Agenda packet — Laguna Hills City Council, September 23, 2025 (part 11 of 12)

TC6748531.2s Page A-21
gned_name=MW-9
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-9&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-9
Well ID: T0605902622-MW-9 Well Type: MONITORING
B24
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000109893
gned_name=MW-8
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-8&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-8
Well ID: T0605902622-MW-8 Well Type: MONITORING
B23
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000077198
gned_name=MW-10
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-10&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-10
Well ID: T0605902622-MW-10 Well Type: MONITORING
B22
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000131000
gned_name=MW-18
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-18&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-18
Well ID: T0605902622-MW-18 Well Type: MONITORING
C21
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000077256
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1650 of 1981 ends

TC6748531.2s Page A-22
gned_name=MW-20
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-20&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-20
Well ID: T0605902622-MW-20 Well Type: MONITORING
D28
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000070991
gned_name=MW-19
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-19&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-19
Well ID: T0605902622-MW-19 Well Type: MONITORING
D27
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000133024
gned_name=MW-16
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-16&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-16
Well ID: T0605902622-MW-16 Well Type: MONITORING
C26
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000071296
gned_name=MW-7
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-7&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-7
Well ID: T0605902622-MW-7 Well Type: MONITORING
B25
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000012827
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1651 of 1981 ends

TC6748531.2s Page A-23
igned_name=MW-1
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-1&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-1
Well ID: SL0607370770-MW-1 Well Type: MONITORING
32 East
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000066740
igned_name=MW-7
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-7&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-7
Well ID: SL0607370770-MW-7 Well Type: MONITORING
C31
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000057247
gned_name=MW-4
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-4&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-4
Well ID: T0605902622-MW-4 Well Type: MONITORING
D30
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000004032
gned_name=MW-23
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-23&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-23
Well ID: T0605902622-MW-23 Well Type: MONITORING
D29
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000094124
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1652 of 1981 ends

TC6748531.2s Page A-24
igned_name=MW-4
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-4&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-4
Well ID: SL0607370770-MW-4 Well Type: MONITORING
C36
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000079806
gned_name=MW-21
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-21&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-21
Well ID: T0605902622-MW-21 Well Type: MONITORING
D35
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000046900
gned_name=MW-1
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-1&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-1
Well ID: T0605902622-MW-1 Well Type: MONITORING
D34
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000001776
igned_name=MW-2
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-2&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-2
Well ID: SL0607370770-MW-2 Well Type: MONITORING
C33
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000011973
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1653 of 1981 ends

TC6748531.2s Page A-25
igned_name=MW-6
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-6&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-6
Well ID: SL0607370770-MW-6 Well Type: MONITORING
C40
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000097711
gned_name=MW-2
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-2&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-2
Well ID: T0605902622-MW-2 Well Type: MONITORING
D39
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000102911
igned_name=MW-3
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-3&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-3
Well ID: SL0607370770-MW-3 Well Type: MONITORING
C38
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000041169
gned_name=MW-3
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-3&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-3
Well ID: T0605902622-MW-3 Well Type: MONITORING
D37
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000100031
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1654 of 1981 ends

TC6748531.2s Page A-26
gned_name=MW-6
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-6&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-6
Well ID: T0605902622-MW-6 Well Type: MONITORING
D44
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000089619
gned_name=MW-15
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-15&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-15
Well ID: T0605902622-MW-15 Well Type: MONITORING
D43
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000001879
igned_name=MW-8
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-8&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-8
Well ID: SL0607370770-MW-8 Well Type: MONITORING
C42
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000101663
igned_name=MW-5
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=SL0607370770&ass date=&global_id=SL0607370770&assigned_name=MW-5&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-5
Well ID: SL0607370770-MW-5 Well Type: MONITORING
C41
ENE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000089680
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1655 of 1981 ends

TC6748531.2s Page A-27
gned_name=MW9
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW9&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW9
Well ID: T0605902613-MW9 Well Type: MONITORING
D48
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000083158
gned_name=MW-5
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-5&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-5
Well ID: T0605902622-MW-5 Well Type: MONITORING
D47
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000043805
gned_name=MW-14
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-14&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-14
Well ID: T0605902622-MW-14 Well Type: MONITORING
D46
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000069236
gned_name=MW-22
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-22&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-22
Well ID: T0605902622-MW-22 Well Type: MONITORING
D45
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000065992
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1656 of 1981 ends

TC6748531.2s Page A-28
gned_name=MW-11
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-11&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-11
Well ID: T0605902622-MW-11 Well Type: MONITORING
D52
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000047009
gned_name=MW2
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW2&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW2
Well ID: T0605902613-MW2 Well Type: MONITORING
D51
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000070813
gned_name=MW2R
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW2R&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW2R
Well ID: T0605902613-MW2R Well Type: MONITORING
D50
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000125988
gned_name=MW10
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW10&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW10
Well ID: T0605902613-MW10 Well Type: MONITORING
D49
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000020891
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1657 of 1981 ends

TC6748531.2s Page A-29
gned_name=MW28S
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW28S&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW28S
Well ID: T0605902613-MW28S Well Type: MONITORING
D56
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000106113
gned_name=MW28D
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW28D&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW28D
Well ID: T0605902613-MW28D Well Type: MONITORING
D55
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000142230
gned_name=MW29
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW29&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW29
Well ID: T0605902613-MW29 Well Type: MONITORING
D54
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000013528
gned_name=MW-13
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-13&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-13
Well ID: T0605902622-MW-13 Well Type: MONITORING
D53
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000083535
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1658 of 1981 ends

TC6748531.2s Page A-30
gned_name=MW3R
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW3R&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW3R
Well ID: T0605902613-MW3R Well Type: MONITORING
D60
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000053924
gned_name=MW12
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW12&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW12
Well ID: T0605902613-MW12 Well Type: MONITORING
D59
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000075396
gned_name=MW30
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW30&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW30
Well ID: T0605902613-MW30 Well Type: MONITORING
D58
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000142637
gned_name=MW3
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW3&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW3
Well ID: T0605902613-MW3 Well Type: MONITORING
D57
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000041873
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1659 of 1981 ends

TC6748531.2s Page A-31
gned_name=MW13RS
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW13RS&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW13RS
Well ID: T0605902613-MW13RS Well Type: MONITORING
D64
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000064918
gned_name=MW16
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW16&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW16
Well ID: T0605902613-MW16 Well Type: MONITORING
D63
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000078122
gned_name=MW16RD
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW16RD&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW16RD
Well ID: T0605902613-MW16RD Well Type: MONITORING
D62
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000004326
gned_name=MW16RS
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW16RS&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW16RS
Well ID: T0605902613-MW16RS Well Type: MONITORING
D61
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000011186
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1660 of 1981 ends

TC6748531.2s Page A-32
gned_name=MW27
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW27&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW27
Well ID: T0605902613-MW27 Well Type: MONITORING
D68
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000072390
gned_name=MW17RS
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW17RS&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW17RS
Well ID: T0605902613-MW17RS Well Type: MONITORING
D67
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000118116
gned_name=MW13
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW13&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW13
Well ID: T0605902613-MW13 Well Type: MONITORING
D66
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000077670
gned_name=MW13RD
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW13RD&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW13RD
Well ID: T0605902613-MW13RD Well Type: MONITORING
D65
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000067201
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1661 of 1981 ends

TC6748531.2s Page A-33
gned_name=MW17RD
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW17RD&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW17RD
Well ID: T0605902613-MW17RD Well Type: MONITORING
D72
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000061957
gned_name=MW17
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW17&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW17
Well ID: T0605902613-MW17 Well Type: MONITORING
D71
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000013164
gned_name=MW14
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW14&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW14
Well ID: T0605902613-MW14 Well Type: MONITORING
D70
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000039894
gned_name=MW31
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW31&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW31
Well ID: T0605902613-MW31 Well Type: MONITORING
D69
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000107577
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1662 of 1981 ends

TC6748531.2s Page A-34
gned_name=MW33
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW33&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW33
Well ID: T0605902613-MW33 Well Type: MONITORING
E76
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000143516
gned_name=MW-24
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902622&assi date=&global_id=T0605902622&assigned_name=MW-24&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-24
Well ID: T0605902622-MW-24 Well Type: MONITORING
E75
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000095233
gned_name=MW32
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW32&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW32
Well ID: T0605902613-MW32 Well Type: MONITORING
E74
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000078678
gned_name=MW4
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW4&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW4
Well ID: T0605902613-MW4 Well Type: MONITORING
E73
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000088071
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1663 of 1981 ends

TC6748531.2s Page A-35
gned_name=MW24
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW24&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW24
Well ID: T0605902613-MW24 Well Type: MONITORING
E80
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000116401
gned_name=MW15
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW15&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW15
Well ID: T0605902613-MW15 Well Type: MONITORING
E79
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000035205
gned_name=MW26D
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW26D&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW26D
Well ID: T0605902613-MW26D Well Type: MONITORING
E78
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000108589
gned_name=MW26S
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW26S&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW26S
Well ID: T0605902613-MW26S Well Type: MONITORING
E77
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000103335
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1664 of 1981 ends

TC6748531.2s Page A-36
gned_name=MW19
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW19&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW19
Well ID: T0605902613-MW19 Well Type: MONITORING
E84
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000055760
gned_name=MW20D
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW20D&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW20D
Well ID: T0605902613-MW20D Well Type: MONITORING
E83
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000100722
gned_name=MW25
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW25&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW25
Well ID: T0605902613-MW25 Well Type: MONITORING
E82
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000058478
gned_name=MW23
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW23&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW23
Well ID: T0605902613-MW23 Well Type: MONITORING
E81
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000084692
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1665 of 1981 ends

TC6748531.2s Page A-37
gned_name=MW1
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW1&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW1
Well ID: T0605902613-MW1 Well Type: MONITORING
E88
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000062876
gned_name=MW5
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW5&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW5
Well ID: T0605902613-MW5 Well Type: MONITORING
E87
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000001180
GeoTracker Data: Not Reported
date=&global_id=&assigned_name=07S08W01D001S&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=DWR&samp_ Other Name: 07S08W01D001S GAMA PFAS Testing: Not Reported Source: Department of Water Resources
Well ID: 07S08W01D001S Well Type: UNK
E86
NE
1/4 - 1/2 Mile
Lower
CA WELLS CADWR0000002798
gned_name=MW18
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW18&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW18
Well ID: T0605902613-MW18 Well Type: MONITORING
E85
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000059904
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1666 of 1981 ends

TC6748531.2s Page A-38
gned_name=B-31
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-31&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-31
Well ID: T0605902620-B-31 Well Type: MONITORING
F92
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000087017
gned_name=B-12
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-12&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-12
Well ID: T0605902620-B-12 Well Type: MONITORING
F91
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000057530
gned_name=MW21
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW21&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW21
Well ID: T0605902613-MW21 Well Type: MONITORING
E90
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000112776
gned_name=MW22
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902613&assi date=&global_id=T0605902613&assigned_name=MW22&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW22
Well ID: T0605902613-MW22 Well Type: MONITORING
E89
NE
1/4 - 1/2 Mile
Lower
CA WELLS CAEDF0000079377
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

Page 1667 of 1981 ends

TC6748531.2s Page A-39
gned_name=B-30
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-30&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-30
Well ID: T0605902620-B-30 Well Type: MONITORING
F96
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000000321
gned_name=B-28
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-28&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-28
Well ID: T0605902620-B-28 Well Type: MONITORING
F95
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000041398
gned_name=B-13
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-13&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-13
Well ID: T0605902620-B-13 Well Type: MONITORING
F94
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000082681
gned_name=B-20
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-20&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-20
Well ID: T0605902620-B-20 Well Type: MONITORING
F93
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000111508
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-40
date=&global_id=T0605902620&assigned_name=B-37&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-37
Well ID: T0605902620-B-37 Well Type: MONITORING
F99
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000063171
Latitude: 333600 Longitude: 1174015
Population served: Under 101 Persons Treatment: Untreated System state: CA System zip: 92691
System address: 25352 CAMPINA DR System city: MISSION VIEJO System address: KLAMATH RIVER LODGE LANOIS
Retail population: 00000025 System name: KLAMATH RIVER LODGE LANOIS Date system activated: 8407 Date system deactivated: Not Reported PWS ID: CA4700650 Activity status: Active
PWS state: CA PWS zip: 92691
PWS address: Not Reported PWS city: MISSION VIEJO
PWS name: KLAMATH RIVER LODGE LANOIS
PWS ID: CA4700650 PWS type: System Owner/Responsible Party Pwsactivitycode: N
Contactstate: CA Contactzip: 92691
Contactaddress2: 25352 CAMPINA DR Contactcity: MISSION VIEJO Contactaddress1: KLAMATH RIVER LODGE LANOIS
Contactorgname: Not Reported Contactphone: Not Reported Contact: KLAMATH RIVER LODGE LANOIS
Pwstype: TNCWS Owner: Public/Private
Pwssvcconn: 4 Psource longname: Groundwater
Status: Closed Retpopsrvd: 25
Zipserved: Not Reported Fipscounty: 06093
Cityserved: Not Reported Stateserved: CA
Pwsid: CA4700650 Pwsname: KLAMATH RIVER LODGE 4700661
Epa region: 09 State: CA
F98
ENE
1/2 - 1 Mile
Lower
FRDS PWS CA4700650
gned_name=B-36
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi date=&global_id=T0605902620&assigned_name=B-36&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: B-36
Well ID: T0605902620-B-36 Well Type: MONITORING
F97
NE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000126517
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-41
gned_name=MW3
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605980408&assi date=&global_id=T0605980408&assigned_name=MW3&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW3
Well ID: T0605980408-MW3 Well Type: MONITORING
G103
SSE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000112732
gned_name=MW5
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605980408&assi date=&global_id=T0605980408&assigned_name=MW5&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW5
Well ID: T0605980408-MW5 Well Type: MONITORING
G102
SSE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000121948
gned_name=MW6
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605980408&assi date=&global_id=T0605980408&assigned_name=MW6&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW6
Well ID: T0605980408-MW6 Well Type: MONITORING
G101
SSE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000121992
gned_name=MW1
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605980408&assi date=&global_id=T0605980408&assigned_name=MW1&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW1
Well ID: T0605980408-MW1 Well Type: MONITORING
G100
SSE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000143230
gned_name=B-37
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902620&assi GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-42
gned_name=MW-5
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902525&assi date=&global_id=T0605902525&assigned_name=MW-5&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-5
Well ID: T0605902525-MW-5 Well Type: MONITORING
H107
WNW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000127213
gned_name=MW-2
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902525&assi date=&global_id=T0605902525&assigned_name=MW-2&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-2
Well ID: T0605902525-MW-2 Well Type: MONITORING
H106
WNW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000051165
gned_name=MW-3
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902525&assi date=&global_id=T0605902525&assigned_name=MW-3&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-3
Well ID: T0605902525-MW-3 Well Type: MONITORING
H105
WNW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000006646
gned_name=MW2
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605980408&assi date=&global_id=T0605980408&assigned_name=MW2&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW2
Well ID: T0605980408-MW2 Well Type: MONITORING
G104
SSE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000114945
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-43
gned_name=MW-15
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=MW-15&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-15
Well ID: T0605902541-MW-15 Well Type: MONITORING
I111
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000038249
gned_name=MW4
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605980408&assi date=&global_id=T0605980408&assigned_name=MW4&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW4
Well ID: T0605980408-MW4 Well Type: MONITORING
G110
SSE
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000008301
gned_name=MW-1
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902525&assi date=&global_id=T0605902525&assigned_name=MW-1&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-1
Well ID: T0605902525-MW-1 Well Type: MONITORING
H109
WNW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000054756
gned_name=MW-4
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902525&assi date=&global_id=T0605902525&assigned_name=MW-4&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-4
Well ID: T0605902525-MW-4 Well Type: MONITORING
H108
WNW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000142357
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-44
gned_name=MW-13
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=MW-13&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-13
Well ID: T0605902541-MW-13 Well Type: MONITORING
I115
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000066712
gned_name=MW-12
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=MW-12&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-12
Well ID: T0605902541-MW-12 Well Type: MONITORING
I114
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000062936
gned_name=VW-2
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=VW-2&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: VW-2
Well ID: T0605902541-VW-2 Well Type: MONITORING
I113
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000114350
gned_name=MW-14
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=MW-14&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-14
Well ID: T0605902541-MW-14 Well Type: MONITORING
I112
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000048491
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-45
gned_name=MW-10
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=MW-10&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-10
Well ID: T0605902541-MW-10 Well Type: MONITORING
I119
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000121934
gned_name=VW-1
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=VW-1&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: VW-1
Well ID: T0605902541-VW-1 Well Type: MONITORING
I118
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000067772
gned_name=VW-3
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=VW-3&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: VW-3
Well ID: T0605902541-VW-3 Well Type: MONITORING
I117
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000114896
gned_name=MW-5
GeoTracker Data: https://geotracker.waterboards.ca.gov/profile_report.asp?cmd=MWEDFResults&global_id=T0605902541&assi date=&global_id=T0605902541&assigned_name=MW-5&store_num= Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=EDF&samp_ GAMA PFAS Testing: Not Reported
Source: EDF Other Name: MW-5
Well ID: T0605902541-MW-5 Well Type: MONITORING
I116
NW
1/2 - 1 Mile
Lower
CA WELLS CAEDF0000064981
Map ID
Direction
Distance
Elevation Database EDR ID Number
GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS ®

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TC6748531.2s Page A-46
Basement Not Reported Not Reported Not Reported Not Reported Living Area - 2nd Floor Not Reported Not Reported Not Reported Not Reported Living Area - 1st Floor 2.200 pCi/L 100% 0% 0%
Area Average Activity % <4 pCi/L % 4-20 pCi/L % >20 pCi/L Number of sites tested: 1
Federal Area Radon Information for Zip Code: 92653
: Zone 3 indoor average level < 2 pCi/L.
: Zone 2 indoor average level >= 2 pCi/L and <= 4 pCi/L.

