows and owls. Adjacent parcels under different land ownership will not be surveyed. Surveys should take place near sunrise or sunset in accordance with CDFW guidelines. All burrows or burrowing owls will be identified and mapped. Surveys will take place no more than 30 days prior to construction. During the breeding season (February 1– August 31), surveys will document whether burrowing owls are nesting in or directly adjacent to disturbance areas. During the nonbreeding season (September 1–January 31), surveys will document whether burrowing owls are using habitat in or directly adjacent to any disturbance area. Survey results will be valid only for the season (breeding or nonbreeding) during which the survey is conducted.

Avoidance and Minimization and Construction Monitoring
This measure incorporates avoidance and minimization guidelines from CDFW’s Staff Report on Burrowing Owl Mitigation (California Department of Fish and Game 1995).

If burrowing owls are found during the breeding season (February 1 – August 31), the project proponent will avoid all nest sites that could be disturbed by project construction during the remainder of the breeding season or while the nest is occupied by adults or young. Avoidance will include establishment of a non-disturbance buffer zone (described below). Construction may occur during the breeding season if a qualified biologist monitors the nest and determines that the birds have not begun egg-laying and incubation or that the juveniles from the occupied burrows have fledged. During the nonbreeding season (September 1 – January 31), the project proponent should avoid the owls and the burrows they are using, if possible. Avoidance will include the establishment of a buffer zone (described below).

During the breeding season, buffer zones of at least 250 feet in which no construction activities can occur will be established around each occupied burrow (nest site). Buffer zones of 160 feet will be established around each burrow being used during the nonbreeding season. The buffers will be delineated by highly visible, temporary construction fencing.

If occupied burrows for burrowing owls are not avoided, passive relocation will be implemented. Owls should be excluded from burrows in the immediate impact zone and within a 160-foot buffer zone by installing one-way doors in burrow entrances. These doors should be in place for 48 hours prior to excavation. The project area should be monitored daily for 1 week to confirm that the owl has abandoned the burrow. Whenever possible, burrows should be excavated using hand tools and refilled to prevent reoccupation (California Department of Fish and Game 1995).

Plastic tubing or a similar structure should be inserted in the tunnels during excavation to maintain an escape route for any owls inside the burrow.
673

Planning Survey Report Form, Revised July 2015
SWAINSON’S HAWK
Preconstruction Survey
Prior to any ground disturbance related to covered activities that occurs during the nesting season (March 15– September 15), a qualified biologist will conduct a preconstruction survey no more than 1 month prior to construction to establish whether Swainson’s hawk nests within 1,000 feet of the project site are occupied. If potentially occupied nests within 1,000 feet are off the project site, then their occupancy will be determined by observation from public roads or by observations of Swainson’s hawk activity (e.g., foraging) near the project site. If nests are occupied, minimization measures and construction monitoring are required (see below).

Avoidance and Minimization and Construction Monitoring
During the nesting season (March 15–September 15), covered activities within 1,000 feet of occupied nests or nests under construction will be prohibited to prevent nest abandonment. If site-specific conditions or the nature of the covered activity (e.g., steep topography, dense vegetation, limited activities) indicate that a smaller buffer could be used, the Implementing Entity will coordinate with CDFW/USFWS to determine the appropriate buffer size.

If young fledge prior to September 15, covered activities can proceed normally. If the active nest site is shielded from view and noise from the project site by other development, topography, or other features, the project applicant can apply to the Implementing Entity for a waiver of this avoidance measure. Any waiver must also be approved by USFWS and CDFW. While the nest is occupied, activities outside the buffer can take place.

All active nest trees will be preserved on site, if feasible. Nest trees, including non-native trees, lost to covered activities will be mitigated by the project proponent according to the requirements below.

Mitigation for Loss of Nest Trees
The loss of non-riparian Swainson’s hawk nest trees will be mitigated by the project proponent by:
• If feasible on-site, planting 15 saplings for every tree lost with the objective of having at least 5 mature trees established for every tree lost according to the requirements listed below.

AND either
1) Pay the Implementing Entity an additional fee to purchase, plant, maintain, and monitor 15 saplings on the HCP/NCCP Preserve System for every tree lost according to the requirements listed below, OR 2) The project proponent will plant, maintain, and monitor 15 saplings for every tree lost at a site to be approved by the Implementing Entity (e.g., within an HCP/NCCP Preserve or existing open space linked to HCP/NCCP preserves), according to the requirements listed below.

The following requirements will be met for all planting options:
• Tree survival shall be monitored at least annually for 5 years, then every other year until year 12. All trees lost during the first 5 years will be replaced. Success will be reached at the end of 12 years if at least 5 trees per tree lost survive without supplemental irrigation or protection from herbivory. Trees must also survive for at least three years without irrigation.
• Irrigation and fencing to protect from deer and other herbivores may be needed for the first several years to ensure maximum tree survival.
• Native trees suitable for this site should be planted. When site conditions permit, a variety of native trees will be planted for each tree lost to provide trees with different growth rates, maturation, and life span, and to provide a variety of tree canopy structures for Swainson’s hawk. This variety will help to ensure that nest trees will be available in the short term (5-10 years for cottonwoods and willows) and in the long term (e.g., Valley oak, sycamore). This will also minimize the temporal loss of nest trees. • Riparian woodland restoration conducted as a result of covered activities (i.e., loss of riparian woodland) can be used to offset the nest tree planting requirement above, if the nest trees are riparian species. • Whenever feasible and when site conditions permit, trees should be planted in clumps together or with existing trees to provide larger areas of suitable nesting habitat and to create a natural buffer between nest trees and adjacent development (if plantings occur on the development site). 674

Planning Survey Report Form, Revised July 2015
• Whenever feasible, plantings on the site should occur closest to suitable foraging habitat outside the UDA. • Trees planted in the HCP/NCCP preserves or other approved offsite location will occur within the known range of Swainson’s hawk in the inventory area and as close as possible to high-quality foraging habitat. 3) Construction Monitoring Plan
Before implementing a covered activity, the applicant will develop and submit a construction monitoring plan to the planning department of the local land use jurisdiction and the East Contra Costa County Habitat Conservancy for review and approval. Elements of a brief construction monitoring plan will include the following:
• Results of planning and preconstruction surveys.11
• Description of avoidance and minimization measures to be implemented, including a description of project-specific refinements to the measures or additional measures not included in the HCP/NCCP. • Description of monitoring activities, including monitoring frequency and duration, and specific activities to be monitored.
• Description of the onsite authority of the construction monitor to modify implementation of the activity.

Check box to acknowledge this requirement.
11 If the preconstruction surveys do not trigger construction monitoring, results of preconstruction surveys should still be submitted to the local jurisdiction and the East Contra Costa County Habitat Conservancy.
675

Planning Survey Report Form, Revised July 2015
V. SPECIFIC CONDITIONS ON COVERED ACTIVITIES
1) Check off the HCP conservation measures that apply to the project.

APPLIES TO ALL PROJECTS
Conservation Measure 1.11. Avoid Direct Impacts on Extremely Rare Plants, Fully Protected Wildlife Species, or Migratory Birds. This conservation measure applies to all projects. All projects will avoid all impacts on extremely rare plants and fully protected species listed in Table 6-5 of the ECCC HCP/NCCP. See HCP pp. 6-23 to 6-25, and Table 6-5.

APPLIES TO PROJECTS THAT IMPACT COVERED PLANT SPECIES
Conservation Measure 3.10. Plant Salvage when Impacts are Unavoidable. This condition applies to projects that cannot avoid impacts on covered plants and help protect covered plants by prescribing salvage whenever avoidance of impacts is not feasible. Project proponents wishing to remove populations of covered plants must notify the Conservancy of their construction schedule to allow the Conservancy the option of salvaging the populations. See HCP pp. 6-48 to 6-50.

APPLIES TO PROJECTS THAT INCLUDE ARE ADJACENT TO STREAMS, PONDS, OR WETLANDS Conservation Measure 2.12. Wetland, Pond, and Stream Avoidance and Minimization. All projects will implement measures described in the HCP to avoid and minimize impacts on wetlands, ponds, streams, and riparian woodland/scrub. See HCP pp. 6-33 to 6-35.

APPLIES TO NEW DEVELOPMENT PROJECTS
Conservation Measure 1.10. Maintain Hydrologic Conditions and Minimize Erosion. All new development must avoid or minimize direct and indirect impacts on local hydrological conditions and erosion by incorporating the applicable Provision C.3 Amendments of the Contra Costa County Clean Water Program’s (CCCCWP’s) amended NPDES Permit (order no. R2-2003-0022; permit no. CAS002912). The overall goal of this measure is to ensure that new development covered under the HCP has no or minimal adverse effects on downstream fisheries to avoid take of fish listed under ESA or CESA. See HCP pp. 6-21 to 6-22.

APPLIES TO NEW DEVELOPMENT PROJECTS THAT INCLUDE OR ARE ADJACENT TO STREAMS, PONDS, OR WETLANDS Conservation Measure 1.7. Establish Stream Setbacks. A stream setback will be applied to all development projects covered by the HCP according to the stream types listed in Table 6-2 of the HCP. See HCP pp. 6-15 to 6-18 and Table 6-2.

APPLIES TO NEW DEVELOPMENT PROJECTS ADJACENT TO EXISTING PUBLIC OPEN SPACE, HCP PRESERVES, OR LIKELY HCP ACQUISITION SITES Conservation Measure 1.6. Minimize Development Footprint Adjacent to Open Space. Project applicants are encouraged to minimize their development footprint and set aside portions of their land to contribute to the HCP Preserve System. Land set aside that contributes to the HCP biological goals and objectives may be credited against development fees. See HCP pages 6-14 to 6-15.

Conservation Measure 1.8. Establish Fuel Management Buffer to Protect Preserves and Property. Buffer zones will provide a buffer between development and wildlands that allows adequate fuel management to minimize the risk of wildlife damage to property or to the preserve. The minimum buffer zone for new development is 100 feet. See HCP pages 6-18 to 6-19.

Conservation Measure 1.9. Incorporate Urban-Wildlife Interface Design Elements. These projects will incorporate design elements at the urban-wildlife interface to minimize the indirect impacts of development on the adjacent preserve. See HCP pp. 6-20 to 6-21.

APPLIES TO ROAD MAINTENANCE PROJECTS OUTSIDE THE UDA
Conservation Measure 1.12. Implement Best Management Practices for Rural Road Maintenance. Road maintenance activities have the potential to affect covered species by introducing sediment and other pollutants into downstream waterways, spreading invasive weeds, and disturbing breeding wildlife. In order to avoid and minimize these impacts, BMPs described in the HCP will be used where appropriate and feasible. See HCP pp. 6-25 to 6-26.

APPLIES TO NEW ROADS OR ROAD IMPROVEMENTS OUTSIDE THE UDA Conservation Measure 1.14. Design Requirements for Covered Roads Outside the Urban Development Area (UDA). New roads or road improvements outside the UDA have impacts on many covered species far beyond the direct impacts of their project footprints. To minimize the impacts of new, expanded, and improved roads in agricultural and natural areas of the inventory area, road and bridge construction projects will adopt siting, design, and construction requirements described in the HCP and listed in Table 6-6. See HCP pp. 6-27 to 6-33 and Table 6-6.

APPLIES TO FLOOD CONTROL MAINTENANCE ACTIVITIES
Conservation Measure 1.13. Implement Best Management Practices for Flood Control Facility Maintenance. Flood control maintenance activities have the potential to affect covered species by introducing sediment and other pollutants into downstream waterways and disturbing breeding wildlife. In order to avoid and minimize these impacts, BMPs described in the HCP will be used where appropriate and feasible. See HCP pp. 6-26 to 6-27.
676

Planning Survey Report Form, Revised July 2015
2) For all checked conservation measures, describe how the project will comply with each measure.

Attach as Attachment C: Project Compliance to HCP Conditions.

VI. MITIGATION MEASURES
1) Mitigation Fee Calculator(s)
Complete and attach the fee calculator (use permanent and/or temporary impact fee calculator as appropriate), and attach as Attachment D: Fee Calculator(s). 2) Briefly describe the amount of fees to be paid and when applicant plans to submit payment.

Fees to be paid are associated with the 9.99 acres of Zone III land. All impacts for the proposed residential development will be permanent. The total fees for permanent impacts to 9.99 acres in a Zone III area equals $97,959.54. The applicant shall submit payment before grading permits are issued. 677
ATTACHMENT A: PROJECT DESCRIPTION
678
The Village at 2092 Oakley Road – HCP Application
Short Project Description – Construction of 83 single family lots, on-site parking, a toddler park, community gathering areas, and other improvements.

Long Project Description:

Attachment A: Project Description. Provide a detailed written description that concisely and completely describes the project and location. Include the following information:
• All activities proposed for the site or project, including roads utilized, construction staging areas, and the installation of underground facilities, to ensure the entire project is covered by the HCP/NCCP permit.

The project site is located at 2092 Oakley Road in the City of Oakley, California. The 9.25-acre parcel (APN 037-110-031) is developed with two single-family residences, one ancillary structure, and one water tower. In addition, a gravel roadway runs along the eastern boundary of the site and provides access to the single-family residence in the northeast corner of the site. The remainder of the parcel is planted with row crops. Surrounding existing uses include a mobile home park to the north; a convenience store, gas station, and an oil change service shop to the east; a shopping center to the southeast, across Empire Avenue; single-family residences and agricultural land to the south, across Oakley Road; and a mobile home park and single-family residences to the west. The project site is located within the East Contra Costa County Habitat Conservation Plan/Natural Community Conservation Plan (HCP/NCCP). The City of Oakley General Plan designates the site as Commercial (CO) and the site is zoned Commercial (C).

The applicant is proposing to remove the existing on-site structures and subdivide the site into 83 single-family residential lots, ranging from 2,920 square feet (sf) to 3,790 sf. The two-story single-family residences will range from 2,277 sf to 2,656 sf and each unit will include four bedrooms and three bathrooms, as well as an attached two-car garage. An additional 83 parking stalls will be provided throughout the project site. The development will include an 8,730-sf community park in the northeast corner of the project site and a 5,840-sf open space area in the southern portion. An internal roadway system will be constructed, consisting of six new streets, and primary site access will be provided by a new driveway off of Oakley Road. Emergency vehicle access will be provided by a new driveway off of Main Street.

The site is currently zoned “C” (General Commercial) and would require a General Plan Amendment (GPA 01-22) to redesignate it from Commercial (CO) to Residential Medium (RM).

A Design Review (DR 07-22) for floor plans and architecture of three home types with three elevations and three color schemes, and landscaping and other improvements throughout the Project.
• Proposed construction dates, including details on construction phases, if applicable Construction is planned to start on ___________
679
• Reference a City/County application number for the project, if applicable – Project plans were submitted to the City of Oakley (GPA 01-22, RZ 03-22, FDP 01-22, TM 04- 22, DR 07-22) last updated December 2, 2022.
• General Best Management Practices, if applicable – During construction, the project will adhere to City and Bay Area Air Quality Management District BMPs and other requirements to ensure temporary impacts associated with grading construction are minimized. Typical BMPs to limit dust, noise, and traffic will be incorporated into the project grading and construction plans.
• If the Project will have temporary impacts, please provide a restoration plan describing how the site will be restored to pre-project conditions, including revegetation seed mixes or plantings and timing – Not Applicable. See attached design plans. 680
ATTACHMENT B: FIGURES
681
I 0 375 750 1,500
Feet
Scale: 1:12,000 1 inch = 1,000 feet
193 Blue Ravine Road, Ste. 165
Folsom, CA 95630
Phone: (916) 985-1188
Figure 1: Project Vicinity Map
2092 Oakley Road Property
Oakley, California
Document Path: E:\Google Drive\Olberding\Oakley Road Property\MXDs\Fig 1 Vicinity Map.mxd Revision Date: 5/9/2023
Property Boundary Print at: 8.5" x 11"
682
Figure 2 - Site Plans
683

OAKLEY ROAD

MAIN STREET

PARCEL A
PARCEL B 1 2 3 4 5 6 7 8 9 10 11 12 13 14
15 16
17 18
19 20
21 22
24 23
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
43 41
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
65 64
63 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 OAKLEY ROAD
42 44 A STREET

B STREET

G STREET C STREET D STREET E STREET F STREET

PARCEL A

PARCEL B

PARCEL C

PARCEL D

PARCEL E PARCEL F

PARCEL D

OAKLEY ROAD A STREET

B STREET

G STREET C STREET D STREET E STREET F STREET
684
1 2 3 4 5 6 7 8 9 10 11 12 13 14
15 16
17 18
19 20
21 22
24 23
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
43 41
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
65 64
63 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 OAKLEY ROAD
42 44 A STREET

B STREET

G STREET C STREET D STREET E STREET F STREET

PARCEL A

PARCEL B

PARCEL C

PARCEL D

PARCEL E PARCEL F

PARCEL D

VICINITY MAP
685

OAKLEY ROAD

MAIN STREET
D
D
686

F STREET (PRIVATE)

B STREET (PRIVATE) A STREET (PRIVATE)

C STREET (PRIVATE) D & E STREET (PRIVATE)

G STREET (PRIVATE)
687

OAKLEY ROAD (PUBLIC)

MAIN STREET (PUBLIC)
688

OAKLEY ROAD

MAIN STREET

PARCEL B

PARCEL A

PARCEL B

PARCEL C

PARCEL D

PARCEL E PARCEL F

PARCEL D

OAKLEY ROAD A STREET

B STREET

G STREET C STREET D STREET E STREET F STREET SEE THIS SHEET SEE THIS SHEET 689

PARCEL A

PARCEL B

PARCEL C

PARCEL D

PARCEL E PARCEL F

PARCEL D

OAKLEY ROAD

MAIN STREET A STREET

B STREET

G STREET C STREET D STREET E STREET F STREET
690
691
692
MAIN STREET PARCEL D A STREET 6 7 8 9 10 11 12 13 14

OAKLEY ROAD A STREET
693
1 2 3 4 5 6 7 8 9 10 11 12 13 14
15 16
17 18
19 20
21 22
24 23
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
43 41
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
65 64
63 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 OAKLEY ROAD
42 44 A STREET

B STREET

G STREET C STREET D STREET E STREET F STREET

PARCEL A

PARCEL B

PARCEL C

PARCEL D

PARCEL E PARCEL F

PARCEL D

MAIN STREET
DMA 1A
118,202 SF
DMA 3A 156,910 SF DMA 3B 6,991 SF
IMP 2
3,294 SF
DMA 10A
1,024 SF
DMA 10B
5,348 SF DMA 11B
11,009 SF DMA 12B
12,534 SF
DMA 11A
2,200 SF DMA 12A
1,781 SF
DMA 1B
11,211 SF
IMP 1
2,748 SF
IMP 3
3,556 SF
DMA 2A 81,299 SF DMA 2B 10,014 SF
DMA 4
6,343 SF
IMP 10
1,023 SF
IMP 11
2,045 SF
IMP 12
1,644 SF
694
695
696
697
698
699
700
701
702
703
704
705
706
707
708
709
710
711
712
713
714
715
716

PRIMARY

BEDROOM
14'-5" x 14'-0"

PRIMARY
BATH
BEDROOM 2
10'-1" x 11'-0"
BEDROOM 3
10'-1" x 11'-0"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET

WALK-IN
CLOSET
32'-0"
4'-0"
4'-0"
40'-0" 73'-0" 6'-2" 4'-0" 52'-4" 11'-8" 5'-0"
2-BAY GARAGE
20'-5" x 20'-1"

KITCHEN
DINING
14'-5" x 7'-0"
FAMILY
16'-5" x 14'-3"
BEDROOM 4
10'-1" x 10'-1"
ENTRY
BATH 3
PORCH
LINEN
PANTRY
UP 15'-8" 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
892 SQ. FT.
956 SQ. FT.
1848 SQ. FT.
429 SQ. FT.

SECOND FLOOR PLAN FIRST FLOOR PLAN
0 1' 2' 3' 4' 8'
PLAN 1 SPANISH FLOOR PLANS
A03
717
4 :12
5 :12
5 :12
5 :12
V.
4 :12 RIDGE
4 :12
4 :12
4 :12 4 :12
VALLEY
VALLEY
RIDGE

RIDGE RIDGE RIDGE
4 :12
4 :12 4 :12 RIDGE
VALLEY
VALLEY 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SPANISH ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 1 SPANISH ROOF PLAN
A04
718
719

PRIMARY

BEDROOM
14'-5" x 14'-0"

PRIMARY
BATH
BEDROOM 2
10'-1" x 11'-0"
BEDROOM 3
10'-1" x 11'-0"
LNDY
BATH 2
DN
LINEN
32'-0"
4'-0"
4'-0"
40'-0" 73'-0" 10'-2" 52'-4" 11'-8" 5'-0"
2-BAY GARAGE
20'-5" x 20'-1"

KITCHEN
DINING
14'-5" x 7'-0"
FAMILY
16'-5" x 14'-3"
BEDROOM 4
10'-1" x 10'-1"
ENTRY
BATH 3
PORCH
LINEN
PANTRY
UP 15'-8" 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
892 SQ. FT.
956 SQ. FT.
1848 SQ. FT.
429 SQ. FT.

SECOND FLOOR PLAN FIRST FLOOR PLAN
0 1' 2' 3' 4' 8'
PLAN 1 BUNGALOW FLOOR PLANS
A06
720
4 :12
5 :12
5 :12
5 :12
HIP
4 :12 RIDGE
4 :12
4 :12
4 :12 4 :12
VALLEY
VALLEY
RIDGE

RIDGE RIDGE RIDGE
4 :12
4 :12 4 :12 RIDGE
VALLEY
VALLEY
VALLEY 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

BUNGALOW ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 1 BUNGALOW ROOF PLAN
A07
721
722

PRIMARY

BEDROOM
14'-5" x 14'-0"

PRIMARY
BATH
BEDROOM 2
10'-1" x 11'-0"
BEDROOM 3
10'-1" x 11'-0"
LNDY
BATH 2
DN
LINEN
32'-0"
4'-0"
4'-0"
40'-0" 73'-0" 10'-2" 52'-4" 11'-8" 5'-0"
2-BAY GARAGE
20'-5" x 20'-1"

KITCHEN
DINING
14'-5" x 7'-0"
FAMILY
16'-5" x 14'-3"
BEDROOM 4
10'-1" x 10'-1"
ENTRY
BATH 3
PORCH
LINEN
PANTRY
UP 15'-8" 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
892 SQ. FT.
956 SQ. FT.
1848 SQ. FT.
429 SQ. FT.

SECOND FLOOR PLAN FIRST FLOOR PLAN
0 1' 2' 3' 4' 8'
PLAN 1 FARMHOUSE FLOOR PLANS
A09
723
5 :12
5 :12
5 :12
5 :12
5 :12 RIDGE
4 :12
7 :12
VALLEY
RIDGE

RIDGE RIDGE
7 :12
4 :12 4 :12 RIDGE
VALLEY

VALLEY VALLEY
7 :12 RIDGE7 :12
VALLEY
VALLEY 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

FARMHOUSE ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 1 FARMHOUSE ROOF PLAN
A10
724
725
726
15'-0" 53'-0" 5'-0"
32'-0"
4'-0"
4'-0"
40'-0" 73'-0"
2-BAY GARAGE
21'-1" x 20'-1"

KITCHEN
DINING
9'-10" x 15'-0"
FAMILY
16'-5" x 15'-5"
BEDROOM 4
10'-1" x 10'-4"
ENTRY
BATH 3
PORCH
PANTRY
UP

PRIMARY

BEDROOM
PRIMARY 15'-6" x 13'-8"
BATH
BEDROOM 2
11'-0" x 12'-1"
BEDROOM 3
11'-2" x 11'-3"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET

WALK-IN
CLOSET 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SECOND FLOOR PLAN FIRST FLOOR PLAN
PLAN 2 SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
1006 SQ. FT.
1077 SQ. FT.
2083 SQ. FT.
441 SQ. FT.
0 1' 2' 3' 4' 8'
PLAN 2 SPANISH FLOOR PLANS
A13
727
4 :12
5 :12
5 :12
V.
4 :12 RIDGE
4 :12
4 :12
4 :12 4 :12
VALLEY
VALLEY

RIDGE RIDGE RIDGE
4 :12
3 :12 3 :12 RIDGE
VALLEY
VALLEY R. 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SPANISH ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 2 SPANISH ROOF PLAN
A14
728
729
15'-0" 53'-0" 5'-0"
32'-0"
4'-0"
4'-0"
40'-0" 73'-0"
2-BAY GARAGE
21'-1" x 20'-1"

KITCHEN
DINING
9'-10" x 15'-0"
FAMILY
16'-5" x 15'-5"
BEDROOM 4
10'-1" x 10'-4"
ENTRY
BATH 3
PORCH
PANTRY
UP

PRIMARY

BEDROOM
PRIMARY 15'-6" x 13'-8"
BATH
BEDROOM 2
11'-0" x 12'-1"
BEDROOM 3
11'-2" x 11'-3"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET

WALK-IN
CLOSET 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SECOND FLOOR PLAN FIRST FLOOR PLAN
PLAN 2 SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
1006 SQ. FT.
1077 SQ. FT.
2083 SQ. FT.
441 SQ. FT.
0 1' 2' 3' 4' 8'
PLAN 2 BUNGALOW FLOOR PLANS
A16
730
4 :12
5 :12
5 :12
V.
4 :12 RIDGE
4 :12
4 :12
4 :12 4 :12
VALLEY
VALLEY
RIDGE RIDGE R.
4 :12
3 :12 3 :12 RIDGE
VALLEY
VALLEY R. RIDGE
4 :12
4 :12 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

BUNGALOW ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 2 BUNGALOW ROOF PLAN
A17
731
732
15'-0" 53'-0" 5'-0"
32'-0"
4'-0"
4'-0"
40'-0" 73'-0"
2-BAY GARAGE
21'-1" x 20'-1"

KITCHEN
DINING
9'-10" x 15'-0"
FAMILY
16'-5" x 15'-5"
BEDROOM 4
10'-1" x 10'-4"
ENTRY
BATH 3
PORCH
PANTRY
UP

PRIMARY

BEDROOM
PRIMARY 15'-6" x 13'-8"
BATH
BEDROOM 2
11'-0" x 12'-1"
BEDROOM 3
11'-2" x 11'-3"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET

WALK-IN
CLOSET 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SECOND FLOOR PLAN FIRST FLOOR PLAN
PLAN 2 SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
1006 SQ. FT.
1077 SQ. FT.
2083 SQ. FT.
441 SQ. FT.
0 1' 2' 3' 4' 8'
PLAN 2 FARMHOUSE FLOOR PLANS
A19
733
7 :12
5 :12
5 :12
7 :12 RIDGE
3 :12
7 :12
VALLEY

RIDGE RIDGE
7 :12
3 :12 3 :12 RIDGE
VALLEY R.

VALLEY
VALLEY
7 :12 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

FARMHOUSE ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 2 FARMHOUSE ROOF PLAN
A20
734
735
736
15'-0" 53'-0"
32'-0" 5'-0"
4'-0"
4'-0"
40'-0" 73'-0"
2-BAY GARAGE
20'-1" x 20'-1"

KITCHEN
NOOK
11'-1" x 11'-1"
FAMILY
15'-6" x 13'-7"
BEDROOM 4 ENTRY 11'-7" x 10'-6"
BATH 3
PANTRY
UP
FLEX
10'-9" x 12'-0"
PORCH

PRIMARY

BEDROOM
12'-9" x 14'-0" PRIMARY
BATH
BEDROOM 2
11'-0" x 11'-10"
BEDROOM 3
13'-6" x 11'-0"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET
LOFT/ OPT.

BEDROOM 5
11'-7" x 13'-0" 399.203 The Village at 2092 Oakley Road Oakley, CA
March 8, 2023

SECOND FLOOR PLAN FIRST FLOOR PLAN
PLAN 3 SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
1095 SQ. FT.
1141 SQ. FT.
2236 SQ. FT.
420 SQ. FT.
0 1' 2' 3' 4' 8'
PLAN 3 SPANISH FLOOR PLANS
A23
737
4 :12
5 :12
5 :12
4 :12
4 :12
4 :12 4 :12
VALLEY
VALLEY

RIDGE RIDGE RIDGE
3 :12
3 :12 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

SPANISH ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 3 SPANISH ROOF PLAN
A24
738
739
15'-0" 53'-0"
32'-0" 5'-0"
4'-0"
4'-0"
40'-0" 73'-0"
2-BAY GARAGE
20'-1" x 20'-1"

KITCHEN
NOOK
11'-1" x 11'-1"
FAMILY
15'-6" x 13'-7"
BEDROOM 4 ENTRY 11'-7" x 10'-6"
BATH 3
PANTRY
UP
FLEX
10'-9" x 12'-0"
PORCH

PRIMARY

BEDROOM
12'-9" x 14'-0" PRIMARY
BATH
BEDROOM 2
11'-0" x 11'-10"
BEDROOM 3
13'-6" x 11'-0"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET
LOFT/ OPT.

BEDROOM 5
11'-7" x 13'-0" 399.203 The Village at 2092 Oakley Road Oakley, CA
March 8, 2023

SECOND FLOOR PLAN FIRST FLOOR PLAN
PLAN 3 SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
1095 SQ. FT.
1141 SQ. FT.
2236 SQ. FT.
420 SQ. FT.
0 1' 2' 3' 4' 8'
PLAN 3 BUNGALOW FLOOR PLANS
A26
740
5 :12
5 :12
5 :12
5 :12
3 :12 3 :12
VALLEY

RIDGE RIDGE RIDGE
3 :12
3 :12
VALLEY

VALLEY RIDGE VALLEY
4 :12 4 :12 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

BUNGALOW ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 3 BUNGALOW ROOF PLAN
A27
741
742
15'-0" 53'-0"
32'-0" 5'-0"
4'-0"
4'-0"
40'-0" 73'-0"
2-BAY GARAGE
20'-1" x 20'-1"

KITCHEN
NOOK
11'-1" x 11'-1"
FAMILY
15'-6" x 13'-7"
BEDROOM 4 ENTRY 11'-7" x 10'-6"
BATH 3
PANTRY
UP
FLEX
10'-9" x 12'-0"
PORCH

PRIMARY

BEDROOM
12'-9" x 14'-0" PRIMARY
BATH
BEDROOM 2
11'-0" x 11'-10"
BEDROOM 3
13'-6" x 11'-0"
LNDY
BATH 2
DN
LINEN

WALK-IN
CLOSET
LOFT/ OPT.

BEDROOM 5
11'-7" x 13'-0" 399.203 The Village at 2092 Oakley Road Oakley, CA
March 8, 2023

SECOND FLOOR PLAN FIRST FLOOR PLAN
PLAN 3 SQUARE FOOTAGES

FIRST FLOOR

SECOND FLOOR

TOTAL LIVING
2-BAY GARAGE
1095 SQ. FT.
1141 SQ. FT.
2236 SQ. FT.
420 SQ. FT.
0 1' 2' 3' 4' 8'
PLAN 3 FARMHOUSE FLOOR PLANS
A29
743
5 :12
5 :12
5 :12
5 :12
VALLEY

RIDGE RIDGE RIDGE
3 :12
3 :12
VALLEY
VALLEY
VALLEY
3 :12
7 :12 7 :12 399.203 The Village at 2092 Oakley Road
Oakley, CA
March 8, 2023

FARMHOUSE ROOF PLAN
0 1' 2' 3' 4' 8'
PLAN 3 FARMHOUSE ROOF PLAN
A30
744
745
746
747
I 0 37.5 75 150
Feet
Scale: 1:1,200 1 inch = 100 feet
193 Blue Ravine Road, Ste. 165
Folsom, CA 95630
Phone: (916) 985-1188
Figure 3: Field Verified Land Use Map
2092 Oakley Road Property
Oakley, California
Document Path: E:\Google Drive\Olberding\Oakley Road Property\MXDs\Fig 3 Land Use Map.mxd Revision Date: 5/9/2023
Oakley Road
Main Street
Parcel
Field-Verified Land Use
Vinyard (9.99 ac) Print at: 8.5" x 11"
748
2092 Oakley Road Property – April 27, 2023

1. Panorama of the Property taken from the current residence in the northeast corner of the Property facing west. Rows of grape vines currently occupy the land.

2. View of the Property from the south east corner of the Property near Oakley Road and the adjacent shopping center driveway (7-Eleven).
749
2092 Oakley Road Property – April 27, 2023

3. Rows of grapes with a solitary almond tree on the Property.

4. Property had sandy soils. One of the residences on the Property in the background located along Oakley Road on the south side of the Property.
750
2092 Oakley Road Property – April 27, 2023

5. The second residence on the Property in the northeast corner.

6. Rows of grape vines on the Property facing north towards the mobile home park north of the property. 751
I 0 150 300 600
Feet
Scale: 1:4,800 1 inch = 400 feet
193 Blue Ravine Road, Ste. 165
Folsom, CA 95630
Phone: (916) 985-1188
Figure 5: Planning Survey Species Habitat Map
2092 Oakley Road Property
Oakley, California
Document Path: E:\Google Drive\Olberding\Oakley Road Property\MXDs\Fig 5 Species Survey Map.mxd Revision Date: 5/9/2023
Oakley Road
Main Street Empire Avenue
Parcel
Potential Burrowing Owl Habitat
500-foot buffer
1000-foot buffer Print at: 8.5" x 11"
752
ATTACHMENT C: PROJECT COMPLIANCE TO HCP CONDITIONS
753
Attachment C – Project Compliance to HCP Conditions
East Contra Costa County HCP/NCCP Application

SPECIFIC CONDITIONS ON COVERED ACTIVITIES
1) Check off the HCP conservation measures that apply to the project. 2) For all checked conservation measures, describe how the project will comply with each measure. Attach as Attachment C: Project Compliance to HCP Conditions.

APPLIES TO ALL PROJECTS
Conserva�on Measure 1.11. Avoid Direct Impacts on Extremely Rare Plants, Fully Protected Wildlife Species, or Migratory Birds. This conserva�on measure applies to all projects. All projects will avoid all impacts on extremely rare plants and fully protected species listed in Table 6-5 of the ECCC HCP/NCCP.

See HCP pp. 6-23 to 6-25, and Table 6-5
Response: As indicated on page 14 of the The Village at 2092 Oakley Road HCP Applica�on, there are two applicable Conserva�on Measure, Conserva�on Measure 1.11 and Conserva�on Measure 1.10.

Condi�ons associated with mee�ng Conserva�on Measure 1.11 include protec�on for extremely rare plants and fully protected species listed in Table 6-5 of the ECCC HCP/NCCP. See HCP pp. 6-23 to 6-25, and Table 6-5 of the HCP/NCCP document (htp://www.co.contracosta. ca.us/depart/cd/water/HCP/archive/final-hcp-rev/pdfs/Ch06condi�ons.pdf). There are two avian species that may occur on the proposed project site – western burrowing owl and Swainson’s hawk.

Neither were sighted during a April 2023 biological survey of the site.

During the April 27, 2023 biological survey of the site, the biologist, Richard Lescalleet, conducted a visual survey to search for signs of ac�ve nes�ng by raptors or passerine birds. The survey began from the periphery of the Property where the area was scanned with binoculars for approximately 30 minutes to look for birds leaving or returning to nes�ng sites prior to walking among the trees. Following the sta�onary visual survey, each individual tree was approached for a closer inspec�on to search for nest sites. Trees within 50-feet of the project boundary were also visually inspected for ac�ve bird nests.

If project construc�on-related ac�vi�es would take place during the nes�ng season (February 1 through August 31), preconstruc�on surveys for nes�ng passerine birds and raptors (birds of prey) within the Property and any large trees adjacent to the Property should be conducted by a competent biologist within 14 days prior to the commencement of the tree removal or site grading ac�vi�es. If any bird listed under the Migratory Bird Treaty Act is found to be nes�ng within the project site or within the area of influence, an adequate protec�ve buffer zone should be established by a qualified biologist to protect the nes�ng site. This buffer shall be a minimum of 75 feet from the project ac�vi�es for passerine birds, and a minimum of 200 feet for raptors. The distance shall be determined by a competent biologist based on the site condi�ons (topography, if the nest is in a line of sight of the construc�on and the sensi�vity of the birds nes�ng). The nest site(s) shall be monitored by a competent biologist periodically to see if the bird’s behavior indicates stress caused by construc�on ac�vi�es that may lead to nest abandonment and if the protec�ve buffer needs to be increased. Once the young have fledged and are flying well enough to avoid project construc�on zones (typically by August), the project can proceed without further regard to the nest site(s). 754

APPLIES TO NEW DEVELOPMENT PROJECTS
Conserva�on Measure 1.10. Maintain Hydrologic Condi�ons and Minimize Erosion. All new development must avoid or minimize direct and indirect impacts on local hydrological condi�ons and erosion by incorpora�ng the applicable Provision C.3 Amendments of the Contra Costa County Clean Water Program’s (CCCCWP’s) amended NPDES Permit (order no. R2-2003-0022; permit no. CAS002912).

The overall goal of this measure is to ensure that new development covered under the HCP has no or minimal adverse effects on downstream fisheries to avoid take of fish listed under ESA or CESA. See HCP pp. 6-21 to 6-22.

Response: During construc�on and grading, standard BMPs and SWPPP protocols will be implemented to minimize erosion and storm water pollu�on including the use of silt fence and watles where appropriate.
755
ATTACHMENT D: FEE CALCULATOR(S)
756
ECCC HCP/NCCP 2023 Fee Calculator Worksheet
Permanent Impacts
PROJECT APPLICANT:

PROJECT NAME:

APN(s):

JURISDICTION:

DATE:

DEVELOPMENT FEE

PERMANENT IMPACTS
(ACRES)
2023 FEE/ACRE
subject to change 1
Fee Zone 1 x $19,611.52 = $0.00
Fee Zone 2 x $39,223.04 = $0.00
Fee Zone 3 9.99 x $9,805.76 = $97,959.54
Fee Zone 42 x $29,417.28 = $0.00
Development Fee Total = $97,959.54

WETLAND MITIGATION FEE

PERMANENT IMPACTS
(ACRES)
2023 FEE/ACRE
subject to change 1
x $110,667.08 = $0.00
Perennial Wetland x $167,718.29 = $0.00
Seasonal Wetland x $392,489.03 = $0.00
Alkali Wetland x $396,778.59 = $0.00
Ponds x $215,976.51 = $0.00
Aquatic (open water) x $107,988.87 = $0.00
Slough / Channel x $154,206.78 = $0.00

STREAMS

PERMANENT IMPACTS
(LINEAR FEET)
2023 FEE/LINEAR FT
subject to change 1
x $569.07 = $0.00
x $854.23 = $0.00
Wetland Mitigation Fee Total = $0.00
FEE REDUCTION4 Development Fee reduction for land in lieu of fee = Development Fee reduction (up to 33% ) for permanent assessments = Wetland Mitigation Fee reduction for wetland restoration/creation performed by applicant = Reduction Total = $0.00
FINAL FEE CALCULATION6 Development Fee Total $97,959.54 Wetland Mitigation Fee Total + $0.00
Mitigation Fee Subtotal = $97,959.54
+
= $97,959.54
4 Fee reductions must be reviewed and approved by the Conservancy. 6 The Conservancy conducted the periodic fee audit required by the HCP/NCCP in 2023. Action by the County and participating cities is pending, which could result in adjustments to some or all fees 3 Per Chapter 9.3.1 of the HCP/NCCP, for every acre of impact on wetlands, streams, ponds, and riparian woodland/scrub, applicants will pay the appropriate development fee (according to fee zone) towards land acquisition and the conservation program as a whole, as well as a wetland mitigation fee to cover the costs of successful restoration or creation.

Impacts to riparian/scrub, wetlands, ponds,
aquatic, and slough/channel are charged both
a wetland mitigation fee and a development
fee. Please also include these impact acres to
development fee above 3
See appropriate ordinance or HCP/NCCP
Figure 9-1 to determine Fee Zone
March 7, 2023
Contribution to Recovery5
Streams greater than 25 feet wide

TOTAL AMOUNT TO BE PAID
2 Fee Zone 4 is not shown on Figure 9-1 of the HCP/NCCP but refers to the fee applicable to those few covered acitivities located in northeastern Antioch (p. 9-21). 1 Development fees are adjusted annually (no later than March 15 of each year) according to a formula that includes both a Home Price Index (HPI) and a Consumer Price Index (CPI). The Wetland Mitigation Fees are adjusted according to a CPI.

Streams 25 feet wide or less
5 Participating Special Entities (PSEs) are required to pay fees over and above permanent and temporary impact mitigation fees to cover indirect costs of extending permit coverage, including a portion of the costs of the initial preparation of the Plan, and a portion of the costs of conservation actions designed to contribute to species recovery. This amount will be determined in accordance with the Contribution to Recovery Implementation Policy adopted by the Conservancy Governing Board on December 8, 2014.

Riparian woodland / scrub
John D'Ambrosio & Juliann D'Ambrosio, Trustees of the John D'Ambrosio Family Trust The Villages at 2092 Oakley Road Subdivision
037-110-031
May 9, 2023
City of Oakley
757
ATTACHMENT E: WETLAND DELINEATION (if applicable)
758
Appendix C
CNDDB Search Results
759
Query Summary:

Quad IS (Brentwood (3712186) OR Antioch North (3812117) OR Antioch South (3712187) OR Bouldin Island (3812115) OR Jersey Island (3812116) OR Woodward Island (3712185) OR Tassajara (3712177) OR Byron Hot Springs (3712176) OR Clifton Court Forebay (3712175)) AND Other Status CONTAINS (CDFW_FP-Fully Protected OR CDFW_SSC-Species of Special Concern OR CDFW_WL-Watch List) Print Close
CNDDB Element Query Results
Scientific
Name
Common
Name
Taxonomic
Group
Element
Code
Total
Occs
Returned
Occs
Federal
Status
State
Status
Global
Rank
State
Rank
CA
Rare
Plant
Rank
Other
Status Habitats
Agelaius tricolor tricolored
blackbird Birds ABPBXB0020 955 11 None Threatened G1G2 S2 null BLM_SSensitive,
CDFW_SSCSpecies of
Special
Concern,
IUCN_ENEndangered,
USFWS_BCCBirds of
Conservation
Concern
Freshwater
marsh, Marsh &
swamp, Swamp,
Wetland
Ambystoma
californiense
pop. 1
California
tiger
salamander
- central
California
DPS
Amphibians AAAAA01181 1271 213 Threatened Threatened G2G3T3 S3 null CDFW_WLWatch List,
IUCN_VUVulnerable
Cismontane
woodland,
Meadow & seep,
Riparian
woodland,
Valley & foothill
grassland,
Vernal pool,
Wetland
Ammodramus
savannarum
grasshopper
sparrow Birds ABPBXA0020 27 1 None None G5 S3 null
CDFW_SSCSpecies of
Special
Concern,
IUCN_LCLeast Concern
Valley & foothill
grassland
Anniella pulchra
Northern
California
legless
lizard
Reptiles ARACC01020 383 7 None None G3 S2S3 null
CDFW_SSCSpecies of
Special
Concern,
USFS_SSensitive
Chaparral,
Coastal dunes,
Coastal scrub
Antrozous
pallidus pallid bat Mammals AMACC10010 420 1 None None G4 S3 null BLM_SSensitive,
CDFW_SSCSpecies of
Special
Concern,
IUCN_LCLeast
Concern,
USFS_SSensitive
Chaparral,
Coastal scrub,
Desert wash,
Great Basin
grassland, Great
Basin scrub,
Mojavean desert
scrub, Riparian
woodland,
Sonoran desert
scrub, Upper
montane
coniferous
forest, Valley &
foothill
grassland
Aquila
chrysaetos
golden
eagle
Birds ABNKC22010 325 14 None None G5 S3 null BLM_SSensitive, CDF_SSensitive,
CDFW_FPFully
Protected,
CDFW_WLWatch List,
IUCN_LCLeast Concern
Broadleaved
upland forest,
Cismontane
woodland,
Coastal prairie,
Great Basin
grassland, Great
Basin scrub,
Lower montane
coniferous
forest, Pinon &
juniper
woodlands,
Upper montane
coniferous
forest, Valley &
760
foothill
grassland
Archoplites
interruptus
Sacramento
perch Fish AFCQB07010
51 None None G1 S1 null
AFS_THThreatened,
CDFW_SSCSpecies of
Special
Concern,
IUCN_ENEndangered
Aquatic,
Sacramento/San
Joaquin flowing
waters,
Sacramento/San
Joaquin
standing waters
Arizona elegans
occidentalis
California
glossy
snake
Reptiles ARADB01017 2601 None None G5T2 S2 null
CDFW_SSCSpecies of
Special
Concern
null
Athene
cunicularia
burrowing
owl Birds ABNSB10010 201
1 124 None None G4 S3 null
BLM_SSensitive,
CDFW_SSCSpecies of
Special
Concern,
IUCN_LCLeast
Concern,
USFWS_BCCBirds of
Conservation
Concern
Coastal prairie,
Coastal scrub,
Great Basin
grassland, Great
Basin scrub,
Mojavean desert
scrub, Sonoran
desert scrub, Valley & foothill
grassland
Buteo regalis ferruginous
hawk Birds ABNKC19120 107
2 None None G4 S3S4 null
CDFW_WL- Watch List,
IUCN_LCLeast Concern
Great Basin
grassland, Great
Basin scrub,
Pinon & juniper
woodlands, Valley & foothill
grassland
Circus
hudsonius
northern
harrier Birds ABNKC1101
1 542 None None G5 S3 null
CDFW_SSCSpecies of
Special
Concern,
IUCN_LCLeast
Concern,
USFWS_BCCBirds of
Conservation
Concern
Coastal scrub,
Great Basin
grassland,
Marsh & swamp,
Riparian scrub, Valley & foothill
grassland, Wetland
Elanus leucurus white-tailed
kite Birds ABNKC06010 184
7 None None G5 S3S4 null
BLM_SSensitive,
CDFW_FPFully
Protected,
IUCN_LCLeast Concern
Cismontane
woodland,
Marsh & swamp,
Riparian
woodland, Valley & foothill
grassland, Wetland
Emys
marmorata
western
pond turtle Reptiles ARAAD02030 1424 61 None None G3G4 S3 null BLM_SSensitive,
CDFW_SSCSpecies of
Special
Concern,
IUCN_VU- Vulnerable,
USFS_SSensitive
Aquatic, Artificial
flowing waters,
Klamath/North
coast flowing
waters,
Klamath/North
coast standing
waters, Marsh &
swamp,
Sacramento/San
Joaquin flowing
waters,
Sacramento/San
Joaquin
standing waters,
South coast
flowing waters,
South coast
standing waters, Wetland
Eremophila
alpestris actia
California
horned lark Birds ABPAT0201
1 945 None None G5T4Q S4 null
CDFW_WL- Watch List,
IUCN_LCLeast Concern
Marine intertidal
& splash zone
communities,
Meadow & seep
Falco mexicanus prairie
falcon
Birds ABNKD06090 4515 None None G5 S4 null CDFW_WL- Watch List, IUCN_LCLeast Concern
Great Basin
grassland, Great
Basin scrub,
Mojavean desert
scrub, Sonoran
desert scrub,
761
Valley & foothill
grassland
Falco peregrinus
anatum
American
peregrine
falcon
Birds ABNKD06071 731 Delisted Delisted G4T4 S3S4 null
CDF_SSensitive,
CDFW_FPFully
Protected
null
Geothlypis
trichas sinuosa
saltmarsh
common
yellowthroat
Birds ABPBX1201A1124 None None G5T3 S3 null
CDFW_SSCSpecies of
Special
Concern,
USFWS_BCCBirds of
Conservation
Concern
Marsh & swamp
Lanius
ludovicianus
loggerhead
shrike Birds ABPBR01030
1102 None None G4 S4 null
CDFW_SSCSpecies of
Special
Concern,
IUCN_NTNear
Threatened
Broadleaved
upland forest,
Desert wash,
Joshua tree
woodland,
Mojavean desert
scrub, Pinon &
juniper
woodlands,
Riparian
woodland,
Sonoran desert
scrub
Lasiurus frantzii western red
bat Mammals AMACC05080 128
2 None None G4 S3 null
CDFW_SSCSpecies of
Special
Concern,
IUCN_LCLeast Concern
Cismontane
woodland,
Lower montane
coniferous
forest, Riparian
forest, Riparian
woodland
Laterallus
jamaicensis
coturniculus
California
black rail Birds ABNME03041 303 22 None Threatened G3T1 S2 null BLM_SSensitive,
CDFW_FPFully
Protected,
IUCN_ENEndangered
Brackish marsh,
Freshwater
marsh, Marsh &
swamp, Salt
marsh, Wetland
Masticophis
flagellum
ruddocki
San Joaquin
coachwhip Reptiles ARADB21021 96
1 None None G5T2T3 S3 null
CDFW_SSCSpecies of
Special
Concern
Chenopod
scrub, Valley &
foothill
grassland
Melospiza
melodia
maxillaris
Suisun song
sparrow Birds ABPBXA301K 36
6 None None G5T3 S3 null
CDFW_SSCSpecies of
Special
Concern
Marsh & swamp, Wetland
Melospiza
melodia pop. 1
song
sparrow
("Modesto"
population)
Birds ABPBXA3013 92 31 None None G5T3?Q S3? null
CDFW_SSCSpecies of
Special
Concern
Artificial flowing
waters,
Freshwater
marsh, Riparian
forest, Riparian
scrub, Riparian
woodland,
Sacramento/San
Joaquin flowing
waters,
Sacramento/San
Joaquin
standing waters
Nannopterum
auritum
doublecrested
cormorant
Birds ABNFD01020 391 None None G5 S4 null
CDFW_WL- Watch List,
IUCN_LCLeast Concern
Riparian forest,
Riparian scrub,
Riparian
woodland
Neotoma
fuscipes
annectens
San
Francisco
duskyfooted
woodrat
Mammals AMAFF08082 421 None None G5T2T3 S2S3 null
CDFW_SSCSpecies of
Special
Concern
Chaparral,
Redwood
Phrynosoma
blainvillii
coast
horned
lizard
Reptiles ARACF12100 7841 None None G4 S4 null BLM_SSensitive, CDFW_SSCSpecies of
Special
Concern,
IUCN_LCLeast Concern
Chaparral,
Cismontane
woodland,
Coastal bluff
scrub, Coastal
scrub, Desert
wash, Pinon &
juniper
woodlands,
Riparian scrub,
Riparian
762
woodland,
Valley & foothill
grassland
Rana draytonii
California
red-legged
frog
Amphibians AAABH01022 1685 184 Threatened None G2G3 S2S3 null CDFW_SSCSpecies of
Special
Concern,
IUCN_VUVulnerable
Aquatic, Artificial
flowing waters,
Artificial
standing waters,
Freshwater
marsh, Marsh &
swamp, Riparian
forest, Riparian
scrub, Riparian
woodland,
Sacramento/San
Joaquin flowing
waters,
Sacramento/San
Joaquin
standing waters,
South coast
flowing waters,
South coast
standing waters,
Wetland
Reithrodontomys
raviventris
salt-marsh
harvest
mouse
Mammals AMAFF02040 144 7 Endangered Endangered G1G2 S1S2 null CDFW_FPFully
Protected,
IUCN_ENEndangered
Marsh & swamp,
Wetland
Taxidea taxus American
badger
Mammals AMAJF04010 594 11 None None G5 S3 null CDFW_SSCSpecies of Special
Concern,
IUCN_LCLeast Concern
Alkali marsh,
Alkali playa,
Alpine, Alpine
dwarf scrub,
Bog & fen,
Brackish marsh,
Broadleaved
upland forest,
Chaparral,
Chenopod
scrub,
Cismontane
woodland,
Closed-cone
coniferous
forest, Coastal
bluff scrub,
Coastal dunes,
Coastal prairie,
Coastal scrub,
Desert dunes,
Desert wash,
Freshwater
marsh, Great
Basin grassland,
Great Basin
scrub, Interior
dunes, Ione
formation,
Joshua tree
woodland,
Limestone,
Lower montane
coniferous
forest, Marsh &
swamp,
Meadow & seep,
Mojavean desert
scrub, Montane
dwarf scrub,
North coast
coniferous
forest,
Oldgrowth,
Pavement plain,
Redwood,
Riparian forest,
Riparian scrub,
Riparian
woodland, Salt
marsh, Sonoran
desert scrub,
Sonoran thorn
woodland,
Ultramafic,
Upper montane
coniferous
forest, Upper
763
Sonoran scrub,
Valley & foothill
grassland
764
Query Summary:

Quad IS (Brentwood (3712186) OR Antioch North (3812117) OR Antioch South (3712187) OR Bouldin Island (3812115) OR Jersey Island (3812116) OR Woodward Island (3712185) OR Tassajara (3712177) OR Byron Hot Springs (3712176) OR Clifton Court Forebay (3712175)) AND CA Rare Plant Rank IS (1A OR 1B OR 1B.1 OR 1B.2 OR 1B.3 OR 2A OR 2B OR 2B.1 OR 2B.2 OR 2B.3) Print Close
CNDDB Element Query Results
Scientific
Name
Common
Name
Taxonomic
Group
Element
Code
Total
Occs
Returned
Occs
Federal
Status
State
Status
Global
Rank
State
Rank
CA
Rare
Plant
Rank
Other
Status Habitats
Amsinckia
grandiflora
large-flowered
fiddleneck Dicots PDBOR01050 9 4 Endangered Endangered G1 S1 1B.1 SB_UCBG-UC
Botanical Garden at
Berkeley
Cismontane
woodland,
Valley &
foothill
grassland
Arctostaphylos
auriculata
Mt. Diablo
manzanita Dicots PDERI04040 17 10 None None G2 S2 1B.3 SB_UCSC-UCSanta Cruz Chaparral,
Cismontane
woodland
Arctostaphylos
manzanita ssp.
laevigata
Contra Costa
manzanita Dicots PDERI04273 10 2 None None G5T2 S2 1B.2 SB_UCSC-UCSanta Cruz Chaparral Astragalus tener
var. tener
alkali milkvetch Dicots PDFAB0F8R1 65 4 None None G2T1 S1 1B.2 SB_UCSC-UC Santa Cruz
Alkali playa,
Valley &
foothill
grassland,
Vernal pool,
Wetland
Atriplex
cordulata var.
cordulata
heartscale Dicots PDCHE040B0 66 2 None None G3T2 S2 1B.2 BLM_S-Sensitive Chenopod
scrub,
Meadow &
seep, Valley
& foothill
grassland
Atriplex
depressa brittlescale Dicots PDCHE042L0 60 11 None None G2 S2 1B.2 null Alkali playa,
Chenopod
scrub,
Meadow &
seep, Valley
& foothill
grassland,
Vernal pool,
Wetland
Atriplex
minuscula
lesser
saltscale Dicots PDCHE042M0 52 1 None None G2 S2 1B.1
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Alkali playa,
Chenopod
scrub,
Valley &
foothill
grassland
Blepharizonia
plumosa big tarplant Dicots PDAST1C011 53 24 None None G1G2 S1S2 1B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Valley &
foothill
grassland
Brasenia
schreberi watershield Dicots PDCAB01010 43 1 None None G5 S3 2B.3 IUCN_LC-LeastConcern Marsh &
swamp,
Wetland
Calochortus
pulchellus
Mt. Diablo
fairy-lantern Monocots PMLIL0D160 52 16 None None G2 S2 1B.2 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Chaparral,
Cismontane
woodland,
Riparian
woodland,
Valley &
foothill
grassland
Carex comosa bristly sedge Monocots PMCYP032Y0 31 1 None None G5 S2 2B.1 IUCN_LC-Least Concern
Coastal
prairie,
Freshwater
marsh,
Marsh &
swamp,
Valley &
foothill
grassland,
Wetland
765
Centromadia
parryi ssp.
congdonii
Congdon's
tarplant Dicots PDAST4R0P1 96 10 None None G3T2 S2 1B.1 BLM_S-Sensitive,
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Valley &
foothill
grassland
Chloropyron
molle ssp. molle
soft salty
bird's-beak Dicots PDSCR0J0D2 27
1 Endangered Rare G2T1 S1 1B.2
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Marsh &
swamp, Salt
marsh, Wetland
Cicuta maculata
var. bolanderi
Bolander's
waterhemlockDicots PDAPI0M051 173 None None G5T4T5 S2? 2B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Marsh &
swamp, Salt
marsh, Wetland
Cryptantha
hooveri
Hoover's
cryptantha Dicots PDBOR0A190
41 None None GH SH 1A null
Interior
dunes, Valley &
foothill
grassland
Delphinium
recurvatum
recurved
larkspur Dicots PDRAN0B1J0
1194 None None G2? S2? 1B.2
BLM_S-Sensitive,
SB_SBBG-Santa
Barbara Botanic
Garden
Chenopod
scrub,
Cismontane
woodland, Valley &
foothill
grassland
Downingia
pusilla
dwarf
downingia Dicots PDCAM060C0 132
2 None None GU S2 2B.2 null
Valley &
foothill
grassland, Vernal pool, Wetland
Eriogonum
nudum var.
psychicola
Antioch
Dunes
buckwheat
Dicots PDPGN0849Q11 None None G5T1 S1 1B.1 null Interior dunes
Eriogonum
truncatum
Mt. Diablo
buckwheat Dicots PDPGN085Z0
73 None None G1 S1 1B.1
SB_UCBG-UC
Botanical Garden at
Berkeley
Chaparral,
Coastal
scrub, Valley &
foothill
grassland
Eryngium
jepsonii
Jepson's
coyote-thistle Dicots PDAPI0Z130 19
1 None None G2 S2 1B.2
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Valley &
foothill
grassland, Vernal pool
Eryngium
racemosum
Delta buttoncelery Dicots PDAPI0Z0S0 26
1 None Endangered G1 S1 1B.1 null
Riparian
scrub, Wetland
Eryngium
spinosepalum
spiny-sepaled
button-celery Dicots PDAPI0Z0Y0 108
1 None None G2 S2 1B.2
BLM_S-Sensitive,
SB_SBBG-Santa
Barbara Botanic
Garden
Valley &
foothill
grassland, Vernal pool, Wetland
Erysimum
capitatum var.
angustatum
Contra Costa
wallflower Dicots PDBRA16052
44 Endangered Endangered G5T1 S1 1B.1
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Interior
dunes
Eschscholzia
rhombipetala
diamondpetaled
California
poppy
Dicots PDPAP0A0D0 123 None None G1 S1 1B.1
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden,
SB_UCBG-UC
Botanical Garden at
Berkeley
Valley &
foothill
grassland
Extriplex
joaquinana
San Joaquin
spearscale Dicots PDCHE041F3 127 47 None None G2 S2 1B.2 BLM_S-Sensitive,
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Alkali playa,
Chenopod
scrub,
Meadow &
seep, Valley
& foothill
grassland
Fritillaria liliacea fragrant
fritillary Monocots PMLIL0V0C0 82
1 None None G2 S2 1B.2
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden, USFS_SSensitive
Cismontane
woodland,
Coastal
prairie,
Coastal
scrub,
Ultramafic, Valley &
foothill
grassland
Helianthella
castanea
Diablo
helianthella
Dicots PDAST4M020 107 19 None None G2 S2 1B.2 SB_CalBG/RSABGCalifornia/RanchoBroadleaved upland
forest,
766
Santa Ana Botanic
Garden
Chaparral,
Cismontane
woodland,
Coastal
scrub, Valley &
foothill
grassland
Hesperolinon
breweri
Brewer's
western flax Dicots PDLIN01030 29 12 None None G2 S2 1B.2 null Chaparral,
Cismontane
woodland,
Ultramafic, Valley &
foothill
grassland
Hibiscus
lasiocarpos var.
occidentalis
woolly rosemallow Dicots PDMAL0H0R3 173 60 None None G5T3 S3 1B.2 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden,
SB_UCBG-UC
Botanical Garden at
Berkeley
Freshwater
marsh,
Marsh &
swamp, Wetland
Lasthenia
conjugens
Contra Costa
goldfields Dicots PDAST5L040 36
1 Endangered None G1 S1 1B.1
SB_UCBG-UC
Botanical Garden at
Berkeley
Alkali playa,
Cismontane
woodland, Valley &
foothill
grassland, Vernal pool, Wetland
Lathyrus
jepsonii var.
jepsonii
Delta tule pea Dicots PDFAB250D2 133 38 None None G5T2 S2 1B.2 SB_BerrySB-Berry
Seed Bank,
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Freshwater
marsh,
Marsh &
swamp, Wetland
Lilaeopsis
masonii
Mason's
lilaeopsis Dicots PDAPI19030 198
119 None Rare G2 S2 1B.1 null
Freshwater
marsh,
Marsh &
swamp,
Riparian
scrub, Wetland
Limosella
australis
Delta
mudwort Dicots PDSCR10030 59 45 None None G4G5 S2 2B.1 null Brackish
marsh,
Freshwater
marsh,
Marsh &
swamp,
Riparian
scrub, Wetland
Madia radiata showy golden
madia Dicots PDAST650E0 100
2 None None G3 S3 1B.1
BLM_S-Sensitive,
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden, SB_SBBGSanta Barbara
Botanic Garden
Cismontane
woodland, Valley &
foothill
grassland
Malacothamnus
hallii
Hall's bushmallow Dicots PDMAL0Q0F0 46
1 None None G2 S2 1B.2
BLM_S-Sensitive,
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Chaparral,
Coastal
scrub,
Ultramafic
Navarretia
nigelliformis ssp.
radians
shining
navarretia Dicots PDPLM0C0J2 102
4 None None G4T2 S2 1B.2 BLM_S-Sensitive
Cismontane
woodland, Valley &
foothill
grassland, Vernal pool, Wetland
Oenothera
deltoides ssp.
howellii
Antioch
Dunes
eveningprimrose
Dicots PDONA0C0B4 109 Endangered Endangered G5T1 S1 1B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden,
SB_UCBG-UC
Botanical Garden at
Berkeley
Interior
dunes
Plagiobothrys
hystriculus
bearded
popcornflower Dicots PDBOR0V0H0 15
1 None None G2 S2 1B.1 null
Valley &
foothill
grassland, Vernal pool, Wetland
767
Potamogeton
zosteriformis
eel-grass
pondweed Monocots PMPOT03160 20 1 None None G5 S3 2B.2 null Marsh &
swamp,
Wetland
Puccinellia
simplex
California
alkali grass Monocots PMPOA53110 80 6 None None G2 S2 1B.2 BLM_S-Sensitive Chenopod
scrub,
Meadow &
seep, Valley
& foothill
grassland,
Vernal pool
Scutellaria
galericulata
marsh
skullcap Dicots PDLAM1U0J0 39 3 None None G5 S2 2B.2 null Lower
montane
coniferous
forest,
Marsh &
swamp,
Meadow &
seep,
Wetland
Scutellaria
lateriflora
side-flowering
skullcap Dicots PDLAM1U0Q0 13 1 None None G5 S2 2B.2 IUCN_LC-LeastConcern Marsh &
swamp,
Meadow &
seep,
Wetland
Senecio
aphanactis
chaparral
ragwort Dicots PDAST8H060 98 2 None None G3 S2 2B.2
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden, SB_CRESSan Diego Zoo
CRES Native Gene
Seed Bank
Chaparral,
Cismontane
woodland,
Coastal
scrub
Sidalcea keckii Keck's
checkerbloom Dicots PDMAL110D0 50 1 Endangered None G2 S2 1B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Cismontane
woodland,
Ultramafic,
Valley &
foothill
grassland
Spergularia
macrotheca var.
longistyla
long-styled
sand-spurrey Dicots PDCAR0W062 22 9 None None G5T2 S2 1B.2 null Marsh &
swamp,
Meadow &
seep
Symphyotrichum
lentum
Suisun Marsh
aster Dicots PDASTE8470 175 73 None None G2 S2 1B.2
SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden, SB_USDAUS Dept of
Agriculture
Brackish
marsh,
Freshwater
marsh,
Marsh &
swamp,
Wetland
Tropidocarpum
capparideum
caper-fruited
tropidocarpum Dicots PDBRA2R010 20 8 None None G1 S1 1B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden, USFS_SSensitive
Valley &
foothill
grassland
Viburnum
ellipticum
oval-leaved
viburnum Dicots PDCPR07080 39 2 None None G4G5 S3? 2B.3 null Chaparral,
Cismontane
woodland,
Lower
montane
coniferous
forest
768
Query Summary:

Quad IS (Brentwood (3712186) OR Antioch North (3812117) OR Antioch South (3712187) OR Bouldin Island (3812115) OR Jersey Island (3812116) OR Woodward Island (3712185) OR Tassajara (3712177) OR Byron Hot Springs (3712176) OR Clifton Court Forebay (3712175)) AND Federal Listing Status IS (Endangered OR Threatened OR Proposed Endangered OR Proposed Threatened OR Candidate) OR State Listing Status IS (Endangered OR Threatened OR Candidate Endangered OR Candidate Threatened) Print Close
CNDDB Element Query Results
Scientific
Name
Common
Name
Taxonomic
Group
Element
Code
Total
Occs
Returned
Occs
Federal
Status
State
Status
Global
Rank
State
Rank
CA
Rare
Plant
Rank
Other
Status Habitats
Acipenser
medirostris pop.
1 green
sturgeon -
southern DPS
Fish AFCAA01031 14 2 Threatened None G2T1 S1 null
AFS_VUVulnerable,
IUCN_ENEndangered
Aquatic,
Estuary, Marine
bay,
Sacramento/San
Joaquin flowing
waters
Agelaius tricolor tricolored
blackbird Birds ABPBXB0020 955 11 None Threatened G1G2 S2 null BLM_S-Sensitive,
CDFW_SSCSpecies of Special
Concern,
IUCN_ENEndangered,
USFWS_BCC-Birds
of Conservation
Concern
Freshwater
marsh, Marsh &
swamp, Swamp,
Wetland
Ambystoma
californiense
pop. 1
California
tiger
salamander -
central
California
DPS
Amphibians AAAAA01181 1271 213 Threatened Threatened G2G3T3 S3 null CDFW_WL-Watch
List, IUCN_VUVulnerable
Cismontane
woodland,
Meadow & seep,
Riparian
woodland,
Valley & foothill
grassland,
Vernal pool,
Wetland
Amsinckia
grandiflora
largeflowered
fiddleneck
Dicots PDBOR01050 9 4 Endangered Endangered G1 S1 1B.1
SB_UCBG-UC
Botanical Garden at
Berkeley
Cismontane
woodland,
Valley & foothill
grassland
Apodemia
mormo langei
Lange's
metalmark
butterfly
Insects IILEPH7012 1 1 Endangered None G5T1 S1 null null Interior dunes Bombus crotchii Crotch
bumble bee Insects IIHYM24480 437 1 None CandidateEndangered G2 S2 null IUCN_ENEndangered null Bombus
occidentalis
western
bumble bee Insects IIHYM24252 306 4 None CandidateEndangered G3 S1 null IUCN_VUVulnerable,
USFS_S-Sensitive
null
Branchinecta
conservatio
Conservancy
fairy shrimp Crustaceans ICBRA03010 53 1 Endangered None G2 S2 null IUCN_ENEndangered Valley & foothill
grassland,
Vernal pool,
Wetland
Branchinecta
longiantenna
longhorn fairy
shrimp Crustaceans ICBRA03020 23 5 Endangered None G1 S2 null IUCN_ENEndangered Valley & foothill
grassland,
Vernal pool,
Wetland
Branchinecta
lynchi
vernal pool
fairy shrimp Crustaceans ICBRA03030 796 21 Threatened None G3 S3 null IUCN_VUVulnerable Valley & foothill
grassland,
Vernal pool,
Wetland
Buteo swainsoni Swainson's
hawk Birds ABNKC19070 2561 71 None Threatened G5 S4 null BLM_S-Sensitive,
IUCN_LC-Least
Concern
Great Basin
grassland,
Riparian forest,
Riparian
woodland,
Valley & foothill
grassland
Chloropyron
molle ssp. molle
soft salty
bird's-beak Dicots PDSCR0J0D2 27 1 Endangered Rare G2T1 S1 1B.2 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Marsh & swamp,
Salt marsh,
Wetland
Eryngium
racemosum
Delta buttoncelery Dicots PDAPI0Z0S0 26 1 None Endangered G1 S1 1B.1 null Riparian scrub, Wetland
Erysimum
capitatum var.
angustatum
Contra Costa
wallflower
Dicots PDBRA16052 4 4 Endangered Endangered G5T1 S1 1B.1 SB_CalBG/RSABGCalifornia/RanchoInterior dunes 769
Santa Ana Botanic
Garden
Hypomesus
transpacificus Delta smelt Fish AFCHB01040 29 12 Threatened Endangered G1 S1 null AFS_THThreatened,
IUCN_CR-Critically
Endangered
Aquatic, Estuary
Lasthenia
conjugens
Contra Costa
goldfields Dicots PDAST5L040 36 1 Endangered None G1 S1 1B.1 SB_UCBG-UC
Botanical Garden at
Berkeley
Alkali playa,
Cismontane
woodland,
Valley & foothill
grassland,
Vernal pool,
Wetland
Laterallus
jamaicensis
coturniculus
California
black rail Birds ABNME03041 303 22 None Threatened G3T1 S2 null BLM_S-Sensitive,
CDFW_FP-Fully
Protected,
IUCN_ENEndangered
Brackish marsh,
Freshwater
marsh, Marsh &
swamp, Salt
marsh, Wetland
Lepidurus
packardi
vernal pool
tadpole
shrimp
Crustaceans ICBRA10010 330 2 Endangered None G4 S3 null IUCN_ENEndangered Valley & foothill
grassland,
Vernal pool,
Wetland
Masticophis
lateralis
euryxanthus
Alameda
whipsnake Reptiles ARADB21031 167 18 Threatened Threatened G4T2 S2 null null Chaparral,
Cismontane
woodland,
Coastal scrub,
Valley & foothill
grassland
Oenothera
deltoides ssp.
howellii
Antioch
Dunes
eveningprimrose
Dicots PDONA0C0B4 10 9 Endangered Endangered G5T1 S1 1B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden,
SB_UCBG-UC
Botanical Garden at
Berkeley
Interior dunes
Oncorhynchus
mykiss irideus
pop. 11
steelhead -
Central Valley
DPS
Fish AFCHA0209K 31 2 Threatened None G5T2Q S2 null AFS_THThreatened Aquatic,
Sacramento/San
Joaquin flowing
waters
Rana boylii pop.
4 foothill
yellow-legged
frog - central
coast DPS
Amphibians AAABH01054 178 1
Proposed
Threatened Endangered G3T2 S2 null BLM_S-Sensitive,USFS_S-Sensitive Aquatic,
Riparian forest,
Riparian scrub,
Riparian
woodland, South
coast flowing
waters
Rana draytonii
California
red-legged
frog
Amphibians AAABH01022 1685 184 Threatened None G2G3 S2S3 null CDFW_SSCSpecies of Special
Concern,
IUCN_VUVulnerable
Aquatic, Artificial
flowing waters,
Artificial
standing waters,
Freshwater
marsh, Marsh &
swamp, Riparian
forest, Riparian
scrub, Riparian
woodland,
Sacramento/San
Joaquin flowing
waters,
Sacramento/San
Joaquin
standing waters,
South coast
flowing waters,
South coast
standing waters,
Wetland
Reithrodontomys
raviventris
salt-marsh
harvest
mouse
Mammals AMAFF02040 144 7 Endangered Endangered G1G2 S1S2 null CDFW_FP-Fully
Protected,
IUCN_ENEndangered
Marsh & swamp,
Wetland
Riparia riparia bank swallow Birds ABPAU08010 299 1 None Threatened G5 S3 null BLM_S-Sensitive,
IUCN_LC-Least
Concern
Riparian scrub,
Riparian
woodland
Sidalcea keckii Keck's
checkerbloom Dicots PDMAL110D0 50 1 Endangered None G2 S2 1B.1 SB_CalBG/RSABGCalifornia/Rancho
Santa Ana Botanic
Garden
Cismontane
woodland,
Ultramafic,
Valley & foothill
grassland
Spirinchus
thaleichthys longfin smelt Fish AFCHB03010 46 9 Candidate Threatened G5 S1 null IUCN_LC-LeastConcern Aquatic, Estuary Thaleichthys
pacificus eulachon Fish AFCHB04010 10 1 Threatened None G5 S1 null IUCN_LC-LeastConcern Aquatic,
Klamath/North
coast flowing
waters
770
Thamnophis
gigas
giant
gartersnake Reptiles ARADB36150 373 11 Threatened Threatened G2 S2 null IUCN_VUVulnerable Marsh & swamp,
Riparian scrub,
Wetland
Vulpes macrotis
mutica
San Joaquin
kit fox Mammals AMAJA03041 1020 32 Endangered Threatened G4T2 S2 null null Chenopod
scrub, Valley &
foothill
grassland
771
Appendix D
Preliminary Arborist Report
772
Atlas Tree Service, Inc.