Note: Zone 1 indoor average level > 4 pCi/L.

Federal EPA Radon Zone for ORANGE County: 3
92653 111 5
______ ________ ________
Zipcode Num Tests > 4 pCi/L
Radon Test Results
State Database: CA Radon

AREA RADON INFORMATION

GEOCHECK - PHYSICAL SETTING SOURCE MAP FINDINGS
RADON
®

Page 1675 of 1981 ends

TOPOGRAPHIC INFORMATION
USGS 7.5’ Digital Elevation Model (DEM)
Source: United States Geologic Survey
EDR acquired the USGS 7.5’ Digital Elevation Model in 2002 and updated it in 2006. The 7.5 minute DEM corresponds to the USGS 1:24,000- and 1:25,000-scale topographic quadrangle maps. The DEM provides elevation data with consistent elevation units and projection.

Current USGS 7.5 Minute Topographic Map
Source: U.S. Geological Survey

HYDROLOGIC INFORMATION
Flood Zone Data: This data was obtained from the Federal Emergency Management Agency (FEMA). It depicts 100-year and 500-year flood zones as defined by FEMA. It includes the National Flood Hazard Layer (NFHL) which incorporates Flood Insurance Rate Map (FIRM) data and Q3 data from FEMA in areas not covered by NFHL.

Source: FEMA
Telephone: 877-336-2627
Date of Government Version: 2003, 2015
NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002, 2005 and 2010 from the U.S. Fish and Wildlife Service.

State Wetlands Data: Wetland Inventory
Source: Department of Fish and Wildlife
Telephone: 916-445-0411

HYDROGEOLOGIC INFORMATION
AQUIFLOW Information System R
Source: EDR proprietary database of groundwater flow information EDR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted to regulatory authorities at select sites and has extracted the date of the report, hydrogeologically determined groundwater flow direction and depth to water table information.

GEOLOGIC INFORMATION
Geologic Age and Rock Stratigraphic Unit
Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - A digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994).

STATSGO: State Soil Geographic Database
Source: Department of Agriculture, Natural Resources Conservation Service (NRCS) The U.S. Department of Agriculture’s (USDA) Natural Resources Conservation Service (NRCS) leads the national Conservation Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps.

SSURGO: Soil Survey Geographic Database
Source: Department of Agriculture, Natural Resources Conservation Service (NRCS) Telephone: 800-672-5559
SSURGO is the most detailed level of mapping done by the Natural Resources Conservation Service, mapping scales generally range from 1:12,000 to 1:63,360. Field mapping methods using national standards are used to construct the soil maps in the Soil Survey Geographic (SSURGO) database. SSURGO digitizing duplicates the original soil survey maps. This level of mapping is designed for use by landowners, townships and county natural resource planning and management.

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Page 1676 of 1981 ends

LOCAL / REGIONAL WATER AGENCY RECORDS

FEDERAL WATER WELLS
PWS: Public Water Systems
Source: EPA/Office of Drinking Water
Telephone: 202-564-3750
Public Water System data from the Federal Reporting Data System. A PWS is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources.

PWS ENF: Public Water Systems Violation and Enforcement Data Source: EPA/Office of Drinking Water
Telephone: 202-564-3750
Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after August 1995. Prior to August 1995, the data came from the Federal Reporting Data System (FRDS).

USGS Water Wells: USGS National Water Inventory System (NWIS) This database contains descriptive information on sites where the USGS collects or has collected data on surface water and/or groundwater. The groundwater data includes information on wells, springs, and other sources of groundwater.

OTHER STATE DATABASE INFORMATION
Groundwater Ambient Monitoring & Assessment Program
State Water Resources Control Board
Telephone: 916-341-5577
The GAMA Program is Californias comprehensive groundwater quality monitoring program. GAMA collects data by testing the untreated, raw water in different types of wells for naturally-occurring and man-made chemicals. The GAMA data includes Domestic, Monitoring and Municipal well types from the following sources, Department of Water Resources, Department of Heath Services, EDF, Agricultural Lands, Lawrence Livermore National Laboratory, Department of Pesticide Regulation, United States Geological Survey, Groundwater Ambient Monitoring and Assessment Program and Local Groundwater Projects.

Water Well Database
Source: Department of Water Resources
Telephone: 916-651-9648
California Drinking Water Quality Database
Source: Department of Public Health
Telephone: 916-324-2319
The database includes all drinking water compliance and special studies monitoring for the state of California since 1984. It consists of over 3,200,000 individual analyses along with well and water system information.

California Oil and Gas Well Locations
Source: Dept of Conservation, Geologic Energy Management Division Telephone: 916-323-1779
Oil and Gas well locations in the state.

California Earthquake Fault Lines
Source: California Division of Mines and Geology
The fault lines displayed on EDR’s Topographic map are digitized quaternary fault lines prepared in 1975 by the United State Geological Survey. Additional information (also from 1975) regarding activity at specific fault lines comes from California’s Preliminary Fault Activity Map prepared by the California Division of Mines and Geology.

RADON
State Database: CA Radon
Source: Department of Public Health
Telephone: 916-210-8558
Radon Database for California
TC6748531.2s Page PSGR-2

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Page 1677 of 1981 ends

Area Radon Information
Source: USGS
Telephone: 703-356-4020
The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA) and is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey.

The study covers the years 1986 - 1992. Where necessary data has been supplemented by information collected at private sources such as universities and research institutions.

EPA Radon Zones
Source: EPA
Telephone: 703-356-4020
Sections 307 & 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated indoor radon levels.

OTHER
Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration, 800-457-6656
Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration California Earthquake Fault Lines: The fault lines displayed on EDR’s Topographic map are digitized quaternary fault lines, prepared in 1975 by the United State Geological Survey. Additional information (also from 1975) regarding activity at specific fault lines comes from California’s Preliminary Fault Activity Map prepared by the California Division of Mines and Geology.

STREET AND ADDRESS INFORMATION
© 2015 TomTom North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material.

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Page 1678 of 1981 ends

APPENDIX 5
Historical Documentation
La Paz Village
Laguna Hills, California
BBG PROJECT: 0521012916

Page 1679 of 1981 ends

The EDR Aerial Photo Decade Package
25250 LA Paz Road 25250 LA Paz Road Laguna Hills, CA 92653 Inquiry Number: November 12, 20216748531.5 6 Armstrong Road, 4th floor
Shelton, CT 06484
Toll Free: 800.352.0050
www.edrnet.com

Page 1680 of 1981 ends

2016 1"=500' Flight Year: 2016 USDA/NAIP
2012 1"=500' Flight Year: 2012 USDA/NAIP
2009 1"=500' Flight Year: 2009 USDA/NAIP
2005 1"=500' Flight Year: 2005 USDA/NAIP
2002 1"=500' Acquisition Date: January 01, 2002 USGS/DOQQ 1994 1"=500' Acquisition Date: June 01, 1994 USGS/DOQQ
1990 1"=500' Flight Date: August 29, 1990 USDA
1989 1"=500' Flight Date: August 03, 1989 USDA
1980 1"=500' Flight Date: November 21, 1980 USGS
1974 1"=500' Flight Date: November 06, 1974 USGS
1972 1"=500' Flight Date: October 30, 1972 USGS
1967 1"=500' Flight Date: May 07, 1967 USGS
1963 1"=500' Flight Date: February 28, 1963 USGS
1952 1"=500' Flight Date: December 12, 1952 USDA
1949 1"=500' Flight Date: May 05, 1949 USDA
1946 1"=500' Flight Date: December 29, 1946 USGS
1938 1"=500' Flight Date: June 21, 1938 USDA
EDR Aerial Photo Decade Package 11/12/21 25250 LA Paz Road Site Name: Client Name: BBG Assessment Inc. 25250 LA Paz Road 200 Providence Road # 207 Laguna Hills, CA 92653 Charlotte, NC 28207 EDR Inquiry # 6748531.5 Contact: [email protected] Environmental Data Resources, Inc. (EDR) Aerial Photo Decade Package is a screening tool designed to assist environmental professionals in evaluating potential liability on a target property resulting from past activities. EDR’s professional researchers provide digitally reproduced historical aerial photographs, and when available, provide one photo per decade. Search Results: Year Scale Details Source
When delivered electronically by EDR, the aerial photo images included with this report are for ONE TIME USE ONLY. Further reproduction of these aerial photo images is prohibited without permission from EDR. For more information contact your EDR Account Executive.

Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY

DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE,

WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property.

Additionally, the information provided in this Report is not to be construed as legal advice. Copyright 2021 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.

EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners. 6748531 - 5 page 2

Page 1681 of 1981 ends

6748531.5 2016 = 500' Page 1682 of 1981
6748531.5 2012 = 500' Page 1683 of 1981
6748531.5 2009 = 500' Page 1684 of 1981
6748531.5 2005 = 500' Page 1685 of 1981
6748531.5 2002 = 500' Page 1686 of 1981
6748531.5 1994 = 500' Page 1687 of 1981
6748531.5 1990 = 500' Page 1688 of 1981
6748531.5 1989 = 500' Page 1689 of 1981
6748531.5 1980 = 500' Page 1690 of 1981
6748531.5 1974 = 500' Page 1691 of 1981
6748531.5 1972 = 500' Page 1692 of 1981
6748531.5 1967 = 500' Page 1693 of 1981
6748531.5 1963 = 500' Page 1694 of 1981
6748531.5 1952 = 500' Page 1695 of 1981
6748531.5 1949 = 500' Page 1696 of 1981
6748531.5 1946 = 500' Page 1697 of 1981
6748531.5 1938 = 500' Page 1698 of 1981
Certified Sanborn® Map Report
Inquiry Number:
6 Armstrong Road, 4th floor
Shelton, CT 06484
Toll Free: 800.352.0050
www.edrnet.com
25250 LA Paz Road 25250 LA Paz Road Laguna Hills, CA 92653 November 12, 20216748531.3 Page 1699 of 1981 Certified Sanborn® Map Report
Certified Sanborn Results:

Disclaimer - Copyright and Trademark Notice
EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.
- page
The Sanborn Library includes more than 1.2 million
fire insurance maps from Sanborn, Bromley, Perris &
Browne, Hopkins, Barlow and others which track
historical property usage in approximately 12,000
American cities and towns. Collections searched:

Library of Congress
University Publications of America
EDR Private Collection
The Sanborn Library LLC Since 1866™
Limited Permission To Make Copies
Sanborn® Library search results
EDR Inquiry # Contact:

Site Name: Client Name:

Certification #
PO #
Project
11/12/21 25250 LA Paz Road 25250 LA Paz Road BBG Assessment Inc. 200 Providence Road # 207 Laguna Hills, CA 92653 6748531.3 Charlotte, NC 28207 [email protected] The Sanborn Library has been searched by EDR and maps covering the target property location as provided by BBG Assessment Inc. were identified for the years listed below. The Sanborn Library is the largest, most complete collection of fire insurance maps. The collection includes maps from Sanborn, Bromley, Perris & Browne, Hopkins, Barlow, and others. Only Environmental Data Resources Inc. (EDR) is authorized to grant rights for commercial reproduction of maps by the Sanborn Library LLC, the copyright holder for the collection. Results can be authenticated by visiting www.edrnet.com/sanborn.

The Sanborn Library is continually enhanced with newly identified map archives. This report accesses all maps in the collection as of the day this report was generated. C406-429A-B653 0521012916 UNMAPPED PROPERTY 0521012916 This report certifies that the complete holdings of the Sanborn Library, LLC collection have been searched based on client supplied target property information, and fire insurance maps covering the target property were not found.

Certification #: C406-429A-B653
BBG Assessment Inc. (the client) is permitted to make up to FIVE photocopies of this Sanborn Map transmittal and each fire insurance map accompanying this report solely for the limited use of its customer. No one other than the client is authorized to make copies. Upon request made directly to an EDR Account Executive, the client may be permitted to make a limited number of additional photocopies. This permission is conditioned upon compliance by the client, its customer and their agents with EDR's copyright policy; a copy of which is available upon request.

This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY

Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2021 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission. 6748531 Page 1700 of 1981 3 2 25250 LA Paz Road
25250 LA Paz Road
Laguna Hills, CA 92653
Inquiry Number: 6748531.6
November 17, 2021
The EDR-City Directory Image Report
6 Armstrong Road
Shelton, CT 06484
800.352.0050
Environmental Data Resources Inc www.edrnet.com

Page 1701 of 1981 ends

TABLE OF CONTENTS

SECTION
Executive Summary
Findings
City Directory Images
Thank you for your business.

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

OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC.

BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER

CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction orforecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice.

Copyright 2020 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc. or its affiliates is prohibited without prior written permission.

EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates.

All other trademarks used herein are the property of their respective owners.

Page 1702 of 1981 ends

EXECUTIVE SUMMARY

DESCRIPTION
Environmental Data Resources, Inc.’s (EDR) City Directory Report is a screening tool designed to assist environmental professionals in evaluating potential liability on a target property resulting from past activities.

EDR’s City Directory Report includes a search of available city directory data at 5 year intervals.

RECORD SOURCES
EDR's Digital Archive combines historical directory listings from sources such as Cole Information and Dun & Bradstreet. These standard sources of property information complement and enhance each other to provide a more comprehensive report.

EDR is licensed to reproduce certain City Directory works by the copyright holders of those works. The purchaser of this EDR City Directory Report may include it in report(s) delivered to a customer. Reproduction of City Directories without permission of the publisher or licensed vendor may be a violation of copyright.

RESEARCH SUMMARY
The following research sources were consulted in the preparation of this report. A check mark indicates where information was identified in the source and provided in this report.

Year Target Street Cross Street Source
2014 þ þ EDR Digital Archive
2010 þ þ EDR Digital Archive
2005 þ þ EDR Digital Archive
2000 ¨ þ EDR Digital Archive
1995 þ þ EDR Digital Archive
1992 þ þ EDR Digital Archive
1987 þ þ Haines Criss-Cross Directory
1981 þ þ Haines Criss-Cross Directory
1976 þ þ Haines Criss-Cross Directory
1973 þ ¨ Haines Criss-Cross Directory
6748531- 6 Page 1

Page 1703 of 1981 ends

FINDINGS

TARGET PROPERTY STREET
25250 LA Paz Road
Laguna Hills, CA 92653
Year CD Image Source

LA PAZ RD
2014 pg A2 EDR Digital Archive
2010 pg A5 EDR Digital Archive
2005 pg A8 EDR Digital Archive
2000 - EDR Digital Archive Street not listed in Source
1995 pg A12 EDR Digital Archive
1992 pg A15 EDR Digital Archive
1987 pg A17 Haines Criss-Cross Directory
1987 pg A18 Haines Criss-Cross Directory
1981 pg A20 Haines Criss-Cross Directory
1981 pg A21 Haines Criss-Cross Directory
1976 pg A23 Haines Criss-Cross Directory
1976 pg A24 Haines Criss-Cross Directory
1973 pg A26 Haines Criss-Cross Directory
6748531- 6 Page 2

Page 1704 of 1981 ends

FINDINGS

CROSS STREETS
Year CD Image Source

MCINTYRE ST
2014 pg. A4 EDR Digital Archive
2010 pg. A7 EDR Digital Archive
2005 pg. A10 EDR Digital Archive
2000 pg. A11 EDR Digital Archive
1995 pg. A14 EDR Digital Archive
1992 pg. A16 EDR Digital Archive
1987 pg. A19 Haines Criss-Cross Directory
1981 pg. A22 Haines Criss-Cross Directory
1976 pg. A25 Haines Criss-Cross Directory
1973 - Haines Criss-Cross Directory Street not listed in Source 6748531- 6 Page 3

Page 1705 of 1981 ends

City Directory Images

Page 1706 of 1981 ends

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A2
Target Street Cross Street Source
2014
25200 BROWER PAUL A

CERRUTI RICHARD A

CYBERDENT TECHNOLOGIES

DISH NETWORK

GRUENENFELDER JENNIFER

LA PAZ DENTISTRY

LA PAZ SPINE & REHAB

MEAGLIA JAMES P

ORANGE COUNTY UROLOGY ASSOCIATES

SCHUHRKE TERRENCE D

SINGH KARAN J

SPITZ AARON

TAYLOR J BRADLEY

TEBYANI NEYSSAN

TRAVIS CHRISTOPHER P DDS

YOUNG JAY
25201 DISH NETWORK

DOHERTY JAMES

JIM DOHERTY STATE FARM INSURANCE A

KAUP JERRY C CERTIFIED PUBLIC ACCOUN

ROJAS, JESUS

TARBELL REALTORS
25205 HILLS HOTEL THE

THE HILLS HOTEL AN ASCEND HOTEL COLL
25252 HOT OFF THE GRILL
25254 24 HOUR LOCKSMITH

VILLA ROMA MARKET & DELI

VILLA ROMA RESTAURANT
25260 AWAKENINGS

CONTRERAS, OSCAR

DISHLATINO

FARNAZ BADIE

HEIDELBERG PASTRY SHOP

HERNANDEZ, ANA

KAPPO HANA

LUNDBLAD, JENNIFER

NAILS & NAILS BY DIANA

O C CLEANERS

OC NATURAL HEALTH CENTER

WALL, GENEVIEVE
25552 ORANGE COUNTY ASSOCIATION OF REALTOR
25732 LAGUNA SPA & SALON
25758 7ELEVEN
25912 CHASE

CHASE BANK

LA SALSA

STARBUCKS COFFEE
25991 THE SALON
26001 CALIFORNIA FUELING DISPENCING
26051 ORTHO MATTRESS

Page 1707 of 1981 ends

(Cont'd)
-

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A3
Target Street Cross Street Source
2014
26051 RFFS
26063 VIEJO LIQUOR
26131 COMERICA BANK

EMPANADA MAKER
26137 ALVAREZ MARTHA LILIANA DDS

ALZONA CRISANTA DDS

CLASSY CLEANERS
DENTIST 4U

JD DE LORME DDS INC

MISSION TUX SHOP

O C SMILE

PLANNED PARENTHOOD

STARBUCKS COFFEE

WESTERN YOUTH SERVICES

Page 1708 of 1981 ends

MCINTYRE ST
EDR Digital Archive
6748531.6 Page: A4
Target Street Cross Street Source
2014
25252 24 HOUR FITNESS

JOANN FABRICS & CRAFTS
25272 A PLUS BODY & FOOT CARE

ACCP PERFECT CUT DESIGN

IVAN TERAN CASABIANCA DENTAL GROUP

KIM FAMILY ORTHODONTICS
NUMBER 1 HAIR & NAIL
25292 BIKRAM YOGA LAGUNA HILLS

ELITE TAE KWON DO

HAIRCRAFTERS

LA PAZ ANIMAL CLINIC

MOUNTAIN MIKES PIZZA

ORANGE COUNTY COUNCIL BOY SCOUTS OF

POSTUREOLOGY
SPASSO

STUDIO ONE BAU PHAM

SUBWAY SANDWICHES

TUSCAN TAN & SPA
25342 FLAMINGO MEXICAN GRILL
25421 LOZANO, ROBERT J
25431 AUER, DOUG V
25441 OIWA, TSUYOSHI
25451 OCCUPANT UNKNOWN,
25461 CHAMPLIN, BRANDON M
25471 MAYFIELD, ROBERT R
25481 LICONAS, CARROL
25482 GARRISON, STEVEN F
25491 NIEBLAS, JOYCE M
25492 TACZY, JAMES R
25501 GERRARD, PAUL C
25502 FRIESEN, BRUCE W
25511 KIM, SORLYNN L

Page 1709 of 1981 ends

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A5
Target Street Cross Street Source
2010
25200 ARTWORK INC

CHRISTOPHER TRAVIS INC

LA PAZ CHIROPRACTIC & REHAB

LA PAZ DENTISTRY

ORANGE CNTY UROLOGY ASSOC

ORANGE COUNTY UROLOGY ASSOC

SOUTH ORANGE CNTY UROLOGICAL

TERRENCE D SCHURKE INC

UROLOGY MEDICAL ASSOC INC

WODISKE, RICHARD W
25201 HIGGINS & HIGGINS

KAUP JERRY C CPA

ROSALES, PEDRO C

STATE FARM INSURANCE

TARBELL REALTORS

WORLD VISION
25205 HILLS HOTEL
25220 UROLOGY MEDICAL ASSOC INC
25250 YAMATO RESTAURANT
25252 HOT OFF THE GRILL
25254 VILLA ROMA MARKET & DELI
25260 AWAKENINGS
CURVES

DINNERTIME MADE EASY

DISVEL CENTER

HAIRCRAFTERS

HALL LAW FIRM

HEIDELBERG PASTRY SHOP

KAPPO HANA CO

LA PAZ ACUPUNCTURE & HERBAL

LA PAZ BILLING SVC

LA PAZ SPA

O C CLEANERS

PACKAGE PEOPLE

PATRICIOS GREAT HAIR

PREMIER GROUP

SCHLOEGLMANN, KLAUS J

SCHNEIDER, RICHARD

VIDEO SYSTEMS SVC CTR
25552 ORANGE COUNTY ASSN REALTORS
25732 LAGUNA SPA & SALON

SALLY BEAUTY SUPPLY
25758 7ELEVEN
25912 LA SALSA FRESH MEXICAN GRILL

STARBUCKS

TMOBILE
25991 SALON
26001 B P NORTH AMERICA

CALIFORNIA FUELING DISPENCING
26061 PARADISE DONUTS & DELI

Page 1710 of 1981 ends

(Cont'd)
-

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A6
Target Street Cross Street Source
2010
26063 VIEJO LIQUOR
26131 CHRONIC TACOS

COMERICA BANK
26137 CALIFORNIA EMERGENCY PHYSICIAN

CLASSY CLEANERS
DENTIST 4U

MCHUGH JOHN P MD

MISSION LIMOUSINE

MISSION TUX SHOP

PLANNED PARENTHOOD

QUALITY HOME HEALTH SVC

SOUTH OC DENTAL GROUP

SOUTHERN CALIFORNIA SLEEP

STARBUCKS

THRIVENT FINANCIALLUTHERANS

WESTERN YOUTH SVC

Page 1711 of 1981 ends

MCINTYRE ST
EDR Digital Archive
6748531.6 Page: A7
Target Street Cross Street Source
2010
25232 DANIELS CUSTOM TAILORING
25242 CARPET & FLOORING EMPORIUM
25252 24 HOUR FITNESS

JOANN FABRICS & CRAFTS

LA PAZ OPTOMETRIC CTR
25272 A PLUS BODY & FOOT CARE

BENJAMIN J RINALDO INC

E G MC NABB INC
NUMBER 1 HAIR & NAILS

TOMS SPECIALTY CARD SHOP
25292 BIKRAM YOGA LAGUNA HILLS

BLACK BELT ACADEMY

LA PAZ ANIMAL CLINIC

LAGUNA HILLS SCOUT SHOP

SPASSOS ITALIAN GRILL MARTINI

TUSCAN TAN & SPA

V A LAGUNA HILLS CLINIC
25332 CLAIM JUMPER RESTAURANT
25342 FLAMINGOS MEXICAN GRILL
25361 HIBBARD, JOE G
25421 LOZANO, ROBERT J
25431 AUER, DOUG J
25441 OCCUPANT UNKNOWN,
25451 GOODMAN, SHEILA D
25461 OCCUPANT UNKNOWN,
25471 MAYFIELD, ROBERT R
25481 LICONA, CHARLES B
25482 GARRISON, STEVEN F
25491 NIEBLAS, JOYCE M
25492 TACZY, JAMES R
25501 GERRARD, PAUL C
25502 FRIESEN & ASSOC

FRIESEN, BRUCE W
25511 KIM, SORLYNN L

Page 1712 of 1981 ends

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A8
Target Street Cross Street Source
2005
25200 BENE ENTERPRISES

BUCK CORP INC

CHRISTOPHER P TRAVIS DDS INC

DDS & ASSOCIATES

FOOTHILL RANCH CO

HON PROPERTY INVESTMENTS INC

LA PAZ CHIROPRACTIC

PREZIOSI JOSEPH P DC

SEARCH MINISTRIES

STEVEN M KEEN DENTAL CERAMICS LABORA

W SALON

W SALON THE

WODISKE RICHARD W DDS

WODISKE, RICHARD W
25201 ED & MARILYN

FM TARBELL CO

FRANCZYK, SAMUEL K

HIGGINS, DAVID

KAUP JERRY C CPA

KAUP, JERRY

ROSALES, PEDRO C

WOMEN OF VISION WORLD VISION

WORLD VISION LA
25250 ELEPHANT BAR RESTAURANT
25252 DEL TACO NO 34
25254 MISSION HILLS GOURMET MEATS

ROMA DITALIA
25260 AWAKENINGS

BCS INVESTMENTS INC

CBT CENTERS

COMMERCIAL REAL ESTATE NETWORK

CRYSTAL NAILS & SPA

DML GROUP

HEIDELBERG PASTRY SHOP

HELEN NAIL & SKINCARE

INN AT DEEP CANYON

KHALIQ, AHMAD
KIKI

LA PAZ CLEANERS

MAS CONSULTING

MICHELLE, S

REFLECTION IMAGING

SCHLOEGLMANN INC

YES CLEANERS
25552 ORANGE COUNTY ASSOCIATION REALTORS
25758 7 ELEVEN FOOD STORES NO 13801

NEGHPARA PRAKASH
25912 LA SALSA RESTAURANT
STARBUCKS COFFEE # 6763

T MOBILE

Page 1713 of 1981 ends

(Cont'd)
-

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A9
Target Street Cross Street Source
2005
25991 PARADISE CREATIONS

PARADISE CREATIONS BRIDAL GOWNS FORM
26001 PRESTIGE STATIONS INC
26051 FREEWAY MOBIL
26061 PARADISE DONUTS & DELI
26063 VIEJO LIQUOR
26137 CLASSY CLEANERS

CNL COMMERCIAL FINANCE INC

COMMUNICATION DISORDERS RESOURCE FOU

MISSION LIMOUSINE

MISSION TUX SHOP

NEWPORT LANGUAGE AND SPEECH CENTERS

NEWPORT THERAPY CENTERS

Page 1714 of 1981 ends

MCINTYRE ST
EDR Digital Archive
6748531.6 Page: A10
Target Street Cross Street Source
2005
25242 CARPET EMPORIUM
25252 24 HOUR FITNESS

JO ANN FABRICS AND CRAFTS

LA PAZ OPTOMETRIC CENTER

RICHARD FRIEDER OD

SAKO AARON M OD
25272 # 1 HAIR & NAIL

ACT OF MUSIC

DR BENJAMIN J RINALDO

EG MC NABB DDS INC

HAIR & NAIL

LAGUNA HILLS BODYCARE

MCNABB ELIZABETH G DDS

READINGS BY PATRICIA

RINALDO, BENJAMIN

TOM TSS CURTIS
25292 ABDELLA MICHAEL G DVM

AMERICAN RESIDENTIAL MORTGAGE

CRUISE JOURNEYS

JESSICA WHOLESALE INC

KRISTA THOMPSONS HAIR SALON

ORANGE CNTYSCL SERVICE AGENCY

PATRICIOS

PERMMASTERS

ROYALE CLEANERS

STUDIO ONE

TRIPLE FIVE INC

US TAE KWON DO CENTER

US TAEKWONDO CENTER
25332 CLAIM JUMPER
25361 HIBBARD, JOE G
25421 LOZANO, ROBERT J
25431 AUER, DOUG J
25441 HERRERA, CHRISTINE
25451 OCCUPANT UNKNOWN,
25461 MATSUMURA, MARK M

Y & K ENTERPRISES
25471 MAYFIELD, ROBERT R
25481 LICONAS PLUMBING

OCCUPANT UNKNOWN,
25482 GARRISON, STEVEN F
25491 NIEBLAS, ROBERT J
25492 LETZ CELEBRATE

PREDATOR PRODUCTION

TACZY, JAMES R
25501 GERRARD, PAUL C
25502 FRIESEN, BRUCE W
25511 BRODHAG, LOLITA C

Page 1715 of 1981 ends

MCINTYRE ST
EDR Digital Archive
6748531.6 Page: A11
Target Street Cross Street Source
2000
25252 24 HOUR FITNESS
25361 HIBBARD, JOSEPH G
25421 LOZANO, ROBERT
25431 OCCUPANT UNKNOWN,
25441 AUER, DOUG
25451 OCCUPANT UNKNOWN,
25461 OCCUPANT UNKNOWN,
25471 MAYFIELD, ROBERT
25481 OCCUPANT UNKNOWN,
25482 GARRISON, AMY C
25491 NIEBLAS, ROBERT J
25492 TACZYKIEWICZ, ROBERT J
25501 GERRARD, PAUL C
25502 SEARLE, DIXIE L

Page 1716 of 1981 ends

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A12
Target Street Cross Street Source
1995
25200 BALL BUSINESS SVC

CHIRSTOPHER TRAVIS INC

CRUISESHIPCENTER

FOOTHILL RANCH CO

MARK S SCHRIVER CPA

PALOS VERDES LAND HOLDINGS

PATRICK R MC KENZIE

RICHARD W WODISKE DDS

SCHENKENBERGER, ROY W
25201 STATE FARM INSURANCE

SUNGLASS HUT

TARBELL REALTORS
25205 HOLIDAY INN
25250 CAFE MICHELES
25252 DEL TACO
25254 MISSION HILLS GOURMET MEATS
25260 AWAKENINGS

COMMERCIAL REAL ESTATE NETWORK

CREATIVE HAIR

EILEENS SKIN CARE

FRED FOUSHEE DDS

GULF SYSTEMS

HAIR DESIGN BY LU LU

HEALTH FAIR

HEIDELBERG PASTRY SHOP

HOT LINE NAILS

JOSEPH P PREZIOSI DC

LA PAZ CHIROPRACTIC

LA PAZ CLEANERS

LAGUNA HILLS PHARMACY

LEASING OFFICE

MISSION MORTGAGE

NANCY TURNER

ROMA DITALIA

RUGS FROM AFAR

SADDLEBACK CHURCH RELIGIOUS

SALON IMPRESSIONS

SCIENCE OF MIND CTR LIGIOUS
25552 SADDLEBACK VALLEY BOARD RLTRS
25732 BUI, MAI

HAIR UNIQUE
25758 7 ELEVEN FOOD STORE
25912 LA PAZ UNOCAL
25991 FOR SALE BY OWNER PROPERTIES
26001 PRESTIGE STATIONS INC
26051 BOBS MOBIL
26061 PARADISE CAFE
26063 VIEJO LIQUOR
26137 DART RESORTS

MISSION VIEJO BUSINESS PROPS

Page 1717 of 1981 ends

(Cont'd)
-

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A13
Target Street Cross Street Source
1995
26137 MISSION VIEJO CO

MVC FINANCIAL CORP

Page 1718 of 1981 ends

MCINTYRE ST
EDR Digital Archive
6748531.6 Page: A14
Target Street Cross Street Source
1995
25232 DANIELS CUSTOM FASHIONS
25242 HAWTHORNE SAVINGS & LOAN ASSN
25252 CLOTH WORLD