Arborist Report
Prepared For: Dan Cosgrnve
Mercantile Systems, Inc.
9040 Brentwood Blvd.

Brentwood, CA 94513
Location: 2092 Oakley Road
Oakley, Ca. 94561
September 15, 2022
On September 12, 2022 Adas T ree Service, Inc. conducted a survey and assessment of the trees on the above referenced properly for future development construction. T hese trees have been tagged with numbered metal disks and assessed using the guide provided in the book "Trees and Development" by Matheny and Clark.

There a.re a total of 16 living trees on this property: 1 Native and 15 Non-Natives.

T he Native tree:
1 Jug/ans nigra. (Black Walnut)
T he Non-Native trees:
2 Pirws radiate (Monterey Pine)
2 Cinnamomum camphora (Camphor)
I Sabal palmetto (Cabbage Palmetto Palm)
3 Marus alba (Fruitless Mulberry)
I Juniperus chinensis (Hollywood Juniper)
3 Prunus dulcis (Almond)
I Pinus pinea (Italian Stone Pine)
1 A cer saccharinum (Silver Maple)
I Pinus halep ensis (Alleppo Pine)
P.O. Box 23343 • Pleasant Hill, CA 94523 · 925-687-3631 · Fax 925-687-2465 · www.atlastreeservice.com 773
Observation/Recommendations:

These trees are listed by species, common name, diameter in inches, conditions and suitability for Preservations. Conditions ranges are 1-5 from Severe Decline to Excellent ratings. All the trees that are listed have a condition of 3 or less with poor location and I recommend removing them. Long term wise, I feel the need for these trees to be removed due to poor location and suitability. None of the trees on this properly are listed on the Registry of Significant Trees. This properly appears to be an old vineyard with two existing residences and out buildings. All of these trees show signs of drought stress and age.

Recommendations:

Two of the Non-Native Pines #7 56 and #7 57 can be preserved. All of the other trees will need to be removed due to their location and or poor conditions.

During construction it is vital that the roots of trees to be preserved be protected. Roots provide 4 vital functions. They anchor the tree and hold it up1ight. They absorb water and nutrients and conduct them to the trunk where they are transported throughout the tree. Roots store water and starch for later use. They also synthesize hormones that act as growth regulators and are used to protect the tree from pathogens and al Limes even animals eating the leaves. Some researchers compare the roots to a brain.

Care should be taken to avoid crushing or tearing roots during grnding or trenching. Many species are also negatively impacted by fill over their root zone and may need measures to avoid this damage. This is best accomplished by establishing a Tree Protection Zone or TPZ. This is a fenced area wherein little or no construction activity is allowed.

Preservation Recommendations:
• Provide protective fencing to establish a TPZ as recommended by the Project Arborist.

Fencing may be specified by city ordinance.
• There should be no activity within the TPZ without prior approval of Project Arborist. • As feasible underground utility lines should be routed so as to avoid possible damage to any trees' roots.
• If necessary trenching within the TPZ should be done by hand or pneumatic tools. Roots less than 3" dia. may be cut cleanly. Roots greater than 3" should be preserved. 774
• If there is to be 1.5' or more of fill over 33%or more of the root zone implement an aeration system approved by the Project Arborist.
• Some trimming may be needed to avoid damage by construction equipment. This work should be done by or under the direction of a Certified Arborist. • T here should be no parking or storing of materials within the TPZ. • Do nol allow concrete washout or dumping of any toxic materials within the TPZ.

By following these recommendations there will be little or no impact to the protected trees.

Dia. In
~ Species Common Name inches Condition Suitability for
Preservat ion
#745 Pinus radiata Monterey Pine 14" 2 Poor/location
#746 Pinus radiata Monterey Pine 14" 2 Poor/location
Cinnamomum
#747 camphora Camphor Multi 10" 3 Poor
Cabbage Palmetto
#748 Sabal palmetto Palm 24" 3 Poor
Cinnamomum
#749 camphora Camphor Multi 8" 3 Poor/location
#750 Marus alba Mulberry Fruitless 29" 3 Poor
#751 Marus alba Mulberry Fruitless 27" 3 Poor
#752 Marus alba Mulberry Fruitless 15" 2 Poor
#753 Juniperus chinensis Hollywood Juniper 8" 2 Poor
#754 Prunus dulcis Almond 26" 2 Poor
#755 Prunus dulcis Almond Multi 6" 2 Poor
Multi
#756 Pinus ha/epensis Alleppo Pine 12",17" 2 Moderate
#757 Pinus pinea Italian Stone Pine 27" 3 Moderate
#758 Prunus du/cis Almond 16" 1 Poor
#759 Jug/ans nigra Black Walnut Multi 8" 1 Poor
#760 Acer saccharin um Silver Maple Multi 12" 2 Poor
775
Condition Rate Overall vigor Canopy Amount of deadwood Historv of Pests density failure
1 Severe <20% Large;major More than Infested
decline
scaffold one scaffold
branches
2 Declining 20-60% Twig and Scaffold Infestation
branch branches of significant
dieback pests
3 Low 60-90% Small twigs Small Minor
branches
4 Good 90-100% Little or None Minor
none
5 Excellent 100% None None None,or
insignificant
If you have any questions you can reach me at my office (925) 687-3631.

Respectfully SubmiUcd,
~~ Jarred Juarez
Certified Arborist
WE-1334-l A
JJ :p1j
Extent of decay
Major-conks
and cavities
One to a few
conks;small
cavities
Present at
pruning wounds
Present at
pruning wounds
Absent
776
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;-- , , , .• , ~ • \ '.._, ,\~ XISTING CONDITIONS AND CONSTRAINTS ~·'
~
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CITY 01' OAKLEY t IV,.
\. '\',\\~ CONTRA COSTA COUNTY, CAUFORNIA
'" ~·
OOSTINCTA££.S\
TO BC PROT(Clto'
""'"'"'" .,,
BELLECCI k ASSOCIATES, INC.

CONCORD, CALIFORNIA
SBPTBJlBER 9, 2022 SCALE, I "=30'
NOTES: -tH[IINIIE(JfOHIIIKIOFU:IIIUJ'l'tl
l'Nlll.lllif"lQIKIMIIS90IIIIIOtMSWI'
Tree Protection Zone
"TPZ"
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777
Appendix E
Historic Evaluation
778
Tom Origer & Associates
Archaeology / Historical Research
www.origer.com P.O. Box 1531, Rohnert Park, California 94927 (707) 584-8200 September 28, 2023
Rod Stinson
Raney Planning and Management, Inc.
1501 Sports Drive, Suite A
Sacramento, CA 95834
Re: The Results of an Historical Evaluation of the Property at 2092 Oakley Road, Oakley, Contra Costa County
Dear Mr. Stinson
Enclosed are the appropriate DPR523 forms which document our research and findings of our historical evaluation of the property 2092 Oakley Road, Oakley. In short, the property is a good example of a small farm/vineyard in the Oakley area that has been used for over 100 years. The property meets Criterion 1 for its association with the viticulture industry in Contra Costa County and the 1936 house meets Criterion 3 as a good example of a Depression-era small, farmhouse. However, the integrity aspects of the property and its surroundings have degraded to the point that it no longer qualifies for inclusion on the California Register of Historic Resources and the property may be released for development.

Please contact us if you have questions.

Sincerely,
Eileen Barrow
Senior Associate
779
PRIMARY RECORD Primary #:

HRI #:

Trinomial:

Other Listings: NRHP Status Code:

Review Code: Reviewer: Date: Resource Name or #: 2092 Oakley Road

P1. Other Identifier:

P2. Location: Unrestricted a. County: Contra Costa
b. USGS 7.5' Quad: Brentwood Date: 1978
T 2 N/R 2 E; SE 1/4 of SE 1/4 of Sec.; 22 MDBM (measured from the NW section corner) c. Address: 2092 Oakley Road City: Oakley Zip: 94561
d. UTM: Zone: 10 611202mE 4206445mN (NAD 83)
e. Other Locational Information: From the center of Oakley, take Highway 4 (Main Street) west for one mile. The property is at the northwest corner of the intersection of Highway 4, Empire Avenue, and Oakley Road.

P3a. Description: The property contains two single-family houses, an outbuilding, and a vineyard. One of the houses was constructed in 1936 and is the subject of this evaluation. The other house was constructed in 1967 and was not considered eligible for inclusion on the California Register of Historic Resources.

The house is a single-story, wood-framed building on a simple rectangular plan. The roof is front-gabled with composite shingles. The cladding is wood and appears to be drop siding with a false bevel. There are no additions to the building.

The façade is asymmetrical with an inset porch on the northeast corner with a gable-roofed extension protruding from the inset. A waist-high wall which encloses the porch is clad in the same siding as the house and the supports are simple posts.

There is a small, decorative vent at the apex of the gable. Description continued on Continuation Sheet, page 2.

P3b. Resource Attributes: HP2. Single Family Property; HP4. Ancillary Building; HP33. Farm P4. Resources Present: Buildings
P5. Photograph or Drawing: P5b. Description of Photo: View of the front of the house, facing west.

P6. Date Constructed/Age
and Sources:
1936
P7. Owner and Address:

John Dambrosio
3130 Balfour Road #269
Brentwood, CA 94513
P8. Recorded by:

Eileen Barrow
Tom Origer & Associates
P.O. Box 1531
Rohnert Park, CA 94927
P9. Date Recorded:

September 2023
P10. Type of Survey:

Intensive
P11. Report Citation:

None
P12. Attachments: Continuation Sheet (13), Building, Structure, and Object Record, Location Map 780
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: Eileen Barrow, Tom Origer & Associates Date: September 2023 P3a. Description: (continued from Primary Sheet)
Windows throughout the building have been updated to vinyl.

Behind the house is a small gabled shed with an attached shed-roofed double-bay carport.

Most of the property is planted with vineyard.

There is another house on the property constructed in 1967 that is not considered potentially important, as well as a cell tower that resembles a water tower.

View of house facing northwest.
781
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: Eileen Barrow, Tom Origer & Associates Date: September 2023 View of shed and carport facing northwest.
782
BUILDING, STRUCTURE, Primary #:

AND OBJECT RECORD HRI #:

NRHP Status Code:

Resource Name or #: 2092 Oakley Road

B1. Historic Name: None B2. Common Name: None
B3. Original Use: Residence B4. Present Use: Residence
B5. Architectural Style: Vernacular
B6. Construction History: Review of archival evidence showed that the house was constructed in 1936 by Ben Romiti, the then property owner (Romiti 2010).

B7. Moved? No Date: NA Original Location: NA
B8. Related Features: See the description on the Primary Record and Continuation Sheets (pages 1-3).

B9a. Architect: None
B9b. Builder: Ben Romiti (see Continuation Sheets [pages 8 and 9]).

B10. Significance: Theme: Contra Costa County Agriculture - Viticulture Area: Oakley, Contra Costa County Period of Significance: 1936-1973
Property Type: Farm
Applicable Criteria: Criterion 1 and Criterion 3
Context Statement (see Continuation Sheet 15 through 21) B11. Additional Resource Attributes:

B12. References:

See Continuation Sheets pages 13 through 15.

B13. Remarks:

B14. Evaluator: E. Barrow
Date of Evaluation: September 2023
North 
783
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: E. Barrow Date: September 2023
Historical Context Statement
Oakley lies in eastern Contra Costa County, not far from the Sacramento-San Joaquin Delta. The environs of present-day Oakley are shown on the 1871 county map (Figure 1), where the future Oakley townsite is shown as a square and the study location as a circle. Extensive delta marshlands are also shown, though much of the marsh was reclaimed later in the century.

Figure 1. Map of eastern Contra Costa County, 1871 (Contra Costa County Board of Supervisors 1871) The first permanent, non-native settler in this area was John Marsh, who purchased the Los Meganos land grant in 1837 and moved on to the land in 1838. He also established a landing on the San Joaquin River (US District Court 1861). Over time, Marsh acquired more than 50,000 acres but his holdings were reduced to the original grant of 13,316 acres by the State Lands Commission in the 1850s.

Historical maps filed with the 1852 land grant case in which Marsh’s ownership was challenged show that Marsh had a pier, a house, and two other buildings (Whitcher 1853a, 1853b) (see Figure 2). Reports that he also had a slaughterhouse and smokehouse at the landing are consistent with the expansive cattle enterprise he developed.

An article appearing in the California Farmer and Journal of Useful Sciences (1856) described Marsh’s ranch, which by this time was situated some eight miles south of the landing:

Between the grove and the house is a vineyard filled with young und thrifty vines of the finest varieties of grapes, together with fig, almond, apple, pear and plum trees. In rear of the adobe is another extensive vineyard. The two vineyards will probably yield this year twenty tons of grapes. Though much of the Rancho is admirably adapted to cultivation, its proprietor has preferred to devote it to the purpose of raising cattle. The stock of cattle at present upon the place is six thousand, and the annual increase is estimated at fifteen hundred. 784
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: E. Barrow Date: September 2023
Figure 2. Portions of maps filed with the Meganos land grant case (Whitcher 1953a, 1953b).

Marsh was murdered just a month after the article appeared. His estate went to his son, Charles, and daughter, Alice.

The 1850 Census data for Contra Costa County was lost en route to the Census Bureau, and while the California census of 1852 substitutes for the population census, agriculture and industry data are not available. Agricultural data for subsequent decades show that in eastern Contra Costa County, the initial focus was on ranged animals with limited production of grain, butter, and wool (United States Bureau of the Census 1860). Ten years later, the census shows a shift toward more grain production. For example, James O’Hara, who at one time owned much of the surrounding Oakley land, reported owning just two horses but had produced 2,000 bushels of winter wheat and 500 bushels of barley (United States Bureau of Census [USBC] 1870). Limited orchard products and wine were also reported in 1870, and by 1880, many reported growing apple orchards and vineyards (USBC 1880).

This shift was not a localized trend, as discussed by Olmstead and Rhode (2003) Their data show that in 1879, over 75 percent of California’s croplands produced wheat and barley while fruit, nuts, vegetables, and cotton were grown on about five percent.

However, “Between 1890 and 1914, the California farm economy fundamentally and swiftly shifted from large-scale ranching and grain-growing operations to smaller-scale, intensive fruit cultivation” Olmstead and Rhode (2003:3).

In the Oakley area, where farmers were ridiculed as “sandlappers” for attempting to cultivate the deep Oakley sand, the introduction of vineyards and fruit and nut orchards was slow but had a lasting influence on the area’s economy. James O’Hara is credited with first planting almond and fruit trees in the Oakley area (Munro-Fraser 1926:172). O’Hara was an early settler in the Oakley area and owned quite a bit of land that was originally railroad grant land.

The town itself was not founded until after the turn of the century. Randolph Marsh wrote in 1916, “Shortly after this [1897] I got a line on the Haven nineteen-acre lot across the road in section 25. Associating N. A. Norcross with myself, we purchased that property, platted and recorded it-and Oakley was on the map” (Marsh 1917:401). In 1901, Marsh and Norcross recorded a plat map of the town where lots were laid out on a 10-block grid (Contra Costa County Recorder 1901). Lands donated to the San Francisco and San Joaquin Valley Railway cut through Block 10 at the northeast end of the map.

The Antioch Ledger(1914) declared “The almond is king in Eastern Contra Costa County” as it reported that another 100 acres of almonds had been planted near Oakley, and by 1916, advertisements touted Oakley as the “home of fruits, grapes, and almonds” (Byron Times 1916, cited in Stanford, et al. 2011).
785
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: E. Barrow Date: September 2023
Theme - Contra Costa County Viticulture
Especially germane to this study is viticulture. The beginning of viticulture in California dates to the Spanish and Mexican mission period with the first vineyards planted for use in making sacramental wine. Later, wine for general consumption was also being produced by the missions using grapes that became commonly known as “Mission grapes.” The mission grapes grew well, but generally resulted in wines notable only for their blandness (although those from the northern missions were more highly regarded).

As settlement spread throughout California, so too did the cultivation of grapes for wine and for the table. French winemaker Jean-Louis Vignes imported vines from Bordeaux in 1833, establishing the El Aliso vineyard and winery in what is now downtown Los Angeles. Vignes is considered by many to be the founder of California’s wine industry. In Napa County, George Yount is credited with planting the first grapes in the Napa Valley in 1838. His vines came from cuttings taken from Vallejo’s vineyard in Sonoma County, where General Mariano Vallejo continued cultivation of the Sonoma Mission vineyards after secularization in 1834.

Southern California was the first notable grape-growing and wine-making region in California, but by the late 1870s, Sonoma and Napa counties outpaced the south as Italian immigrants brought their expertise to the region. The 1880s witnessed many acres of land planted with vineyards that were previously used for orchards and dairy lands. Data regarding the growth of vineyards and wine production in Northern California were presented by Thomas Pinney (1989) in his book on the history of American winemaking. Using figures from the California State Board of Agriculture, Pinney shows that from 1860 to 1890, “…Los Angeles's share of the state's total [gallons of wine] sank from nearly two-thirds to less than a tenth; in the same span the Bay Area counties saw their share rise from little more than a tenth to near two-thirds, an almost symmetrical exchange” (Pinney 1989:311).

Of Contra Costa County, Pinney (1989: 259) writes that “Dr. John Marsh had a small vineyard in 1846, from which he made wine. Besides Mission vines he had Isabella and Catawba.” During the 1850s, phylloxera, an aphid-like insect, attacked vineyards in both Europe and California. Northern California was not affected until later in the century, with the insect reaching Contra Costa County between 1880 and 1890 (Contra Costa County Agriculture and Weights & Measures 2012). Up until that time, vines were planted using their own roots but phylloxera forced many growers to replant their vineyards, grafting the desirable European grape vines onto the more resistant American rootstock.

Most grape vines planted today are grafted.

In 1920, another blow was struck to the California wine industry when the United States Congress passed the 18th Amendment to the Constitution which forbade the manufacture, sale, or transportation of intoxicating liquors. While many states had already enacted statewide sanctions, the federal government’s actions virtually ended all wine production, except for the few winemakers who were able to obtain permits to make wines used for medicinal and sacramental purposes.

Ironically, while wine production plummeted, the state saw a dramatic increase in the number of acres planted with grapes. State records show that in 1920, there were 410,000 acres of grapes growing statewide: in 1930, there were 570,000 acres of grapes with only 200,000 of those being wine grapes (Peninou 1998:264). Grape growers switched from premium wine grapes to grapes that traveled better as Prohibition created a new demand for these grapes in the East.

California grape growers planted hearty, thick-skinned grapes that could be shipped easily and used for smallscale and home wine making. Much of the California wine-grape crop was shipped to Chicago and New York in newly developed refrigerated boxcars. The grapes were bought right off the train by wholesalers, who resold them in immigrant neighborhoods. The home-made wine was then distributed to smaller cities and towns, where it was sometimes called "dago red" [Muscatine, Amerine, and Thompson 1984].

Prohibition lasted until 1933, disrupting not only the legal production of wine but also having a far-reaching effect on consumers.

Pinney (1989:442) describes the daunting task vintners faced after 1933:
786
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: E. Barrow Date: September 2023
The immediate question for the winemakers looking over the desolate scene left behind by the Dry years was to educate the American public in the renewed use of wine. If they were older Americans, they had forgotten what the civilized use of wine was; if they were younger, they had never known. …a hard and bitter labor faced the American winegrowers: their vineyards were debased, their wineries decayed, their markets confused by arbitrary and unpredictable barriers, and their public ill-instructed and corrupted by the habits of a harddrinking bootleg style.

To those factors affecting California’s wine industry, add the depressed economy of the 1930s and the onset of World War II.

Before Prohibition, California had more than 700 bonded wineries. That number dropped to 140 by 1933 and in 1960, nearly 30 years after the repeal of Prohibition, the number of wineries was just 271 (Peninou 1998:264). It took another 25 years (in the mid-1980s) before the number of wineries reached pre-Prohibition levels.

Though Napa and Sonoma County have become famous for their wines, there was still an importance for grapes grown in the surrounding counties to support their industry. Author, Frederick J. Hulaniski wrote in 1917, “The vineyards of Contra Costa County have become famous the world over. The soil and climatic conditions are peculiarly favorable to the successful growing of dry-wine grapes, out of which has emerged a great industry. Vineyards have quadrupled in twenty years, the acreage increasing from 1500 to over 6000” (Hulaniski 1917:91). Indeed, the sand hills of eastern Contra Costa County proved to be valuable vineyard lands as growers adopted a dry-root method for their vines where the deep, well-drained sands allowed roots to spread, readily. The lack of moisture resulted in “vines [producing] small, concentrated berries with thick skins. This, in turn, leads to concentrated wines with firm tannins and excellent structure” (Wine-searcher 2023). Growing in sand was also beneficial during the phylloxera infestation. An article published in Scientific American in 1882 discussed the benefits of sandy soil in fighting the disease (Scientific American 1882), and other studies concurred over the years:

The soil and the climate may also affect the resistance by favoring or hindering the approach, dissemination, or activity of the insect. For instance, sand of a certain fineness is an obstacle to the insect in going from the surface of the ground to the root of the vines and from one vine to another [Husmann 1910:15].

Planting grapes on phylloxera-resistant rootstocks or where soil is sandy are the only completely effective methods for controlling grape phylloxera” [emphasis added] [University of California Agriculture and Natural Resources 2022].

During the Depression, many Contra Costa County growers moved on to other crops, but there were several Oakley growers of Italian descent who maintained their vineyards. The Romiti family was among the hardy few who stayed.

Architectural Context – Vernacular
Though vernacular architecture is difficult to define because this term can be all-encompassing, this is typically defined as a simple construct of building that can be specific to a region, period, or culture. Vernacular buildings are not designed by architects but rely on the use of local, historical, or cultural knowledge to construct buildings. Later in time when catalogs became available, people would model buildings after those seen if they did not order kits. Originally, the term “vernacular” was used by colonialists to describe the local buildings of the colonies, but more recently in the United States, it is used as a term that incorporatesseveral types of modest, simple, buildings that were constructed without the design of an architect. Because the definition of vernacular architecture is so broad, it has been argued that the definitions that exist are “non-definitions” and some have even said that vernacular buildings are not architecture (Pevsner 1963:15; Upton and Vlach 2002:xv).

Vernacular houses are of simple design and are constructed with inexpensive materials. The buildings are primarily utilitarian but may have some decorative elements. Vernacular buildings often incorporate local environmental knowledge to make the buildings more comfortable to live in depending on the types of elements. For example, in places where the climate is warm, houses often had summer kitchens constructed near the rear of the building so that cooking wouldn’t warm the house when temperatures were high.
787
CONTINUATION SHEET Primary #:

HRI #:

Trinomial:

Recorded by: E. Barrow Date: September 2023
Property History
Guiseppi (Joe) Romiti emigrated from Italy in 1902 and Clementina Frediani arrived in 1903 (Ancestry.com 1903, 1909). Both settled in Jackson, California, where they married in 1905 (Ancestry.com 1905). The Romitis helped run a family boarding house and while in Jackson, they had three daughters. In 1911, the Romitis left Jackson and purchased the property at 530 O’Hara Avenue in Oakley, where they raised almonds (Romiti 2010). In Oakley, they added four boys to their family. In addition to the 10 acres on O’Hara Avenue, the Romitis purchased 30 more acres of almond trees across the street to the west. When the Romitis moved to Oakley, family from Jackson followed and those relatives owned businessessuch as the Oakley Hotel and the Del Porto Garage. The Romitis were known as a generous family which is evidenced by their donation of six of the 30-acres of almonds to the city to construct a school and their donation of the property at 530 O’Hara Avenue for the construction of a new fire station many years later (Romiti 2010).

Joe died in 1921. Though this left Clementina alone with the children ranging in age from 13 years old to six months, she had the support and help of friends and family. Clementina and her children maintained the almond orchards on O’Hara Avenue.

Clementina stayed at the O’Hara Avenue property until her death in 1955.

In 1930, the Romitis’ son Ben purchased a 10-acre parcel at 2092 Oakley Road for $4,000. The property was already planted with grape vines when Ben bought the property (Brinkley 2018). The exact age of the vineyard is unknown but is estimated to be about 140 years. Based on an aerial photo from 1939, there appears to be part of an orchard on the property as well, as a 2.5-acre area in the northeast corner of the property surrounding the house has different vegetation suggesting larger plants (see Figure 3).

Figure 3. View of the subject property (UCSB 1939).
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The Romiti vineyard is typical of the old Oakley vineyards planted on their own roots and head trained. The sand in which they are planted is resistant to phylloxera making grafted vines unnecessary. Oakley growers take pride in their own-rooted, headtrained vines. Head-trained vines are plants where the “branches” of the vines are trained out from the main trunk.

The house on the property at 2092 Oakley Road was built in 1936 by Ben Romiti. Ben’s niece, Marlene, quoted Ben as saying, “If you live in Oakley why would you want to live at any other place?” (Romiti 2010). Ben farmed the 10-acre property until his death at 95 in 2007. In addition to farming the property, Ben worked for 26 years for Contra Costa County Public Works (Legacy.com 2007). The property passed to Ben’s sons, Frank and Bernard, who decided that they did not want to continue farming the land and they sold the property in 2019.

Statement of Significance
This complex was evaluated for inclusion on the California Register of Historical Resources (California Register). Briefly, a resource eligible for the California Register is one that meets one of the following criteria.

1. Is associated with events that have made a significant contribution to the broad patterns of local or regional history, or the cultural heritage of California or the United States.

2. Is associated with the lives of persons important to local, California, or national history.

3. Embodies the distinctive characteristics of a type, period, region or method of construction, or represents the work of a master, or possesses high artistic values.

4. Has yielded, or may be likely to yield, information important to the prehistory or history of the local area, California, or the nation.

In addition to meeting one or more of the above criteria, eligibility for both the California Register requires that a resource retains sufficient integrity to convey a sense of its significance or importance. Seven elements are considered key in considering a property’s integrity: location, design, setting, materials, workmanship, feeling, and association.

The context used for this property was Contra Costa County Agriculture - Viticulture. The following conclusions were reached regarding the property’s eligibility for the California Register as an individual resource.

Criterion 1. The property at 2092 Oakley Road is associated with the most important aspect of Contra Costa County’s economy, agriculture. Viticulture played a major role in the county’s agricultural development. To meet Criterion 1, the property at 2092 Oakley Road would need to be an exemplary model of a resource type related to viticulture. The Romiti family grew wine grapes for nearly 100 years. The vineyard on the property predates the ownership period of the Romitis and is still present to this day.

Given the longevity and endurance of the vineyard, it is our opinion that the vineyard is exemplary of a small vineyard in Contra Costa County; therefore, Criterion 1 is met.

Criterion 2. The property at 2092 Oakley Road is best associated with Ben Romiti, who owned and farmed the property for over 60 years. Ben Romiti was a locally notable person, as were many of his family members. Though he was well known and well respected, archival research did not show that Ben was a particularly significant individual on his own merits; rather it was the sum of the Romiti family’s contributions that made an impact on the Oakley community. Because of this, it is our opinion that Criterion 2 is not met.

Criterion 3. Criterion 3 speaks to the architectural significance of a property. It appears that the house on the property was constructed in 1936 by Ben Romiti. Ben also had built the house on the property that was constructed in 1967, which is not viewed as an important building. The original house is a simple vernacular building that is indicative of a small, mid-Depression era house in a farming community. There have been few changes to the building (such as additions) and the biggest change has been the replacement of the original windows. It is our opinion that the original house is a good example of a simple Great Depression-era farmhouse in the Oakley vicinity; therefore, Criterion 3 is met. 789
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Criterion 4. This property does not meet Criterion 4. Criterion 4 generally applies to archaeological resources or resources that, through the study of construction details, can provide information that cannot be obtained in other ways. The house and outbuilding possess no intrinsic qualities that could answer questions or provide important information about our history.

Integrity
As the property meets Criterion 1 for its association with the viticulture industry in Contra Costa County and the house meets Criteria 3 as an example of a simple, vernacular, Depression-era house. Our discussion will now turn to the integrity of the property.

Location. The property retains the integrity of location as the house has not been moved and the vineyards are in place as they were over a hundred years ago. The property retains the integrity of location.

Design. Though the property was not designed per se, it did have a layout which has been altered. Review of the 1939 aerial photo (see Figure 3) showed that during the early part of the Romiti ownership, there was a 2.5-acre area of the parcel that was comprised of an orchard and the Romiti house, with the remaining 6.5 acres comprising the old vineyard. In 1967, 0.5 acres of old vineyard was removed to construct the house at the southern end of the property. Based on review of more recent aerial photos, the orchard suffered from neglect and between 1993 and 2002, it was removed and replaced with new grape vines (GoogleEarth 1993 and 2002). In addition, a cell tower designed as a faux water tank sits in the northeast corner of the property. To summarize, the original orchard has been removed and replaced with new grape vines, a half-acre of the original grape vines was removed to construct a single-family house, and a cell tower was added to the northeast corner of the property.

Setting. The house that was constructed in 1967 required the removal of a half-acre of grape vines (approx. 8% of the property). Though not a significant amount of area, it not only removed the grapes but imposed a new feature on the landscape. The original orchard was removed, which in and of itself is not a horrible change, but new grapes were added creating again altering the landscape. Finally, the faux water tower was added at the northeast corner of the property. The setting of the property has been compromised.

In addition, the setting of the surrounding properties has drastically changed. An aerial photo taken in 1939 shows that the subject property as well as the surrounding parcels were all agricultural properties (see Figure 3). The following aerial photo taken in 2021 showsthe property is surrounded by residential and commercial development, with the exception of the parcel directly to the south which is comprised of agricultural land (see Figure 4). In addition, Oakley Road and Main Street are no longer small, two-lane roads, but have been widened into four-lane thoroughfares.

This property’s integrity of setting is greatly diminished due to the changes within and surrounding the parcel.

Materials. The house still largely retains its materials as the siding appears to be original and there are no additions. The major exception is the replacement of the windows from wood-framed to vinyl. Because this is the only change to the house, it is our opinion that the building largely retains the integrity of materials.

Workmanship. This aspect of integrity is the “physical evidence of the crafts of a particular culture or people during any given period in history.” As Ben Romiti was not known as a craftsman, and the house is a simple vernacular building, it does not have any workmanship to express. Therefore, this is not an applicable integrity consideration for this property.

Feeling. Though most of the vineyard is intact as is the original house, this property no longer retains the integrity of feeling.

Between the intrusions of the newer house and cell tower on the property, and the roar of the busy streets and the commercial and residential developments that nearly completely envelope this property, it no longer retains the feeling of a small farm in the Oakley vicinity. Because of the surrounding development, including the widening of Oakley Road and Main Street, this property no longer retains the integrity of feeling.
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Figure 4. View of the subject property (GoogleEarth 2021).

Association. This integrity consideration mostly applies to the property’s eligibility for inclusion under Criterion 1 for its association with the important event of viticulture in Contra Costa County. The property retains the original 100+ year old grape vines and the original house built by Ben Romiti in 1936. These features must convey the important historical theme of viticulture for it to have the integrity of association. Though most people think of the vast lands and palatial wineries of Napa and Sonoma counties when considering vineyards and the wine industry, the industry was very different nearly 100 years ago when the Romitis purchased this property. The house, though small and simple, is a good example of its time and the vineyards are still present.

Because of this, it is our opinion that the property retains the integrity of association.