DENNIS NODA OD

FAMILY FITNESS CTR

FRIEDER OPTOMETRICS

LOGICAL FITNESS

SHAPE SHOP
SO FIT

ULTRA FIT NUTRITION
25272 ELIZABETH MCNABB DDS

HORTON CHIROPRACTIC

ORANGE COAST MEDICAL CLINIC

TANFASTIC LAGUNA HILLS
25292 A MASQUERADE VILLAGE

ACE CLEANERS

CRUISE HOLIDAYS

ELITE PHYSICAL THERAPY

LA PAZ ANIMAL CLINIC

NINETY FOUR CENT MOVIES

ORANGE COUNTY SOCIAL SVC

SLOANGE

SOLANGE

SOLANGE NAILS

SOME BODY AEROBIC APPAREL

U S TAEKWONDO CTR

VINNIES BROOKLYN PIZZA WORKS

WINDMILL FLORIST & GIFTS
25332 CLAIM JUMPER
25342 SHAKEYS PIZZA PARLOR
25352 COLE, TAMARA S
25361 MITSCHIRCH, RALF
25421 LOZANO, ROBERT
25431 SIMMONS, KAREN
25441 OCCUPANT UNKNOWNN
25451 LOUIE, JACK
25461 OCCUPANT UNKNOWNN
25471 MAYFIELD, ROBERT
25481 OCCUPANT UNKNOWNN
25482 DUENAS, F
25491 NIEBLAS, ROBERT J
25492 TACZY, ROBERT
25502 SEARLE, DIXIE L

Page 1719 of 1981 ends

LA PAZ RD
EDR Digital Archive
6748531.6 Page: A15
Target Street Cross Street Source
1992
25200 ADAMS MARKETING ASN

ALLIANCE MATRE AMER

CLAY BALL TAX CNSLT

COMPUTER MAN INC

FOOTHILL RANCH CO

HON DEVELOPMENT CO

MCCARTY DAVID J&ASC

MCKENZIE PATK ATTY

SKIPA SUPPLIES CORP

TRAVIS C P DDS INC
25201 CHRISTOFF K MFCC

CHRISTOFF, K

HARTFORD ESCROW INC

HEDGES CAREER CNSLT

STATE FARM INS AGNT

TARBELL REALTORS
25205 HOLIDAY INN
25250 MICHELES
25252 DEL TACO RSTRNT 34
25254 MISSION HLLS MEATS

PANDA GARDEN
25260 ADAMO CHARLES P DC

AWAKENINGS

BARNATT CAPITAL

COMMERCL RL EST

CREATIVE HAIR

FOUSHEE FRED DDS

GULF SYSTEMS

HEALTH FAIR THE

HEIDELBERG CATERING

HOT LINE NAILS

LAGUNA HLS PHARMACY

LEASING OFC THE

MAJOR MARK

MAJOR, MARK

MISSION MORTGAGE

ROMA DITALIA

S C M CORP

SALON IMPRESSIONS

TILE&CARPET UNLTD

TURNER, NANCY
25552 SADDLBCK VLY RLTRS
25732 HAIR UNIQUE

NAIL PARADISE

Page 1720 of 1981 ends

MCINTYRE ST
EDR Digital Archive
6748531.6 Page: A16
Target Street Cross Street Source
1992
25232 CHICAGO TITLE INS

TICOR TITLE INS
25242 HAWTHORNE SVNGS&LN
25252 BRIANS NUTRITION CT

CLOTH WORLD

FAMILY FITNESS CNTR

LOGICAL FITNESS
25272 DANIELS CSTM TAILRG

GALA HAIR SALON

HORTON JAMES V DC

MCNABB E G DDS

ORANGE CST MED CLNC

TANFASTIC
25278 WINDMILL FLRST&GIFT
25292 A C E CLEANERS

BIANCARDI D NAILS

ELITE PHYSCL THRPY

FRIEDER RICHARD DR

HOLBEIN BARBARA

HOLBEIN, BARBARA

MASQUERADE VILLAGE

NINETY FOUR CNT MVS

ORG CO SOCL SRVS

ORME STEVEN M DVM

SOLANGE

SOME BODY APPAREL

STEFANI SHIRLEY

STEFANI, SHIRLEY

TOOHEY LAURA

TOOHEY, LAURA

US TAE KWON DO

VINNIES BRKLYN PZZA
25332 CLAIM JUMPER
25342 SHAKEYS PIZZA REST
25361 MITSCHIRCH, RALF
25421 LOZANO, ROBERT
25441 GRIFFITH, PETE
25471 MAYFIELD, ROBERT
25481 BOSCHETTO, ANTHONY
25491 NIEBLAS, ROBERT J
25492 TACZY, ROBERT

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A17
Target Street Cross Street Source
1987

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A18
Target Street Cross Street Source
1987

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MCINTYRE ST
Haines Criss-Cross Directory
6748531.6 Page: A19
Target Street Cross Street Source
1987

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A20
Target Street Cross Street Source
1981

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A21
Target Street Cross Street Source
1981

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MCINTYRE ST
Haines Criss-Cross Directory
6748531.6 Page: A22
Target Street Cross Street Source
1981

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A23
Target Street Cross Street Source
1976

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A24
Target Street Cross Street Source
1976

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MCINTYRE ST
Haines Criss-Cross Directory
6748531.6 Page: A25
Target Street Cross Street Source
1976

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LA PAZ RD
Haines Criss-Cross Directory
6748531.6 Page: A26
Target Street Cross Street Source
1973

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APPENDIX 6
Personnel Qualifications
La Paz Village
Laguna Hills, California
BBG PROJECT: 0521012916

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BBG ASSESSMENTS, LLC
Locations Nationwide
JEFFREY P. HULLINGER, P.E.

Education and Technical Training
BSCE, Civil Engineering, Purdue University
M.S., Chemical Engineering, Ohio State University
Licenses and Certifications
OSHA Hazardous Waste Operations
Certified Professional #214, Ohio EPA Voluntary Action Program Experience
Mr. Hullinger has technical and project management experience in environmental and process engineering, including applied research, consulting, and in-house engineering for a waste management company. His technical practice areas include brownfield site investigation, remediation and development; air quality; solid and hazardous waste management; stormwater; wastewater; and general environmental regulatory compliance. Mr. Hullinger has provided services in permitting, site evaluation, contamination assessment, waste minimization, and remedial action design.

Mr. Hullinger has conducted several hundred Phase I in accordance with ASTM E1527, the USEPA All Appropriate Inquiry rules, Fannie Mae Delegated Underwriting Standards, Freddie Mac guidelines and other client specific scopes of work. Based on his experience and education, he meets the definition of an Environmental Professional as defined in §312.10 of 40 CFR 312. His environmental background includes a detailed understanding of the risks associated with hazardous and regulated materials storage, use generation and disposal, above ground and underground storage tanks and polychlorinated biphenyls (PCBs), as well as the ASTM non-scope considerations of asbestos, lead-based paint, radon and microbial growth. Additionally, he has conducted wetlands evaluations and noise assessments and modeling in association with due diligence assessments.

Mr. Hullinger has conducted regulatory compliance audits located throughout the United States to evaluate the status of compliance with environmental regulations. He has prepared Spill Containment and Countermeasure Plans and Stormwater Pollution Prevention Plans for a variety of industrial facilities and has prepared air quality permit applications for processes ranging from surface coating to municipal waste incinerators to chemical manufacturing facilities.

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BBG ASSESSMENTS, LLC
Locations Nationwide

AARON KLENKE
Education and Technical Training
B.S., Resource & Environmental Studies, Texas State University Licenses and Certifications
Texas Department of State Health Services Licensed Individual Asbestos Consultant Texas Department of State Health Services Licensed Mold Assessment Consultant Texas Department of State Health Services Certified Lead Risk Assessor Experience
Mr. Klenke has over 20 years of consulting experience in the environmental and property condition industry in the United States and portions of Canada. He has conducted Environmental Site Assessments (ESAs) and Property Condition Assessments (PCAs) for a wide range of local and national clients, including banks, agency lenders, investment banks, life companies, law firms and property owners. The properties he has evaluated have included multifamily residential, retail, office, industrial and hospitality.

Mr. Klenke has provided hundreds of environmental site assessments in accordance with ASTM E1527, the USEPA All Appropriate Inquiry rules, Fannie Mae Delegated Underwriting Standards, Freddie Mac guidelines and other client specific scopes of work. His environmental background includes a detailed understanding of the risks associated with hazardous and regulated materials storage, use generation and disposal, above ground and underground storage tanks, polychlorinated biphenyls (PCBs), asbestoscontaining materials (ACM), lead-based paint (LBP), mold and radon. Mr. Klenke has managed numerous subsurface investigations to assess the horizontal and vertical extent of soil and groundwater contamination and has provided industrial hygiene monitoring and oversight services to commercial and industrial clients during asbestos abatement and lead-based paint abatement.

Mr. Klenke has provided hundreds of property condition assessments in accordance with ASTM 2018, Fannie Mae Delegated Underwriting Standards, Freddie Mac guidelines and other client specific scopes of work. He is experienced in assessing site improvements, building structures and envelopes, and mechanical, electrical and plumbing systems for evidence of deferred maintenance or problematic or deleterious materials. He has been responsible for estimating Immediate Needs Reserves as well as OnGoing Reserves need to maintain a property, based on his observations and interviews with personnel familiar with the property.

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4912-8105-4057, v. 1

GEOTECHNICAL EVALUATION REPORT

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131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com May 26, 2023 Project No. 22023-01
Mr. Nick Buchanan
La Paz Village Investors, LLC
c/o Cape Point Development, LLC
1010 South El Camino Real, Suite 200
San Clemente, California 92672
Subject: Preliminary Geotechnical Evaluation for Proposed La Paz Village – Senior Living Development, La Paz Road, Laguna Hills, California
In accordance with your request and authorization, LGC Geotechnical, Inc. has performed a preliminary geotechnical evaluation for the proposed redevelopment for the La Paz Village – Senior Living development to be located at the property located at the southeast corner of La Paz Road and Mackenzie Street in Laguna Hills, California. The purpose of our study was to evaluate the existing onsite geotechnical conditions and to provide preliminary geotechnical recommendations relative to the proposed development.

Should you have any questions regarding this report, please do not hesitate to contact our office. We appreciate this opportunity to be of service.

Respectfully Submitted,
LGC Geotechnical, Inc.

Brad Zellmer, GE 2618 Kevin B. Colson, CEG 2210
Project Engineer Vice President
BTZ/KBC/amm
Distribution: (5) Addressee (4 wet-signed copies and 1 electronic copy)

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Project No. 22023‐01 Page i May 26, 2023

TABLE OF CONTENTS
Section Page

1.0 INTRODUCTION ......................................................................................................................................8

1.1 Purpose and Scope of Services ............................................................................................................... 8

1.2 Project Description ..................................................................................................................................... 8

1.3 Background ................................................................................................................................................ 10

1.4 Subsurface Geotechnical Evaluation ............................................................................................... 10

1.5 Laboratory Testing .................................................................................................................................. 10

2.0 GEOTECHNICAL CONDITIONS...........................................................................................................12

2.1 Regional Geology ...................................................................................................................................... 12

2.2 Site-Specific Geology ............................................................................................................................... 12

2.3 Generalized Subsurface Conditions .................................................................................................. 12

2.4 Oversized Material .................................................................................................................................. 12

2.5 Groundwater .............................................................................................................................................. 13

2.6 Seismic Design Criteria ......................................................................................................................... 13

2.7 Faulting ........................................................................................................................................................ 14

2.7.1 Liquefaction and Dynamic Settlement .............................................................................. 16

2.7.2 Lateral Spreading ...................................................................................................................... 16

3.0 CONCLUSIONS........................................................................................................................................17

4.0 PRELIMINARY RECOMMENDATIONS ............................................................................................18

4.1 Site Earthwork .......................................................................................................................................... 18

4.1.1 Site Preparation ......................................................................................................................... 18

4.1.2 Removal Depths and Limits ................................................................................................... 19

4.1.3 Temporary Excavations ......................................................................................................... 20

4.1.4 Removal Bottoms and Subgrade Preparation ................................................................ 20

4.1.5 Material for Fill .......................................................................................................................... 21

4.1.6 Placement and Compaction of Fills .................................................................................... 21

4.1.7 Trench and Retaining/Basement Wall Backfill and Compaction ........................... 22

4.2 Foundation Recommendations .......................................................................................................... 23

4.2.1 Preliminary Conventional Foundation Design Parameters .................................... 23

4.2.2 Provisional Post-Tensioned Foundation Design Parameters ................................ 23

4.2.3 Foundation Subgrade Preparation and Maintenance ............................................... 24

4.2.4 Slab Underlayment Guidelines ............................................................................................ 25

4.3 Soil Bearing and Lateral Resistance ................................................................................................ 25

4.4 Lateral Earth Pressures for Basement/Retaining Walls Design ......................................... 26

4.5 Temporary Shoring................................................................................................................................. 29

4.6 Control of Surface Water and Drainage Control .......................................................................... 30

4.7 Subsurface Water Infiltration .............................................................................................................. 30

4.8 Preliminary Pavement Sections ........................................................................................................ 31

4.9 Soil Corrosivity .......................................................................................................................................... 32

4.10 Nonstructural Concrete Flatwork ...................................................................................................... 32

4.11 Boreholes for Temporary Shoring..................................................................................................... 33

4.12 Geotechnical Plan Review ..................................................................................................................... 34

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TABLE OF CONTENTS (Cont’d)
Project No. 22023‐01 Page ii May 26, 2023

4.13 Geotechnical Observation and Testing During Construction ................................................. 34

5.0 LIMITATIONS.........................................................................................................................................35

LIST OF ILLUSTRATIONS, TABLES, AND APPENDICES
Figures
Figure 1 – Site Location Map (Page 2)
Figure 2 – Boring Location Map (Rear of Text)
Figure 3 – Basement Subterranean Structure Backfill/Subdrain Detail (Rear of Text) Figure 4 – Retaining Wall Backfill Detail (Rear of Text) Tables
Table 1 – Seismic Design Parameters (Page 14)
Table 2 – Provisional Geotechnical Parameters for Post-Tensioned Foundation Slab Design (Page 25) Table 3 – Allowable Soil Bearing Pressures (Page 26)
Table 4A – Lateral Earth Pressures – Cut Condition (Page 27) Table 4B – Lateral Earth Pressures – Conventional Backfilled Basement/Retaining Wall (Page 28) Table 5 – Asphalt Concrete Paving Section Options (Page 31) Table 6 – Nonstructural Concrete Flatwork for Expansive Soils (Page 33) Appendices
Appendix A – References
Appendix B – Field Exploration Logs
Appendix C – Laboratory Test Results
Appendix D – General Earthwork and Grading Specifications

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1.0 INTRODUCTION

1.1 Purpose and Scope of Services
This report presents the results of our preliminary geotechnical evaluation for the proposed senior living facility to be located at the property at the southeast corner of La Paz Road and Mackenzie Street in Laguna Hills, California. Refer to the Site Location Map (Figure 1).

The purpose of our study was to perform a preliminary geotechnical evaluation relative to the proposed development. As part of our scope of work, we have: 1) reviewed available in-house geologic maps pertinent to the site (Appendix A); 2) performed a limited subsurface geotechnical evaluation of the site consisting of the excavation of four hollow-stem auger borings; 3) performed laboratory testing of select soil samples; and 4) prepared this preliminary geotechnical report presenting our findings, preliminary conclusions and recommendations for the development of the proposed project.

1.2 Project Description
The relatively flat, site is approximately 2.4 acres and bound in the northerly direction by existing buildings and parking followed by La Paz Road, in the westerly direction existing parking and a commercial building followed by MacKenzie Street, and in easterly direction by existing parking and commercial building followed by McIntyre Street and in the southerly direction by existing commercial building and associated parking. Existing site elevations range from approximately 475 feet in the northeasterly direction to 482 feet in the southwesterly direction.

We understand that a portion of the property is to be redeveloped as senior living, podium-type structure, including four stories of above grade residential units over one story of at-grade parking over one-story of below-grade parking (WHA, 2022). The majority of the building footprint will include basement structure approximately 10 feet below grade, however, a portion of the building will be at grade in the easterly portion of the site. Building loads were not available at the time of this report. However, based on previous projects we have estimated maximum (dead plus live) column and wall loads of 350 kips and 10 kips/ft, respectively for the basement parking structure. The at-grade portion is estimated at maximum (dead plus live) column and wall loads of 150 kips and 6 kips/ft, respectively.

The recommendations given in this report are based upon the estimated structural loads and grading/layout information as indicated above. LGC Geotechnical should be provided with structural loads and any updated project information, when they become available, in order to either confirm or modify the recommendations provided herein.

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Approximate Site Location
FIGURE 1
Site Location Map
DATE May 2023
ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE

BTZ/KBC
Not to Scale
Cape Point - La Paz Village
22023-01

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1.3 Background
Review of historical aerial photos indicate that the subject site consisted primarily of vacant land until at least 1972 (Historic Aerials, 2023). Between 1972 and 1980, the existing buildings were constructed. In the 1980 aerial photo, the existing buildings have been constructed the adjacent off-site building in the northwesterly corner appears to be under construction.

Previous site geotechnical reports were not available.

1.4 Subsurface Geotechnical Evaluation
A geotechnical field evaluation was performed by LGC Geotechnical consisting of excavation of four hollow stem auger borings. The hollow stem auger borings (HS-1 through HS-4) were drilled to depths of approximately 60 feet below existing grade. An LGC Geotechnical representative observed the drilling operations, logged the borings, and collected soil samples for laboratory testing. The borings were performed using a track-mounted drill rig equipped with 8-inchdiameter, hollow stem augers. Bulk samples of the near-surface soils were logged and collected for laboratory testing from select borings. Driven soil samples were collected by means of the Standard Penetration Test (SPT) and Modified California Drive (MCD) sampler generally obtained at 5-foot vertical increments. The MCD is a split-barrel sampler with a tapered cutting tip and lined with a series of 1-inch-tall brass rings. The SPT sampler (1.4-inch ID) and MCD sampler (2.4-inch ID, 3.0-inch OD) were driven using a 140-pound automatic hammer falling 30 inches to advance the sampler a total depth of 18 inches or until refusal. The raw blow counts for each 6-inch increment of penetration were recorded on the boring logs. In select borings, after removal of the augers the depth of the boring due to caving was measured and is noted on the boring logs. At the completion of drilling, the borings were backfilled with soil cuttings and capped with AC Aquaphalt. Some settlement of the backfilled borings should be expected.

Boring logs are presented in Appendix B and approximate locations are depicted on the Boring Location Map (Figure 2).

1.5 Laboratory Testing
Representative bulk and driven (relatively undisturbed) samples were obtained for laboratory testing during our field evaluation. Laboratory testing included in-situ moisture content and insitu dry density, Atterberg Limits, fines content, expansion potential, direct shear, consolidation and corrosion (soluble sulfate, chloride, pH and minimum resistivity).

The following is a summary of the laboratory test results:
 Dry density of the samples collected ranged from approximately 90 pounds per cubic foot (pcf) to 126 pcf, with an average of 103 pcf. Field moisture contents ranged from approximately 2 to 27 percent, with an average of 18 percent.  Four Atterberg Limit (liquid limit and plastic limit) tests were performed. Results indicated Plasticity Index (PI) values ranging from 17 to 22.
 Seven fines content/gradation tests were performed and indicated a fines content (passing No. 200 sieve) ranging from approximately 14 to 70 percent. Based on the Unified Soils

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Classification System (USCS), five of the tested samples would be classified as “fine-grained.”  Two Expansion Index (EI) tests indicated EI values of 64 and 68 corresponding to “Medium” expansion potential.
 A direct shear test was performed. The plot is provided in Appendix C.  Five consolidation tests were performed. The load versus deformation plots are provided in Appendix C.
 Corrosion testing indicated soluble sulfate content values of 0.08 percent or less, chloride content of 80 parts per million (ppm), pH of 7.3 and minimum resistivity of 1,840 ohm-cm.

A summary of the laboratory test results is presented in Appendix C. The moisture and dry density results are presented on the boring logs in Appendix B.

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2.0 GEOTECHNICAL CONDITIONS

2.1 Regional Geology
The site is located on the southwestern border of the Peninsular Ranges at the southwesternmost portion of the Los Angeles Basin. Specifically, the site lies in the sedimentary basin known as the Capistrano Embayment, an early Cenozoic Seaway, which trended northerly between the Peninsular Ranges and a hypothetical Catalina uplift off the Southern California coast. Locally, the Capistrano Embayment refers to the flat-bottomed structural trough formed by the downward displacement along the west side of the Cristianitos Fault and down-warping along the east side of the San Joaquin Hills. The embayment was subsequently in-filled with marine siltstone and clayey, siltstone bedrock of the late Miocene to early Pliocene (approximately 5 to 15 million years old) Capistrano Formation. This sedimentary unit, in excess of 3,000 feet thick near the center of the embayment, was uplifted, folded, and eroded in Pliocene and post-Pliocene times (approximately 2 to 3 million years ago) producing the low, rolling ridges observed today. More recently, the local geology has also been influenced by a rapid drop in sea level resulting in a series of wave-cut marine platforms along the coast and causing extensive erosion, which in turn, created numerous steep-sided drainage channels, and over-steepening of slopes.

2.2 Site‐Specific Geology
The subject site is comprised of bedrock of the Tertiary Niguel Formation and/or the Tertiary Capistrano Formation, Sandstone Facies. The Niguel Formation is known to overly the Capistrano Formation in a horizontal to gently-dipping unconformable contact. The bedrock material was generally observed to be interbedded dense sandstone and siltstone. Soil moisture content within the bedrock units varied with depth and generally ranged from slightly moist to moist.

Minor fill may locally be present in portions of the site overlying the bedrock materials.

2.3 Generalized Subsurface Conditions
The field explorations (borings) indicate primarily stiff to hard sandy clays and sandy silts with layers of dense to very dense silty sands and clayey sands to the maximum explored depth of approximately 60 feet below existing grade. Moisture contents were generally above optimum.

It should be noted that the explorations performed are only representative of the location and time where/when they are performed and varying subsurface conditions may exist outside of the performed location. In addition, subsurface conditions can change over time. The soil descriptions provided above should not be construed to mean that the subsurface profile is uniform, and that soil is homogeneous within the project area. For details on the stratigraphy at the exploration locations, refer to Appendix B.

2.4 Oversized Material
Generation of a surplus of oversized material (material greater than 8 inches in maximum dimension) is generally not anticipated during site grading. However, some oversized material

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may be encountered, which may result in excavation difficulty for narrow excavations.

Recommendations are provided for appropriate handling of oversized materials in Appendix D.

2.5 Groundwater
Groundwater was not encountered during our recent field evaluation to the maximum explored depth of approximately 60 feet below existing grade. Based on the Seismic Hazard Zone Report for the San Juan Capistrano Quadrangle (CDMG, 2001a), no depth to historic high groundwater is indicated in the vicinity of the site. Groundwater is anticipated to be greater than 60 feet below exiting grade and not expected to be encountered during construction of the proposed project.

Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present due to local seepage caused by irrigation and/or recent precipitation. Local perched groundwater conditions or surface seepage may develop once site development is completed.

2.6 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2022 California Building Code (CBC) and applicable portions of ASCE 7-16 which has been adopted by the CBC. Please note that the following seismic parameters are only applicable for code-based acceleration response spectra and are not applicable for where sitespecific ground motion procedures are required by ASCE 7-16. Representative site coordinates of latitude 33.5948 degrees north and longitude -117.6804 degrees west were utilized in our analyses. The maximum considered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (SDS and SD1) for Site Class C are provided in Table 1 on the following page. The structural designer should contact the geotechnical consultant if structural conditions (e.g., number of stories, seismically isolated structures, etc.) require site-specific ground motions.

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TABLE 1
Seismic Design Parameters
Selected Parameters from 2022 CBC,
Section 1613 ‐ Earthquake Loads
Seismic
Design
Values
Notes/Exceptions
Distance to applicable faults classifies the site as a
“Near-Fault” site. Section 11.4.1 of ASCE 7
Site Class C Chapter 20 of ASCE 7
Ss (Risk-Targeted Spectral Acceleration
for Short Periods) 1.199g From SEAOC, 2023
S1 (Risk-Targeted Spectral
Accelerations for 1-Second Periods) 0.433g From SEAOC, 2023 Fa (per Table 1613.2.3(1)) 1.2
For Simplified Design Procedure
of Section 12.14 of ASCE 7, Fa
shall be taken as 1.4 (Section

12.14.8.1)
Fv (per Table 1613.2.3(2)) 1.5 -
SMS for Site Class C
[Note: SMS = FaSS] 1.438g -
SM1 for Site Class C
[Note: SM1 = FvS1] 0.649g -
SDS for Site Class C
[Note: SDS = (2/3) SMS] 0.959g -
SD1 for Site Class C
[Note: SD1 = (2/3) SM1] 0.433g -
CRS (Mapped Risk Coefficient at 0.2 sec) 0.937 ASCE 7 Chapter 22 CR1(Mapped Risk Coefficient at 1 sec) 0.934 ASCE 7 Chapter 22 A deaggregation of the PGA based on a 2,475-year average return period (MCE) indicates that an earthquake magnitude of 6.65 at a distance of approximately 10.61 km from the site would contribute the most to this ground motion. A deaggregation of the PGA based on a 475-year average return period (Design Earthquake) indicates that an earthquake magnitude of 6.58 at a distance of approximately 20.76 km from the site would contribute the most to this ground motion (USGS, 2014).

Section 1803.5.12 of the 2022 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCEG) Peak Ground Acceleration (PGA) should be used for liquefaction potential. The PGAM for the site is equal to 0.604g (SEAOC, 2023). The design PGA is equal to 0.403g (2/3 of PGAM).

2.7 Faulting
California is located on the boundary between the Pacific and North American Lithospheric Plates. The average motion along this boundary is on the order of 50-mm/yr in a right-lateral

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sense. The majority of the motion is expressed at the surface along the northwest trending San Andreas Fault Zone with lesser amounts of motion accommodated by sub-parallel faults located predominantly west of the San Andreas including the Elsinore, Newport-Inglewood, Rose Canyon, and Coronado Bank Faults. Within Southern California, a large bend in the San Andreas Fault north of the San Gabriel Mountains has resulted in a transfer of a portion of the right-lateral motion between the plates into left-lateral displacement and vertical uplift.

Compression south and west of the bend has resulted in folding, left-lateral, reverse thrust faulting, and regional uplift creating the east-west trending Transverse Ranges and several east-west trending faults. Further south within the Los Angeles Basin, “blind thrust” faults are believed to have developed below the surface also as a result of this compression, which have resulted in earthquakes such as the 1994 Northridge event along faults with little to no surface expression.

Prompted by damaging earthquakes in Northern and Southern California, State legislation and policies concerning the classification and land-use criteria associated with faults have been developed. The Alquist-Priolo Earthquake Fault Zoning Act was implemented in 1972 to prevent the construction of urban developments across the trace of active faults. California Geologic Survey Special Publication 42 was created to provide guidance for following and implementing the law requirements. Special Publication 42 was most recently revised in 2018 (CGS, 2018).

According to the State Geologist, an “active” fault is defined as one which has had surface displacement within Holocene time (roughly the last 11,700 years). Regulatory Earthquake Fault Zones have been delineated to encompass traces of known, Holocene-active faults to address hazards associated with surface fault rupture within California. Where developments for human occupation are proposed within these zones, the state requires detailed fault evaluations be performed so that engineering-geologists can identify the locations of active faults and recommend setbacks from locations of possible surface fault rupture.

The subject site is not located within a Fault Rupture Hazard Zone and there are no active or potentially active faults mapped on the site. The possibility of damage due to ground rupture, as a result of faulting, is considered very low since active faults are not known to cross the site.

Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region include soil liquefaction, dynamic settlement, ground lurching, shallow ground rupture, and seiches and tsunamis. These secondary effects of seismic shaking are a possibility throughout portions of the Southern California region and are dependent on the distance between the site and causative fault and the onsite geology. Parameters for seismic design are included in the sections below. The major active nearby faults that could produce these secondary effects include the onshore and offshore segments of the Newport-Inglewood Fault Zone, located over ten miles west of the site and the Elsinore Fault Zone located over ten miles east of the site. The presence of a blind thrust fault has been interpolated from limited data, to exist at a depth of approximately eight miles below the uplifted local hills; however, the San Joaquin Hills Blind Thrust Fault does not have a known location of surface rupture. A discussion of these secondary effects and their potential impact on the site is provided in the following sections.

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2.7.1 Liquefaction and Dynamic Settlement
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high-intensity ground shaking. Liquefaction occurs when three general conditions coexist: 1) shallow groundwater; 2) low density noncohesive (granular) soils; and 3) high-intensity ground motion. Studies indicate that saturated, loose near-surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential. In general, cohesive soils are not considered susceptible to liquefaction, depending on their plasticity and moisture content (Bray & Sancio, 2006).

Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures. Dynamic settlement of dry loose sands can occur as the sand particles tend to settle and densify as a result of a seismic event.

The site is not located within a State of California Seismic Hazard Zone (CDMG, 2001b) for liquefaction potential. Groundwater was not encountered to the maximum explored depth of approximately 60 feet below existing ground surface during our recent field evaluation and anticipated to be greater than 60 feet below existing ground surface.

Based on the absence of a shallow groundwater table the potential for liquefaction is considered very low.

2.7.2 Lateral Spreading
Lateral spreading is a type of liquefaction-induced ground failure associated with the lateral displacement of surficial blocks of sediment resulting from liquefaction in a subsurface layer. Once liquefaction transforms the subsurface layer into a fluid mass, gravity plus the earthquake inertial forces may cause the mass to move downslope towards a free face (such as a river channel or an embankment). Lateral spreading may cause large horizontal displacements and such movement typically damages pipelines, utilities, bridges, and structures.

Due to the very low potential for liquefaction, the potential for lateral spreading is considered very low.

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3.0 CONCLUSIONS
Based on the results of our geotechnical evaluation, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided the geotechnical recommendations and parameters provided herein are incorporated into the project design, grading and construction project.

The following is a summary of the primary geotechnical factors that may affect future development of the site:
 In general, our borings indicate primarily stiff to hard sandy clays and sandy silts with layers of dense to very dense silty sands and clayey sands to the maximum explored depth of approximately 60 feet below existing grade. Moisture contents were generally above optimum.  Upper near-surface soils are not considered suitable for support of the planned building structure in their present condition (refer to Section 4.1). Upper soils will be removed for construction of the planned basement portion; however, removals will be required for the at-grade portion of the building structure.
 Due to the depth and proximity of the proposed basement level with property lines, and existing improvements, temporary shoring is anticipated to be required in portions of the site. The temporary shoring will be adjacent to an existing off-site structure in a portion of the site.  From a geotechnical perspective, the existing onsite soils are suitable material for use as general fill, provided that they are relatively free from rocks (larger than 8 inches in maximum dimension), construction debris, and significant organic material.
 Groundwater was not encountered to maximum explored depth of approximately 60 feet below existing grade. Historic high groundwater is anticipated to be over 60 feet below existing ground surface.
 The subject site is not located within an Alquist-Priolo Earthquake Fault Zone. The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. The subject site will likely experience strong seismic ground shaking during its design life.  The site is not located within a State of California Seismic Hazard Zone (CDMG, 2001b) for liquefaction potential. Due to the absence of groundwater the potential for earthquake induced liquefaction and dynamic settlement is considered very low.  Soils exposed near proposed foundation level are anticipated to have “Medium” expansion potential (Expansion Index of 90 or less). Mitigation measures are required for foundations and site improvements like concrete flatwork to minimize the impacts of expansive soils. Final design expansion potential must be determined at the completion of earthwork grading.  Pre-soaking of the subgrade for at-grade building slabs and flatwork will be required due to site expansive soils. The duration of this process varies greatly based on the chosen method and is also dependent on factors such as soil type and weather conditions. Time duration for presoaking should be accounted for in the construction schedule (typically, approximately three weeks for high expansion). Additional time at the completion of presoaking may be necessary for the surface soils of the pad to dry back sufficiently to be capable of supporting trenching equipment.  The site contains soils that are not suitable for basement/retaining wall backfill due to their fines (i.e., silt and clay) content, therefore or import of sandy soils will be required by the contractor for obtaining suitable backfill soil for planned site basement/retaining walls.  Based on our experience in the area, site soils should be considered corrosive.

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4.0 PRELIMINARY RECOMMENDATIONS
The following recommendations are to be considered preliminary and should be confirmed upon completion of grading and earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more restrictive requirements from the architect, structural engineer, building codes, governing agencies, or the owner.

It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2022 CBC requirements. With regard to the potential occurrence of potentially catastrophic geotechnical hazards such as fault rupture, earthquake-induced landslides, liquefaction, etc. the following geotechnical recommendations should provide adequate protection for the proposed development to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is defined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)].