A property cannot simply meet the necessary criteria for inclusion on the California Register, it must also retain sufficient integrity to convey its significance. Though the property retains integrity of location, materials, and association, it does not retain integrity of design, setting, or feeling (the integrity element of workmanship does not apply). Typically for a property to retain sufficient integrity to be listed on the California it should retain most if not all of the integrity considerations. Though the property retains its integrity of association, which is an important integrity consideration for a property to be listed under Criterion 1, the degradation of the element of setting and the changes that took place on the property itself to affect the element of design precludes this property from retaining sufficient integrity to convey its importance. Therefore, it is our opinion that this property does not retain sufficient integrity to be listed on the California Register. 791
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Conclusion
Research and field examination of the property at 2092 Oakley Road has shown that there are no features or buildings on the property that are eligible for inclusion on the California Register as the property no longer retains the integrity of design, setting, and feeling necessary to reflect a small agricultural property in the Oakley vicinity.

References.

Ancestry.com
1903 Arriving Passenger and Crew Lists, New York, Clementina Frediani, August 1903. Available online at https://www.ancestry.com/
1905 California, Amador County Marriage Record for Guiseppe Romiti and Clementina Frediani. Available online at https://www.ancestry.com/
1909 California Naturalization Records for Giuseppe Romiti. Available online at https://www.ancestry.com/ Antioch Ledger
1914 The Almond Orchards. Antioch Ledger, 7 February 1914.

Brinkely, L.
2018 Vineyard bought for $4,000 up for sale in Oakley for $5M. Interview available online at erhttps://abc7news.com/oakleyvineyard-vinyard-for-sale-in-romiti-family/3252543/.

Byron Times
1916 Oakley - home of fruits, grapes, and almonds. Fifth Booster Edition.

California Department of Transportation
2007 A Historical Context and Archaeological Research Design for Agricultural Properties in California. Division of Environmental Analysis, California Department of Transportation, Sacramento, California.

California Farmer and Journal of Useful Sciences
1856 A California Home. California Farmer and Journal of Useful Sciences, 15 August 1856.

Contra Costa County Agriculture and Weights & Measures
2012 Contra Costa County Agriculture and Weights & Measures Newsletter. Summer 2012. Concord, California.

Contra Costa County Board of Supervisors
1871 Topographical Map of Contra Costa County. Britton & Rey, San Francisco. Available online at https://digitallibrary.californiahistoricalsociety.org/islandora/object/islandora%3A1528.

Contra Costa County Recorder
1901 Map A of the Town of Oakley.

Contra Costa Winegrowers Association
2023 History. Available online at https://ccwinegrowers.com/history/.

Emanuels, G.
1986 California’s Contra Costa County: An Illustrated History. Panorama West Books. Fresno, California.

GoogleEarth
1993 Aerial view of the property at 2092 Oakley Road, Oakley, California. Accessed via the GoogleEarth Pro Application on August 24, 2023.
2002 Aerial view of the property at 2092 Oakley Road, Oakley, California. Accessed via the GoogleEarth Pro Application on August 24, 2023.
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Grimmer, A.
2017 The Secretary of the Interior’s Standards for the Treatment of Historic Properties with Guidelines for Preserving, Rehabilitating, Restoring & Reconstructing Historic Buildings. National Park Service, Washington, D.C.

Hulaniski, F. (Editor)
1917 The History of Contra Costa County. The Elms Publishing, Berkeley.

Husmann, G.
1910 Grape Investigations in the Vinifera Regions of the United States with Reference to Resistant Stocks, Direct Producers, and Viniferas. Bureau of Plant Industry Bulletin 172, United States Department of Agriculture, Washington, DC.

Kukulich, T.
2018 Historic Oakley vineyard up for sale. The Press Hometown News, 12 April 2018. Available online at https://www.thepress.net/news/historic-oakley-vineyard-up-for-sale/article_2c2e5c9e-3e7d-11e8 -aca4- f3d1a7c04eae.html
Legacy.com
2007 Ben S. Romiti. Accessed from https://www.legacy.com/us/obituaries/eastbaytimes/name/ben-romitiobituary?id=24545055 on August 24, 2023.

Lyman, G.
1930 John Marsh, Pioneer: The Life Story of a Trail-Blazer on Six Frontiers. Scribner, New York.

Marsh, R.
1917 Oakley and Sand Lands. In The History of Contra Costa County, edited by F. Hulaniski, pp. 399-403.

McAlester, V. and L. McAlester
1988 A Field Guide to American Houses. Alfred A. Knopf. New York.

Munro-Fraser, J.
1926 History of Contra Costa County, California. Historic Record Company, Los Angelos.

Muscatine, D., M. Amerine, B. Thompson
1984 The University of California/Sotheby Book of California Wine. University of California Press, Berkeley.

National Park Service
1997 How to Apply the National Register Criteria for Evaluation. National Register Bulletin 15. <https://www.nps.gov/nr/publications/bulletins/nrb15/>
Office of Historic Preservation (OHP)
1995 Instructions for Recording Historical Resources. California Office of Historic Preservation, Sacramento.

Olmstead, A. and P. Rhode
2003 The Evolution of California Agriculture 1850-2000. In California Agriculture: Dimensions and Issues, edited by J.

Siebert, pp. 1-28. University of California Giannini Foundation of Agricultural Economics, Division of Agriculture and Natural Resources.

Peninou, E.
1998 History of the Sonoma Viticulture District. Nomis Press, Santa Rosa.

Pevsner, N.
1963 An Outline of European Architecture. Penguin Books. London.

Pinney, T.
1989 A History of Wine in America From the Beginnings To Prohibition. University of California Press, Berkeley. 793
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Romiti, M.
2010 Fire Station Groundbreaking at 530 O’Hara. Accessed from Scientific American
1882 Resistance of Grape Vines to Phylloxera in Sandy Soil. Scientific American. Volume 13, Supplemental Issue 319.

Smith & Elliott
1879 Illustrations of Contra Costa Co., California: with Historical Sketch. Smith & Elliott. Oakland.

Stanford, B., Grossinger R., Askevold R., Whipple A., Leidy R., Beller E., Salomon M., Striplen C. 2011 East Contra Costa County Historical Ecology Study. Historical Ecology Program, SFEI Publication #648, San Francisco Estuary Institute, Oakland.

United States Bureau of Census
1860 Products of Agriculture, Township No. 3, Contra Costa County. 1870 Products of Agriculture, Township No. 3, Contra Costa County. 1880 Products of Agriculture, Township No. 3, Contra Costa County.

United States District Court, Northern District California 1861 Case file for United States vs. John Marsh. Case No. 107, Northern District of California. Documents Pertaining to the Adjudication of Private Land Claims in California, Berkeley Library Digital Collections, BANC MSS Land Case Files 107 ND, UC Berkeley.

University of California Agriculture and Natural Resources 2022 Grape phylloxera-Daktulosphaira vitifoliae. Agriculture and Natural Resources, University of California Statewide Integrated Pest Management Program. Available online at https://ipm.ucanr.edu/PMG/GARDEN/FRUIT/PESTS/grapephylloxera.html University of California Santa Barbara (UCSB)
1939 Flight C 5750. Frame 268-31. Accessed from https://mil.library.ucsb.edu/ap_indexes/FrameFinder/ on May 15, 2023.

Upton, D. and M. Vlach
2002 Common Places: Readings in American Vernacular Architecture. The University of Georgia Press. Athens, Georgia.

Whitcher J.
1853a Map of the Rancho Los Meganos, California. United States District Court, Northern District. One file at the Bancroft Library, UC Berkeley.
1853b U.S. v. John Marsh, Land Case No. 107 [Los Meganos]. United States District Court, Northern District. One file at the Bancroft Library, UC Berkeley.

Wine-searcher
2023 Contra Costa County Wine. Available online at https://www.wine-searcher.com/regions-contra+costa+county. 794
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Map Name: Brentwood and Jersey Island Scale: 7.5’ Date of Map: 1978 795
Appendix F
Geotechnical Investigation
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5236 REDWOOD ROAD, HUGHSON, CA 95326 | P.O. BOX 296, OAKDALE, CA 95361 | 355 EARHART WAY, LIVERMORE, CA 94551 | (209) 602-6569

GEOTECHNICAL INVESTIGATION

PASEO RESIDENTIAL SUBDIVISION
2092 OAKLEY ROAD

OAKLEY, CALIFORNIA
for
John D’Ambrosio Family Trust
November 9, 2022
BGG Project No. G289.01
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5236 REDWOOD ROAD, HUGHSON, CA 95326 | P.O. BOX 296, OAKDALE, CA 95361 | 355 EARHART WAY, LIVERMORE, CA 94551 | (209) 602-6569 Via E-Mail
November 9, 2022
BGG Project No. G289.01
Dan Cosgrove
John D’Ambrosio Family Trust
c/o Mercantile Systems, Inc.
9040 Brentwood Boulevard
Brentwood, California 94513
Subject: Geotechnical Investigation
Paseo Residential Subdivision
2092 Oakley Road
Oakley, California
Dear Mr. Cosgrove:

Baez Geotechnical Group (BGG) has completed a geotechnical investigation for the subject Paseo residential subdivision in Oakley, California. The approximately 9.7-acre site is located at the northwest corner of the intersection of Oakley Road and Main Street, as shown on Plate 1, Vicinity Map. It is our understanding that the proposed residential development will contain 80 new two-story, alley-loaded homes with private backyards. Other improvements will include Asphalt Concrete (AC) paved streets and alleys, 63 guest parking spaces, two parks, and bioretention areas. Some of the proposed building pads may be graded with imported fill to raise the pad elevations, but the extent of elevation increase has not yet been determined. The site is otherwise relatively flat, hence minor grading is anticipated.

PURPOSE AND SCOPE OF SERVICES
The purpose of our geotechnical investigation was to evaluate the subject site with respect to soil and groundwater conditions, and to provide geotechnical recommendations for the design and construction of the proposed improvements. The scope of our services included a review of available geologic literature covering the site, field exploration, field percolation testing, laboratory testing, engineering analyses, and preparation of this report.

FIELD EXPLORATION, PERCOLATION TESTING AND LABORATORY TESTING Our field exploration consisted of drilling borings and advancing cone penetrometer tests at the site on September 30, 2022, in the locations shown on Plate 2, Site Plan. The borings were drilled using a truck-mounted drill rig equipped with solid flight augers and were grouted upon completion with agency observation. Materials encountered in the borings were visually classified in the field and logs were recorded. Bulk soil samples and driven Standard Penetration Test (SPT) and Modified California split spoon tube soil samples were obtained for laboratory testing. The 798
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 2 boring logs, showing soil classifications and blow counts, are contained in Appendix A. Field percolation testing was performed at the bottom of borings B3 and B5 at depths of 7-feet and 4-feet bgs, respectively.

Cone Penetrometer Tests (CPTs) were performed in two locations and advanced to depths of 50-feet bgs for CPT1 and 80-feet bgs for CPT2, due to auger refusal. Pore pressure dissipation and shear wave velocity measurements were recorded in CPT2. The CPT data graphs are attached as Appendix B and the locations of the CPTs are shown on Plate 2, Site Plan.

Laboratory testing included tests for in-situ moisture, sieve analysis, hydrometer, consolidation/swell, two-point direct shear, R-Value, and corrosion. A tube soil sample obtained from boring B2 at a depth of 3.5 to 4 feet bgs was found to have a friction angle of 28 degrees and cohesion of 60 psf. A mixture of soil from the upper 4-feet from borings B1 and B3 was found to have an R-Value of 67. Some of the laboratory test results are summarized below and within the boring logs, and the complete laboratory test results are contained in Appendix C.

LABORATORY TEST RESULTS – SIEVES, HYDROMETERS
Location Soil Type % Gravel % Sand % Fines % Clay
B4: 3-3.5 feet SM – Silty Sand Zero 84 16 7
B2: 5.5-6 feet SM – Silty Sand Zero 85 15 5
B1: 13.5-15 feet CL – Silty Clay --- --- 91 ---
B2: 13.5-15 feet SM – Silty Sand --- --- 15 ---
B4: 18.5-20 feet SM – Silty Sand --- --- 37 ---
Note: % Fines = Percent Passing No. 200 sieve (silt and clay particles), % Clay = Percent smaller than 2 microns The consolidation/swell tests consisted of loading relatively undisturbed tube soil samples with an initial seating load approximately equivalent to the in-situ overburden pressure, then loading the samples with a 1,000 psf or 2,000 psf surcharge load, and subsequently saturating the samples.

The amount of long-term consolidation or swell was recorded after applying the surcharge load and again after saturation. The following is a summary of the consolidation/swell test results.

LABORATORY TEST RESULTS – CONSOLIDATION/SWELL
Location Soil
Type
Surcharge
Load
Consolidation
or Swell (1)
Consolidation
or Swell (2)
B1: 1.5-2 feet SM – Silty Sand 1,000 psf -0.2% -0.5%
B3: 2-2.5 feet SM – Silty Sand 1,000 psf -0.1% Zero
B1: 2-2.5 feet SM – Silty Sand 2,500 psf -0.1% -2.0%
B3: 2.5-3 feet SM – Silty Sand 2,500 psf -0.1% -0.8%
(1) Consolidation or swell percent after adding surcharge load (2) Additional consolidation or swell after saturation
A soil sample from B1 at a depth of 4.5 to 5 feet was submitted to Cerco Analytical, a state certified analytical laboratory, for corrosion testing. The tests indicate that the soils are considered mildly corrosive to buried metals and not corrosive to reinforced concrete in contact with the ground. The corrosion test results and a brief evaluation are contained in Appendix D. 799
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 3

GEOTECHNICAL FINDINGS

SITE DESCRIPTION
At the time of our field exploration, the site contained a mature grape vineyard and two residences, one in the northeast corner of the site and one near the middle of the southern property line. The site is situated at about 10-feet elevation lower than Main Street and about 8-feet lower than Oakley Road.

Some mature landscape trees are located around the residences. The site is relatively flat with surface elevations of about 20-feet above mean sea level (MSL).

SUBSURFACE CONDITIONS
The upper five feet of the site is mantled by the Dehli sand soil series, according to the USDA Web Soil Survey. These soils reportedly contain 100 percent particles passing the No. 4 sieve (contain no gravel), have 5 to 15 percent fines (silt-sized and clay-sized particles), are nonplastic, and are in Hydrologic Group A. Additionally, the soils are reported to have infiltration rates between 6 to 20 inches per hour.

The following is a general description of the soils encountered in our borings and CPTs. More detailed descriptions of the subsurface soil conditions observed at the site are contained in the boring logs in Appendix A and the CPT interpretation graphs in Appendices E and F. • Upper 5 to 15 feet: Medium dense silty sand grading to dense silty sand with depth. • 5 to 15 feet deep to about 20 to 30 feet deep: The soil below the upper silty sands consists of alternating layers and lenses of dense silty sand, stiff clay, and stiff silty clay. • Between 20 to 30 feet deep down to 50 to 65 feet deep: Stiff clay. • Below 65 feet deep to 80 feet deep: Alternating layers and lenses of dense silty sand, stiff clay, and stiff silty clay.

FIELD PERCOLATION TESTING
Field percolation testing was performed at locations P1 and P2 for the proposed bioretention basins. The percolation tests were performed at depths of 4-feet and 7-feet below the ground surface (bgs) and the test locations are shown on Plate 2, Site Plan. Borings were drilled to the specified percolation test depths at each location and the soils encountered in the borings were classified and logged. Open-ended PVC pipes were utilized for percolation testing by setting the pipes into the boreholes, adding a 2-inch layer of clean gravel, and filling the pipes with water to saturate the soil. Approximately 2-feet vertical head of water was then added into the pipes and the rate of the water level drop in the pipes was monitored until stabilized rates were observed and recorded. The following is a summary of the percolation rates recorded during our testing:

SUMMARY OF FIELD PERCOLATION RATES
Test
Location
Depth of Test
(feet, bgs)
Soil Type at
Bottom of Boring/Test Depth
Infiltration Rate
(inches/hour)
P1 (B3) 7 SM – Silty Sand 27
P2 (B5) 4 SM – Silty Sand 24
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 4 The stormwater management system designer should determine the appropriate rate to be used for site drainage design purposes. An appropriate safety factor should be applied to the field percolation rates.

GROUNDWATER
According to the California Water Data Library website, one well is located within about 2 miles from the site. Groundwater levels in this nearby well, which is at an elevation of 30 feet MSL, have reportedly varied between about 20 to 40-feet deep since 2010, with the highest levels reported in the winter and lower levels measured in the summer. Groundwater was reported in CPT2 at a depth of 27 feet bgs during our field exploration. Numerous factors contribute to groundwater level fluctuations including precipitation, irrigation, and well pumping. A detailed evaluation of these and other factors, which may be responsible for groundwater fluctuations, was beyond the scope of this investigation.

RELEVANT GEOLOGIC HAZARDS
The site is located within a seismically active region and will experience seismic shaking from nearby and distant earthquakes. The site modified peak ground acceleration (PGA), according to the Structural Engineers Association of California (SEAOC) website, is 0.66g based on ASCE7-22, which will likely be the adopted standard for the California Building Code (CBC) in the near future. The site is not located within a seismic hazard zone mapped for earthquake faults by the California Geological Survey. Hence, the likelihood for surface fault rupture to occur at the site is nil.

The site is located within a California mapped seismic hazard zone for liquefaction. Liquefaction is the temporary transformation of saturated, loose to medium dense, sandy and silty soils from a solid state to a liquid state due to strong ground shaking during a major earthquake. We performed liquefaction analyses utilizing CLiq liquefaction assessment software (version 3.5.2.5, 2022) by GeoLogismiki. We utilized the Idriss and Boulanger (2014) analyses method, a moment magnitude (Mmax) of 7.0 and a peak ground acceleration (PGA) of 0.66g. The analyses were performed using depths to groundwater of 20-feet and 25-feet, and our analysis results are contained in Appendices E and F, respectively. The lateral spreading analyses assumed flat ground.

Our analyses included evaluating the liquefaction hazards of settlement, lateral spreading, and surface ground rupture, as well as dry sand settlement of the soil above the water table. The following is a summary of the CLiq analyses results.

LIQUEFACTION ANALYSES – GROUNDWATER AT A DEPTH OF 20-FEET CPT Liquefaction
Settlement (in)
Dry Sand
Settlement (in)
Lateral
Displacement Index
Surface Ground
Rupture
CPT1 0.3 0.0 2.6 N/A
CPT2 1.1 1.2 5.5 N/A
Average 0.7 0.6 4.1 None
Note: N/A – Not applicable
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 5 LIQUEFACTION ANALYSES – GROUNDWATER AT A DEPTH OF 25-FEET CPT Liquefaction
Settlement (in)
Dry Sand
Settlement (in)
Lateral
Displacement Index
Surface Ground
Rupture
CPT1 0.1 0.1 0.5 N/A
CPT2 0.9 1.2 4.9 N/A
Average 0.5 0.6 2.7 None
The following are our conclusions regarding the potential seismic impacts to the site (liquefaction settlement, dry sand settlement, lateral spreading, and surface ground rupture combined). The worst-case condition occurs when the groundwater level is at a depth of 20-feet bgs during the winter months. A conservative average condition is represented by groundwater occurring at a depth of 25-feet. If groundwater is more than 25-feet deep, seismic impacts would be very low. • Total liquefaction induced ground settlement and dry sand settlement is estimated to be about 1-inch.
• Differential liquefaction induced ground settlement and dry sand settlement is estimated at about ½-inch across the project site.
• The lateral displacement index is 0.5 to 4.9, which is relatively low and below the accuracy level for minor displacements less than about 4 inches. • The likelihood for surface ground rupture is nil.

Total seismically induced ground settlement should not impact the proposed surface improvements since the settlement would likely occur over the general area. Differential settlement could impact surface structures due to the increased amount of potential combined seismic and static differential settlement for the structures. Potential impacts to surface improvements from lateral spreading and surface disturbance are nil.

CONCLUSIONS AND RECOMMENDATIONS

GENERAL
We conclude, from a geotechnical engineering standpoint, that the proposed residential subdivision can generally be constructed as planned, provided that the conclusions and recommendations contained in this report are incorporated into the project design and during construction. The predominant geotechnical condition that may impact the proposed development is the presence of loose soil in the upper one to two feet. The site has been historically utilized for agriculture; hence, the surface soils are disturbed from farming operations and will likely be further disturbed during vineyard removal. The upper 2-feet of existing ground will need to be reworked as properly compacted engineered fill in building pad and other fill areas.

Other potential geotechnical impacts include import fill if needed to raise site grades, the stability of trench sidewalls for underground utility excavations, and the potential for encountering buried structures. Imported fill will need to be evaluated by the geotechnical engineer prior to importing since the recommendations contained in this report are based on the existing site soils. Utility 802
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 6 trenches may need to be laid back if caving sand conditions are encountered. Additionally, demolition of the existing structures will likely generate excavations from foundation removal that will need to be backfilled with engineered fill. It is not known if septic systems, leach fields, or irrigation lines are buried at the site, which would also require removal and backfilling with engineered fill.

SITE PREPARATION AND GRADING
Our general site preparation and grading recommendations are as follows:

1. The site will need to be cleared of the existing grape vineyards and structures. Remaining excavations from the removal of foundations, septic systems, leach fields, and buried irrigation lines will need to be backfilled with engineered fill.

2. In areas that will support new structures and receive fill, the upper 2-feet of the exposed soils will need to be reworked as engineered fill. This can be accomplished by a combination of overexcavation and scarification (maximum 12-inch-deep scarify-in-place).

3. If zones of soft or loose soil are encountered during grading operations, overexcavation of the loose soils may be required to expose deeper, firm soils. This should be determined in the field by the soils engineer.

4. Engineered fill soils should be moisture conditioned to above the optimum moisture content and compacted to at least 90 percent relative compaction. Relative compaction refers to the in-place dry density of soil expressed as a percentage of its maximum dry density, as determined by ASTM D1557 compaction test procedure. Optimum moisture is the water content (percentage by dry weight) corresponding to the maximum dry density.

5. Fill should be properly moisture conditioned and placed in thin lifts (normally 6 to 8 inches depending on the compaction equipment) and compacted as prescribed above.

6. The onsite soils are generally suitable for use as engineered fill, provided they are free of debris, significant vegetation, rocks greater than 4 inches in largest dimension and other deleterious matter. Debris, if encountered during grading, will need to be removed from the site.

7. Import fill, if required, should be subject to the evaluation of the soil engineer prior to its use.

Import fill should be predominantly sandy, nonplastic, and contain no deleterious matter or rocks greater than 4 inches in largest dimension.

8. Observations and soil density tests should be performed during grading and backfilling to assist the contractor in obtaining the required degree of compaction and proper moisture content. Where the compaction is outside the range required, additional effort and adjustments to the moisture content should be made until the specified compaction and moisture conditioning are achieved.

9. The soils engineer should be notified at least 48 hours prior to any grading operations. The procedure and methods of grading may then be discussed between the contractor and the soils engineer.
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UTILITY TRENCH EXCAVATION AND BACKFILL
Excavations should conform to applicable State and Federal industrial safety requirements.

Temporary trench sidewalls more than 4-feet-deep may have to be laid back to 1H:1V or flatter to have stable sidewalls. Flatter trench slopes may be required if seepage is encountered during construction or if exposed soil conditions are conducive to instability.

The site soils are predominantly sandy with minor fines, and as such may not stand vertically or may slough into the excavations. The trench excavation sidewalls in these sandy soils may need to be laid back for stability.

Materials quality, placement procedures, and compaction operations for utility line bedding and shading materials should meet local agency and/or other applicable agency requirements. Utility trench backfill above the shading materials may consist of onsite soils, processed to remove rubble, rock fragments over 4 inches in largest dimension, rubbish, vegetation, and other undesirable substances. Backfill materials should be placed in level lifts about 8 to 10 inches in loose thickness, moisture conditioned, and mechanically compacted to at least 90 percent relative compaction.

CALIFORNIA BUILDING CODE (CBC) SEISMIC DESIGN PARAMETERS

The subject site is located at approximately 37.9988 degrees north latitude and -121.7335 degrees west longitude. The site is located within a large, deep alluvial valley; hence, the structural engineer should utilize Site Class D – Stiff Soil for determining seismic response spectra parameters. According to the ASCE 7 Hazard Tool and SEAOC websites (utilizing ASCE7-16), the site modified peak ground acceleration is 0.62g. Alternately, the site modified peak ground acceleration utilizing ASCE7-22 is 0.66g.

FOUNDATIONS
It is our opinion, from a geotechnical engineering standpoint, that shallow foundations can support the proposed structures. We are providing options for both shallow strip and isolated foundations and Post-Tensioned (PT) slab foundations.

SHALLOW STRIP AND ISOLATED FOUNDATIONS
Allowable Bearing Capacity (DL + LL)
(may be increased by one-third for temporary seismic and wind loads at the discretion of the structural engineer)
2,500 psf
Allowable Passive Equivalent Fluid Pressure (neglect the upper 1 foot if the ground surface is not confined by slabs or pavement) 350 pcf
Allowable Base Friction Coefficient 0.35
Minimum Footing Depth 18-inches
Potential Differential Settlement
Static – in an approximate 20-feet span
Seismic – across one building pad
¾-inch
½-inch
804
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 8 We recommend that footing excavations be probed by the geotechnical engineer prior to reinforcing steel and concrete placement. Concrete for footings should be placed against undisturbed engineered fill or firm onsite soils.

The site is underlain by predominantly sandy soils with about 5% clay content, which are considered not expansive soils. However, we are providing two options for PT slab design parameters for the structural engineer to utilize: (1) expansive soil conditions and (2) compressible soil conditions. The expansive soil design parameters that are provided have been utilized for similar projects in the general site vicinity where the soils are predominantly poorly graded sands or silty sands. The compressible soil design parameters provided are based on estimated settlements for the subsurface soil conditions. We should discuss the design methods and results with the structural engineer during the foundation design process.

PT SLAB DESIGN PARAMETERS – EXPANSIVE SOILS
Allowable Bearing Capacity
(may be increased by 1/3 for temporary seismic and wind loads, at the discretion of the structural engineer)
1,500 psf overall
2,200 psf isolated
Passive Equivalent Fluid Pressure
(neglect the upper foot if the ground surface is not confined by slabs or pavement)
350 pcf
Base Friction Coefficient 0.35
Edge Moisture Variation Distance
Center Lift
Edge Lift

9.0 feet

5.0 feet
Differential Swell
Center Lift
Edge Lift

0.60 inches

1.00 inches
Potential Differential Settlement
Static – in an approximate 20-feet span
Seismic – across a building pad
¾-inch
½-inch
Minimum PT Slab Thickness 9 inches
PT SLAB DESIGN PARAMETERS – COMPRESSIBLE SOILS
Allowable Bearing Capacity
(may be increased by 1/3 for temporary seismic and wind loads, at the discretion of the structural engineer)
1,500 psf overall
2,200 psf isolated
Passive Equivalent Fluid Pressure
(neglect the upper foot if the ground surface is not confined by slabs or pavement)
350 pcf
Base Friction Coefficient 0.35
Potential Differential Settlement
Static – in an approximate 20-feet span
Seismic – across a building pad
¾-inch
½-inch
Minimum PT Slab Thickness 9 inches
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BAEZ Geotechnical Group Geotechnical Investigation – Paseo Residential Subdivision Page 9 Where moisture vapor through the floor slabs would be objectionable, the use of a vapor retarder may be necessary. From a geotechnical standpoint, we do not require a layer of sand above the vapor retarder. We suggest utilizing ASTM E1745 and ASTM E1643 as guidelines for the vapor retarder material and for installation of the vapor retarder.

Other minor site structures, such as site walls, can be supported on drilled, reinforced concrete pier foundations, utilizing the following recommendations.

DRILLED REINFORCED CONCRETE PIERS
Allowable Skin Friction, Vertically Down
Ignore the upper foot
400 psf
Allowable Skin Friction, Vertically Up
Ignore the upper foot
250 psf
Allowable Lateral Passive Resistance, equivalent fluid pressure, acting on 1.5 pier diameters, ignore the upper foot
350 pcf
Minimum Pier Diameter 12 inches

CONCRETE SLAB-ON-GRADE FLOORS
Reinforced concrete floor slabs can be utilized if the residences are supported on shallow strip and isolated foundations. The floor slabs should be at least 5-inches-thick and reinforced with reinforcing bars and can be supported directly on properly prepared subgrade soil. The subgrade soil should be moisture conditioned and compacted to at least 90% relative compaction at moisture contents above the optimum moisture. Where moisture vapor through the floor slab would be objectionable, the use of a vapor retarder may be necessary. From a geotechnical standpoint, we do not require a layer of sand above the vapor retarder. We suggest utilizing ASTM E1745 and ASTM E1643 as guidelines for the vapor retarder material and for installation of the vapor retarder.

During foundation and/or utility trench excavation, previously compacted subgrade soils may become disturbed. Before placement of concrete slabs, the disturbed subgrade soils should be moisture conditioned and compacted according to the requirements outlined under the section titled “Site Preparation and Grading” in this report. Subgrade soils should be maintained in a moist and compacted condition until covered with the complete slab section.

EXTERIOR FLATWORK SUGGESTIONS
We suggest that exterior concrete flatwork, such as sidewalks and patios, be at least 5-inches-thick and reinforced with reinforcing bars and driveways should be at least 6-inches-thick. Where possible, flatwork should be doweled into adjacent flatwork to reduce the potential for differential vertical movement. The flatwork can be constructed directly on properly prepared subgrade soils moisture conditioned to above optimum moisture and compacted to at least 90% relative compaction.
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RETAINING WALLS
The following are recommended pressures to be utilized for the design of retaining walls.

Retaining walls should be limited to a height of 6-feet, and the recommended lateral pressures are based on drained conditions. Backdrains are not required for retaining walls less than 2-feet high.

RETAINING WALL DESIGN PARAMETERS
Active Equivalent Fluid Pressure
(Level backfill and drained conditions)
35 pcf
At-Rest Equivalent Fluid Pressure
(Level backfill and drained conditions)
55 pcf
Surcharge Load, where applicable Designated by structural engineer Mechanically Stabilized Earth (MSE) retaining walls (stacked block walls possibly with geogrid reinforcing) can be designed utilizing a friction angle of 30 degrees, zero cohesion, and a moist soil unit weight of 115 pcf. MSE retaining wall backfill materials should consist of the onsite sandy soils. The base of these modular block walls should be at least 1-foot-deep on level ground and at least 2-feet-deep if the ground is sloping.

PAVEMENT RECOMMENDATIONS
We are providing structural pavement recommendations for the onsite soils. Our pavement analyses are based upon an R-Value of 30 using the Caltrans Design Method for Flexible Pavement for a 20-year design life. The following are our recommendations for Asphalt Concrete (AC) pavement sections along with their corresponding traffic indices (TI), which are indications of load frequency and intensity.

AC PAVEMENT SECTIONS
Traffic Index AC (in) Class 2 AB (in) Total (in)
TI=4.5 3 4 7
TI=5 3 5 8
TI=6 3 8 11
TI=7 4
5 9
7 13
12 TI=8 4
5 12
10 16
15 TI=9 5
6 14
12 19
18 The upper foot of the subgrade soils in pavement areas should be compacted to at least 95 percent relative compaction and rolled to provide a smooth and unyielding surface. Class 2 aggregate base (AB) in pavement areas should also be compacted to at least 95 percent relative compaction.

ADDITIONAL SOIL ENGINEERING SERVICES
To a degree, the performance of the proposed project is dependent on the procedures and quality of the construction. Therefore, we should provide observation of the contractor's procedures and 807
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These observations will allow us to check the contractor's work for conformance with the intent of our recommendations and to observe any unanticipated soil conditions that could require modification of our recommendations. In addition, we would welcome the opportunity to meet with the contractor prior to the start of earthwork operations to discuss the procedures and methods of construction. This can facilitate the performance of the construction operation and minimize possible misunderstanding and construction delays.

LIMITATIONS
The conclusions and recommendations contained in this report are based upon the information provided to us regarding the proposed site improvements, subsurface conditions encountered in our field explorations, laboratory testing, and professional judgment. This study has been conducted in accordance with current professional geotechnical engineering standards; no other warranty is expressed or implied.

If changes are planned or implemented regarding the nature, design, and/or location of the proposed improvements, or if it is found during construction that subsurface conditions differ from those described in this report, then the conclusions and recommendations in this report shall be considered invalid, unless the changes are reviewed, and the conclusions and recommendations are modified or approved in writing.

Should you have questions or need additional information, please contact us. We appreciate the opportunity to provide professional services to you and to be involved in the design of this project.

William R. Stevens
Principal Engineer
GE 2339
Respectfully submitted,

BAEZ GEOTECHNICAL GROUP
Stefanie Parman-Ribeiro
Project Engineer
Attachments:

Plate 1 – Vicinity Map
Plate 2 – Site Plan
Appendix A – Boring Logs
Appendix B – CPT Graphs
Appendix C – Laboratory Test Results
Appendix D – Corrosion Test Results
Appendix E – Liquefaction Analyses – Groundwater 20-feet Deep Appendix F – Liquefaction Analyses – Groundwater 25-feet Deep E://BGG/G289-2092 Oakley Road/GI G289 Paseo Oakley.docx 808
809
810

APPENDIX A
Boring Logs
811
USCS

ELEVATION
(feet)
DEPTH
(feet)

SAMPLER

FINES CONTENT
% PASSING #200

PLASTICITY
INDEX

MOISTURE
CONTENT (%)

DRY UNIT

BLOW COUNT
WEIGHT (pcf)
(blows/foot)

MATERIAL DESCRIPTION
0 5
10 15
20 A-1
PAGE 1 OF 1
PROJECT NAME:

PROJECT NUMBER:

DATE DRILLED:

DRILLING CONTRACTOR:

DRILLING METHOD:

LOGGED BY:

NOTES:

BORING NUMBER: B1

BAEZ GEOTECHNICAL GROUP
10 10
35 53

4.2 3.6
91 PROJECT LOCATION:

CLIENT:

GROUND ELEVATION:

GROUNDWATER ELEVATION:

SAMPLER TYPE:

Paseo Subdivision
G289.01
09/30/2022
West Coast Exploration
Solid Flight Auger
KJR
Elevation obtained from Google Earth
2092 Oakley Road, Oakley
Mercantile Systems, Inc.
32 feet MSL
Not encountered
Modified California
Sampler
SM SILTY SAND, tan and medium brown with gray, moist, dense, fine- to medium-grained sand
SM
CL SILTY CLAY, tan and light brown with light and dark gray, slightly moist, hard
SILTY SAND, tan to medium brown, dry, loose, fine- to medium-grained sand
Bottom of Boring at 15 feet below the ground surface (bgs).