Therefore, repair and remedial work of the proposed improvements may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations contained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that although our recommendations are intended to maintain the structural integrity of the proposed development and structures given the site geotechnical conditions, they cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions.

The geotechnical recommendations contained herein must be confirmed to be suitable or modified based on the actual as-graded conditions.

4.1 Site Earthwork
We anticipate that earthwork at the site will generally consist of excavation for the basement structure, remedial removals, foundation construction, basement wall and utility line installation and backfill. We recommend that earthwork onsite be performed in accordance with the following recommendations, future grading plan review report(s), the 2022 CBC/City of Laguna Hills grading requirements, and the General Earthwork and Grading Specifications included in Appendix D. In case of conflict, the following recommendations shall supersede those included in Appendix D. The following recommendations should be considered preliminary and may be revised within the future grading plan review report or based on the actual conditions encountered during site grading.

4.1.1 Site Preparation
Prior to grading of areas to receive structural fill or engineered improvements, the areas should be cleared of existing surface obstructions and demolition debris. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstructions, which extend below proposed finish grades, should be replaced with suitable compacted fill material. Any abandoned sewer or storm drain lines

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should be completely removed and replaced with properly placed compacted fill. Deeper demolition may be required in order to remove existing foundations.

If cesspools or septic systems are encountered, they should be removed in their entirety.

The resulting excavation should be backfilled with properly compacted fill soils. As an alternative, cesspools can be backfilled with lean sand-cement slurry. Any encountered wells should be properly abandoned in accordance with regulatory requirements. At the conclusion of the clearing operations, a representative of LGC Geotechnical should observe and accept the site prior to further grading.

4.1.2 Removal Depths and Limits
In order to provide a relatively uniform bearing condition for the planned improvements, upper loose/compressible soils are to be removed and replaced as properly compacted fills. For preliminary planning purposes, the depth of required removals may be estimated as indicated below. It should be noted that updated recommendations may be required based on additional field evaluation, changes to building layouts and/or structural loads.

Basement Structure at least 10 feet below Existing Grade: Excavations on the order of about 12 feet are anticipated for construction of the basement structure. It is anticipated that soils will be suitable (i.e., firm and relatively unyielding) materials at this depth for foundation construction. However, if soft or yielding soils are encountered, they should be completely removed and replaced with properly compacted fill. If a bedrock/fill transition is created, over-excavation is recommended as outlined below.

Interior Ramp Retaining Walls: Footings for retaining walls should be founded on suitable native soils or properly placed compacted fill. Any undocumented fill or unsuitable soils should be removed within a 1:1 projection from the bottom edge of the footing to suitable native soils and replaced with properly placed compacted fill.

At-Grade Portion of Building Structure: Removals should extend a minimum depth of 5 feet below existing grade or 2 feet below the proposed footings, whichever is greater. In general, the envelope for removals should extend laterally a minimum horizontal distance of 5 feet beyond the edges of the proposed improvements.

At-Grade Retaining Walls and Free-Standing Walls: Removals should extend a minimum of 3 feet below existing grade, or 2 feet below proposed footings, whichever is deeper. In general, the envelope for over-excavation should extend laterally a minimum horizontal distance of 2 feet beyond the edges of the footings.

Bedrock/Fill Transitions: Structural footings and Mat foundations should not be placed on a bedrock and fill transition. In order to provide a uniform bearing, the bedrock portion of the bedrock/fill transition should be over-excavated a minimum of 2-foot below the bottom of proposed foundation and where practical extend 3 feet laterally beyond the edges of the proposed footings/foundation.

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Pavement and Hardscape Areas: Where not achieved by planned grading or remedial grading, we recommend that proposed pavement and hardscape areas be over-excavated to at least 2 feet below existing grade or so that they are underlain by at least 1-foot of compacted fill below the proposed finished subgrade (i.e., below planned aggregate base/asphalt concrete), whichever is greater. In general, the envelope for pavement and hardscape over-excavation should extend laterally a minimum lateral distance of 2 feet beyond the edges of the proposed improvements.

Local conditions may be encountered during excavation that could require additional over-excavation beyond the above noted minimum in order to obtain an acceptable removal bottom. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading.

Removal areas should be accurately staked in the field by the Project Surveyor.

4.1.3 Temporary Excavations
Temporary excavations up to approximately 15 feet are anticipated for construction of the basement. Temporary excavations should be performed in accordance with project plans, specifications, and all Occupational Safety and Health Administration (OSHA) requirements. Excavations should be laid back or shored in accordance with OSHA requirements before personnel or equipment are allowed to enter. Excavation safety is the sole responsibility of the contractor.

Excavations should be sloped back to 1:1 or flatter or be properly shored. Vehicular traffic, stockpiles, and equipment storage should be set back from the perimeter of excavations a distance equivalent to a 1:1 projection from the bottom of the excavation or 5 feet, whichever is greater. Once an excavation has been initiated, it should be backfilled as soon as practical. Prolonged exposure of temporary excavations may result in some localized instability. Excavations should be planned so that they are not initiated without sufficient time to shore/fill them prior to weekends, holidays, or forecasted rain.

It should be noted that any excavation that extends below a 1:1 (horizontal to vertical) projection of an existing foundation will remove existing support of the structure foundation. Temporary shoring parameters are provided in Section 4.5.

4.1.4 Removal Bottoms and Subgrade Preparation
In general, over-excavated removal bottoms and areas to receive compacted fill should be scarified to a minimum depth of 6 inches, brought to a near-optimum moisture condition, and re-compacted per project recommendations.

Removal bottoms and areas to receive fill should be observed and accepted by the geotechnical consultant prior to subsequent fill placement.

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4.1.5 Material for Fill
From a geotechnical perspective, the onsite soils are generally considered suitable for use as general compacted fill (not retaining/basement wall backfill), provided they are screened of organic materials, construction debris and oversized material (8 inches in greatest dimension).

From a geotechnical viewpoint, any required import soils for general fill (i.e., nonretaining wall backfill) should consist of clean, granular soils of “Very Low” to “Low” expansion potential (expansion index 50 or less based on American Society for Testing and Materials [ASTM] D 4829), and free of organic materials, construction debris and any material greater than 3 inches in maximum dimension. Import for basement/retaining wall backfill should meet the criteria outlined in the following paragraph. Source samples should be provided to the geotechnical consultant for laboratory testing a minimum of four working days prior to any planned importation.

Basement/retaining wall backfill should consist of sandy soils with a maximum of 35 percent fines (passing the No. 200 sieve) per ASTM Test Method D1140 (or ASTM D6913/D422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829).

Soils should also be screened of organic materials, construction debris, and any material greater than 3 inches in maximum dimension. The site contains soils that are not suitable for retaining wall backfill due to their fines content, therefore import or potentially select grading and stockpiling of site soils will be required by the contractor for obtaining suitable retaining wall backfill soil. The contractor should assume imports will be required for backfill of retaining walls.

Aggregate base (crushed aggregate base or crushed miscellaneous base) should conform to the requirements of Section 200-2 of the Standard Specifications for Public Works Construction (“Greenbook”) for untreated base materials (except processed miscellaneous base) or Caltrans Class 2 aggregate base.

4.1.6 Placement and Compaction of Fills
Material to be placed as fill should be brought to above optimum moisture content (generally about 2 percent above optimum moisture content) and recompacted to at least 90 percent relative compaction (per ASTM D1557). Moisture conditioning of site soils will be required in order to achieve adequate compaction. The soils encountered in our borings were generally above optimum moisture content. The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in compacted thickness. Each lift should be thoroughly compacted and accepted prior to subsequent lifts. Generally, placement and compaction of fill should be performed in accordance with local grading ordinances and with observation and testing performed by the geotechnical consultant. Oversized material as previously defined should be removed from site fills.

During backfill of excavations, the fill should be properly benched into firm and competent soils of temporary backcut slopes as it is placed in lifts.

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Aggregate base material should be compacted to at least 95 percent relative compaction at or slightly above optimum moisture content per ASTM D1557. Subgrade below aggregate base should be compacted to at least 90 percent relative compaction per ASTM D1557 at or slightly above optimum moisture content.

If gap-graded ¾-inch rock is used for backfill (around storm drain storage chambers, retaining wall backfill, etc.) it will require compaction. Rock shall be placed in thin lifts (typically not exceeding 6 inches) and mechanically compacted with observation by geotechnical consultant. Backfill rock shall meet the requirements of ASTM D2321. Gapgraded rock is required to be wrapped in filter fabric to prevent the migration of fines into the rock backfill.

4.1.7 Trench and Retaining/Basement Wall Backfill and Compaction Bedding material used within the pipe zone should conform to the requirements of the current Greenbook and the pipe manufacturer. Where applicable, sand having a sand equivalent (SE) of 20 or greater (per Caltrans Test Method [CTM] 217) may be used to bed and shade the pipes within the bedding zone. Sand backfill should be densified by jetting or flooding and then tamped to ensure adequate compaction. Bedding sand should be from a natural source, manufactured sand from recycled material is not suitable for jetting. The onsite soils may generally be considered suitable as trench backfill (zone defined as 12 inches above the pipe to subgrade), provided the soils are screened of rocks greater than 6 inches in maximum dimension, construction debris and organic material.

Trench backfill should be compacted in uniform lifts (as outlined in Section “Material for Fill”) by mechanical means to at least 90 percent relative compaction (per ASTM D1557).

If gap-graded rock is used for trench backfill, refer to Section 4.1.6.

Basement/retaining wall backfill should consist of sandy soils meeting the criteria outlined in above Section 4.1.5. For basement/subterranean walls the select zone meeting the criteria outlined above should extend a minimum of a 1:1 (horizontal to vertical) upward projection from the bottom of the basement wall subdrain, refer to Figure 3. For conventional retaining walls the limits of select backfill zone outlined above should extend at minimum ½ the height of the retaining wall or the width of the heel (if applicable), whichever is greater, refer to Figure 4. Retaining wall backfill soils should be compacted in relatively uniform thin lifts to a minimum of 90 percent relative compaction (per ASTM D1557). Jetting or flooding of retaining wall backfill materials should not be permitted.

In backfill areas where mechanical compaction of soil backfill is impractical due to space constraints, typically sand-cement slurry may be substituted for compacted backfill. The slurry should contain about one sack of cement per cubic yard. When set, such a mix typically has the consistency of compacted soil. Sand cement slurry placed near the surface within landscape areas should be evaluated for potential impacts on planned improvements.

A representative from LGC Geotechnical should observe, probe, and test the backfill to verify compliance with the project recommendations.

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4.2 Foundation Recommendations
The site contains soils with an expansion index greater than 20 therefore mitigation measures will be required for planned foundations to minimize the impacts of expansive soils. Typical methods for design of foundations to resist expansive soils include the Wire Reinforcement Institute (WRI) procedure for conventional foundations and the Post-Tensioning Institute (PTI) method for post-tensioned foundations as referenced in Chapter 18 of the 2022 CBC. Other types of stiff slabs may be used in place of the WRI/ PTI methods provided that, in the opinion of the foundation structural designer, the alternative type of slab is at least as stiff and strong as that designed by the WRI/ PTI method to resist expansive soils.

Please note that the following foundation recommendations are preliminary and must be confirmed by LGC Geotechnical at the completion of project plans (i.e., foundation, grading and site layout plans) as well as completion of earthwork.

4.2.1 Preliminary Conventional Foundation Design Parameters Given that the onsite soils are expansive, the foundation systems shall be designed for effects of expansive soil. Conventional foundations may be designed in accordance with Wire Reinforcement Institute (WRI) procedure for slab-on-ground foundations per Section 1808 of the 2022 CBC to resist expansive soils. The following preliminary soil parameters may be used:
 Effective Plasticity Index: 30
 Climatic Rating: Cw = 15
 Reinforcement: Per structural designer.
 Minimum Perimeter Embedment Depth: 18 inches below lowest adjacent grade.  Moisture condition at-grade slab subgrade soils to 120% of optimum moisture content to a depth of 18 inches prior to trenching for footings. (Not required for basement foundations.)
The recommended moisture content should be maintained up to the time of concrete placement.

4.2.2 Provisional Post‐Tensioned Foundation Design Parameters The geotechnical parameters provided herein may be used for post-tensioned slab foundations. These parameters have been determined in general accordance with the Post-Tensioning Institute (PTI, 2012) Standard Requirements (PTI DC 10.5), referenced in Chapter 18 of the 2022 CBC. In utilizing these parameters, the foundation engineer should design the foundation system in accordance with the allowable deflection criteria of applicable codes and the requirements of the structural designer/architect.

Our design parameters are based on our experience with similar projects and the anticipated nature of the soil (with respect to expansion potential). Please note that implementation of our recommendations will not eliminate foundation movement (and related distress) should the moisture content of the subgrade soils fluctuate. It is the

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intent of these recommendations to help maintain the integrity of the proposed structures and reduce (not eliminate) movement, based upon the anticipated site soil conditions. Should future owners not properly maintain the areas surrounding the foundation, for example by overwatering, then we anticipate for highly expansive soils the maximum differential movement of the perimeter of the foundation to the center of the foundation to be on the order of a couple of inches. Soils of lower expansion potential are anticipated to show less movement.

4.2.3 Foundation Subgrade Preparation and Maintenance
The recommendations specific to anticipated site soil conditions are presented in Table

2. The subgrade moisture condition of the building pad soils should be maintained at the recommended moisture content up to the time of concrete placement. This moisture content should be maintained around the immediate perimeter of the slab during construction and up to occupancy of the building structures.

The geotechnical parameters provided herein assume that if the areas adjacent to the foundation are planted and irrigated, these areas will be designed with proper drainage and adequately maintained so that ponding, which causes significant moisture changes below the foundation, does not occur. Our recommendations do not account for excessive irrigation and/or incorrect landscape design. Plants should only be provided with sufficient irrigation for life and not overwatered to saturate subgrade soils. Sunken planters placed adjacent to the foundation should either be designed with an efficient drainage system or liners to prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam should be expected even with properly constructed planters.

In addition to the factors mentioned above, roots that extend near the vicinity of foundations can cause distress to foundations. Trees/large shrubs should not be planted closer to the foundations than a distance equal to half the mature height of the tree or 20 feet, whichever is more conservative unless specifically provided with root barriers to prevent root growth below the building foundation.

The owner must perform periodic maintenance during hot and dry periods to ensure that adequate watering has been provided to keep soil from separating or pulling back from the foundation. It is critical to maintain a constant level of soil-moisture. The owner and any property management personnel should be aware of the potential negative consequences of both excessive watering, as well as allowing potentially expansive soils to become too dry. Expansive soils can undergo shrinkage during drying, and swelling during the rainy winter season, or when irrigation is resumed. This can result in distress to building structures and hardscape improvements.

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TABLE 2
Provisional Geotechnical Parameters for Post‐Tensioned Foundation Slab Design1 Parameter PT Slab with Perimeter
Embedment/Footing
Center Lift
Edge moisture variation distance, em
Center lift, ym

9.0 feet

0.50 inch
Edge Lift
Edge moisture variation distance, em
Edge lift, ym

4.7 feet

1.1 inch
Minimum Perimeter footing/thickened edge embedment
below finish grade 18 inches

1. For preliminary design purposes. Confirmation and further evaluation is needed at the completion of grading.

4.2.4 Slab Underlayment Guidelines
The following is for informational purposes only since slab underlayment (e.g., moisture retarder, sand or gravel layers for concrete curing and/or capillary break) is unrelated to the geotechnical performance of the foundation and thereby not the purview of the geotechnical consultant. Post-construction moisture migration should be expected below the foundation. The foundation engineer/architect should determine whether the use of a capillary break (sand or gravel layer), in conjunction with the vapor retarder, is necessary or required by code. Sand layer thickness and location (above and/or below vapor retarder) should also be determined by the foundation engineer/architect.

4.3 Soil Bearing and Lateral Resistance
The following minimum footing widths and embedments are recommended for the corresponding allowable bearing pressures for both continuous wall and column spread footings. These net bearing pressures (exclusive of the weight of the footings) are for dead plus live loads and may be increased one-third for short-term, transient, wind and seismic loading.

For any bearing pressures less than 2,000 psf, a minimum footing width of 1.5 feet and embedment depth of 1.5 feet below lowest adjacent grade should be used. These allowable bearing pressures are applicable for level (ground slope equal to or flatter than 5 horizontal feet to 1-foot vertical) conditions only.