Groundwater was not encountered.
32 27
22 17
12 below 1 foot, moist, medium dense
Standard
Penetration Test
(Sample consolidated % upon loading to 1,000 psf and an 0.1 additional 0.5% after saturation)
(Sample consolidated 0.1% upon loading to 2,500 psf and an additional 0.8% after saturation)
812
USCS

ELEVATION
(feet)
DEPTH
(feet)

SAMPLER

FINES CONTENT
% PASSING #200

PLASTICITY
INDEX

MOISTURE
CONTENT (%)

DRY UNIT
WEIGHT (pcf)

BLOW COUNT
(blows/foot)

MATERIAL DESCRIPTION
0 5
10 15
20 A-2
PAGE 1 OF 1
PROJECT NAME:

PROJECT NUMBER:

DATE DRILLED:

DRILLING CONTRACTOR:

DRILLING METHOD:

LOGGED BY:

NOTES:

BORING NUMBER: B2

BAEZ GEOTECHNICAL GROUP
18 17
27 24
15 15
PROJECT LOCATION:

CLIENT:

GROUND ELEVATION:

GROUNDWATER ELEVATION:

SAMPLER TYPE:

Paseo Subdivision
G289.01
09/30/2022
West Coast Exploration
Solid Flight Auger
KJR
Elevation obtained from Google Earth
2092 Oakley Road, Oakley
Mercantile Systems, Inc.
30 feet MSL
Not encountered
Modified California
Sampler
SM SILTY SAND, light tan and gray, moist, medium dense, fine- to mediumgrained sand SM
SM/
ML
SILTY SAND to SANDY SILT, tan and light gray, dry to slightly moist, dense to very stiff
SILTY SAND, tan to medium brown, dry, loose, fine- to medium-grained sand
Bottom of Boring at 15 feet . bgs
Groundwater was not encountered.
30 25
20 15
10 below 1 foot, moist, medium dense
at 10 feet, fine- to coarse-grained sand
Standard
Penetration Test
(84.6% sand, 10.4% silt, 5.0% clay)
813
USCS

ELEVATION
(feet)
DEPTH
(feet)

SAMPLER

FINES CONTENT
% PASSING #200

PLASTICITY
INDEX

MOISTURE
CONTENT (%)

DRY UNIT
WEIGHT (pcf)

BLOW COUNT
(blows/foot)

MATERIAL DESCRIPTION
0 5
10 15
20 A-3
PAGE 1 OF 1
PROJECT NAME:

PROJECT NUMBER:

DATE DRILLED:

DRILLING CONTRACTOR:

DRILLING METHOD:

LOGGED BY:

NOTES:

BORING NUMBER: B3/P1

BAEZ GEOTECHNICAL GROUP
15 25

3.7 3.7
PROJECT LOCATION:

CLIENT:

GROUND ELEVATION:

GROUNDWATER ELEVATION:

SAMPLER TYPE:

Paseo Subdivision
G289.01
09/30/2022
West Coast Exploration
Solid Flight Auger
KJR
Elevation obtained from Google Earth
2092 Oakley Road, Oakley
Mercantile Systems, Inc.
32 feet MSL
Not encountered
Modified California
Sampler
SP SAND with SILT, tan to medium brown, medium dense, moist, fine- to coarse-grained sand
SM SILTY SAND, tan to medium brown, dry, loose, fine- to medium-grained sand
Bottom of Boring at 7 feet . bgs
Groundwater was not encountered.
32 27
22 17
12 below 1 foot, moist, medium dense
Standard
Penetration Test
below 3 feet, fine- to coarse-grained sand
(Sample consolidated % upon loading to 1,000 psf and 0.1 nearly zero additional consolidation after saturation)
(Sample consolidated 0.1% upon loading to 2,500 psf and an additional 0.8% after saturation)
814
USCS

ELEVATION
(feet)
DEPTH
(feet)

SAMPLER

FINES CONTENT
% PASSING #200

PLASTICITY
INDEX

MOISTURE
CONTENT (%)

DRY UNIT
WEIGHT (pcf)

BLOW COUNT
(blows/foot)

MATERIAL DESCRIPTION
A-4
PAGE 1 OF 1
PROJECT NAME:

PROJECT NUMBER:

DATE DRILLED:

DRILLING CONTRACTOR:

DRILLING METHOD:

LOGGED BY:

NOTES:

BORING NUMBER: B4

BAEZ GEOTECHNICAL GROUP
13 50/6”
12 PROJECT LOCATION:

CLIENT:

GROUND ELEVATION:

GROUNDWATER ELEVATION:

SAMPLER TYPE:

Standard
Penetration Test
Bottom of Boring at feet . 20 bgs Groundwater not encountered. 16 37
SM
Paseo Subdivision
G289.01
09/30/2022
West Coast Exploration
Solid Flight Auger
KJR
Elevation obtained from Google Earth
2092 Oakley Road, Oakley
Mercantile Systems, Inc.
29 feet MSL
Not encountered
saturated below 19 feet
29 24
19 14
9 0
5 10
15 20
Modified California
Sampler
SILTY SAND, tan to medium brown, dry, loose, fine- to medium-grained sand
below 1 foot, moist, medium dense
ML SANDY SILT, tan and light gray, dry to slightly moist, hard SM SILTY SAND, tan and light brown, moist to wet, medium dense, fine- to medium-grained sand
(84.2% sand, 9.3% silt, 6.5% clay)
815
USCS

ELEVATION
(feet)
DEPTH
(feet)

SAMPLER

FINES CONTENT
% PASSING #200

PLASTICITY
INDEX

MOISTURE
CONTENT (%)

DRY UNIT
WEIGHT (pcf)

BLOW COUNT
(blows/foot)

MATERIAL DESCRIPTION
0 5
10 15
20 A-5
PAGE 1 OF 1
PROJECT NAME:

PROJECT NUMBER:

DATE DRILLED:

DRILLING CONTRACTOR:

DRILLING METHOD:

LOGGED BY:

NOTES:

BORING NUMBER: B5/P2

BAEZ GEOTECHNICAL GROUP
PROJECT LOCATION:

CLIENT:

GROUND ELEVATION:

GROUNDWATER ELEVATION:

SAMPLER TYPE:

Paseo Subdivision
G289.01
09/30/2022
West Coast Exploration
Solid Flight Auger
KJR
Elevation obtained from Google Earth
2092 Oakley Road, Oakley
Mercantile Systems, Inc.
30 feet MSL
Not encountered
Modified California
Sampler
SM SILTY SAND, tan to medium brown, dry, loose, fine- to medium-grained sand
Bottom of Boring at 4 feet . bgs
Groundwater was not encountered.
30 25
20 15
10 below 1 foot, moist and medium dense
Standard
Penetration Test
816

APPENDIX B
Middle Earth Earth Geo Testing, Inc.

Cone Penetrometer Test (CPT) Graphs
817
Baez Geotechnical
Project Oakley Paseos Operator AJ-BH Filename SDF(231).cptJob Number G289.01 Cone Number DDG1589 GPSHole Number CPT-01 Date and Time 9/30/2022 11:16:19 AM Maximum Depth 50.36 ftEST GW Depth During Test 15.00 ft Net Area Ratio .8Cone Size 15cm squared Soil Behavior Referance *Soil behavior type and SPT based on data from UBC-1983 0 10 20 30 40 50 60 70 80
0 600
TIP
TSF 0 10

FRICTION
TSF 0 9
Fs/Qt
% -20 100
PRESSURE U2
PSI 0 12
1 - sensitive fine grained 2 - organic material 3 - clay 4 - silty clay to clay 5 - clayey silt to silty clay 6 - sandy silt to clayey silt 7 - silty sand to sandy silt 8 - sand to silty sand 9 - sand 10 - gravelly sand to sand 11 - very stiff fine grained (*)12 - sand to clayey sand (*)

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
818
Baez Geotechnical
Project Oakley Paseos Operator AJ-BH Filename SDF(230).cptJob Number G289.01 Cone Number DDG1589 GPSHole Number CPT-02 Date and Time 9/30/2022 8:45:23 AM Maximum Depth 79.72 ftEST GW Depth During Test 26.60 ft Net Area Ratio .8Cone Size 15cm squared Soil Behavior Referance *Soil behavior type and SPT based on data from UBC-1983 0 10 20 30 40 50 60 70 80
0 600
TIP
TSF 0 10

FRICTION
TSF 0 9
Fs/Qt
% -20 100
PRESSURE U2
PSI 0 12
1 - sensitive fine grained 2 - organic material 3 - clay 4 - silty clay to clay 5 - clayey silt to silty clay 6 - sandy silt to clayey silt 7 - silty sand to sandy silt 8 - sand to silty sand 9 - sand 10 - gravelly sand to sand 11 - very stiff fine grained (*)12 - sand to clayey sand (*)

CPT DATA
DEPTH
(ft)
SOIL

BEHAVIOR
TYPE
819
Baez Geotechnical
Depth 4.99ftRef*
Arrival 8.75mSVelocity*
Depth 10.01ftRef 4.99ft
Arrival 13.36mSVelocity 847.95ft/S
Depth 15.03ftRef 10.01ft
Arrival 18.59mSVelocity 866.65ft/S
Depth 20.01ftRef 15.03ft
Arrival 23.28mSVelocity 1008.52ft/S
Depth 30.02ftRef 20.01ft
Arrival 33.51mSVelocity 951.29ft/S
Depth 35.01ftRef 30.02ft
Arrival 39.06mSVelocity 884.89ft/S
Depth 40.03ftRef 35.01ft
Arrival 43.75mSVelocity 1058.16ft/S
Depth 45.01ftRef 40.03ft
Arrival 48.28mSVelocity 1090.38ft/S
Depth 50.03ftRef 45.01ft
Arrival 54.14mSVelocity 850.35ft/S
Depth 55.02ftRef 50.03ft
Arrival 60.00mSVelocity 845.94ft/S
Depth 60.04ftRef 55.02ft
Arrival 65.07mSVelocity 983.50ft/S
Depth 65.03ftRef 60.04ft
Arrival 69.21mSVelocity 1199.24ft/S
Depth 70.05ftRef 65.03ft
Arrival 73.98mSVelocity 1049.47ft/S
0 10 20 30 40 50 60 70 80 90 100
Depth 79.72ftRef 70.05ft
Arrival 80.07mSVelocity 1583.55ft/S
Time (mS)
Hammer to Rod String Distance (ft): 5.83
* = Not Determined
COMMENT:

CPT-02 Oakley Paseos
820

APPENDIX C
Laboratory Test Results
821
B1&B3@0-4

SAMPLE ID
Dark brown silty SAND B1 and B3 at 0-4 feet
MATERIAL DESCRIPTION ¹ SAMPLE LOCATION

R-VALUE TEST REPORT
CTM 301
2213 Plaza Drive | Rocklin, CA 95765 | T: (916) 786-8883 | F: (888) 279-2698 | www.engeo.com TESTED BY:

REVIEWED BY:
14368.000.174 PHLAB
G289.01 - Paseo Homes, Oakley, Ca
Oakley, CA
10/12/2022
M. Ryan
M. Gilbert
PROJECT LOCATION:

PROJECT NO:

R-VALUE 79 72 65
MOISTURE CONTENT (%) 9.0 10.7 12.8
REPORT DATE:

PROJECT NAME:

CLIENT: Baez Geotechnical Group, Inc.

DRY DENSITY (pcf)
¹ Material description per ASTM D2488
0 110.3 112.2 110.7
67 TEST RESULT
R-VALUE AT EXUDATION PRESSURE OF 300 psi
EXPANSION PRESSURE (psf) AT EXUDATION PRESSURE OF 300 psi 00 SPECIMENS 1 2 3
EXUDATION PRESSURE (psi) 575 453 126
EXPANSION PRESSURE (psf) 0

R-VALUE
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
900 800 700 600 500 400 300 200 100 0
EXPANSION PRESSURE (psf)

R-VALUE
EXUDATION PRESSURE (psi)
822
SAMPLE ID: B1 @ 1.5-2' IN-SITU LOAD (psf): 150
SAMPLE DESCRIPTION: See exploration logs DESIGN LOAD (psf): 1000 TYPE OF WATER USED: Distilled USCS: n/a SOURCE OF WATER: Distilled TRANSPORTATION METHOD: Insulated bucket SAMPLING DATE: n/a STORAGE ENVIRONMENT: Controlled TEST START DATE: 10/03/22 Remolded? (Y/N): N Initial % Saturation: 17.77
Number of lifts, if remolded: n/a Final % Saturation: 100.00 Specific Gravity, <#4 (Measured): 2.682 Initial water content: 4.24 Initial sample height (in): 0.9990 Final water content: 23.38 Dry in-situ load height (in): 0.9987 Post-test dry density (pcf): 102.83 Dry design load height (in): 0.9972 Dry In-situ load % SWELL/COLLAPSE: -0.03 Wet design load height (in): 0.9919 Dry design load % SWELL/COLLAPSE: -0.15 Initial sample mass (g): 126.10 Wet design load % SWELL/COLLAPSE: -0.53 Final saturated sample mass (g): 149.25 Overall % SWELL/COLLAPSE: -0.71 Testing remarks:

PROJECT NAME: G289.01 - Paseo Homes REPORT DATE: 10/06/22 PROJECT NUMBER: 14368.000.174 PHLAB
CLIENT: Baez Geotechnical Group, Inc.

PHASE NUMBER: LAB
Tested by: K. Lecce Reviewed by: M. Tong
ONE DIMENSIONAL SWELL/COLLAPSE POTENTIAL - METHOD 'C' Modified ASTM D4546

0.9850

0.9870

0.9890

0.9910

0.9930

0.9950

0.9970

0.9990

1.0010

1.0030

1.0050

0.0 0.1 1.0 10.0 100.0 1000.0 10000.0
Height (in)
Time (minutes)
Sample Height vs Time
Lab Address: 17278 Golden Valley Parkway, Lathrop, CA 95330. Phone No. (209) 835-0610. 823 SAMPLE ID: B1 @ 2-2.5' IN-SITU LOAD (psf): 200
SAMPLE DESCRIPTION: See exploration logs DESIGN LOAD (psf): 2500 TYPE OF WATER USED: Distilled USCS: n/a SOURCE OF WATER: Distilled TRANSPORTATION METHOD: Insulated bucket SAMPLING DATE: n/a STORAGE ENVIRONMENT: Controlled TEST START DATE: 10/03/22 Remolded? (Y/N): N Initial % Saturation: 15.05
Number of lifts, if remolded: n/a Final % Saturation: 100.00 Specific Gravity, <#4 (Measured): 2.663 Initial water content: 3.62 Initial sample height (in): 1.0020 Final water content: 22.68 Dry in-situ load height (in): 1.0018 Post-test dry density (pcf): 103.57 Dry design load height (in): 1.0004 Dry In-situ load % SWELL/COLLAPSE: -0.02 Wet design load height (in): 0.9806 Dry design load % SWELL/COLLAPSE: -0.14 Initial sample mass (g): 124.60 Wet design load % SWELL/COLLAPSE: -1.98 Final saturated sample mass (g): 147.52 Overall % SWELL/COLLAPSE: -2.14 Testing remarks:

PROJECT NAME: G289.01 - Paseo Homes REPORT DATE: 10/06/22 PROJECT NUMBER: 14368.000.174 PHLAB
CLIENT: Baez Geotechnical Group, Inc.

PHASE NUMBER: LAB
Tested by: K. Lecce Reviewed by: M. Tong
ONE DIMENSIONAL SWELL/COLLAPSE POTENTIAL - METHOD 'C' Modified ASTM D4546

0.9700

0.9730

0.9760

0.9790

0.9820

0.9850

0.9880

0.9910

0.9940

0.9970

1.0000

1.0030

1.0060

1.0090

0.0 0.1 1.0 10.0 100.0 1000.0 10000.0
Height (in)
Time (minutes)
Sample Height vs Time
Lab Address: 17278 Golden Valley Parkway, Lathrop, CA 95330. Phone No. (209) 835-0610. 824 SAMPLE ID: B3 @ 2-2.5' IN-SITU LOAD (psf): 200
SAMPLE DESCRIPTION: See exploration logs DESIGN LOAD (psf): 1000 TYPE OF WATER USED: Distilled USCS: n/a SOURCE OF WATER: Distilled TRANSPORTATION METHOD: Insulated bucket SAMPLING DATE: n/a STORAGE ENVIRONMENT: Controlled TEST START DATE: 10/03/22 Remolded? (Y/N): N Initial % Saturation: 16.29
Number of lifts, if remolded: n/a Final % Saturation: 99.99 Specific Gravity, <#4 (Measured): 2.658 Initial water content: 3.73 Initial sample height (in): 0.9990 Final water content: 22.74 Dry in-situ load height (in): 0.9980 Post-test dry density (pcf): 103.35 Dry design load height (in): 0.9973 Dry In-situ load % SWELL/COLLAPSE: -0.10 Wet design load height (in): 0.9970 Dry design load % SWELL/COLLAPSE: -0.07 Initial sample mass (g): 128.42 Wet design load % SWELL/COLLAPSE: -0.03 Final saturated sample mass (g): 151.95 Overall % SWELL/COLLAPSE: -0.20 Testing remarks:

PROJECT NAME: G289.01 - Paseo Homes REPORT DATE: 10/13/22 PROJECT NUMBER: 14368.000.174 PHLAB
CLIENT: Baez Geotechnical Group, Inc.

PHASE NUMBER: LAB
Tested by: K. Lecce Reviewed by: M. Tong
ONE DIMENSIONAL SWELL/COLLAPSE POTENTIAL - METHOD 'C' Modified ASTM D4546

0.9900

0.9910

0.9920

0.9930

0.9940

0.9950

0.9960

0.9970

0.9980

0.9990

1.0000

1.0010

1.0020

1.0030

1.0040

1.0050

0.0 0.1 1.0 10.0 100.0 1000.0 10000.0
Height (in)
Time (minutes)
Sample Height vs Time
Lab Address: 17278 Golden Valley Parkway, Lathrop, CA 95330. Phone No. (209) 835-0610. 825 SAMPLE ID: B3 @ 2.5-3' IN-SITU LOAD (psf): 250
SAMPLE DESCRIPTION: See exploration logs DESIGN LOAD (psf): 2500 TYPE OF WATER USED: Distilled USCS: n/a SOURCE OF WATER: Distilled TRANSPORTATION METHOD: Insulated bucket SAMPLING DATE: n/a STORAGE ENVIRONMENT: Controlled TEST START DATE: 10/03/22 Remolded? (Y/N): N Initial % Saturation: 15.21
Number of lifts, if remolded: n/a Final % Saturation: 100.00 Specific Gravity, <#4 (Measured): 2.688 Initial water content: 3.71 Initial sample height (in): 1.0550 Final water content: 23.78 Dry in-situ load height (in): 1.0549 Post-test dry density (pcf): 102.30 Dry design load height (in): 1.0535 Dry In-situ load % SWELL/COLLAPSE: -0.01 Wet design load height (in): 1.0455 Dry design load % SWELL/COLLAPSE: -0.13 Initial sample mass (g): 133.16 Wet design load % SWELL/COLLAPSE: -0.76 Final saturated sample mass (g): 158.93 Overall % SWELL/COLLAPSE: -0.90 Testing remarks:

PROJECT NAME: G289.01 - Paseo Homes REPORT DATE: 10/13/22 PROJECT NUMBER: 14368.000.174 PHLAB
CLIENT: Baez Geotechnical Group, Inc.

PHASE NUMBER: LAB
Tested by: K. Lecce Reviewed by: M. Tong
ONE DIMENSIONAL SWELL/COLLAPSE POTENTIAL - METHOD 'C' Modified ASTM D4546

1.0400

1.0410

1.0420

1.0430

1.0440

1.0450

1.0460

1.0470

1.0480

1.0490

1.0500

1.0510

1.0520

1.0530

1.0540

1.0550

1.0560

1.0570

1.0580

1.0590

1.0600

0.0 0.1 1.0 10.0 100.0 1000.0 10000.0
Height (in)
Time (minutes)
Sample Height vs Time
Lab Address: 17278 Golden Valley Parkway, Lathrop, CA 95330. Phone No. (209) 835-0610. 826 ===
===
===
B4

FINE COARSE
DEPTH (ft):

COARSE

9.3 6.5

MEDIUM FINE

ATTERBERG LIMITS
PL =
SAMPLE ID:
3-3.5
[email protected]'

19.3 64.9
% FINES

SILT CLAY
% +75mm
% GRAVEL % SAND
LOCATION:

0.1306 mm D15
ASTM D422

PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE

PERCENT
FINER
SPEC.*

PERCENT
PASS?
(X=NO)

SOIL DESCRIPTION
See exploration logs
#4
#10
#20
#40
#60
#100
#140
#200

0.0359 mm.

0.0227 mm.

0.0131 mm.

0.0093 mm.

0.0066 mm.

0.0047 mm.

0.0038 mm.

0.0032 mm.

0.0014mm.
100.0
100.0

98.3 80.7

59.1 34.2

23.4 15.8

9.5 9.5

9.5 9.5

7.7 7.7

7.7 7.7

5.6 Silt/clay division of 0.002mm used
USCS: ASTM D2487
* (no specification provided)
LL = PI =
#DIV/0!

COEFFICIENTS
D90 0.6164 mm D85 0.5079 mm D60 0.2557 mm
D50 0.2074 mm D30

REMARKS
#DIV/0!

CLASSIFICATION
USCS =
D10 #DIV/0! Cu #DIV/0! Cc
17278 Golden Valley Parkway | Lathrop, CA 95330 | T: (209) 835-0610 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/10/2022
TESTED BY: K. Lecce
REVIEWED BY: M. Tong
CLIENT: Baez Geotechnical Group, Inc.

PROJECT NAME: G289.01 - Paseo Homes
PROJECT NO: 14368.000.173 PHLAB
PROJECT LOCATION: Oakley, CA
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½ in.
1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60#100
#140
#200
827
===
===
===
17278 Golden Valley Parkway | Lathrop, CA 95330 | T: (209) 835-0610 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/10/2022
TESTED BY: K. Lecce
REVIEWED BY: M. Tong
CLIENT: Baez Geotechnical Group, Inc.

PROJECT NAME: G289.01 - Paseo Homes
PROJECT NO: 14368.000.173 PHLAB
PROJECT LOCATION: Oakley, CA

REMARKS
#N/A

CLASSIFICATION
USCS =
D10 #N/A Cu #N/A Cc
Silt/clay division of 0.002mm used
USCS: ASTM D2487
* (no specification provided)
LL = PI =
#N/A

COEFFICIENTS
D90 0.5212 mm D85 0.4130 mm D60 0.2226 mm
D50 0.1851 mm D30 0.1185 mm D15
ASTM D422

PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE

PERCENT
FINER
SPEC.*

PERCENT
PASS?
(X=NO)

SOIL DESCRIPTION
See exploration logs
#4
#10
#20
#40
#60
#100
#140
#200

0.0359 mm.

0.0227 mm.

0.0131 mm.

0.0093 mm.

0.0066 mm.

0.0047 mm.

0.0038 mm.

0.0033 mm.

0.0014mm.
100.0
100.0

98.9 86.5

66.3 38.6

25.6 15.4

9.5 9.5

9.5 7.7

7.7 7.7

5.8 5.1

4.9 ATTERBERG LIMITS
PL =
SAMPLE ID:

5.5-6
[email protected]'

13.5 71.1
% FINES

SILT CLAY
% +75mm
% GRAVEL % SAND
LOCATION: B2

FINE COARSE
DEPTH (ft):

COARSE

10.4 5.0

MEDIUM FINE
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½ in.
1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60#100
#140
#200
828
===
===
===
17278 Golden Valley Parkway | Lathrop, CA 95330 | T: (209) 835-0610 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/6/2022
TESTED BY: K. Lecce
REVIEWED BY: M. Tong
CLIENT: Baez Geotechnical Group, Inc.

PROJECT NAME: G289.01 - Paseo Homes
PROJECT NO: 14368.000.174 PHLAB
PROJECT LOCATION: Oakley, CA

REMARKS

CLASSIFICATION
USCS =
D10 Cu Cc
Soak time = 180 min
Dry sample weight = 296.4 g
Largest particle size < No. 4 Sieve
* (no specification provided)
LL = PI =

COEFFICIENTS
D90 D85 D60
D50 D30 D15
ASTM D1140, Method B

PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE

PERCENT
FINER
SPEC.*

PERCENT
PASS?
(X=NO)

SOIL DESCRIPTION
See exploration logs
#200 90.8
DEPTH (ft):

ATTERBERG LIMITS
PL =
SAMPLE ID:

13.5-15
B1 @ 13.5-15'
% FINES

SILT CLAY
% +75mm
% GRAVEL % SAND

MEDIUM FINE
LOCATION: B1

90.8 COARSE FINE COARSE
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½ in.
1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60#100
#140
#200
829
===
===
===
17278 Golden Valley Parkway | Lathrop, CA 95330 | T: (209) 835-0610 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/6/2022
TESTED BY: K. Lecce
REVIEWED BY: M. Tong
CLIENT: Baez Geotechnical Group, Inc.

PROJECT NAME: G289.01 - Paseo Homes
PROJECT NO: 14368.000.174 PHLAB
PROJECT LOCATION: Oakley, CA

REMARKS

CLASSIFICATION
USCS =
D10 Cu Cc
Soak time = 180 min
Dry sample weight = 331.55 g
Largest particle size < No. 4 Sieve
* (no specification provided)
LL = PI =

COEFFICIENTS
D90 D85 D60
D50 D30 D15
ASTM D1140, Method B

PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE

PERCENT
FINER
SPEC.*

PERCENT
PASS?
(X=NO)

SOIL DESCRIPTION
See exploration logs
#200 15.4
DEPTH (ft):

ATTERBERG LIMITS
PL =
SAMPLE ID:

13.5-15
B2 @ 13.5-15'
% FINES

SILT CLAY
% +75mm
% GRAVEL % SAND

MEDIUM FINE
LOCATION: B2

15.4 COARSE FINE COARSE
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½ in.
1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60#100
#140
#200
830
===
===
===
17278 Golden Valley Parkway | Lathrop, CA 95330 | T: (209) 835-0610 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/6/2022
TESTED BY: K. Lecce
REVIEWED BY: M. Tong
CLIENT: Baez Geotechnical Group, Inc.

PROJECT NAME: G289.01 - Paseo Homes
PROJECT NO: 14368.000.174 PHLAB
PROJECT LOCATION: Oakley, CA

REMARKS

CLASSIFICATION
USCS =
D10 Cu Cc
Soak time = 180 min
Dry sample weight = 419.4 g
Largest particle size < No. 4 Sieve
* (no specification provided)
LL = PI =

COEFFICIENTS
D90 D85 D60
D50 D30 D15
ASTM D1140, Method B

PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE

PERCENT
FINER
SPEC.*

PERCENT
PASS?
(X=NO)

SOIL DESCRIPTION
See exploration logs
#200 36.7
DEPTH (ft):

ATTERBERG LIMITS
PL =
SAMPLE ID:

18.5-20
B4 @ 18.5-20'
% FINES

SILT CLAY
% +75mm
% GRAVEL % SAND

MEDIUM FINE
LOCATION: B4

36.7 COARSE FINE COARSE
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001

PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½ in.
1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60#100
#140
#200
831

APPENDIX D
CERCO Analytical Corrosion Test Results
832
833
834
835

APPENDIX E
CLiq Liquefaction Analyses Reports
for Groundwater at 20-feet Deep
836

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

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

7.00 0.66
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : G289.01 Paseo Location : Oakley Road, Oakley Baez Geotechnical Group
Geotechnical Engineers
BGG
http://www.baezgeotechnicalgroup.com
CPT file : CPT-01

20.00 ft

20.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

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

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method
bd Cone resistance
qt (tsf)
100 200
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 CRR plot
During earthq.
qc1N,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 1 837
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
504846444240383634323028262422201816141210
8642
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. Soil Behaviour Type
Silty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty clay Silty sand & sandy silt Clay Sand & silty sand Clay & silty claySilty sand & sandy silt Very dense/stiff soil Clay Very dense/stiff soil Clay Sand & silty sand Clay & silty clayClayClay & silty clay Clay Clay & silty clayClay Clay & silty clay Clay Clay & silty clay Clay & silty clay Clay Clay Sand & silty sand CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 3Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq SBTn legend

1. Sensitive fine grained

2. Organic material3. Clay to silty clay

4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand

7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
838
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Norm. cone resistance
qc1N
50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Index Apparent fines content
FC (%)
0 50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Apparent fines content "Fines" adjustment
Delta qc1N
0 1 2 3 4 5 6 7 8 9 10
Depth (ft)
504846444240383634323028262422201816141210
8642
"Fines" adjustment Corrected norm. cone resistance
qc1N,cs
0 50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Corrected norm. cone resistance
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 4Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
839
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 CRR plot

CRR & CSR
0 0.2 0.4 0.6
Depth (ft)
504846444240383634323028262422201816141210
8642
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
504846444240383634323028262422201816141210
8642
FS Plot
During earthq.

Liquefaction potential
LPI
0 5 10 15 20
Depth (ft)
504846444240383634323028262422201816141210
8642
Liquefaction potential Vertical settlements
Settlement (in)
0 0.1 0.2 0.3
Depth (ft)
504846444240383634323028262422201816141210
8642
Vertical settlements Lateral displacements
LDI
0 0.5 1 1.5 2 2.5
Depth (ft)
504846444240383634323028262422201816141210
8642
Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 5Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
F.S. color scheme LPI color scheme
Almost certain it will liquefy
Very likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefy Almost certain it will not liquefy
Very high riskHigh riskLow risk
840
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
qc1N,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio*(CSR*)

0.80.70.60.50.40.30.20.1 0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)
0 1 2 3 4 5 6 7 8 9 10
Thickness of liquefiable sand layer, H2 (m)

12.011.010.0

9.08.07.06.05.04.03.02.01.00.0 Analysis PGA: 0.66
PGA

0.40g - 0.50g
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 6Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
841
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Norm. cone resistance
qc1N
50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. cone resistance
Check for strength loss plots (Idriss & Boulanger (2008)) Residual strength correction
Delta qc1N-Sr
0 1 2 3 4 5 6 7 8 9 10
Depth (ft)
504846444240383634323028262422201816141210
8642
Residual strength correction Corrected norm. cone resistance qc1Ncs-Sr
0 50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.1 0.2 0.3 0.4 0.5
Depth (ft)
504846444240383634323028262422201816141210
8642
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 7Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
842
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Cone resistance
qt (tsf)
50 100 150 200 250
Depth (ft)
504846444240383634323028262422201816141210
8642
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
504846444240383634323028262422201816141210
8642
FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 0.1 0.2 0.3
Depth (ft)
504846444240383634323028262422201816141210
8642
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
504846444240383634323028262422201816141210
8642
Strain plot
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 35Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Abbreviationsqt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain 843
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Post-earthquake settlement of dry sands ::

Depth
(ft)
Ic K Qtn c Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

0.33 2.12 42.17 1.45 61.16 13 346 0.38 0.003 0.01 10.85 0.00 0.000

0.49 1.85 76.97 1.20 92.10 18 446 0.37 0.003 0.00 10.85 0.00 0.000

0.66 1.64 127.62 1.00 127.62 23 573 0.36 0.003 0.00 10.85 0.00 0.000

0.82 1.60 161.72 1.00 161.72 29 686 0.33 0.004 0.00 10.85 0.00 0.000

0.98 1.59 185.75 1.00 185.75 33 776 0.32 0.004 0.00 10.85 0.00 0.000

1.15 1.62 192.85 1.00 192.85 35 837 0.32 0.004 0.00 10.85 0.00 0.000

1.31 1.64 189.20 1.00 189.20 35 845 0.32 0.005 0.00 10.85 0.00 0.000

1.48 1.67 178.36 1.00 178.36 33 828 0.33 0.006 0.00 10.85 0.00 0.000

1.64 1.69 162.39 1.00 162.39 30 777 0.34 0.007 0.00 10.85 0.00 0.000

1.80 1.74 142.29 1.07 152.18 29 723 0.35 0.009 0.01 10.85 0.00 0.000

1.97 1.78 124.01 1.13 140.22 27 663 0.37 0.012 0.01 10.85 0.01 0.000

2.13 1.81 109.75 1.17 128.08 25 611 0.37 0.015 0.01 10.85 0.01 0.000

2.30 1.81 102.56 1.17 119.78 23 571 0.37 0.019 0.02 10.85 0.01 0.001

2.46 1.81 98.10 1.16 114.04 22 543 0.37 0.024 0.02 10.85 0.02 0.001

2.62 1.81 95.99 1.16 111.42 22 530 0.37 0.028 0.03 10.85 0.02 0.001

2.79 1.80 95.50 1.16 110.48 21 525 0.37 0.032 0.03 10.85 0.03 0.001

2.95 1.80 95.11 1.15 109.70 21 521 0.37 0.036 0.03 10.85 0.03 0.001

3.12 1.80 93.86 1.15 108.32 21 514 0.37 0.041 0.04 10.85 0.03 0.001

3.28 1.81 92.13 1.16 106.88 21 508 0.37 0.046 0.04 10.85 0.04 0.001

3.45 1.81 90.78 1.16 105.71 21 504 0.37 0.052 0.05 10.85 0.04 0.002

3.61 1.81 89.85 1.16 104.61 20 498 0.37 0.058 0.06 10.85 0.05 0.002

3.77 1.81 88.61 1.17 103.31 20 492 0.37 0.066 0.07 10.85 0.06 0.002

3.94 1.82 87.31 1.17 102.36 20 489 0.37 0.073 0.07 10.85 0.06 0.003

4.10 1.83 86.33 1.18 101.88 20 489 0.37 0.079 0.08 10.85 0.07 0.003

4.27 1.83 86.48 1.18 102.45 20 493 0.37 0.083 0.08 10.85 0.07 0.003

4.43 1.83 88.50 1.18 104.68 20 503 0.37 0.083 0.08 10.85 0.07 0.003

4.59 1.82 94.16 1.17 110.41 21 528 0.37 0.076 0.07 10.85 0.06 0.002

4.76 1.80 104.32 1.15 120.17 23 570 0.37 0.063 0.05 10.85 0.05 0.002

4.92 1.78 116.14 1.13 131.49 25 622 0.36 0.052 0.04 10.85 0.03 0.001

5.09 1.81 122.98 1.17 143.32 0 0 0.36 0.000 0.00 0.00 0.00 0.000

5.25 1.94 116.80 1.26 147.50 0 0 0.34 0.000 0.00 0.00 0.00 0.000

5.41 2.14 97.03 1.49 144.78 0 0 0.34 0.000 0.00 0.00 0.00 0.000

5.58 2.40 70.77 2.35 166.57 0 0 0.35 0.000 0.00 0.00 0.00 0.000

5.74 2.63 49.45 3.98 196.89 0 0 0.37 0.000 0.00 0.00 0.00 0.000

5.91 2.77 38.40 5.47 209.91 0 0 0.37 0.000 0.00 0.00 0.00 0.000

6.07 2.80 36.73 5.82 213.95 0 0 0.37 0.000 0.00 0.00 0.00 0.000

6.23 2.77 40.35 5.54 223.41 0 0 0.37 0.000 0.00 0.00 0.00 0.000

6.40 2.73 46.55 5.08 236.24 0 0 0.36 0.000 0.00 0.00 0.00 0.000

6.56 2.69 52.79 4.64 245.22 0 0 0.36 0.000 0.00 0.00 0.00 0.000

6.73 2.66 57.48 4.29 246.86 0 0 0.36 0.000 0.00 0.00 0.00 0.000

6.89 2.64 58.70 4.13 242.58 0 0 0.36 0.000 0.00 0.00 0.00 0.000

7.05 2.65 55.79 4.18 233.18 0 0 0.36 0.000 0.00 0.00 0.00 0.000

7.22 2.67 50.21 4.39 220.65 0 0 0.36 0.000 0.00 0.00 0.00 0.000

7.38 2.72 44.25 4.89 216.16 0 0 0.37 0.000 0.00 0.00 0.00 0.000

7.55 2.77 40.38 5.47 220.68 0 0 0.37 0.000 0.00 0.00 0.00 0.000

7.71 2.81 38.55 5.98 230.66 0 0 0.37 0.000 0.00 0.00 0.00 0.000

7.87 2.83 37.51 6.24 233.93 0 0 0.37 0.000 0.00 0.00 0.00 0.000

8.04 2.83 36.86 6.21 228.94 0 0 0.37 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 36 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 844
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic K Qtn c Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

8.20 2.80 37.91 5.81 220.38 0 0 0.37 0.000 0.00 0.00 0.00 0.000

8.37 2.70 43.10 4.74 204.17 0 0 0.37 0.000 0.00 0.00 0.00 0.000

8.53 2.63 49.30 4.02 197.97 0 0 0.37 0.000 0.00 0.00 0.00 0.000

8.69 2.59 54.10 3.69 199.60 54 808 0.37 0.069 0.02 10.85 0.02 0.001

8.86 2.61 54.94 3.87 212.58 0 0 0.37 0.000 0.00 0.00 0.00 0.000

9.02 2.66 52.89 4.26 225.31 0 0 0.37 0.000 0.00 0.00 0.00 0.000

9.19 2.69 50.26 4.58 230.01 0 0 0.37 0.000 0.00 0.00 0.00 0.000

9.35 2.65 50.88 4.24 215.84 0 0 0.37 0.000 0.00 0.00 0.00 0.000

9.51 2.51 58.70 3.07 180.40 0 0 0.37 0.000 0.00 0.00 0.00 0.000

9.68 2.33 68.01 2.03 138.23 0 0 0.36 0.000 0.00 0.00 0.00 0.000

9.84 2.19 77.13 1.59 122.32 0 0 0.36 0.000 0.00 0.00 0.00 0.000

10.01 2.16 81.95 1.52 124.55 0 0 0.36 0.000 0.00 0.00 0.00 0.000

10.17 2.27 78.09 1.82 142.30 0 0 0.36 0.000 0.00 0.00 0.00 0.000

10.34 2.44 66.43 2.58 171.15 0 0 0.37 0.000 0.00 0.00 0.00 0.000

10.50 2.62 51.14 3.90 199.54 0 0 0.38 0.000 0.00 0.00 0.00 0.000

10.66 2.73 39.77 4.99 198.55 0 0 0.38 0.000 0.00 0.00 0.00 0.000

10.83 2.77 32.16 5.48 176.12 0 0 0.38 0.000 0.00 0.00 0.00 0.000

10.99 2.78 26.81 5.60 150.11 0 0 0.39 0.000 0.00 0.00 0.00 0.000

11.16 2.75 25.55 5.22 133.49 0 0 0.39 0.000 0.00 0.00 0.00 0.000

11.32 2.63 31.90 4.00 127.53 0 0 0.39 0.000 0.00 0.00 0.00 0.000

11.48 2.31 57.34 1.97 112.69 0 0 0.38 0.000 0.00 0.00 0.00 0.000

11.65 2.01 99.91 1.31 131.35 0 0 0.36 0.000 0.00 0.00 0.00 0.000

11.81 1.86 140.78 1.21 169.75 0 0 0.34 0.000 0.00 0.00 0.00 0.000

11.98 1.86 155.06 1.21 187.89 0 0 0.33 0.000 0.00 0.00 0.00 0.000

12.14 2.01 132.13 1.31 173.48 0 0 0.33 0.000 0.00 0.00 0.00 0.000

12.30 2.23 95.69 1.69 162.17 0 0 0.36 0.000 0.00 0.00 0.00 0.000

12.47 2.45 66.75 2.67 178.44 0 0 0.37 0.000 0.00 0.00 0.00 0.000

12.63 2.58 56.93 3.61 205.35 0 0 0.38 0.000 0.00 0.00 0.00 0.000

12.80 2.62 57.07 3.90 222.74 0 0 0.37 0.000 0.00 0.00 0.00 0.000

12.96 2.47 75.02 2.80 210.39 0 0 0.37 0.000 0.00 0.00 0.00 0.000

13.12 2.22 113.06 1.65 186.88 0 0 0.34 0.000 0.00 0.00 0.00 0.000

13.29 1.97 153.26 1.29 197.16 0 0 0.32 0.000 0.00 0.00 0.00 0.000

13.45 1.85 171.19 1.20 206.15 0 0 0.32 0.000 0.00 0.00 0.00 0.000

13.62 1.88 158.82 1.22 194.00 39 1393 0.33 0.040 0.02 10.85 0.02 0.001

13.78 2.00 135.37 1.31 176.85 37 1380 0.34 0.042 0.02 10.85 0.02 0.001

13.94 2.09 119.90 1.41 168.75 36 1374 0.34 0.043 0.02 10.85 0.02 0.001

14.11 2.03 125.27 1.34 167.51 35 1350 0.35 0.045 0.02 10.85 0.02 0.001

14.27 1.94 138.13 1.27 174.95 36 1352 0.33 0.046 0.02 10.85 0.02 0.001

14.44 1.92 147.83 1.25 184.91 0 0 0.33 0.000 0.00 0.00 0.00 0.000

14.60 2.03 140.89 1.34 188.55 0 0 0.32 0.000 0.00 0.00 0.00 0.000

14.76 2.21 122.46 1.64 201.23 0 0 0.32 0.000 0.00 0.00 0.00 0.000

14.93 2.36 99.54 2.19 217.98 0 0 0.35 0.000 0.00 0.00 0.00 0.000

15.09 2.51 77.04 3.07 236.20 0 0 0.36 0.000 0.00 0.00 0.00 0.000

15.26 2.62 59.66 3.93 234.28 0 0 0.37 0.000 0.00 0.00 0.00 0.000

15.42 2.70 49.10 4.69 230.25 0 0 0.38 0.000 0.00 0.00 0.00 0.000

15.58 2.72 44.03 4.89 215.29 0 0 0.38 0.000 0.00 0.00 0.00 0.000

15.75 2.70 42.39 4.72 199.89 0 0 0.38 0.000 0.00 0.00 0.00 0.000

15.91 2.71 40.13 4.77 191.32 0 0 0.38 0.000 0.00 0.00 0.00 0.000 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 37 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 845
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic K Qtn c Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

16.08 2.71 38.40 4.86 186.80 0 0 0.38 0.000 0.00 0.00 0.00 0.000

16.24 2.72 38.24 4.89 186.95 0 0 0.39 0.000 0.00 0.00 0.00 0.000

16.40 2.72 40.08 4.93 197.70 0 0 0.38 0.000 0.00 0.00 0.00 0.000

16.57 2.69 46.29 4.59 212.49 0 0 0.38 0.000 0.00 0.00 0.00 0.000

16.73 2.59 60.69 3.63 220.35 59 1471 0.38 0.048 0.01 10.85 0.01 0.000

16.90 2.50 74.00 2.99 221.32 57 1630 0.36 0.041 0.01 10.85 0.01 0.000

17.06 2.50 72.68 3.01 218.69 56 1621 0.36 0.042 0.01 10.85 0.01 0.000

17.23 2.58 58.49 3.55 207.74 56 1441 0.38 0.053 0.02 10.85 0.01 0.001

17.39 2.71 40.87 4.77 194.90 0 0 0.38 0.000 0.00 0.00 0.00 0.000

17.55 2.76 32.54 5.37 174.69 0 0 0.39 0.000 0.00 0.00 0.00 0.000

17.72 2.76 29.63 5.42 160.62 0 0 0.39 0.000 0.00 0.00 0.00 0.000

17.88 2.76 29.47 5.40 159.05 0 0 0.39 0.000 0.00 0.00 0.00 0.000

18.05 2.78 30.61 5.57 170.40 0 0 0.39 0.000 0.00 0.00 0.00 0.000

18.21 2.80 31.80 5.89 187.44 0 0 0.39 0.000 0.00 0.00 0.00 0.000

18.37 2.74 37.63 5.16 194.23 0 0 0.39 0.000 0.00 0.00 0.00 0.000

18.54 2.48 58.57 2.87 168.37 0 0 0.38 0.000 0.00 0.00 0.00 0.000

18.70 2.16 97.31 1.52 148.28 0 0 0.36 0.000 0.00 0.00 0.00 0.000

18.87 1.95 134.15 1.27 170.44 0 0 0.34 0.000 0.00 0.00 0.00 0.000

19.03 1.89 151.10 1.23 186.33 0 0 0.34 0.000 0.00 0.00 0.00 0.000

19.19 2.00 131.82 1.31 172.28 0 0 0.34 0.000 0.00 0.00 0.00 0.000

19.36 2.18 95.56 1.57 150.03 0 0 0.36 0.000 0.00 0.00 0.00 0.000

19.52 2.40 59.12 2.39 141.11 0 0 0.38 0.000 0.00 0.00 0.00 0.000

19.69 2.55 38.96 3.38 131.57 0 0 0.39 0.000 0.00 0.00 0.00 0.000

19.85 2.55 33.35 3.37 112.35 30 907 0.39 0.224 0.14 10.85 0.12 0.005 Total estimated settlement: 0.04
Abbreviations
Qtn:

Kc:

Qtn,cs:

Gmax:

CSR:
γ:
evol(15):

Nc:
ev:

Settle.:

Normalized cone resistance
Fines correction factor
Equivalent clean sand normalized cone resistance
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
:: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

20.01 96.03 0.34 3.35 0.06 1.00 20.18 96.76 0.34 3.32 0.07 1.00

20.34 100.97 0.36 3.18 0.06 1.00 20.51 42.61 2.00 0.00 0.00 1.00

20.67 42.26 2.00 0.00 0.00 1.00 20.83 42.99 2.00 0.00 0.00 1.00

21.00 40.77 2.00 0.00 0.00 1.00 21.16 38.91 2.00 0.00 0.00 1.00

21.33 38.57 2.00 0.00 0.00 1.00 21.49 36.20 2.00 0.00 0.00 1.00

21.65 37.62 2.00 0.00 0.00 1.00 21.82 37.80 2.00 0.00 0.00 1.00

21.98 38.17 2.00 0.00 0.00 1.00 22.15 38.61 2.00 0.00 0.00 1.00

22.31 38.36 2.00 0.00 0.00 1.00 22.47 37.94 2.00 0.00 0.00 1.00

22.64 38.21 2.00 0.00 0.00 1.00 22.80 36.57 2.00 0.00 0.00 1.00

22.97 36.75 2.00 0.00 0.00 1.00 23.13 37.20 2.00 0.00 0.00 1.00

23.30 37.12 2.00 0.00 0.00 1.00 23.46 37.23 2.00 0.00 0.00 1.00 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 38 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 846
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

23.62 38.45 2.00 0.00 0.00 1.00 23.79 37.85 2.00 0.00 0.00 1.00

23.95 34.95 2.00 0.00 0.00 1.00 24.12 31.63 2.00 0.00 0.00 1.00

24.28 28.60 2.00 0.00 0.00 1.00 24.44 27.19 2.00 0.00 0.00 1.00

24.61 26.96 2.00 0.00 0.00 1.00 24.77 25.81 2.00 0.00 0.00 1.00

24.94 23.67 2.00 0.00 0.00 1.00 25.10 22.53 2.00 0.00 0.00 1.00

25.26 21.25 2.00 0.00 0.00 1.00 25.43 20.87 2.00 0.00 0.00 1.00

25.59 27.75 2.00 0.00 0.00 1.00 25.76 28.69 2.00 0.00 0.00 1.00

25.92 27.81 2.00 0.00 0.00 1.00 26.08 26.59 2.00 0.00 0.00 1.00

26.25 26.96 2.00 0.00 0.00 1.00 26.41 26.99 2.00 0.00 0.00 1.00

26.58 26.78 2.00 0.00 0.00 1.00 26.74 25.33 2.00 0.00 0.00 1.00

26.90 25.45 2.00 0.00 0.00 1.00 27.07 26.38 2.00 0.00 0.00 1.00

27.23 26.83 2.00 0.00 0.00 1.00 27.40 26.62 2.00 0.00 0.00 1.00

27.56 26.24 2.00 0.00 0.00 1.00 27.72 27.50 2.00 0.00 0.00 1.00

27.89 30.33 2.00 0.00 0.00 1.00 28.05 27.48 2.00 0.00 0.00 1.00

28.22 28.17 2.00 0.00 0.00 1.00 28.38 29.92 2.00 0.00 0.00 1.00

28.54 29.37 2.00 0.00 0.00 1.00 28.71 29.07 2.00 0.00 0.00 1.00

28.87 28.20 2.00 0.00 0.00 1.00 29.04 26.52 2.00 0.00 0.00 1.00

29.20 24.38 2.00 0.00 0.00 1.00 29.36 24.90 2.00 0.00 0.00 1.00

29.53 24.21 2.00 0.00 0.00 1.00 29.69 25.06 2.00 0.00 0.00 1.00

29.86 25.41 2.00 0.00 0.00 1.00 30.02 26.81 2.00 0.00 0.00 1.00

30.19 25.96 2.00 0.00 0.00 1.00 30.35 27.44 2.00 0.00 0.00 1.00

30.51 27.63 2.00 0.00 0.00 1.00 30.68 28.22 2.00 0.00 0.00 1.00

30.84 27.85 2.00 0.00 0.00 1.00 31.01 27.72 2.00 0.00 0.00 1.00

31.17 27.60 2.00 0.00 0.00 1.00 31.33 26.04 2.00 0.00 0.00 1.00

31.50 23.47 2.00 0.00 0.00 1.00 31.66 21.78 2.00 0.00 0.00 1.00

31.83 22.37 2.00 0.00 0.00 1.00 31.99 22.96 2.00 0.00 0.00 1.00

32.15 25.59 2.00 0.00 0.00 1.00 32.32 21.01 2.00 0.00 0.00 1.00

32.48 18.88 2.00 0.00 0.00 1.00 32.65 19.31 2.00 0.00 0.00 1.00

32.81 21.21 2.00 0.00 0.00 1.00 32.97 22.88 2.00 0.00 0.00 1.00

33.14 23.62 2.00 0.00 0.00 1.00 33.30 25.14 2.00 0.00 0.00 1.00

33.47 25.56 2.00 0.00 0.00 1.00 33.63 25.75 2.00 0.00 0.00 1.00

33.79 26.02 2.00 0.00 0.00 1.00 33.96 25.19 2.00 0.00 0.00 1.00

34.12 22.69 2.00 0.00 0.00 1.00 34.29 22.19 2.00 0.00 0.00 1.00

34.45 22.54 2.00 0.00 0.00 1.00 34.61 24.66 2.00 0.00 0.00 1.00

34.78 24.53 2.00 0.00 0.00 1.00 34.94 27.81 2.00 0.00 0.00 1.00

35.11 25.29 2.00 0.00 0.00 1.00 35.27 22.81 2.00 0.00 0.00 1.00

35.43 22.78 2.00 0.00 0.00 1.00 35.60 23.88 2.00 0.00 0.00 1.00

35.76 25.44 2.00 0.00 0.00 1.00 35.93 28.14 2.00 0.00 0.00 1.00

36.09 31.32 2.00 0.00 0.00 1.00 36.26 32.74 2.00 0.00 0.00 1.00

36.42 38.52 2.00 0.00 0.00 1.00 36.58 45.89 2.00 0.00 0.00 1.00

36.75 45.98 2.00 0.00 0.00 1.00 36.91 39.14 2.00 0.00 0.00 1.00

37.08 34.11 2.00 0.00 0.00 1.00 37.24 31.68 2.00 0.00 0.00 1.00

37.40 32.24 2.00 0.00 0.00 1.00 37.57 35.41 2.00 0.00 0.00 1.00

37.73 38.04 2.00 0.00 0.00 1.00 37.90 32.98 2.00 0.00 0.00 1.00

38.06 26.58 2.00 0.00 0.00 1.00 38.22 25.69 2.00 0.00 0.00 1.00

38.39 59.88 2.00 0.00 0.00 1.00 38.55 182.70 1.83 0.07 0.00 1.00

38.72 64.54 2.00 0.00 0.00 1.00 38.88 56.64 2.00 0.00 0.00 1.00

39.04 47.68 2.00 0.00 0.00 1.00 39.21 35.97 2.00 0.00 0.00 1.00 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 39 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 847
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

39.37 32.96 2.00 0.00 0.00 1.00 39.54 29.30 2.00 0.00 0.00 1.00

39.70 29.49 2.00 0.00 0.00 1.00 39.86 32.60 2.00 0.00 0.00 1.00

40.03 40.31 2.00 0.00 0.00 1.00 40.19 33.23 2.00 0.00 0.00 1.00

40.36 39.00 2.00 0.00 0.00 1.00 40.52 144.68 2.00 0.00 0.00 1.00

40.68 163.55 2.00 0.00 0.00 1.00 40.85 165.52 0.95 0.89 0.02 1.00

41.01 153.33 0.67 1.99 0.04 1.00 41.18 55.89 2.00 0.00 0.00 1.00

41.34 46.17 2.00 0.00 0.00 1.00 41.50 60.08 2.00 0.00 0.00 1.00

41.67 68.53 2.00 0.00 0.00 1.00 41.83 64.22 2.00 0.00 0.00 1.00

42.00 45.82 2.00 0.00 0.00 1.00 42.16 33.86 2.00 0.00 0.00 1.00

42.32 26.33 2.00 0.00 0.00 1.00 42.49 30.76 2.00 0.00 0.00 1.00

42.65 30.45 2.00 0.00 0.00 1.00 42.82 59.01 2.00 0.00 0.00 1.00

42.98 165.11 0.93 0.93 0.02 1.00 43.15 142.74 0.52 2.19 0.04 1.00

43.31 51.75 2.00 0.00 0.00 1.00 43.47 53.42 2.00 0.00 0.00 1.00

43.64 56.88 2.00 0.00 0.00 1.00 43.80 43.90 2.00 0.00 0.00 1.00

43.97 58.59 2.00 0.00 0.00 1.00 44.13 45.06 2.00 0.00 0.00 1.00

44.29 42.12 2.00 0.00 0.00 1.00 44.46 32.97 2.00 0.00 0.00 1.00

44.62 28.10 2.00 0.00 0.00 1.00 44.79 57.16 2.00 0.00 0.00 1.00

44.95 186.17 2.00 0.00 0.00 1.00 45.11 163.11 0.87 1.08 0.02 1.00

45.28 178.82 1.51 0.25 0.01 1.00 45.44 182.57 1.76 0.11 0.00 1.00

45.61 73.54 2.00 0.00 0.00 1.00 45.77 52.86 2.00 0.00 0.00 1.00

45.93 54.88 2.00 0.00 0.00 1.00 46.10 49.03 2.00 0.00 0.00 1.00

46.26 48.90 2.00 0.00 0.00 1.00 46.43 39.51 2.00 0.00 0.00 1.00

46.59 36.00 2.00 0.00 0.00 1.00 46.75 41.21 2.00 0.00 0.00 1.00

46.92 50.41 2.00 0.00 0.00 1.00 47.08 48.86 2.00 0.00 0.00 1.00

47.25 52.83 2.00 0.00 0.00 1.00 47.41 55.98 2.00 0.00 0.00 1.00

47.57 48.83 2.00 0.00 0.00 1.00 47.74 79.63 2.00 0.00 0.00 1.00

47.90 76.77 2.00 0.00 0.00 1.00 48.07 55.54 2.00 0.00 0.00 1.00

48.23 67.91 2.00 0.00 0.00 1.00 48.39 94.08 2.00 0.00 0.00 1.00

48.56 228.75 2.00 0.00 0.00 1.00 48.72 217.41 2.00 0.00 0.00 1.00

48.89 219.30 2.00 0.00 0.00 1.00 49.05 220.56 2.00 0.00 0.00 1.00

49.22 193.78 2.00 0.00 0.00 1.00 49.38 204.82 2.00 0.00 0.00 1.00

49.54 227.31 2.00 0.00 0.00 1.00 49.71 273.10 2.00 0.00 0.00 1.00

49.87 277.86 2.00 0.00 0.00 1.00
Total estimated settlement: 0.34
Abbreviations
Qtn,cs:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 40 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 848
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Cone resistance
qt (tsf)
100 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Plot Corrected norm. cone resista
qc1N,cs
0 50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Corrected norm. cone resista FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
504846444240383634323028262422201816141210
8642
FS Plot
During earthq.

Cyclic shear strain
Gamma max (%)
0 10 20 30 40 50 60
Depth (ft)
504846444240383634323028262422201816141210
8642
Cyclic shear strain Lateral displacements
LDI
0 1 2
Depth (ft)
504846444240383634323028262422201816141210
8642
Lateral displacements
Estimation of post-earthquake lateral Displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 41Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq qt: Total cone resistance (cone resistance qc corrected for pore water effects) Ic: Soil Behaviour Type Index
qc1N,cs: Equivalent clean sand normalized CPT total cone resistance F.S.: Factor of safetyγmax: Maximum cyclic shear strain LDI: Lateral displacement index
Abbreviations
849
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Lateral displacement index calculation ::

Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

20.01 96.03 0.34 0.34 0.82 0.34 0.65

20.18 96.76 0.33 0.34 0.82 0.33 0.68

20.34 100.97 0.30 0.36 0.78 0.30 0.58

20.51 42.61 0.00 2.00 0.00 0.00 0.00

20.67 42.26 0.00 2.00 0.00 0.00 0.00

20.83 42.99 0.00 2.00 0.00 0.00 0.00

21.00 40.77 0.00 2.00 0.00 0.00 0.00

21.16 38.91 0.00 2.00 0.00 0.00 0.00

21.33 38.57 0.00 2.00 0.00 0.00 0.00

21.49 36.20 0.00 2.00 0.00 0.00 0.00

21.65 37.62 0.00 2.00 0.00 0.00 0.00

21.82 37.80 0.00 2.00 0.00 0.00 0.00

21.98 38.17 0.00 2.00 0.00 0.00 0.00

22.15 38.61 0.00 2.00 0.00 0.00 0.00

22.31 38.36 0.00 2.00 0.00 0.00 0.00

22.47 37.94 0.00 2.00 0.00 0.00 0.00

22.64 38.21 0.00 2.00 0.00 0.00 0.00

22.80 36.57 0.00 2.00 0.00 0.00 0.00

22.97 36.75 0.00 2.00 0.00 0.00 0.00

23.13 37.20 0.00 2.00 0.00 0.00 0.00

23.30 37.12 0.00 2.00 0.00 0.00 0.00

23.46 37.23 0.00 2.00 0.00 0.00 0.00

23.62 38.45 0.00 2.00 0.00 0.00 0.00

23.79 37.85 0.00 2.00 0.00 0.00 0.00

23.95 34.95 0.00 2.00 0.00 0.00 0.00

24.12 31.63 0.00 2.00 0.00 0.00 0.00

24.28 28.60 0.00 2.00 0.00 0.00 0.00

24.44 27.19 0.00 2.00 0.00 0.00 0.00

24.61 26.96 0.00 2.00 0.00 0.00 0.00

24.77 25.81 0.00 2.00 0.00 0.00 0.00

24.94 23.67 0.00 2.00 0.00 0.00 0.00

25.10 22.53 0.00 2.00 0.00 0.00 0.00

25.26 21.25 0.00 2.00 0.00 0.00 0.00

25.43 20.87 0.00 2.00 0.00 0.00 0.00

25.59 27.75 0.00 2.00 0.00 0.00 0.00

25.76 28.69 0.00 2.00 0.00 0.00 0.00

25.92 27.81 0.00 2.00 0.00 0.00 0.00

26.08 26.59 0.00 2.00 0.00 0.00 0.00

26.25 26.96 0.00 2.00 0.00 0.00 0.00

26.41 26.99 0.00 2.00 0.00 0.00 0.00

26.58 26.78 0.00 2.00 0.00 0.00 0.00

26.74 25.33 0.00 2.00 0.00 0.00 0.00

26.90 25.45 0.00 2.00 0.00 0.00 0.00

27.07 26.38 0.00 2.00 0.00 0.00 0.00

27.23 26.83 0.00 2.00 0.00 0.00 0.00

27.40 26.62 0.00 2.00 0.00 0.00 0.00

27.56 26.24 0.00 2.00 0.00 0.00 0.00

27.72 27.50 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 42 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 850
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

27.89 30.33 0.00 2.00 0.00 0.00 0.00

28.05 27.48 0.00 2.00 0.00 0.00 0.00

28.22 28.17 0.00 2.00 0.00 0.00 0.00

28.38 29.92 0.00 2.00 0.00 0.00 0.00

28.54 29.37 0.00 2.00 0.00 0.00 0.00

28.71 29.07 0.00 2.00 0.00 0.00 0.00

28.87 28.20 0.00 2.00 0.00 0.00 0.00

29.04 26.52 0.00 2.00 0.00 0.00 0.00

29.20 24.38 0.00 2.00 0.00 0.00 0.00

29.36 24.90 0.00 2.00 0.00 0.00 0.00

29.53 24.21 0.00 2.00 0.00 0.00 0.00

29.69 25.06 0.00 2.00 0.00 0.00 0.00

29.86 25.41 0.00 2.00 0.00 0.00 0.00

30.02 26.81 0.00 2.00 0.00 0.00 0.00

30.19 25.96 0.00 2.00 0.00 0.00 0.00

30.35 27.44 0.00 2.00 0.00 0.00 0.00

30.51 27.63 0.00 2.00 0.00 0.00 0.00

30.68 28.22 0.00 2.00 0.00 0.00 0.00

30.84 27.85 0.00 2.00 0.00 0.00 0.00

31.01 27.72 0.00 2.00 0.00 0.00 0.00

31.17 27.60 0.00 2.00 0.00 0.00 0.00

31.33 26.04 0.00 2.00 0.00 0.00 0.00

31.50 23.47 0.00 2.00 0.00 0.00 0.00

31.66 21.78 0.00 2.00 0.00 0.00 0.00

31.83 22.37 0.00 2.00 0.00 0.00 0.00

31.99 22.96 0.00 2.00 0.00 0.00 0.00

32.15 25.59 0.00 2.00 0.00 0.00 0.00

32.32 21.01 0.00 2.00 0.00 0.00 0.00

32.48 18.88 0.00 2.00 0.00 0.00 0.00

32.65 19.31 0.00 2.00 0.00 0.00 0.00

32.81 21.21 0.00 2.00 0.00 0.00 0.00

32.97 22.88 0.00 2.00 0.00 0.00 0.00

33.14 23.62 0.00 2.00 0.00 0.00 0.00

33.30 25.14 0.00 2.00 0.00 0.00 0.00

33.47 25.56 0.00 2.00 0.00 0.00 0.00

33.63 25.75 0.00 2.00 0.00 0.00 0.00

33.79 26.02 0.00 2.00 0.00 0.00 0.00

33.96 25.19 0.00 2.00 0.00 0.00 0.00

34.12 22.69 0.00 2.00 0.00 0.00 0.00

34.29 22.19 0.00 2.00 0.00 0.00 0.00

34.45 22.54 0.00 2.00 0.00 0.00 0.00

34.61 24.66 0.00 2.00 0.00 0.00 0.00

34.78 24.53 0.00 2.00 0.00 0.00 0.00

34.94 27.81 0.00 2.00 0.00 0.00 0.00

35.11 25.29 0.00 2.00 0.00 0.00 0.00

35.27 22.81 0.00 2.00 0.00 0.00 0.00

35.43 22.78 0.00 2.00 0.00 0.00 0.00

35.60 23.88 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 43 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 851
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

35.76 25.44 0.00 2.00 0.00 0.00 0.00

35.93 28.14 0.00 2.00 0.00 0.00 0.00

36.09 31.32 0.00 2.00 0.00 0.00 0.00

36.26 32.74 0.00 2.00 0.00 0.00 0.00

36.42 38.52 0.00 2.00 0.00 0.00 0.00

36.58 45.89 0.00 2.00 0.00 0.00 0.00

36.75 45.98 0.00 2.00 0.00 0.00 0.00

36.91 39.14 0.00 2.00 0.00 0.00 0.00

37.08 34.11 0.00 2.00 0.00 0.00 0.00

37.24 31.68 0.00 2.00 0.00 0.00 0.00

37.40 32.24 0.00 2.00 0.00 0.00 0.00

37.57 35.41 0.00 2.00 0.00 0.00 0.00

37.73 38.04 0.00 2.00 0.00 0.00 0.00

37.90 32.98 0.00 2.00 0.00 0.00 0.00

38.06 26.58 0.00 2.00 0.00 0.00 0.00

38.22 25.69 0.00 2.00 0.00 0.00 0.00

38.39 59.88 0.00 2.00 0.00 0.00 0.00

38.55 182.70 0.04 1.83 -0.20 0.00 0.01

38.72 64.54 0.00 2.00 0.00 0.00 0.00

38.88 56.64 0.00 2.00 0.00 0.00 0.00

39.04 47.68 0.00 2.00 0.00 0.00 0.00

39.21 35.97 0.00 2.00 0.00 0.00 0.00

39.37 32.96 0.00 2.00 0.00 0.00 0.00

39.54 29.30 0.00 2.00 0.00 0.00 0.00

39.70 29.49 0.00 2.00 0.00 0.00 0.00

39.86 32.60 0.00 2.00 0.00 0.00 0.00

40.03 40.31 0.00 2.00 0.00 0.00 0.00

40.19 33.23 0.00 2.00 0.00 0.00 0.00

40.36 39.00 0.00 2.00 0.00 0.00 0.00

40.52 144.68 0.11 2.00 0.32 0.00 0.00

40.68 163.55 0.07 2.00 0.07 0.00 0.00

40.85 165.52 0.06 0.95 0.04 0.04 0.08

41.01 153.33 0.09 0.67 0.20 0.08 0.15

41.18 55.89 0.00 2.00 0.00 0.00 0.00

41.34 46.17 0.00 2.00 0.00 0.00 0.00

41.50 60.08 0.00 2.00 0.00 0.00 0.00

41.67 68.53 0.00 2.00 0.00 0.00 0.00

41.83 64.22 0.00 2.00 0.00 0.00 0.00

42.00 45.82 0.00 2.00 0.00 0.00 0.00

42.16 33.86 0.00 2.00 0.00 0.00 0.00

42.32 26.33 0.00 2.00 0.00 0.00 0.00

42.49 30.76 0.00 2.00 0.00 0.00 0.00

42.65 30.45 0.00 2.00 0.00 0.00 0.00

42.82 59.01 0.00 2.00 0.00 0.00 0.00

42.98 165.11 0.06 0.93 0.05 0.04 0.08

43.15 142.74 0.11 0.52 0.34 0.11 0.23

43.31 51.75 0.00 2.00 0.00 0.00 0.00

43.47 53.42 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 44 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 852
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

43.64 56.88 0.00 2.00 0.00 0.00 0.00

43.80 43.90 0.00 2.00 0.00 0.00 0.00

43.97 58.59 0.00 2.00 0.00 0.00 0.00

44.13 45.06 0.00 2.00 0.00 0.00 0.00

44.29 42.12 0.00 2.00 0.00 0.00 0.00

44.46 32.97 0.00 2.00 0.00 0.00 0.00

44.62 28.10 0.00 2.00 0.00 0.00 0.00

44.79 57.16 0.00 2.00 0.00 0.00 0.00

44.95 186.17 0.03 2.00 -0.25 0.00 0.00

45.11 163.11 0.07 0.87 0.07 0.05 0.09

45.28 178.82 0.04 1.51 -0.14 0.01 0.02

45.44 182.57 0.04 1.76 -0.20 0.01 0.01

45.61 73.54 0.00 2.00 0.00 0.00 0.00

45.77 52.86 0.00 2.00 0.00 0.00 0.00

45.93 54.88 0.00 2.00 0.00 0.00 0.00

46.10 49.03 0.00 2.00 0.00 0.00 0.00

46.26 48.90 0.00 2.00 0.00 0.00 0.00

46.43 39.51 0.00 2.00 0.00 0.00 0.00

46.59 36.00 0.00 2.00 0.00 0.00 0.00

46.75 41.21 0.00 2.00 0.00 0.00 0.00

46.92 50.41 0.00 2.00 0.00 0.00 0.00

47.08 48.86 0.00 2.00 0.00 0.00 0.00

47.25 52.83 0.00 2.00 0.00 0.00 0.00

47.41 55.98 0.00 2.00 0.00 0.00 0.00

47.57 48.83 0.00 2.00 0.00 0.00 0.00

47.74 79.63 0.00 2.00 0.00 0.00 0.00

47.90 76.77 0.00 2.00 0.00 0.00 0.00

48.07 55.54 0.00 2.00 0.00 0.00 0.00

48.23 67.91 0.00 2.00 0.00 0.00 0.00

48.39 94.08 0.00 2.00 0.00 0.00 0.00

48.56 228.75 0.01 2.00 -0.88 0.00 0.00

48.72 217.41 0.01 2.00 -0.71 0.00 0.00

48.89 219.30 0.01 2.00 -0.74 0.00 0.00

49.05 220.56 0.01 2.00 -0.76 0.00 0.00

49.22 193.78 0.03 2.00 -0.36 0.00 0.00

49.38 204.82 0.02 2.00 -0.52 0.00 0.00

49.54 227.31 0.01 2.00 -0.86 0.00 0.00

49.71 273.10 0.00 2.00 -1.58 0.00 0.00

49.87 277.86 0.00 2.00 -1.65 0.00 0.00
Depth:
qc1N,cs:

Gammalim:

FS:

Fa:

Gammamax:

Lat. disp.:

Depth of test point
Adjusted and corrected cone resistance due to fines
Limiting shear strain
Calculated factor of safety against liquefaction
Maximum cyclic shear strain
Lateral displacement
Abbreviations
Total estimated displacement: 2.58
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:37:51 PM 45 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 853
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Total cone resistance
qt (tsf)
50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Total cone resistance Custom Vs data
Vs (ft/s)
0 Depth (ft) 0
Custom Vs data Rigidity Index
K*G
0 Depth (ft)
504846444240383634323028262422201816141210
8642
Rigidity Index Deposit resistance factor
K(DR)
1 Depth (ft)
504846444240383634323028262422201816141210
8642
Deposit resistance factor Cyclic resistance ratio
CRR
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
Cyclic resistance ratio
Aging Calculation Estimation
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 53Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 854
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Corrected norm. cone resistan
Qtn,cs
100 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Corrected norm. cone resista SBTn Index Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Index Plot
zAzBzAB H1
FS plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
504846444240383634323028262422201816141210
8642
FS plot Stresses vs Depth
Stresses (tsf)
0 1 2 3
Depth (ft)
504846444240383634323028262422201816141210
8642
σv o (EQ )uo (EQ )EQu
Stresses vs Depth Excess Head
hexc (ft)
0 2 4 6 8 10
Depth (ft)
504846444240383634323028262422201816141210
8642
hexcσ'v o=0hA
Excess Head Liq. ejecta demand
LD (ton/ft)
0 10 20
Depth (ft)
4140393837363534333231302928272625242322212019181716151413121110 9876543210
LD: 0.00C R: 24.75
Liq. ejecta demand
Ejecta severity
N/A
Ejecta Severity Estimation
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 54Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 855

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

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

7.00 0.66
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : G289.01 Paseo Location : Oakley Road, Oakley Baez Geotechnical Group
Geotechnical Engineers
BGG
http://www.baezgeotechnicalgroup.com
CPT file : CPT-02

20.00 ft

20.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

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

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method
bd Cone resistance
qt (tsf)
100 200 300
Depth (ft)
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
CRR plot
During earthq.
qc1N,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 1 856
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Norm. Soil Behaviour Type
Sand & silty sandSilty sand & sandy silt Clay & silty clayClay Clay & silty clay Sand & silty sand ClaySand & silty sand Silty sand & sandy silt Sand & silty sandClayClay & silty clayClayClay & silty claySand & silty sand Clay & silty claySand & silty sand Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt Clay & silty clay CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 3Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq SBTn legend

1. Sensitive fine grained

2. Organic material3. Clay to silty clay

4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand

7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
857
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Norm. cone resistance
qc1N
100 200 300
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Norm. cone resistance
Liquefaction analysis overall plots (intermediate results) SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
SBTn Index Apparent fines content
FC (%)
0 50 100 150 200
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Apparent fines content "Fines" adjustment
Delta qc1N
0 1 2 3 4 5 6 7 8 9 10
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
"Fines" adjustment Corrected norm. cone resistance
qc1N,cs
0 50 100 150 200
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Corrected norm. cone resistance
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 4Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
858
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 CRR plot

CRR & CSR
0 0.2 0.4 0.6
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
FS Plot
During earthq.