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TABLE 3
Allowable Soil Bearing Pressures
Location
Static Bearing
Pressure
(psf)
Minimum Footing
Width
(feet)
Minimum Footing
Embedment**
(feet)
Basement
Level *
3,500 3 2
3,000 2 2
2,500 1.5 1.5
At-Grade
3,000 3 2
2,500 2 1.5
2,000 1.5 1.5
*Basement level at a minimum of 10 feet below existing grade. **Refers to minimum depth below lowest adjacent grade.

Soil settlement is a function of footing dimensions and applied soil bearing pressure. In utilizing the above-mentioned allowable bearing capacity, assumed structural loads, and provided our earthwork recommendations are implemented, foundation settlement due to structural loads is anticipated to be on the order of 1-inch. Differential settlement should be anticipated between nearby columns or walls where a large differential loading condition exists. Settlement estimates should be evaluated by LGC Geotechnical when foundation plans are available.

Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. For concrete/soil frictional resistance, an allowable coefficient of friction of 0.25 may be assumed with dead-load forces. For concrete/soil frictional resistance with a keyway extended below the retaining wall base, an increased allowable coefficient of friction of

0.35 may be assumed with dead-load forces. An allowable passive lateral earth pressure of 240 psf per foot of depth (or pcf) to a maximum of 2,400 psf may be used for the sides of footings poured against properly compacted fill. Allowable passive pressure may be increased to 320 pcf (maximum of 3,200 psf) for short duration seismic loading. This passive pressure is applicable for level (ground slope equal to or flatter than 5H:1V) conditions. Frictional resistance and passive pressure may be used in combination without reduction. We recommend that the upper foot of passive resistance be neglected if finished grade will not be covered with concrete or asphalt. The provided allowable passive pressures are based on a factor of safety of 1.5 and 1.1 for static and seismic loading conditions, respectively.

4.4 Lateral Earth Pressures for Basement/Retaining Walls Design Basement walls up to about 10 feet in height are anticipated for the site. Lateral earth pressures for approved native soils in a cut condition and approved sandy soils meeting indicated project requirements are provided below. Lateral earth pressures are provided as equivalent fluid unit weights, in psf per foot of depth (or pcf). These values do not contain an appreciable factor of safety, so the retaining wall designer should apply the applicable factors of safety and/or load factors during design. A soil unit weight of 120 pcf may be assumed for calculating the actual

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weight of soil over the wall footing.

If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for “active” pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized, and the earth pressure will be higher. Such walls should be designed for “atrest” conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the “passive” resistance. The equivalent fluid pressure values assume free-draining conditions and a drainage system will be installed and maintained to prevent the build-up of hydrostatic pressures. Typically, a basement wall constructed directly against temporary shoring is provided with a composite drainage mat (e.g., Miradrain, etc.) placed over the lagging and collected at the wall bottom by a manifold pipe system properly outletted to a suitable discharge point. Basement walls not requiring shoring due to adequate horizontal distance for temporary slopes are subsequently backfilled with sandy soils and a subdrain pipe is wrapped in drainage aggregate and filter fabric (e.g., “burrito” subdrain) and properly outletted to a suitable discharge point (Refer to Figures 3 and 4). If a sump pump is required to outlet accumulated water behind retaining/basement walls, the owner and any subsequent owners must be made aware that it will be their responsibility to ensure the sump pump continues to perform properly for the life of the project. Basement/retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. Please note that waterproofing and specification of the drainage mat and outlet system are not the purview of the geotechnical consultant. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical consultant. Refer to Figures 3 and 4.

The following lateral earth pressures are presented on Table 4A for design of site basement/retaining walls constructed against the shoring wall (i.e., cut condition not requiring backfill).

TABLE 4A
Lateral Earth Pressures – Cut Condition
Condition
Equivalent Fluid Unit Weight
(pcf)
Cut Condition w/Shoring Wall
Level Backfill
Active 50
At-Rest 75
The following lateral earth pressures are presented on Table 4B are for backfilled basement/retaining walls using approved select granular soils with a maximum of 35 percent fines (passing the No. 200 sieve per ASTM D-421/422) and a maximum Expansion Index of 20 (per ASTM D-4829). The retaining wall designer should clearly indicate on the retaining wall plans the required sandy soil backfill criteria. If the limits of select sandy backfill indicated on Figures 3 and 4 cannot be extended due to property line constraints, the lateral earth pressures provided in Table 4A should be used.

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TABLE 4B
Lateral Earth Pressures – Conventional Backfilled
Basement/Retaining Wall
Condition
Equivalent Fluid Unit Weight
(pcf)
Approved Sandy Backfill
Material
Level Backfill
Active 35
At-Rest 55
Surcharge loading effects from any adjacent structures should be evaluated by the basement/retaining wall designer. In general, structural loads within a 1:1 (horizontal to vertical) upward projection from the bottom of the proposed basement/retaining wall footing will surcharge the proposed retaining structure. In addition to the recommended earth pressure, basement/retaining walls adjacent to streets should be designed to resist vehicular traffic if applicable. Uniform surcharges may be estimated using the applicable coefficient of lateral earth pressure using a rectangular distribution. A factor of 0.3 and 0.5 may be used for the active and at-rest conditions, respectively. The vertical traffic surcharge may be determined by the structural designer. The retaining/basement wall designer should contact the geotechnical consultant for any required geotechnical input in estimating any applicable surcharge loads.

If required, the basement/retaining wall designer may use a seismic lateral earth pressure increment of 10 pcf for a level backfill. This increment should be applied in addition to the provided static lateral earth pressure using a triangular distribution with the resultant acting at H/3 in relation to the base of the retaining structure (where H is the retained height). Per Section 1803.5.12 of the 2022 CBC, the seismic lateral earth pressure is applicable to structures assigned to Seismic Design Category D through F for retaining wall structures supporting more than 6 feet of backfill height. For the restrained, at-rest condition, the seismic increment may be added to the applicable active lateral earth pressure (in lieu of the at-rest lateral earth pressure) when analyzing short duration seismic loading. It should be noted that the provided seismic lateral earth pressures are for a maximum basement/retaining wall of 14 feet in height. While not anticipated at this time, if a basement/retaining wall greater than 14 feet in height is proposed, the retaining wall designer should contact the geotechnical consultant for specific seismic lateral earth pressure increments based on the configuration of the planned retaining wall structures. Seismic lateral earth pressures are estimated using the procedure outlined by the Structural Engineers Association of California (Lew, et al, 2010) and the Federal Highway Administration (FHWA, 2011).

Soil bearing and lateral resistance (friction coefficient and passive resistance) are provided in Section 4.3. Earthwork considerations (temporary backcuts, backfill, compaction, etc.) for basement/retaining walls are provided in Section 4.1 (Site Earthwork) and the subsequent earthwork related sub-sections.

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4.5 Temporary Shoring
Temporary shoring up to about 12 feet in height is anticipated to be required in portions of the site for construction of the basement. The provided lateral earth pressures for temporary shoring assume a fully drained condition and do not include any hydrostatic pressures. Typical cantilever temporary shoring, where deflection of the shoring will not impact the performance of adjacent structures, may be designed using the active equivalent fluid pressures of 35 pounds per square foot (psf) per foot of depth (or pcf) for a level backfill. Braced shoring may be used in areas where the shoring will be located close to existing structures in order to limit shoring defections or required due to the proposed depth of excavation. Braced shoring with a level backfill may be designed using a uniform soil pressure of 23H in pounds per square foot (psf), where H is equal to the depth in feet of the excavation being shored. These lateral earth pressures do not include any hydrostatic pressures and any slopes above the temporary shoring will increase the above-noted lateral earth pressures and can be provided on a case-bycase basis.

Any building, equipment or traffic loads located within a 1:1 (horizontal to vertical) projection from the base of the shoring should be added to the applicable lateral earth pressure. Refer to the discussion provided in above section “Lateral Earth Pressures for Basement/Retaining Wall Design.” The shoring designer should contact the geotechnical consultant for any required geotechnical input in estimating any applicable lateral surcharge loads.

For piles generally spaced a minimum of 2.5 pile diameters on-center, an allowable passive pressure of 550 pcf may be used for passive resistance below the excavation. The provided passive pressure includes an arching factor of 2 (e.g., 275 pcf x 2) and should be limited to a maximum of 12 times the value provided above (e.g., 550 pcf to a maximum of 6,600 psf). The passive pressure is only applicable for level (5 horizontal feet to 1-foot vertical or flatter) soil conditions. To develop the full lateral value, provisions should be made to assure firm contact between the soldier piles and the undisturbed soils. The concrete placed in the soldier pile excavation below the excavated level should be of adequate strength to transfer the imposed loads to the surrounding soils. The structural designer should incorporate the appropriate factor of safety and/or load factor in the design. The provided allowable passive pressure is based on a factor of safety of 1.3.

Continuous lagging should be provided between the soldier piles. Lagging should be placed in a timely manner during excavation in order to minimize potential spalling and sloughing. Careful installation of the lagging will be necessary to achieve bearing against the retained earth. The backfill of the lagging should consist of sand-cement slurry. Means and methods are per the contractor in order to ultimately ensure full bearing (direct contact) of retained earth to the lagging. The soldier piles should be designed for the full anticipated lateral earth pressure; however, the pressure on the lagging will be less due to soil arching between the piles. We recommend that the lagging be designed for the recommended earth pressure but may be limited to a maximum value of 400 psf if surcharge loads are not present. Lagging placed behind the solider piles will negate the soil arching effect.

It is difficult to accurately predict the amount of deflection of the shored embankment. It should be realized, however, that some deflection will occur. The shoring should be designed to limit deflection to within tolerable limits. If greater deflection occurs during construction, additional bracing may be necessary. In areas where less deflection is desired, such as adjacent

Page 1760 of 1981 ends

Project No. 22023‐01 Page 30 May 26, 2023
to existing settlement sensitive improvements, the shoring should be designed for higher lateral earth pressures.

During construction, monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of the soldier piles as determined by the shoring designer. It would also be prudent to perform a detailed survey of any improvements to be supported above the planned shoring prior to and during the shoring installation. The survey should include topographic data and documentation of the condition of the existing improvements, including cracks or signs of distress.

The contractor should evaluate the potential drilling conditions when planning the installation methods, refer to Section “Boreholes for Temporary Shoring” (Section 4.11) and the boring logs (Appendix B).

4.6 Control of Surface Water and Drainage Control
From a geotechnical perspective, we recommend that compacted finished grade soils adjacent to proposed structure be sloped away from the proposed structure and towards an approved drainage device or unobstructed swale. Drainage swales, wherever feasible, should not be constructed within 5 feet of buildings. Where lot and building geometry necessitates that the drainage swales be routed closer than 5 feet to structural foundations, we recommend the use of area drains together with drainage swales. Drainage swales used in conjunction with area drains should be designed by the project civil engineer so that a properly constructed and maintained system will prevent ponding within 5 feet of the foundation. Code compliance of grades is not the purview of the geotechnical consultant.

Planters with open bottoms adjacent to buildings should be avoided. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins, liners, and/or area drains, are made. Overwatering must be avoided.

4.7 Subsurface Water Infiltration

Recent regulatory changes have occurred that mandate that stormwater be infiltrated below grade rather than collected in a conventional storm drain system. Typically, a combination of methods are implemented to reduce surface water runoff and increase infiltration including; permeable pavements/pavers for roadways and walkways, directing surface water runoff to grass-lined swales, retention areas, and/or drywells, etc.

It should be noted that collecting and concentrating surface water for the purpose of intentionally infiltrating it below grade, conflicts with the geotechnical engineering objective of directing surface water away from slopes, structures and other improvements. The geotechnical stability and integrity of a site is reliant upon appropriately handling surface water. In general, the vast majority of geotechnical distress issues are directly related to improper drainage. In general, distress in the form of movement of improvements could occur as a result of soil saturation and loss of soil support, expansion, internal soil erosion, collapse and/or settlement.

Our field evaluation of the site indicates that significant amounts of fine-grained silts and clays

Page 1761 of 1981 ends

Project No. 22023‐01 Page 31 May 26, 2023
would be expected to have very low rates of infiltration. We do not recommend that surface water be intentionally infiltrated into subsurface soils at this site.

4.8 Preliminary Pavement Sections
The following preliminary minimum asphalt concrete (AC) pavement sections are provided in Table 5 based on an assumed R-value of 5 and assumed Traffic Index (TI) values. These recommendations must be confirmed with R-value testing of representative near-surface soils at the completion of grading and after underground utilities have been installed and backfilled. A traffic study has not been conducted by or provided to our firm for this project and our opinion regarding the applicability of the assumed traffic indices is judgmental. Determination of the TI is not the purview of the geotechnical consultant. Final pavement sections should be confirmed by the project civil/transportation engineer based upon the final design Traffic Index. If requested, LGC Geotechnical will provide sections for alternate TI values.

TABLE 5
Asphalt Concrete Pavement Section Options
Pavement Area
Assumed
Traffic
Index*
Section Thickness
(inches)
Asphalt
Concrete
Aggregate
Base
Auto Parking 4.5 4.0 5.5
Circulation Drives (little to no truck traffic) 5.0 4.0 7.5 Truck Driveways (limited truck traffic) 6.0 5.0 9.5
*Determination of the Traffic Index is not the purview of the geotechnical consultant Typically, pavers for vehicular traffic are 80 mm (approximately 3 and 1/8 inches) thick. Based on a TI of 5.0, concrete pavers should be underlain with a minimum of 11 inches of compacted aggregate base. A herringbone pattern is recommended for pavers subject to vehicular traffic.

Manufacturer’s specific recommendations regarding the pavers (required bedding and jointing sand, fabric, edge restraint, etc.) should be implemented during design and construction. It should be noted that pavers are typically installed on 1-inch of bedding sand that is placed on the compacted aggregate base. For a design TI other than 5.0, alternate aggregate base thickness underling the pavers can be provided.

The thicknesses shown are for minimum thicknesses. Increasing the thickness of any or all of the above layers will reduce the likelihood of the pavement/pavers experiencing distress during its service life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the roadway will occur throughout the design life of the pavement/pavers. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the pavement/pavers.

Earthwork recommendations regarding aggregate base and subgrade are provided in the previous section “Site Earthwork” and the related sub-sections of this report.

Page 1762 of 1981 ends

Project No. 22023‐01 Page 32 May 26, 2023

4.9 Soil Corrosivity
Although not corrosion engineers (LGC Geotechnical is not a corrosion consultant), several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary.

Corrosion testing indicated soluble sulfate content values of 0.08 percent or less, chloride content of 80 parts per million (ppm), pH of 7.3 and minimum resistivity of 1,840 ohm-cm. Based on Caltrans Corrosion Guidelines (2021), soils are considered corrosive if the pH is 5.5 or less, or the chloride concentration is 500 ppm or greater, or the sulfate concentration is 1,500 ppm (0.15 percent) or greater.

Based on our experience in the area, the near-surface soils should be considered to have an exposure class of “S2” per ACI 318-19, Table 19.3.1.1 with respect to sulfates. This must be verified based on as-graded conditions.

4.10 Nonstructural Concrete Flatwork
Nonstructural concrete flatwork (such as walkways, patio slabs, etc.) has a potential for cracking due to changes in soil volume related to soil-moisture fluctuations. To reduce the potential for excessive cracking and lifting, concrete may be designed in accordance with the minimum guidelines outlined in Table 6 on the following page. These guidelines will reduce the potential for irregular cracking and promote cracking along control joints; but will not eliminate all cracking or lifting. Thickening the concrete and/or adding additional reinforcement will further reduce cosmetic distress.

Page 1763 of 1981 ends

Project No. 22023‐01 Page 33 May 26, 2023
TABLE 6
Nonstructural Concrete Flatwork for Expansive Soils
Flatwork City Sidewalk
Curb and Gutters
Minimum
Thickness (in.) 5 City/Agency
Standard
Presoaking Presoak to 12
inches
City/Agency
Standard
Reinforcement
No. 3 at 24
inches on
centers
City/Agency
Standard
Thickened Edge
(in.)  City/Agency
Standard
Crack Control
Joints
Saw cut or deep
open tool joint
to a minimum
of 1/3 the
concrete
thickness
City/Agency
Standard
Maximum Joint
Spacing 6 feet City/Agency
Standard
Aggregate Base
Thickness (in.)  City/Agency
Standard

4.11 Boreholes for Temporary Shoring
Boreholes for temporary shoring should be plumb and free of loose or softened material.