Liquefaction potential
LPI
0 5 10 15 20
Depth (ft)
64626058565452504846444240383634323028262422201816141210 8642
Liquefaction potential Vertical settlements
Settlement (in)
0 0.5 1 1.5 2
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Vertical settlements Lateral displacements
LDI
0 1 2 3 4 5
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 5Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
F.S. color scheme LPI color scheme
Almost certain it will liquefy
Very likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefy Almost certain it will not liquefy
Very high riskHigh riskLow risk
859
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Liquefaction analysis summary plots
qc1N,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio*(CSR*)

0.80.70.60.50.40.30.20.1 0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)
0 1 2 3 4 5 6 7 8 9 10
Thickness of liquefiable sand layer, H2 (m)

12.011.010.0

9.08.07.06.05.04.03.02.01.00.0 C PT-02 (1.23)
Analysis PGA: 0.66
PGA

0.40g - 0.50g
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 6Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
860
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Norm. cone resistance
qc1N
100 200 300
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Norm. cone resistance
Check for strength loss plots (Idriss & Boulanger (2008)) Residual strength correction
Delta qc1N-Sr
0 1 2 3 4 5 6 7 8 9 10
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Residual strength correction Corrected norm. cone resistance qc1Ncs-Sr
0 50 100 150 200
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0 0.1 0.2 0.3 0.4 0.5
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 7Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Input parameters and analysis dataAnalysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value7.000.6620.00 ft
Depth to GWT (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

20.00 ft32.60Based on SBTNoN/A
Fill weight:Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyNoN/A
861
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Cone resistance
qt (tsf)
100 200 300
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
SBTn Plot FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
FS Plot
During earthq.

Vertical settlements
Settlement (in)
0 0.5 1 1.5 2
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Vertical settlements
Estimation of post-earthquake settlements
Strain plot
Volumentric strain (%)
0 1 2 3 4 5 6
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Strain plot
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 49Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq Abbreviationsqt:

Ic:

FS:

Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects) Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain 862
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement of dry sands ::

Depth
(ft)
Ic K Qtn c Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

0.33 1.50 184.53 1.00 184.53 32 694 0.34 0.001 0.00 10.85 0.00 0.000

0.49 1.56 155.22 1.00 155.22 28 629 0.32 0.002 0.00 10.85 0.00 0.000

0.66 1.63 128.85 1.00 128.85 23 570 0.38 0.004 0.00 10.85 0.00 0.000

0.82 1.80 96.28 1.15 110.72 21 525 0.38 0.006 0.01 10.85 0.00 0.000

0.98 1.71 117.20 1.01 118.61 22 574 0.37 0.006 0.01 10.85 0.00 0.000

1.15 1.64 135.88 1.00 135.88 25 611 0.35 0.007 0.01 10.85 0.00 0.000

1.31 1.66 141.60 1.00 141.60 26 647 0.35 0.007 0.01 10.85 0.00 0.000

1.48 1.70 139.61 1.00 139.61 26 674 0.36 0.008 0.01 10.85 0.00 0.000

1.64 1.69 151.28 1.00 151.28 28 717 0.36 0.008 0.01 10.85 0.00 0.000

1.80 1.59 191.08 1.00 191.08 34 798 0.33 0.008 0.00 10.85 0.00 0.000

1.97 1.47 250.34 1.00 250.34 43 901 0.32 0.007 0.00 10.85 0.00 0.000

2.13 1.40 297.19 1.00 297.19 50 982 0.32 0.007 0.00 10.85 0.00 0.000

2.30 1.39 312.57 1.00 312.57 53 1020 0.32 0.007 0.00 10.85 0.00 0.000

2.46 1.45 303.57 1.00 303.57 52 1064 0.32 0.008 0.00 10.85 0.00 0.000

2.62 1.53 285.08 1.00 285.08 50 1113 0.32 0.008 0.00 10.85 0.00 0.000

2.79 1.63 258.81 1.00 258.81 47 1147 0.32 0.008 0.00 10.85 0.00 0.000

2.95 1.68 237.86 1.00 237.86 44 1125 0.32 0.009 0.00 10.85 0.00 0.000

3.12 1.68 232.38 1.00 232.38 43 1089 0.32 0.010 0.00 10.85 0.00 0.000

3.28 1.61 250.58 1.00 250.58 45 1078 0.32 0.011 0.00 10.85 0.00 0.000

3.45 1.52 292.19 1.00 292.19 51 1126 0.32 0.010 0.00 10.85 0.00 0.000

3.61 1.46 341.42 1.00 341.42 59 1214 0.32 0.010 0.00 10.85 0.00 0.000

3.77 1.42 377.09 1.00 377.09 64 1281 0.32 0.010 0.00 10.85 0.00 0.000

3.94 1.43 374.44 1.00 374.44 64 1285 0.32 0.010 0.00 10.85 0.00 0.000

4.10 1.47 339.97 1.00 339.97 59 1224 0.32 0.012 0.00 10.85 0.00 0.000

4.27 1.53 294.08 1.00 294.08 52 1137 0.32 0.014 0.00 10.85 0.00 0.000

4.43 1.57 250.40 1.00 250.40 45 1028 0.32 0.017 0.01 10.85 0.01 0.000

4.59 1.62 213.91 1.00 213.91 39 927 0.32 0.021 0.01 10.85 0.01 0.000

4.76 1.64 183.84 1.00 183.84 34 822 0.33 0.028 0.01 10.85 0.01 0.001

4.92 1.69 154.31 1.00 154.31 29 732 0.34 0.038 0.02 10.85 0.02 0.001

5.09 1.74 127.46 1.06 135.36 26 644 0.36 0.056 0.04 10.85 0.04 0.001

5.25 1.80 102.70 1.15 118.52 23 563 0.37 0.090 0.08 10.85 0.07 0.003

5.41 1.85 85.23 1.20 102.47 20 498 0.37 0.149 0.15 10.85 0.13 0.005

5.58 1.90 71.66 1.24 88.70 18 446 0.37 0.257 0.30 10.85 0.26 0.010

5.74 1.93 62.65 1.26 78.73 16 404 0.37 0.444 0.58 10.85 0.50 0.019

5.91 1.95 57.17 1.27 72.46 15 377 0.37 0.701 1.01 10.85 0.87 0.036

6.07 1.96 52.71 1.00 52.71 11 354 0.37 1.087 2.27 10.85 1.97 0.075

6.23 1.96 51.25 1.00 51.25 11 345 0.38 1.350 2.92 10.85 2.52 0.097

6.40 1.96 50.86 1.00 50.86 10 342 0.37 1.535 3.35 10.85 2.90 0.118

6.56 1.94 52.56 1.00 52.56 11 345 0.38 1.561 3.30 10.85 2.86 0.110

6.73 1.93 54.26 1.00 54.26 11 350 0.38 1.516 3.11 10.85 2.69 0.110

6.89 1.91 57.62 1.00 57.62 12 361 0.38 1.325 2.55 10.85 2.21 0.085

7.05 1.88 62.42 1.00 62.42 12 377 0.38 1.083 1.92 10.85 1.66 0.064

7.22 1.85 67.65 1.00 67.65 13 396 0.38 0.869 1.42 10.85 1.22 0.050

7.38 1.83 71.80 1.00 71.80 14 416 0.38 0.692 1.06 10.85 0.92 0.035

7.55 1.81 75.24 1.00 75.24 15 434 0.38 0.584 0.85 10.85 0.74 0.030

7.71 1.80 78.22 1.00 78.22 15 450 0.38 0.509 0.71 10.85 0.62 0.024

7.87 1.78 81.10 1.00 81.10 16 466 0.38 0.445 0.60 10.85 0.52 0.020

8.04 1.75 83.74 1.00 83.74 16 472 0.38 0.440 0.58 10.85 0.50 0.020 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 50 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 863
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic K Qtn c Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

8.20 1.73 86.29 1.00 86.29 16 481 0.38 0.422 0.54 10.85 0.47 0.018

8.37 1.71 88.33 1.00 88.33 17 490 0.38 0.403 0.51 10.85 0.44 0.018

8.53 1.74 87.16 1.00 87.16 17 502 0.38 0.376 0.47 10.85 0.41 0.016

8.69 1.75 88.57 1.00 88.57 17 518 0.38 0.338 0.42 10.85 0.36 0.014

8.86 1.75 90.37 1.00 90.37 17 534 0.38 0.307 0.37 10.85 0.32 0.013

9.02 1.73 96.23 1.00 96.23 18 560 0.38 0.259 0.29 10.85 0.25 0.010

9.19 1.71 100.55 1.00 100.55 19 583 0.37 0.227 0.24 10.85 0.21 0.009

9.35 1.70 106.13 1.00 106.13 20 612 0.37 0.194 0.20 10.85 0.17 0.007

9.51 1.68 111.59 1.00 111.59 21 635 0.37 0.174 0.17 10.85 0.14 0.006

9.68 1.66 116.56 1.00 116.56 21 660 0.37 0.156 0.14 10.85 0.12 0.005

9.84 1.66 119.92 1.00 119.92 22 679 0.36 0.145 0.13 10.85 0.11 0.004

10.01 1.67 120.71 1.00 120.71 22 697 0.36 0.137 0.12 10.85 0.10 0.004

10.17 1.68 118.99 1.00 118.99 22 703 0.37 0.138 0.12 10.85 0.11 0.004

10.34 1.70 115.42 1.00 115.42 22 700 0.37 0.144 0.13 10.85 0.11 0.005

10.50 1.71 112.68 1.00 112.83 21 695 0.37 0.152 0.14 10.85 0.12 0.005

10.66 1.71 111.71 1.00 111.77 21 694 0.37 0.158 0.15 10.85 0.13 0.005

10.83 1.70 112.42 1.00 112.42 21 699 0.37 0.159 0.15 10.85 0.13 0.005

10.99 1.69 114.08 1.00 114.08 21 706 0.37 0.158 0.15 10.85 0.13 0.005

11.16 1.67 115.28 1.00 115.28 21 708 0.37 0.161 0.15 10.85 0.13 0.005

11.32 1.66 116.08 1.00 116.08 21 707 0.37 0.166 0.15 10.85 0.13 0.005

11.48 1.64 116.44 1.00 116.44 21 698 0.37 0.179 0.17 10.85 0.14 0.006

11.65 1.63 117.48 1.00 117.48 21 700 0.37 0.183 0.17 10.85 0.15 0.006

11.81 1.62 120.09 1.00 120.09 22 715 0.37 0.174 0.16 10.85 0.14 0.005

11.98 1.62 124.49 1.00 124.49 23 750 0.37 0.150 0.13 10.85 0.11 0.005

12.14 1.63 131.80 1.00 131.80 24 800 0.36 0.124 0.10 10.85 0.09 0.003

12.30 1.62 141.37 1.00 141.37 26 858 0.36 0.103 0.08 10.85 0.07 0.003

12.47 1.62 153.26 1.00 153.26 28 942 0.35 0.081 0.05 10.85 0.05 0.002

12.63 1.61 164.38 1.00 164.38 30 1003 0.34 0.070 0.04 10.85 0.04 0.001

12.80 1.61 174.83 1.00 174.83 32 1067 0.33 0.062 0.04 10.85 0.03 0.001

12.96 1.62 175.75 1.00 175.75 32 1100 0.33 0.059 0.03 10.85 0.03 0.001

13.12 1.62 186.61 1.00 186.61 34 1171 0.34 0.052 0.03 10.85 0.02 0.001

13.29 1.61 197.45 1.00 197.45 36 1237 0.31 0.047 0.02 10.85 0.02 0.001

13.45 1.58 215.46 1.00 215.46 39 1306 0.31 0.043 0.02 10.85 0.02 0.001

13.62 1.57 221.03 1.00 221.03 40 1343 0.31 0.042 0.02 10.85 0.02 0.001

13.78 1.57 223.91 1.00 223.91 40 1369 0.31 0.041 0.02 10.85 0.02 0.001

13.94 1.58 226.06 1.00 226.06 40 1392 0.31 0.040 0.02 10.85 0.01 0.001

14.11 1.58 226.64 1.00 226.64 41 1411 0.32 0.040 0.02 10.85 0.01 0.001

14.27 1.59 222.40 1.00 222.40 40 1414 0.32 0.040 0.02 10.85 0.02 0.001

14.44 1.62 209.68 1.00 209.68 38 1381 0.32 0.043 0.02 10.85 0.02 0.001

14.60 1.65 191.12 1.00 191.12 35 1320 0.32 0.048 0.02 10.85 0.02 0.001

14.76 1.69 170.14 1.00 170.14 32 1239 0.34 0.055 0.03 10.85 0.03 0.001

14.93 1.73 149.28 1.06 157.72 30 1151 0.36 0.066 0.04 10.85 0.04 0.001

15.09 1.77 132.58 1.12 148.24 28 1077 0.37 0.079 0.05 10.85 0.04 0.002

15.26 1.80 120.11 1.15 138.31 27 1014 0.37 0.094 0.07 10.85 0.06 0.002

15.42 1.81 114.60 1.17 133.76 26 991 0.38 0.102 0.07 10.85 0.06 0.002

15.58 1.82 113.43 1.18 133.29 26 996 0.38 0.102 0.07 10.85 0.06 0.002

15.75 1.83 115.79 1.18 137.01 27 1034 0.37 0.094 0.07 10.85 0.06 0.002

15.91 1.83 119.98 1.18 141.89 28 1077 0.37 0.086 0.06 10.85 0.05 0.002 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 51 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 864
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement of dry sands :: (continued) Depth
(ft)
Ic K Qtn c Qtn,cs N1,60
(blows)
Gmax
(tsf)
CSR Shear, γ
(%)
evol(15)
(%)
Nc ev
(%)
Settle.
(in)

16.08 1.83 123.29 1.18 145.77 28 1114 0.37 0.080 0.05 10.85 0.05 0.002

16.24 1.84 125.95 1.19 149.78 29 1156 0.37 0.074 0.05 10.85 0.04 0.002

16.40 1.86 126.18 1.21 152.52 30 1200 0.36 0.069 0.04 10.85 0.04 0.001

16.57 1.88 125.33 1.23 153.74 0 0 0.36 0.000 0.00 0.00 0.00 0.000

16.73 1.98 124.96 1.29 161.77 0 0 0.35 0.000 0.00 0.00 0.00 0.000

16.90 2.07 121.84 1.38 168.63 0 0 0.33 0.000 0.00 0.00 0.00 0.000

17.06 2.21 109.82 1.64 180.48 0 0 0.33 0.000 0.00 0.00 0.00 0.000

17.23 2.34 90.21 2.10 189.73 0 0 0.35 0.000 0.00 0.00 0.00 0.000

17.39 2.43 77.66 2.56 199.16 0 0 0.37 0.000 0.00 0.00 0.00 0.000

17.55 2.44 73.65 2.61 192.56 48 1526 0.36 0.046 0.02 10.85 0.01 0.001

17.72 2.40 74.68 2.37 176.95 44 1477 0.36 0.050 0.02 10.85 0.02 0.001

17.88 2.40 70.46 2.37 167.22 41 1405 0.37 0.056 0.02 10.85 0.02 0.001

18.05 2.42 65.14 2.47 160.66 40 1339 0.37 0.063 0.03 10.85 0.02 0.001

18.21 2.44 60.72 2.59 157.12 39 1293 0.37 0.069 0.03 10.85 0.03 0.001

18.37 2.45 57.32 2.68 153.49 39 1254 0.38 0.075 0.03 10.85 0.03 0.001

18.54 2.48 52.54 2.87 150.98 39 1205 0.38 0.083 0.04 10.85 0.03 0.001

18.70 2.52 47.29 3.12 147.39 38 1144 0.38 0.096 0.04 10.85 0.04 0.001

18.87 2.57 41.90 3.46 145.18 39 1084 0.38 0.113 0.05 10.85 0.04 0.002

19.03 2.59 39.22 3.65 143.11 38 1052 0.38 0.124 0.06 10.85 0.05 0.002

19.19 2.61 37.27 3.81 142.10 0 0 0.39 0.000 0.00 0.00 0.00 0.000

19.36 2.62 35.59 3.96 140.82 0 0 0.39 0.000 0.00 0.00 0.00 0.000

19.52 2.64 33.81 4.09 138.40 0 0 0.39 0.000 0.00 0.00 0.00 0.000

19.69 2.65 32.28 4.20 135.60 0 0 0.39 0.000 0.00 0.00 0.00 0.000

19.85 2.67 30.64 4.37 133.98 0 0 0.39 0.000 0.00 0.00 0.00 0.000 Total estimated settlement: 1.15
Abbreviations
Qtn:

Kc:

Qtn,cs:

Gmax:

CSR:
γ:
evol(15):

Nc:
ev:

Settle.:

Normalized cone resistance
Fines correction factor
Equivalent clean sand normalized cone resistance
Small strain shear modulus
Soil cyclic stress ratio
Cyclic shear strain
Volumetric strain after 15 cycles
Equivalent number of cycles
Volumetric strain
Calculated settlement
:: Post-earthquake settlement due to soil liquefaction ::

Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

20.01 31.27 2.00 0.00 0.00 1.00 20.18 30.13 2.00 0.00 0.00 1.00

20.34 29.27 2.00 0.00 0.00 1.00 20.51 29.56 2.00 0.00 0.00 1.00

20.67 29.50 2.00 0.00 0.00 1.00 20.83 28.82 2.00 0.00 0.00 1.00

21.00 28.31 2.00 0.00 0.00 1.00 21.16 27.99 2.00 0.00 0.00 1.00

21.33 27.31 2.00 0.00 0.00 1.00 21.49 26.73 2.00 0.00 0.00 1.00

21.65 26.94 2.00 0.00 0.00 1.00 21.82 26.44 2.00 0.00 0.00 1.00

21.98 24.90 2.00 0.00 0.00 1.00 22.15 24.15 2.00 0.00 0.00 1.00

22.31 24.19 2.00 0.00 0.00 1.00 22.47 23.62 2.00 0.00 0.00 1.00

22.64 23.31 2.00 0.00 0.00 1.00 22.80 23.26 2.00 0.00 0.00 1.00

22.97 23.99 2.00 0.00 0.00 1.00 23.13 24.81 2.00 0.00 0.00 1.00

23.30 25.19 2.00 0.00 0.00 1.00 23.46 25.74 2.00 0.00 0.00 1.00 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 52 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 865
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

23.62 28.45 2.00 0.00 0.00 1.00 23.79 31.15 2.00 0.00 0.00 1.00

23.95 32.20 2.00 0.00 0.00 1.00 24.12 45.92 2.00 0.00 0.00 1.00

24.28 136.71 2.00 0.00 0.00 1.00 24.44 146.37 2.00 0.00 0.00 1.00

24.61 145.37 2.00 0.00 0.00 1.00 24.77 146.01 0.66 2.14 0.04 1.00

24.94 157.19 0.87 1.16 0.02 1.00 25.10 168.50 1.23 0.50 0.01 1.00

25.26 164.44 1.07 0.71 0.01 1.00 25.43 167.05 1.16 0.58 0.01 1.00

25.59 140.37 0.57 2.24 0.04 1.00 25.76 127.53 2.00 0.00 0.00 1.00

25.92 137.28 2.00 0.00 0.00 1.00 26.08 139.39 2.00 0.00 0.00 1.00

26.25 126.02 2.00 0.00 0.00 1.00 26.41 114.06 2.00 0.00 0.00 1.00

26.58 45.09 2.00 0.00 0.00 1.00 26.74 31.03 2.00 0.00 0.00 1.00

26.90 26.30 2.00 0.00 0.00 1.00 27.07 20.46 2.00 0.00 0.00 1.00

27.23 18.86 2.00 0.00 0.00 1.00 27.40 18.82 2.00 0.00 0.00 1.00

27.56 16.09 2.00 0.00 0.00 1.00 27.72 20.63 2.00 0.00 0.00 1.00

27.89 27.86 2.00 0.00 0.00 1.00 28.05 107.94 2.00 0.00 0.00 1.00

28.22 136.27 2.00 0.00 0.00 1.00 28.38 118.26 2.00 0.00 0.00 1.00

28.54 122.79 0.41 2.59 0.05 1.00 28.71 126.28 0.43 2.51 0.05 1.00

28.87 132.92 0.48 2.38 0.05 1.00 29.04 144.57 0.60 2.16 0.04 1.00

29.20 149.56 0.67 2.08 0.04 1.00 29.36 150.35 0.68 2.07 0.04 1.00

29.53 149.63 0.67 2.08 0.04 1.00 29.69 154.59 0.76 1.56 0.03 1.00

29.86 160.81 0.90 1.04 0.02 1.00 30.02 173.00 1.34 0.38 0.01 1.00

30.19 175.63 1.48 0.28 0.01 1.00 30.35 173.76 1.37 0.36 0.01 1.00

30.51 178.10 2.00 0.00 0.00 1.00 30.68 181.17 2.00 0.00 0.00 1.00

30.84 166.89 2.00 0.00 0.00 1.00 31.01 120.45 2.00 0.00 0.00 1.00

31.17 38.71 2.00 0.00 0.00 1.00 31.33 32.68 2.00 0.00 0.00 1.00

31.50 28.61 2.00 0.00 0.00 1.00 31.66 35.30 2.00 0.00 0.00 1.00

31.83 113.03 2.00 0.00 0.00 1.00 31.99 117.27 2.00 0.00 0.00 1.00

32.15 117.20 2.00 0.00 0.00 1.00 32.32 121.20 2.00 0.00 0.00 1.00

32.48 128.84 2.00 0.00 0.00 1.00 32.65 151.04 2.00 0.00 0.00 1.00

32.81 164.35 2.00 0.00 0.00 1.00 32.97 165.12 2.00 0.00 0.00 1.00

33.14 144.38 2.00 0.00 0.00 1.00 33.30 124.62 2.00 0.00 0.00 1.00

33.47 44.22 2.00 0.00 0.00 1.00 33.63 35.25 2.00 0.00 0.00 1.00

33.79 34.09 2.00 0.00 0.00 1.00 33.96 34.59 2.00 0.00 0.00 1.00

34.12 33.82 2.00 0.00 0.00 1.00 34.29 32.25 2.00 0.00 0.00 1.00

34.45 30.94 2.00 0.00 0.00 1.00 34.61 30.90 2.00 0.00 0.00 1.00

34.78 28.03 2.00 0.00 0.00 1.00 34.94 26.99 2.00 0.00 0.00 1.00

35.11 25.47 2.00 0.00 0.00 1.00 35.27 26.59 2.00 0.00 0.00 1.00

35.43 27.01 2.00 0.00 0.00 1.00 35.60 28.36 2.00 0.00 0.00 1.00

35.76 29.16 2.00 0.00 0.00 1.00 35.93 30.36 2.00 0.00 0.00 1.00

36.09 30.62 2.00 0.00 0.00 1.00 36.26 28.18 2.00 0.00 0.00 1.00

36.42 25.76 2.00 0.00 0.00 1.00 36.58 24.58 2.00 0.00 0.00 1.00

36.75 22.87 2.00 0.00 0.00 1.00 36.91 21.63 2.00 0.00 0.00 1.00

37.08 20.31 2.00 0.00 0.00 1.00 37.24 19.61 2.00 0.00 0.00 1.00

37.40 19.20 2.00 0.00 0.00 1.00 37.57 18.58 2.00 0.00 0.00 1.00

37.73 17.73 2.00 0.00 0.00 1.00 37.90 17.85 2.00 0.00 0.00 1.00

38.06 19.68 2.00 0.00 0.00 1.00 38.22 22.40 2.00 0.00 0.00 1.00

38.39 26.26 2.00 0.00 0.00 1.00 38.55 29.02 2.00 0.00 0.00 1.00

38.72 28.29 2.00 0.00 0.00 1.00 38.88 29.23 2.00 0.00 0.00 1.00

39.04 33.76 2.00 0.00 0.00 1.00 39.21 35.15 2.00 0.00 0.00 1.00 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 53 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 866
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

39.37 33.05 2.00 0.00 0.00 1.00 39.54 28.00 2.00 0.00 0.00 1.00

39.70 29.78 2.00 0.00 0.00 1.00 39.86 30.27 2.00 0.00 0.00 1.00

40.03 27.29 2.00 0.00 0.00 1.00 40.19 23.75 2.00 0.00 0.00 1.00

40.36 18.66 2.00 0.00 0.00 1.00 40.52 15.59 2.00 0.00 0.00 1.00

40.68 20.27 2.00 0.00 0.00 1.00 40.85 23.68 2.00 0.00 0.00 1.00

41.01 21.96 2.00 0.00 0.00 1.00 41.18 20.61 2.00 0.00 0.00 1.00

41.34 19.21 2.00 0.00 0.00 1.00 41.50 18.60 2.00 0.00 0.00 1.00

41.67 17.14 2.00 0.00 0.00 1.00 41.83 16.19 2.00 0.00 0.00 1.00

42.00 16.66 2.00 0.00 0.00 1.00 42.16 16.43 2.00 0.00 0.00 1.00

42.32 16.76 2.00 0.00 0.00 1.00 42.49 17.37 2.00 0.00 0.00 1.00

42.65 17.06 2.00 0.00 0.00 1.00 42.82 16.83 2.00 0.00 0.00 1.00

42.98 17.30 2.00 0.00 0.00 1.00 43.15 17.91 2.00 0.00 0.00 1.00

43.31 18.38 2.00 0.00 0.00 1.00 43.47 18.93 2.00 0.00 0.00 1.00

43.64 19.82 2.00 0.00 0.00 1.00 43.80 20.58 2.00 0.00 0.00 1.00

43.97 19.20 2.00 0.00 0.00 1.00 44.13 18.04 2.00 0.00 0.00 1.00

44.29 18.37 2.00 0.00 0.00 1.00 44.46 19.97 2.00 0.00 0.00 1.00

44.62 19.51 2.00 0.00 0.00 1.00 44.79 19.20 2.00 0.00 0.00 1.00

44.95 18.90 2.00 0.00 0.00 1.00 45.28 18.49 2.00 0.00 0.00 1.00

45.44 18.19 2.00 0.00 0.00 1.00 45.61 17.54 2.00 0.00 0.00 1.00

45.77 16.89 2.00 0.00 0.00 1.00 45.93 17.21 2.00 0.00 0.00 1.00

46.10 16.43 2.00 0.00 0.00 1.00 46.26 16.27 2.00 0.00 0.00 1.00

46.43 16.52 2.00 0.00 0.00 1.00 46.59 17.12 2.00 0.00 0.00 1.00

46.75 17.92 2.00 0.00 0.00 1.00 46.92 17.55 2.00 0.00 0.00 1.00

47.08 16.98 2.00 0.00 0.00 1.00 47.25 16.47 2.00 0.00 0.00 1.00

47.41 16.11 2.00 0.00 0.00 1.00 47.57 15.68 2.00 0.00 0.00 1.00

47.74 15.59 2.00 0.00 0.00 1.00 47.90 16.93 2.00 0.00 0.00 1.00

48.07 16.50 2.00 0.00 0.00 1.00 48.23 15.94 2.00 0.00 0.00 1.00

48.39 16.46 2.00 0.00 0.00 1.00 48.56 16.23 2.00 0.00 0.00 1.00

48.72 15.54 2.00 0.00 0.00 1.00 48.89 14.91 2.00 0.00 0.00 1.00

49.05 14.89 2.00 0.00 0.00 1.00 49.22 15.21 2.00 0.00 0.00 1.00

49.38 15.46 2.00 0.00 0.00 1.00 49.54 15.10 2.00 0.00 0.00 1.00

49.71 14.75 2.00 0.00 0.00 1.00 49.87 14.40 2.00 0.00 0.00 1.00

50.04 15.04 2.00 0.00 0.00 1.00 50.20 16.70 2.00 0.00 0.00 1.00

50.36 16.34 2.00 0.00 0.00 1.00 50.53 15.52 2.00 0.00 0.00 1.00

50.69 14.50 2.00 0.00 0.00 1.00 50.86 14.09 2.00 0.00 0.00 1.00

51.02 14.73 2.00 0.00 0.00 1.00 51.18 15.11 2.00 0.00 0.00 1.00

51.35 13.97 2.00 0.00 0.00 1.00 51.51 14.02 2.00 0.00 0.00 1.00

51.68 14.26 2.00 0.00 0.00 1.00 51.84 14.05 2.00 0.00 0.00 1.00

52.00 14.43 2.00 0.00 0.00 1.00 52.17 15.07 2.00 0.00 0.00 1.00

52.33 14.39 2.00 0.00 0.00 1.00 52.50 14.51 2.00 0.00 0.00 1.00

52.66 14.29 2.00 0.00 0.00 1.00 52.82 14.21 2.00 0.00 0.00 1.00

52.99 14.78 2.00 0.00 0.00 1.00 53.15 15.62 2.00 0.00 0.00 1.00

53.32 15.80 2.00 0.00 0.00 1.00 53.48 15.32 2.00 0.00 0.00 1.00

53.64 15.04 2.00 0.00 0.00 1.00 53.81 15.48 2.00 0.00 0.00 1.00

53.97 16.31 2.00 0.00 0.00 1.00 54.14 16.81 2.00 0.00 0.00 1.00

54.30 17.85 2.00 0.00 0.00 1.00 54.46 17.69 2.00 0.00 0.00 1.00

54.63 17.34 2.00 0.00 0.00 1.00 54.79 17.58 2.00 0.00 0.00 1.00

54.96 18.22 2.00 0.00 0.00 1.00 55.12 18.19 2.00 0.00 0.00 1.00 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 54 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 867
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

55.28 19.09 2.00 0.00 0.00 1.00 55.45 19.79 2.00 0.00 0.00 1.00

55.61 20.16 2.00 0.00 0.00 1.00 55.78 20.14 2.00 0.00 0.00 1.00

55.94 21.04 2.00 0.00 0.00 1.00 56.11 20.42 2.00 0.00 0.00 1.00

56.27 20.33 2.00 0.00 0.00 1.00 56.43 19.97 2.00 0.00 0.00 1.00

56.60 20.74 2.00 0.00 0.00 1.00 56.76 21.11 2.00 0.00 0.00 1.00

56.93 19.90 2.00 0.00 0.00 1.00 57.09 18.24 2.00 0.00 0.00 1.00

57.25 17.37 2.00 0.00 0.00 1.00 57.42 16.58 2.00 0.00 0.00 1.00

57.58 16.18 2.00 0.00 0.00 1.00 57.75 16.74 2.00 0.00 0.00 1.00

57.91 16.34 2.00 0.00 0.00 1.00 58.07 15.88 2.00 0.00 0.00 1.00

58.24 15.41 2.00 0.00 0.00 1.00 58.40 15.65 2.00 0.00 0.00 1.00

58.57 15.44 2.00 0.00 0.00 1.00 58.73 15.30 2.00 0.00 0.00 1.00

58.89 15.03 2.00 0.00 0.00 1.00 59.06 15.26 2.00 0.00 0.00 1.00

59.22 14.87 2.00 0.00 0.00 1.00 59.39 15.11 2.00 0.00 0.00 1.00

59.55 15.55 2.00 0.00 0.00 1.00 59.71 14.90 2.00 0.00 0.00 1.00

59.88 14.69 2.00 0.00 0.00 1.00 60.04 14.43 2.00 0.00 0.00 1.00

60.21 17.88 2.00 0.00 0.00 1.00 60.37 25.69 2.00 0.00 0.00 1.00

60.53 25.01 2.00 0.00 0.00 1.00 60.70 22.10 2.00 0.00 0.00 1.00

60.86 35.39 2.00 0.00 0.00 1.00 61.03 43.88 2.00 0.00 0.00 1.00

61.19 35.07 2.00 0.00 0.00 1.00 61.35 35.81 2.00 0.00 0.00 1.00

61.52 29.16 2.00 0.00 0.00 1.00 61.68 25.44 2.00 0.00 0.00 1.00

61.85 22.55 2.00 0.00 0.00 1.00 62.01 18.76 2.00 0.00 0.00 1.00

62.17 16.80 2.00 0.00 0.00 1.00 62.34 16.34 2.00 0.00 0.00 1.00

62.50 26.79 2.00 0.00 0.00 1.00 62.67 40.44 2.00 0.00 0.00 1.00

62.83 34.49 2.00 0.00 0.00 1.00 63.00 28.66 2.00 0.00 0.00 1.00

63.16 22.85 2.00 0.00 0.00 1.00 63.32 32.51 2.00 0.00 0.00 1.00

63.49 39.47 2.00 0.00 0.00 1.00 63.65 29.21 2.00 0.00 0.00 1.00

63.82 22.55 2.00 0.00 0.00 1.00 63.98 22.52 2.00 0.00 0.00 1.00

64.14 20.47 2.00 0.00 0.00 1.00 64.31 22.09 2.00 0.00 0.00 1.00

64.47 28.89 2.00 0.00 0.00 1.00 64.64 29.64 2.00 0.00 0.00 1.00

64.80 41.44 2.00 0.00 0.00 1.00 64.96 35.30 2.00 0.00 0.00 1.00

65.13 42.79 2.00 0.00 0.00 1.00 65.29 44.08 2.00 0.00 0.00 1.00

65.46 50.02 2.00 0.00 0.00 1.00 65.62 66.05 2.00 0.00 0.00 1.00

65.78 57.27 2.00 0.00 0.00 1.00 65.95 166.56 2.00 0.00 0.00 1.00

66.11 226.47 2.00 0.00 0.00 1.00 66.28 242.25 2.00 0.00 0.00 1.00

66.44 182.85 2.00 0.00 0.00 1.00 66.60 87.39 2.00 0.00 0.00 1.00

66.77 57.26 2.00 0.00 0.00 1.00 66.93 42.64 2.00 0.00 0.00 1.00

67.10 131.19 2.00 0.00 0.00 1.00 67.26 185.77 2.00 0.00 0.00 1.00

67.42 157.81 2.00 0.00 0.00 1.00 67.59 157.44 2.00 0.00 0.00 1.00

67.75 169.25 1.04 0.73 0.01 1.00 67.92 159.20 0.77 1.43 0.03 1.00

68.08 163.84 0.88 1.06 0.02 1.00 68.24 174.52 1.25 0.47 0.01 1.00

68.41 164.40 0.89 1.03 0.02 1.00 68.57 149.13 0.59 2.09 0.04 1.00

68.74 135.61 0.45 2.32 0.05 1.00 68.90 131.08 2.00 0.00 0.00 1.00

69.07 162.82 2.00 0.00 0.00 1.00 69.23 191.50 2.00 0.00 0.00 1.00

69.39 185.55 2.00 0.00 0.00 1.00 69.56 188.34 2.00 0.00 0.00 1.00

69.72 170.27 2.00 0.00 0.00 1.00 69.89 66.07 2.00 0.00 0.00 1.00

70.05 73.35 2.00 0.00 0.00 1.00 70.21 164.14 2.00 0.00 0.00 1.00

70.38 190.15 2.00 0.00 0.00 1.00 70.54 156.64 2.00 0.00 0.00 1.00

70.71 245.60 2.00 0.00 0.00 1.00 70.87 217.77 2.00 0.00 0.00 1.00 CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 55 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 868
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Post-earthquake settlement due to soil liquefaction :: (continued) Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
Depth
(ft)
qc1N,cs FS ev (%) Settlement
(in)
DF DF

71.03 204.77 2.00 0.00 0.00 1.00 71.20 192.70 2.00 0.00 0.00 1.00

71.36 182.43 1.70 0.14 0.00 1.00 71.53 185.75 1.96 0.02 0.00 1.00

71.69 195.86 2.00 0.00 0.00 1.00 71.85 215.90 2.00 0.00 0.00 1.00

72.02 222.06 2.00 0.00 0.00 1.00 72.18 234.73 2.00 0.00 0.00 1.00

72.35 235.12 2.00 0.00 0.00 1.00 72.51 233.27 2.00 0.00 0.00 1.00

72.67 212.07 2.00 0.00 0.00 1.00 72.84 192.62 2.00 0.00 0.00 1.00

73.00 170.86 2.00 0.00 0.00 1.00 73.17 154.53 2.00 0.00 0.00 1.00

73.33 161.08 2.00 0.00 0.00 1.00 73.49 167.66 2.00 0.00 0.00 1.00

73.66 173.21 2.00 0.00 0.00 1.00 73.82 178.75 2.00 0.00 0.00 1.00

73.99 198.19 2.00 0.00 0.00 1.00 74.15 177.16 2.00 0.00 0.00 1.00

74.31 163.96 2.00 0.00 0.00 1.00 74.48 179.64 2.00 0.00 0.00 1.00

74.64 140.46 0.50 2.23 0.04 1.00 74.81 139.98 0.50 2.24 0.05 1.00

74.97 193.61 2.00 0.00 0.00 1.00 75.13 169.24 1.05 0.72 0.01 1.00

75.30 125.91 0.39 2.52 0.05 1.00 75.46 56.08 2.00 0.00 0.00 1.00

75.63 162.94 0.86 1.11 0.02 1.00 75.79 84.59 2.00 0.00 0.00 1.00

75.96 42.21 2.00 0.00 0.00 1.00 76.12 27.61 2.00 0.00 0.00 1.00

76.28 143.53 0.53 2.18 0.04 1.00 76.45 174.59 1.26 0.46 0.01 1.00

76.61 185.18 1.92 0.03 0.00 1.00 76.78 157.79 0.75 1.53 0.03 1.00

76.94 120.82 0.37 2.64 0.05 1.00 77.10 150.68 0.63 2.06 0.04 1.00

77.27 161.94 0.84 1.18 0.02 1.00 77.43 180.11 2.00 0.00 0.00 1.00

77.60 195.50 2.00 0.00 0.00 1.00 77.76 171.56 2.00 0.00 0.00 1.00

77.92 62.84 2.00 0.00 0.00 1.00 78.09 55.52 2.00 0.00 0.00 1.00

78.25 37.61 2.00 0.00 0.00 1.00 78.42 61.55 2.00 0.00 0.00 1.00

78.58 67.35 2.00 0.00 0.00 1.00 78.74 101.27 2.00 0.00 0.00 1.00

78.91 206.55 2.00 0.00 0.00 1.00 79.07 214.37 2.00 0.00 0.00 1.00

79.24 258.63 2.00 0.00 0.00 1.00
Total estimated settlement: 1.08
Abbreviations
Qtn,cs:

FS:
ev (%):

DF:

Settlement:

Equivalent clean sand normalized cone resistance
Factor of safety against liquefaction
Post-liquefaction volumentric strain
ev depth weighting factor
Calculated settlement
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 56 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 869
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Cone resistance
qt (tsf)
100 200 300
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 86420
Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 86420
SBTn Plot Corrected norm. cone resista
qc1N,cs
0 50 100 150 200
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 86420
Corrected norm. cone resista FS Plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 86420
FS Plot
During earthq.

Cyclic shear strain
Gamma max (%)
0 10 20 30 40 50 60
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 86420
Cyclic shear strain Lateral displacements
LDI
0 2 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 86420
Lateral displacements
Estimation of post-earthquake lateral Displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 57Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq qt: Total cone resistance (cone resistance qc corrected for pore water effects) Ic: Soil Behaviour Type Index
qc1N,cs: Equivalent clean sand normalized CPT total cone resistance F.S.: Factor of safetyγmax: Maximum cyclic shear strain LDI: Lateral displacement index
Abbreviations
870
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Lateral displacement index calculation ::

Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

20.01 31.27 0.00 2.00 0.00 0.00 0.00

20.18 30.13 0.00 2.00 0.00 0.00 0.00

20.34 29.27 0.00 2.00 0.00 0.00 0.00

20.51 29.56 0.00 2.00 0.00 0.00 0.00

20.67 29.50 0.00 2.00 0.00 0.00 0.00

20.83 28.82 0.00 2.00 0.00 0.00 0.00

21.00 28.31 0.00 2.00 0.00 0.00 0.00

21.16 27.99 0.00 2.00 0.00 0.00 0.00

21.33 27.31 0.00 2.00 0.00 0.00 0.00

21.49 26.73 0.00 2.00 0.00 0.00 0.00

21.65 26.94 0.00 2.00 0.00 0.00 0.00

21.82 26.44 0.00 2.00 0.00 0.00 0.00

21.98 24.90 0.00 2.00 0.00 0.00 0.00

22.15 24.15 0.00 2.00 0.00 0.00 0.00

22.31 24.19 0.00 2.00 0.00 0.00 0.00

22.47 23.62 0.00 2.00 0.00 0.00 0.00

22.64 23.31 0.00 2.00 0.00 0.00 0.00

22.80 23.26 0.00 2.00 0.00 0.00 0.00

22.97 23.99 0.00 2.00 0.00 0.00 0.00

23.13 24.81 0.00 2.00 0.00 0.00 0.00

23.30 25.19 0.00 2.00 0.00 0.00 0.00

23.46 25.74 0.00 2.00 0.00 0.00 0.00

23.62 28.45 0.00 2.00 0.00 0.00 0.00

23.79 31.15 0.00 2.00 0.00 0.00 0.00

23.95 32.20 0.00 2.00 0.00 0.00 0.00

24.12 45.92 0.00 2.00 0.00 0.00 0.00

24.28 136.71 0.13 2.00 0.41 0.00 0.00

24.44 146.37 0.10 2.00 0.29 0.00 0.00

24.61 145.37 0.10 2.00 0.31 0.00 0.00

24.77 146.01 0.10 0.66 0.30 0.09 0.18

24.94 157.19 0.08 0.87 0.15 0.05 0.10

25.10 168.50 0.06 1.23 0.00 0.02 0.04

25.26 164.44 0.06 1.07 0.06 0.03 0.06

25.43 167.05 0.06 1.16 0.02 0.03 0.05

25.59 140.37 0.12 0.57 0.37 0.12 0.23

25.76 127.53 0.16 2.00 0.52 0.00 0.00

25.92 137.28 0.13 2.00 0.41 0.00 0.00

26.08 139.39 0.12 2.00 0.38 0.00 0.00

26.25 126.02 0.17 2.00 0.54 0.00 0.00

26.41 114.06 0.22 2.00 0.67 0.00 0.00

26.58 45.09 0.00 2.00 0.00 0.00 0.00

26.74 31.03 0.00 2.00 0.00 0.00 0.00

26.90 26.30 0.00 2.00 0.00 0.00 0.00

27.07 20.46 0.00 2.00 0.00 0.00 0.00

27.23 18.86 0.00 2.00 0.00 0.00 0.00

27.40 18.82 0.00 2.00 0.00 0.00 0.00

27.56 16.09 0.00 2.00 0.00 0.00 0.00

27.72 20.63 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 58 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 871
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

27.89 27.86 0.00 2.00 0.00 0.00 0.00

28.05 107.94 0.26 2.00 0.72 0.00 0.00

28.22 136.27 0.13 2.00 0.42 0.00 0.00

28.38 118.26 0.20 2.00 0.62 0.00 0.00

28.54 122.79 0.18 0.41 0.57 0.18 0.35

28.71 126.28 0.17 0.43 0.54 0.17 0.34

28.87 132.92 0.14 0.48 0.46 0.14 0.27

29.04 144.57 0.11 0.60 0.32 0.11 0.22

29.20 149.56 0.09 0.67 0.25 0.08 0.16

29.36 150.35 0.09 0.68 0.24 0.08 0.15

29.53 149.63 0.09 0.67 0.25 0.08 0.17

29.69 154.59 0.08 0.76 0.19 0.06 0.12

29.86 160.81 0.07 0.90 0.10 0.04 0.09

30.02 173.00 0.05 1.34 -0.06 0.02 0.03

30.19 175.63 0.05 1.48 -0.10 0.01 0.03

30.35 173.76 0.05 1.37 -0.07 0.02 0.03

30.51 178.10 0.04 2.00 -0.13 0.00 0.00

30.68 181.17 0.04 2.00 -0.18 0.00 0.00

30.84 166.89 0.06 2.00 0.02 0.00 0.00

31.01 120.45 0.19 2.00 0.60 0.00 0.00

31.17 38.71 0.00 2.00 0.00 0.00 0.00

31.33 32.68 0.00 2.00 0.00 0.00 0.00

31.50 28.61 0.00 2.00 0.00 0.00 0.00

31.66 35.30 0.00 2.00 0.00 0.00 0.00

31.83 113.03 0.23 2.00 0.68 0.00 0.00

31.99 117.27 0.21 2.00 0.63 0.00 0.00

32.15 117.20 0.21 2.00 0.63 0.00 0.00

32.32 121.20 0.19 2.00 0.59 0.00 0.00

32.48 128.84 0.16 2.00 0.51 0.00 0.00

32.65 151.04 0.09 2.00 0.23 0.00 0.00

32.81 164.35 0.06 2.00 0.06 0.00 0.00

32.97 165.12 0.06 2.00 0.05 0.00 0.00

33.14 144.38 0.11 2.00 0.32 0.00 0.00

33.30 124.62 0.17 2.00 0.55 0.00 0.00

33.47 44.22 0.00 2.00 0.00 0.00 0.00

33.63 35.25 0.00 2.00 0.00 0.00 0.00

33.79 34.09 0.00 2.00 0.00 0.00 0.00

33.96 34.59 0.00 2.00 0.00 0.00 0.00

34.12 33.82 0.00 2.00 0.00 0.00 0.00

34.29 32.25 0.00 2.00 0.00 0.00 0.00

34.45 30.94 0.00 2.00 0.00 0.00 0.00

34.61 30.90 0.00 2.00 0.00 0.00 0.00

34.78 28.03 0.00 2.00 0.00 0.00 0.00

34.94 26.99 0.00 2.00 0.00 0.00 0.00

35.11 25.47 0.00 2.00 0.00 0.00 0.00

35.27 26.59 0.00 2.00 0.00 0.00 0.00

35.43 27.01 0.00 2.00 0.00 0.00 0.00

35.60 28.36 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 59 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 872
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

35.76 29.16 0.00 2.00 0.00 0.00 0.00

35.93 30.36 0.00 2.00 0.00 0.00 0.00

36.09 30.62 0.00 2.00 0.00 0.00 0.00

36.26 28.18 0.00 2.00 0.00 0.00 0.00

36.42 25.76 0.00 2.00 0.00 0.00 0.00

36.58 24.58 0.00 2.00 0.00 0.00 0.00

36.75 22.87 0.00 2.00 0.00 0.00 0.00

36.91 21.63 0.00 2.00 0.00 0.00 0.00

37.08 20.31 0.00 2.00 0.00 0.00 0.00

37.24 19.61 0.00 2.00 0.00 0.00 0.00

37.40 19.20 0.00 2.00 0.00 0.00 0.00

37.57 18.58 0.00 2.00 0.00 0.00 0.00

37.73 17.73 0.00 2.00 0.00 0.00 0.00

37.90 17.85 0.00 2.00 0.00 0.00 0.00

38.06 19.68 0.00 2.00 0.00 0.00 0.00

38.22 22.40 0.00 2.00 0.00 0.00 0.00

38.39 26.26 0.00 2.00 0.00 0.00 0.00

38.55 29.02 0.00 2.00 0.00 0.00 0.00

38.72 28.29 0.00 2.00 0.00 0.00 0.00

38.88 29.23 0.00 2.00 0.00 0.00 0.00

39.04 33.76 0.00 2.00 0.00 0.00 0.00

39.21 35.15 0.00 2.00 0.00 0.00 0.00

39.37 33.05 0.00 2.00 0.00 0.00 0.00

39.54 28.00 0.00 2.00 0.00 0.00 0.00

39.70 29.78 0.00 2.00 0.00 0.00 0.00

39.86 30.27 0.00 2.00 0.00 0.00 0.00

40.03 27.29 0.00 2.00 0.00 0.00 0.00

40.19 23.75 0.00 2.00 0.00 0.00 0.00

40.36 18.66 0.00 2.00 0.00 0.00 0.00

40.52 15.59 0.00 2.00 0.00 0.00 0.00

40.68 20.27 0.00 2.00 0.00 0.00 0.00

40.85 23.68 0.00 2.00 0.00 0.00 0.00

41.01 21.96 0.00 2.00 0.00 0.00 0.00

41.18 20.61 0.00 2.00 0.00 0.00 0.00

41.34 19.21 0.00 2.00 0.00 0.00 0.00

41.50 18.60 0.00 2.00 0.00 0.00 0.00

41.67 17.14 0.00 2.00 0.00 0.00 0.00

41.83 16.19 0.00 2.00 0.00 0.00 0.00

42.00 16.66 0.00 2.00 0.00 0.00 0.00

42.16 16.43 0.00 2.00 0.00 0.00 0.00

42.32 16.76 0.00 2.00 0.00 0.00 0.00

42.49 17.37 0.00 2.00 0.00 0.00 0.00

42.65 17.06 0.00 2.00 0.00 0.00 0.00

42.82 16.83 0.00 2.00 0.00 0.00 0.00

42.98 17.30 0.00 2.00 0.00 0.00 0.00

43.15 17.91 0.00 2.00 0.00 0.00 0.00

43.31 18.38 0.00 2.00 0.00 0.00 0.00

43.47 18.93 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 60 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 873
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

43.64 19.82 0.00 2.00 0.00 0.00 0.00

43.80 20.58 0.00 2.00 0.00 0.00 0.00

43.97 19.20 0.00 2.00 0.00 0.00 0.00

44.13 18.04 0.00 2.00 0.00 0.00 0.00

44.29 18.37 0.00 2.00 0.00 0.00 0.00

44.46 19.97 0.00 2.00 0.00 0.00 0.00

44.62 19.51 0.00 2.00 0.00 0.00 0.00

44.79 19.20 0.00 2.00 0.00 0.00 0.00

44.95 18.90 0.00 2.00 0.00 0.00 0.00

45.28 18.49 0.00 2.00 0.00 0.00 0.00

45.44 18.19 0.00 2.00 0.00 0.00 0.00

45.61 17.54 0.00 2.00 0.00 0.00 0.00

45.77 16.89 0.00 2.00 0.00 0.00 0.00

45.93 17.21 0.00 2.00 0.00 0.00 0.00

46.10 16.43 0.00 2.00 0.00 0.00 0.00

46.26 16.27 0.00 2.00 0.00 0.00 0.00

46.43 16.52 0.00 2.00 0.00 0.00 0.00

46.59 17.12 0.00 2.00 0.00 0.00 0.00

46.75 17.92 0.00 2.00 0.00 0.00 0.00

46.92 17.55 0.00 2.00 0.00 0.00 0.00

47.08 16.98 0.00 2.00 0.00 0.00 0.00

47.25 16.47 0.00 2.00 0.00 0.00 0.00

47.41 16.11 0.00 2.00 0.00 0.00 0.00

47.57 15.68 0.00 2.00 0.00 0.00 0.00

47.74 15.59 0.00 2.00 0.00 0.00 0.00

47.90 16.93 0.00 2.00 0.00 0.00 0.00

48.07 16.50 0.00 2.00 0.00 0.00 0.00

48.23 15.94 0.00 2.00 0.00 0.00 0.00

48.39 16.46 0.00 2.00 0.00 0.00 0.00

48.56 16.23 0.00 2.00 0.00 0.00 0.00

48.72 15.54 0.00 2.00 0.00 0.00 0.00

48.89 14.91 0.00 2.00 0.00 0.00 0.00

49.05 14.89 0.00 2.00 0.00 0.00 0.00

49.22 15.21 0.00 2.00 0.00 0.00 0.00

49.38 15.46 0.00 2.00 0.00 0.00 0.00

49.54 15.10 0.00 2.00 0.00 0.00 0.00

49.71 14.75 0.00 2.00 0.00 0.00 0.00

49.87 14.40 0.00 2.00 0.00 0.00 0.00

50.04 15.04 0.00 2.00 0.00 0.00 0.00

50.20 16.70 0.00 2.00 0.00 0.00 0.00

50.36 16.34 0.00 2.00 0.00 0.00 0.00

50.53 15.52 0.00 2.00 0.00 0.00 0.00

50.69 14.50 0.00 2.00 0.00 0.00 0.00

50.86 14.09 0.00 2.00 0.00 0.00 0.00

51.02 14.73 0.00 2.00 0.00 0.00 0.00

51.18 15.11 0.00 2.00 0.00 0.00 0.00

51.35 13.97 0.00 2.00 0.00 0.00 0.00

51.51 14.02 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 61 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 874
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

51.68 14.26 0.00 2.00 0.00 0.00 0.00

51.84 14.05 0.00 2.00 0.00 0.00 0.00

52.00 14.43 0.00 2.00 0.00 0.00 0.00

52.17 15.07 0.00 2.00 0.00 0.00 0.00

52.33 14.39 0.00 2.00 0.00 0.00 0.00

52.50 14.51 0.00 2.00 0.00 0.00 0.00

52.66 14.29 0.00 2.00 0.00 0.00 0.00

52.82 14.21 0.00 2.00 0.00 0.00 0.00

52.99 14.78 0.00 2.00 0.00 0.00 0.00

53.15 15.62 0.00 2.00 0.00 0.00 0.00

53.32 15.80 0.00 2.00 0.00 0.00 0.00

53.48 15.32 0.00 2.00 0.00 0.00 0.00

53.64 15.04 0.00 2.00 0.00 0.00 0.00

53.81 15.48 0.00 2.00 0.00 0.00 0.00

53.97 16.31 0.00 2.00 0.00 0.00 0.00

54.14 16.81 0.00 2.00 0.00 0.00 0.00

54.30 17.85 0.00 2.00 0.00 0.00 0.00

54.46 17.69 0.00 2.00 0.00 0.00 0.00

54.63 17.34 0.00 2.00 0.00 0.00 0.00

54.79 17.58 0.00 2.00 0.00 0.00 0.00

54.96 18.22 0.00 2.00 0.00 0.00 0.00

55.12 18.19 0.00 2.00 0.00 0.00 0.00

55.28 19.09 0.00 2.00 0.00 0.00 0.00

55.45 19.79 0.00 2.00 0.00 0.00 0.00

55.61 20.16 0.00 2.00 0.00 0.00 0.00

55.78 20.14 0.00 2.00 0.00 0.00 0.00

55.94 21.04 0.00 2.00 0.00 0.00 0.00

56.11 20.42 0.00 2.00 0.00 0.00 0.00

56.27 20.33 0.00 2.00 0.00 0.00 0.00

56.43 19.97 0.00 2.00 0.00 0.00 0.00

56.60 20.74 0.00 2.00 0.00 0.00 0.00

56.76 21.11 0.00 2.00 0.00 0.00 0.00

56.93 19.90 0.00 2.00 0.00 0.00 0.00

57.09 18.24 0.00 2.00 0.00 0.00 0.00

57.25 17.37 0.00 2.00 0.00 0.00 0.00

57.42 16.58 0.00 2.00 0.00 0.00 0.00

57.58 16.18 0.00 2.00 0.00 0.00 0.00

57.75 16.74 0.00 2.00 0.00 0.00 0.00

57.91 16.34 0.00 2.00 0.00 0.00 0.00

58.07 15.88 0.00 2.00 0.00 0.00 0.00

58.24 15.41 0.00 2.00 0.00 0.00 0.00

58.40 15.65 0.00 2.00 0.00 0.00 0.00

58.57 15.44 0.00 2.00 0.00 0.00 0.00

58.73 15.30 0.00 2.00 0.00 0.00 0.00

58.89 15.03 0.00 2.00 0.00 0.00 0.00

59.06 15.26 0.00 2.00 0.00 0.00 0.00

59.22 14.87 0.00 2.00 0.00 0.00 0.00

59.39 15.11 0.00 2.00 0.00 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 62 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 875
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

59.55 15.55 0.00 2.00 0.00 0.00 0.00

59.71 14.90 0.00 2.00 0.00 0.00 0.00

59.88 14.69 0.00 2.00 0.00 0.00 0.00

60.04 14.43 0.00 2.00 0.00 0.00 0.00

60.21 17.88 0.00 2.00 0.00 0.00 0.00

60.37 25.69 0.00 2.00 0.00 0.00 0.00

60.53 25.01 0.00 2.00 0.00 0.00 0.00

60.70 22.10 0.00 2.00 0.00 0.00 0.00

60.86 35.39 0.00 2.00 0.00 0.00 0.00

61.03 43.88 0.00 2.00 0.00 0.00 0.00

61.19 35.07 0.00 2.00 0.00 0.00 0.00

61.35 35.81 0.00 2.00 0.00 0.00 0.00

61.52 29.16 0.00 2.00 0.00 0.00 0.00

61.68 25.44 0.00 2.00 0.00 0.00 0.00

61.85 22.55 0.00 2.00 0.00 0.00 0.00

62.01 18.76 0.00 2.00 0.00 0.00 0.00

62.17 16.80 0.00 2.00 0.00 0.00 0.00

62.34 16.34 0.00 2.00 0.00 0.00 0.00

62.50 26.79 0.00 2.00 0.00 0.00 0.00

62.67 40.44 0.00 2.00 0.00 0.00 0.00

62.83 34.49 0.00 2.00 0.00 0.00 0.00

63.00 28.66 0.00 2.00 0.00 0.00 0.00

63.16 22.85 0.00 2.00 0.00 0.00 0.00

63.32 32.51 0.00 2.00 0.00 0.00 0.00

63.49 39.47 0.00 2.00 0.00 0.00 0.00

63.65 29.21 0.00 2.00 0.00 0.00 0.00

63.82 22.55 0.00 2.00 0.00 0.00 0.00

63.98 22.52 0.00 2.00 0.00 0.00 0.00

64.14 20.47 0.00 2.00 0.00 0.00 0.00

64.31 22.09 0.00 2.00 0.00 0.00 0.00

64.47 28.89 0.00 2.00 0.00 0.00 0.00

64.64 29.64 0.00 2.00 0.00 0.00 0.00

64.80 41.44 0.00 2.00 0.00 0.00 0.00

64.96 35.30 0.00 2.00 0.00 0.00 0.00

65.13 42.79 0.00 2.00 0.00 0.00 0.00

65.29 44.08 0.00 2.00 0.00 0.00 0.00

65.46 50.02 0.00 2.00 0.00 0.00 0.00

65.62 66.05 0.00 2.00 0.00 0.00 0.00

65.78 57.27 0.00 2.00 0.00 0.00 0.00

65.95 166.56 0.06 2.00 0.03 0.00 0.00

66.11 226.47 0.01 2.00 -0.85 0.00 0.00

66.28 242.25 0.00 2.00 -1.09 0.00 0.00

66.44 182.85 0.04 2.00 -0.20 0.00 0.00

66.60 87.39 0.00 2.00 0.00 0.00 0.00

66.77 57.26 0.00 2.00 0.00 0.00 0.00

66.93 42.64 0.00 2.00 0.00 0.00 0.00

67.10 131.19 0.15 2.00 0.48 0.00 0.00

67.26 185.77 0.03 2.00 -0.24 0.00 0.00
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 63 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 876
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

67.42 157.81 0.08 2.00 0.15 0.00 0.00

67.59 157.44 0.08 2.00 0.15 0.00 0.00

67.75 169.25 0.06 1.04 -0.01 0.03 0.06

67.92 159.20 0.07 0.77 0.13 0.06 0.12

68.08 163.84 0.06 0.88 0.06 0.05 0.09

68.24 174.52 0.05 1.25 -0.08 0.02 0.04

68.41 164.40 0.06 0.89 0.06 0.04 0.09

68.57 149.13 0.10 0.59 0.26 0.10 0.18

68.74 135.61 0.13 0.45 0.43 0.13 0.27

68.90 131.08 0.15 2.00 0.48 0.00 0.00

69.07 162.82 0.07 2.00 0.08 0.00 0.00

69.23 191.50 0.03 2.00 -0.33 0.00 0.00

69.39 185.55 0.03 2.00 -0.24 0.00 0.00

69.56 188.34 0.03 2.00 -0.28 0.00 0.00

69.72 170.27 0.05 2.00 -0.02 0.00 0.00

69.89 66.07 0.00 2.00 0.00 0.00 0.00

70.05 73.35 0.00 2.00 0.00 0.00 0.00

70.21 164.14 0.06 2.00 0.06 0.00 0.00

70.38 190.15 0.03 2.00 -0.31 0.00 0.00

70.54 156.64 0.08 2.00 0.16 0.00 0.00

70.71 245.60 0.00 2.00 -1.15 0.00 0.00

70.87 217.77 0.01 2.00 -0.72 0.00 0.00

71.03 204.77 0.02 2.00 -0.52 0.00 0.00

71.20 192.70 0.03 2.00 -0.34 0.00 0.00

71.36 182.43 0.04 1.70 -0.20 0.01 0.01

71.53 185.75 0.03 1.96 -0.24 0.00 0.00

71.69 195.86 0.02 2.00 -0.39 0.00 0.00

71.85 215.90 0.01 2.00 -0.69 0.00 0.00

72.02 222.06 0.01 2.00 -0.78 0.00 0.00

72.18 234.73 0.01 2.00 -0.98 0.00 0.00

72.35 235.12 0.01 2.00 -0.98 0.00 0.00

72.51 233.27 0.01 2.00 -0.95 0.00 0.00

72.67 212.07 0.01 2.00 -0.63 0.00 0.00

72.84 192.62 0.03 2.00 -0.34 0.00 0.00

73.00 170.86 0.05 2.00 -0.03 0.00 0.00

73.17 154.53 0.08 2.00 0.19 0.00 0.00

73.33 161.08 0.07 2.00 0.10 0.00 0.00

73.49 167.66 0.06 2.00 0.01 0.00 0.00

73.66 173.21 0.05 2.00 -0.07 0.00 0.00

73.82 178.75 0.04 2.00 -0.14 0.00 0.00

73.99 198.19 0.02 2.00 -0.42 0.00 0.00

74.15 177.16 0.04 2.00 -0.12 0.00 0.00

74.31 163.96 0.06 2.00 0.06 0.00 0.00

74.48 179.64 0.04 2.00 -0.16 0.00 0.00

74.64 140.46 0.12 0.50 0.37 0.12 0.23

74.81 139.98 0.12 0.50 0.37 0.12 0.24

74.97 193.61 0.03 2.00 -0.36 0.00 0.00

75.13 169.24 0.06 1.05 -0.01 0.03 0.06
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 64 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 877
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 :: Estimation of post-earthquake lateral Displacements :: (continued) Depth
(ft)
qc1N,cs FS Gamma Fa max
(%)
Gammalim LDI
(%)

75.30 125.91 0.17 0.39 0.54 0.17 0.34

75.46 56.08 0.00 2.00 0.00 0.00 0.00

75.63 162.94 0.07 0.86 0.08 0.05 0.10

75.79 84.59 0.00 2.00 0.00 0.00 0.00

75.96 42.21 0.00 2.00 0.00 0.00 0.00

76.12 27.61 0.00 2.00 0.00 0.00 0.00

76.28 143.53 0.11 0.53 0.33 0.11 0.21

76.45 174.59 0.05 1.26 -0.08 0.02 0.04

76.61 185.18 0.03 1.92 -0.24 0.00 0.00

76.78 157.79 0.08 0.75 0.15 0.06 0.13

76.94 120.82 0.19 0.37 0.60 0.19 0.37

77.10 150.68 0.09 0.63 0.24 0.09 0.18

77.27 161.94 0.07 0.84 0.09 0.05 0.10

77.43 180.11 0.04 2.00 -0.16 0.00 0.00

77.60 195.50 0.03 2.00 -0.38 0.00 0.00

77.76 171.56 0.05 2.00 -0.04 0.00 0.00

77.92 62.84 0.00 2.00 0.00 0.00 0.00

78.09 55.52 0.00 2.00 0.00 0.00 0.00

78.25 37.61 0.00 2.00 0.00 0.00 0.00

78.42 61.55 0.00 2.00 0.00 0.00 0.00

78.58 67.35 0.00 2.00 0.00 0.00 0.00

78.74 101.27 0.30 2.00 0.78 0.00 0.00

78.91 206.55 0.02 2.00 -0.55 0.00 0.00

79.07 214.37 0.01 2.00 -0.67 0.00 0.00

79.24 258.63 0.00 2.00 -1.35 0.00 0.00
Depth:
qc1N,cs:

Gammalim:

FS:

Fa:

Gammamax:

Lat. disp.:

Depth of test point
Adjusted and corrected cone resistance due to fines
Limiting shear strain
Calculated factor of safety against liquefaction
Maximum cyclic shear strain
Lateral displacement
Abbreviations
Total estimated displacement: 5.49
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 2:36:59 PM 65 Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 878
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Total cone resistance
qt (tsf)
100 200 300
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Total cone resistance Custom Vs data
Vs (ft/s)
0 Depth (ft) 0
Custom Vs data Rigidity Index
K*G
0 Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Rigidity Index Deposit resistance factor
K(DR)
1 Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Deposit resistance factor Cyclic resistance ratio
CRR
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Cyclic resistance ratio
Aging Calculation Estimation
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 77Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 879
This software is licensed to: Baez Geotechnical Group CPT name: CPT-02 Corrected norm. cone resistan
Qtn,cs
100 200 300
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
Corrected norm. cone resista SBTn Index Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
SBTn Index Plot
zAzBzAB H1
FS plot
Factor of safety
0 0.5 1 1.5 2
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642
FS plot Stresses vs Depth
Stresses (tsf)
0 2 4
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642 σv o (EQ )
uo (EQ )EQu
Stresses vs Depth Excess Head
hexc (ft)
0 2 4 6 8 10
Depth (ft)
7876747270686664626058565452504846444240383634323028262422201816141210 8642 hexc
σ'v o=0hA
Excess Head Liq. ejecta demand
LD (ton/ft)
0 5 10
Depth (ft)
4140393837363534333231302928272625242322212019181716151413121110 9876543210
LD: 0.07C R: 13.76
Liq. ejecta demand
Ejecta severity
N/A
Ejecta Severity Estimation
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 78Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 880

APPENDIX F
CLiq Liquefaction Analyses Reports
for Groundwater at 25-feet Deep
881

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

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

B&I (2014)
B&I (2014)
Based on Ic value

7.00 0.66
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : G289.01 Paseo Location : Oakley Road, Oakley Baez Geotechnical Group
Geotechnical Engineers
BGG
http://www.baezgeotechnicalgroup.com
CPT file : CPT-01

25.00 ft

25.00 ft
3 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

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

Limit depth applied:

Limit depth:

MSF method:

Sands only
No
N/A
Method
bd Cone resistance
qt (tsf)
100 200
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 Cone resistance SBTn Plot
Ic (Robertson 1990)
1 2 3 4
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 SBTn Plot CRR plot

CRR & CSR
0 0.2 0.4 0.6
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 CRR plot
During earthq.
qc1N,cs
0 20 40 60 80 100 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio
Rf (%)
0 2 4 6 8 10
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot
Factor of safety
0 0.5 1 1.5 2
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 8:47:40 AM Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq 1 882
This software is licensed to: Baez Geotechnical Group CPT name: CPT-01 Norm. cone resistance
Qtn
0 50 100 150 200
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. cone resistance
CPT basic interpretation plots (normalized)
Norm. friction ratio
Fr (%)
0 2 4 6 8 10
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. friction ratio Nom. pore pressure ratio
Bq
-0.2 0 0.2 0.4 0.6 0.8 1
Depth (ft)
504846444240383634323028262422201816141210
8642
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
1 2 3 4
Depth (ft)
504846444240383634323028262422201816141210
8642
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Depth (ft)
504846444240383634323028262422201816141210
8642
Norm. Soil Behaviour Type
Silty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty clay Silty sand & sandy silt Clay Sand & silty sand Clay & silty claySilty sand & sandy silt Very dense/stiff soil Clay Very dense/stiff soil Clay Sand & silty sand Clay & silty clayClayClay & silty clay Clay Clay & silty clayClay Clay & silty clay Clay Clay & silty clay Clay & silty clayClay & silty clay Silty sand & sandy silt CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 10/19/2022, 8:47:40 AM 3Project file: C:\Users\kribe\OneDrive\Desktop\BGG\Paseo CPT.clq SBTn legend