Extreme care in drilling, placement of reinforcement steel, and the pouring of concrete will be essential to avoid excessive disturbance of borehole walls. Immediately after drilling the soldier pile steel section should be installed and the concrete pumped. Where applicable, concrete placement by pumping or tremie tube to the bottom of borehole excavation is recommended. No pier borehole should be left open overnight. We recommend that pier boreholes not be drilled immediately adjacent to another pier until the concrete in the other pier has attained its initial set. A representative from LGC Geotechnical should be onsite during the drilling of piers to verify the assumptions made during the design stages.

Our borings encountered zones of sands with relatively low fines content (i.e., minimal silts and clays) and these soils are very susceptible to caving. Difficult drilling, caving of drilled holes and encountering oversized material should be anticipated. The contractor should anticipate that any borehole left open for any extended period of time will likely experience additional caving and potential perched groundwater typically from local irrigation.

The contractor should carefully evaluate the onsite geotechnical conditions as it relates to selecting an appropriate construction technique (including, but not limited to, auger type, construction sequence, etc.) for installation of temporary shoring. Refer to the boring logs provided in Appendix B.

Page 1764 of 1981 ends

Project No. 22023‐01 Page 34 May 26, 2023

4.12 Geotechnical Plan Review
When available, grading, retaining wall and foundation plans should be reviewed by LGC Geotechnical in order to verify our geotechnical recommendations are implemented. Updated recommendations and/or additional fieldwork may be necessary.

4.13 Geotechnical Observation and Testing During Construction The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by a representative of LGC Geotechnical. Geotechnical observation and testing is required per Section 1705 of the 2022 California Building Code (CBC).

Geotechnical observation and/or testing should be performed by LGC Geotechnical at the following stages:
 During temporary shoring installation;
 During grading (e.g., subgrade, removal bottoms, fill placement, etc);  During basement and retaining wall backfill and compaction;  During utility trench backfill and compaction;
 After presoaking concrete-flatwork subgrades prior to placement of aggregate base or concrete;
 Preparation of pavement subgrade and placement of aggregate base;  After building and wall footing excavation and prior to placing reinforcement and/or concrete; and
 When any unusual soil conditions are encountered during any construction operation subsequent to issuance of this report.

Page 1765 of 1981 ends

Project No. 22023‐01 Page 35 May 26, 2023

5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.

This report is based on data obtained from limited observations of the site, which have been extrapolated to characterize the site. While the scope of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical evaluation can completely eliminate uncertainty regarding the anticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during grading and construction.

This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable.

The findings of this report are valid as of the present date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon only if LGC Geotechnical has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party’s sole risk.

In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification.

Page 1766 of 1981 ends

HS-2
T.D. = 61.4'
HS-1
T.D. = 61.5'
HS-3
HS-4
T.D. = 60.4'
T.D. = 61.5'
LEGEND
Approximate Location of Hollow Stem
Auger Boring by LGC Geotechnical, With
Total Depth in Feet
Approximate Limits of This Report
HS-4
T.D. = 60.4'

LA PAZ ROAD
FIGURE 2
Boring Location Map ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE
DATE
1" = 50'
May 2023
Cape Point - La Paz Village

BTZ/KBC
22023-01 LGC Geotechnical, Inc.
131 Calle Iglesia, Ste. 200
San Clemente, CA 92672
TEL (949) 369-6141 FAX (949) 369-6142

Page 1767 of 1981 ends

Minimum 4" Diameter Schedule 40
Perforated PVC Pipe to Flow to Drainage
Device or Sump Pump per Project Civil
Engineer
Proposed Building Structure by Others
Backcut/Shoring per OSHA
1:1 (H:V) or flatter slope
Earthwork Per Soils Report, Slab Underlay Per
Foundation Engineer/Architect
Compacted Native Soil Cap
Select Granular Backfill (Expansion Index £ 20, maximum 35% fines) Minimum 90% Relative Compaction (ASTM D1557)
NOTE : Granular backfill may be substituted with 3/4 inch crushed compacted rock wrapped in filter fabric.

Geotechnical drainage detail will not prevent water seepage into structure, it is only to prevent build up of water pressure against wall.

EXTENT OF SELECT BACKFILL ZONE
Minimum 1 Cubic Foot Per Linear Foot Burrito Type
Subdrain, Consisting of 3
4 Inch Crushed Rock Wrapped
in Mirafi 140N or Approved Equivalent
1 foot min.

Common Backfill
Minimum 90% Relative Compaction (ASTM D1557)
Waterproofing by Waterproofing
Engineer/Architect or Design
Engineer to be Protected During
Backfill by Contractor
(12" Minimum / 18" Maximum)
1 foot min.
1 1
FIGURE 3
Basement Subterranean
Structure Backfill/Subdrain
Detail
DATE May 2023
ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE

BTZ / KBC
Not to Scale
Cape Point - La Paz Village
22023-01

Page 1768 of 1981 ends

4 INCH DIAMETER, SCHEDULE 40 PERFORATED

PVC PIPE TO FLOW TO DRAINAGE DEVICE PER

PROJECT CIVIL ENGINEER

SAND BACKFILL
(EXPANSION INDEX £ 20,
MAXIMUM 35% FINES)

NATIVE BACKFILL COMPACTED
TO MINIMUM 90% RELATIVE
COMPACTION PER ASTM1557-D
MINIMUM 1 CUBIC FOOT PER LINEAR FOOT

BURRITO TYPE SUBDRAIN, CONSISTING OF
3/4 INCH CRUSHED ROCK WRAPPED IN
MIRAFI 140N OR APPROVED EQUIVALENT

FOOTING/WALL PER DESIGN ENGINEER

WATER PROOFING PER DESIGN ENGINEER
12" MINIMUM
18" MAXIMUM

BACKCUT PER OSHA

EXTENT OF FREE DRAINING SAND BACKFILL, MINIMUM
HEEL WIDTH OR H/2 WHICH EVER IS GREATER WALL HEIGHT, H
NOTE:

PLACEMENT OF SUBDRAIN

AT BASE OF WALL WILL NOT

PREVENT SATURATION OF SOILS

BELOW AND / OR IN FRONT OF WALL
FIGURE 4
Retaining Wall
Backfill Detail
DATE May 2023
ENG. / GEOL.

PROJECT NO.

PROJECT NAME
SCALE

BTZ / KBC
Not to Scale
Cape Point - La Paz Village
22023-01

Page 1769 of 1981 ends

Appendix A
References

Page 1770 of 1981 ends

Project No. 22023‐01 A‐1 May 26, 2023

APPENDIX A
References
American Society for Testing and Materials (ASTM), Volume 04.08 Soil and Rock (I): D420 – D5876.

American Concrete Institute (ACI), 2019, Building Code Requirements for Structural Concrete (ACI 318- 19) and Commentary (ACI 318R-19), June 2019.

American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16, 2017.
_________, 2018, Standard 7-16, Minimum Design Loads for Buildings and Associated Criteria for Buildings and Other Structures, Supplement 1, effective: December 12, 2018.

California Building Standards Commission, 2022, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2022.

California Department of Conservation, California Geological Survey (CGS), (Previously California Division of Mines and Geology [CDMG]), 2001a, Seismic Hazard Evaluation of the San Juan Capistrano 7.5-Minute Quadrangle, Orange County, California, Open File Report 053, dated 2001. _________, 2001b, State of California Seismic Hazard Zones, San Juan Capistrano Quadrangle, Official Map, Released December 21, 2001.
_________, 2008, California Geological Society Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California.
_________, 2018, Earthquake Fault Zones, Special Publication 42, Revised 2018. _________, 2023, Earthquake Zones of Required Investigation, web application, retrieved May 2023, from:
https://maps.conservation.ca.gov/cgs/EQZapp/
California Department of Transportation (Caltrans), 2021, Corrosion Guidelines, Version 3.2, dated May 2021.

Federal Highway Administration (FHWA), 2011, LRFD Seismic Analysis and Design of Transportation Geotechnical Features and Structural Foundation, Reference Manual, Publication No. FHWA11-032, August, 2011.

Grant, Lisa B., Mueller, Karl J., Gath, Eldon M., Cheng, Hai, Edwards, R. Lawrence, Munro, Rosalind, Kennedy, George L., 1999, Late Quaternary Uplift and Earthquake Potential of the San Joaquin Hills, Southern Los Angeles Basin, California, Geology, volume 27, no. 11, pgs.: 1031-1034, dated November 1999.

Historical Aerials, 2023, viewed May 22, 2022, Aerial photos viewed from: 1938, 1946, 1952, 1967, 1972, 1980, 1985, 1995, 2000, 2010, 2018, and 2020, https://www.historicaerials.com/

Page 1771 of 1981 ends

Project No. 22023‐01 A‐2 May 26, 2023
Lew, et al, 2010, Seismic Earth Pressures on Deep Basements, Structural Engineers Association of California (SEAOC) Convention Proceedings.

Post-Tensioning Institute (PTI), 2012, Standard Requirements for Design and Analysis of Shallow PostTensioned Concrete Foundations on Expansive Soils, PTI DC10.5-12.

Structural Engineers Association of California (SEAOC), 2023, Seismic Design Maps, Retrieved May 2, 2023, from https://seismicmaps.org/
United States Geological Survey (USGS), 2014, Unified Hazard Tool, Dynamic: Conterminous U.S. 2014 (update) (v4.2.0), Retrieved May 2, 2023, from:
https://earthquake.usgs.gov/hazards/interactive/
WHA, 2022, Concept Plan – Podium Senior Living, La Paz Village, Laguna Hills, CA, dated November 30, 2022.

Wire Reinforcement Institute, Inc., 1996, Design of Slab-On-Ground Foundations (August 1981), Update March 1996.

Page 1772 of 1981 ends

Appendix B
Field Exploration Logs

Page 1773 of 1981 ends

THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION
AL ATTERBERG LIMITS CO COLLAPSE/SWELL SO4 SULFATE CONTENT -#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
475
470
465
460
455
450
Geotechnical Boring Log Borehole HS-1
4/27/2023
~479' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 1 of 3 ends

@ 0' - 3" Asphalt Concrete, 3" Aggregate Base
R-1 7
27 37
107.8 24.4 CL @ 2.5' - Sandy CLAY: olive gray, very moist, hard SPT-1 3
5 10

22.7 ML @ 5' - Sandy SILT: olive gray, very moist, very stiff R-2 6
15 18

98.1 26.8 CL-ML @ 7.5' - Silty CLAY: olive gray, very moist, very stiff DS SPT-2 4
7 10

21.8 CL @ 10' - Sandy CLAY: olive gray, very moist, very stiff -#200 R-3 10
23 33
103.1 23.0 ML @ 15' - SILT: olive gray, very moist, hard CN SPT-3 7
12 18

22.6 CL @ 20' - Sandy CLAY: olive, very moist, hard -#200 R-4 12
27 47
103.4 22.8 @ 25' - CLAY: olive gray, very moist, hard B-1 Last Edited: 5/1/2023 EI
SO4
-#200
AL

Page 1774 of 1981 ends

60 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
55 50
45 40
35 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Date:

Project Name:

Project Number:

Elevation of Top of Hole:

Hole Location: See Geotechnical Map
Drilling Company:

Type of Rig:

Drop:

Drive Weight:

Hole Diameter:
30 CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
445
440
435
430
425
420
Geotechnical Boring Log Borehole HS-1
4/27/2023
~479' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 2 of 3 ends

SPT-4 8
18 43

18.9 SC @ 30' - Clayey SAND: olive, very moist, very dense -#200 R-5 47
50/5" 109.5 4.2 SM @ 35' - Silty SAND: very light brown, slightly moist, very dense
SPT-5 13
34 48

10.6 SM @ 40' - Silty SAND: gray, moist, very dense -#200 R-6 30
50/5" 96.5 3.9 @ 45' - Silty SAND: grayish brown, slightly moist, very dense
SPT-6 14
26 40

4.3 @ 50' - Silty SAND: olive yellow, slightly moist, very dense
R-7 50/5" 102.6 5.8 @ 55' - Silty SAND: light yellowish gray, slightly moist, very dense

Page 1775 of 1981 ends

90 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
85 80
75 70
65 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Drive Weight:

Drop:

Type of Rig:

Drilling Company:

Hole Location: See Geotechnical Map
Elevation of Top of Hole:

Project Number:

Project Name:

Date:
60 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
415
410
405
400
395
390
Geotechnical Boring Log Borehole HS-1
4/27/2023
~479' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 3 of 3 ends

SPT-7 11
21 36

22.6 ML @ 60' - Sandy SILT: grayish brown, very moist, hard Total Depth = 61.5'
Groundwater Not Encountered
Backfilled with Cuttings and Capped with AC Aquaphalt
on 4/27/2023

Page 1776 of 1981 ends

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
475
470
465
460
455
450
Geotechnical Boring Log Borehole HS-2
4/27/2023
~477' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 1 of 3 ends

@ 0' - 3" Asphalt Concrete, 4" Aggregate Base
SPT-1 3
5 10

24.6 CL @ 2.5' - CLAY: gray, very moist, very stiff
R-1 8
18 31
103.2 22.5 ML @ 5' - Sandy SILT: gray, very moist, hard SPT-2 3
7 12

23.7 CL @ 7.5' - CLAY: gray, very moist, very stiff
R-2 7
18 27

99.7 24.8 @ 10' - CLAY: Olive gray, very moist, hard AL SPT-3 7
27 35

19.7 ML @ 15' - Sandy SILT: grayish brown, very moist, hard R-3 13
27 40
103.7 21.9 @ 20' - Sandy SILT: pale brown, very moist, hard SPT-4 4
6 13

23.3 @ 25' - CLAY: grayish brown, very moist, very stiff B-1 Last Edited: 5/1/2023 CN
CL

Page 1777 of 1981 ends

60 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
55 50
45 40
35 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Date:

Project Name:

Project Number:

Elevation of Top of Hole:

Hole Location: See Geotechnical Map
Drilling Company:

Type of Rig:

Drop:

Drive Weight:

Hole Diameter:
30 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
445
440
435
430
425
420
Geotechnical Boring Log Borehole HS-2
4/27/2023
~477' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 2 of 3 ends

R-4 10
34 50/5"
106.7 18.9 SM @ 30' - Silty SAND: grayish brown, very moist, very dense
SPT-5 16
30 23

18.6 SC @ 35' - Clayey SAND: grayish brown, very moist, very dense
R-5 16
50/5" 103.9 21.0 ML @ 40' - Sandy SILT: olive, very moist, hard SPT-6 15
34 24

11.2 SC @ 45' - Clayey SAND: light yellowish brown, moist, very dense
R-6 35
50/4" 95.6 4.4 SM @ 50' - Silty SAND: grayish yellow, slightly moist, very dense
SPT-7 50/5" 9.7 GC @ 55' - Clayey Gravel with SAND: olive brown, moist, very dense

Page 1778 of 1981 ends

90 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
85 80
75 70
65 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Drive Weight:

Drop:

Type of Rig:

Drilling Company:

Hole Location: See Geotechnical Map
Elevation of Top of Hole:

Project Number:

Project Name:

Date:
60 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
415
410
405
400
395
390
Geotechnical Boring Log Borehole HS-2
4/27/2023
~477' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 3 of 3 ends

R-7 15
32 50/5"
100.3 23.7 CL-ML @ 60' - Silty CLAY: olive brown, very moist, very stiff Total Depth = 61.4'
Groundwater Not Encountered
Caving: Hole Measured Approximately 37' After
Removal of the Augers
Backfilled with Cuttings and Capped with AC Aquaphalt
on 4/27/2023

Page 1779 of 1981 ends

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
475
470
465
460
455
450
Geotechnical Boring Log Borehole HS-3
4/27/2023
~476' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 1 of 3 ends

@ 0' - 4" Asphalt Concrete, 3" Aggregate Base
R-1 14
21 29
102.4 22.2 CL @ 2.5' - Sandy CLAY: olive, very moist, hard SPT-1 3
8 14

23.4 @ 5' - Sandy CLAY: olive, very moist, very stiff -#200 R-2 13
25 32
104.6 21.9 ML @ 7.5' - Sandy SILT: olive gray, very moist, hard SPT-2 4
8 12

22.4 @ 10' - Sandy SILT: olive, very moist, very stiff -#200 R-3 11
23 45
104.9 21.6 CL @ 15' - CLAY: olive gray, very moist, hard AL CN
SPT-3 5
15 26

18.6 @ 20' - Sandy CLAY: brownish gray, very moist, hard R-4 22
50/5" 111.7 16.3 SM @ 25' - Silty SAND: brownish gray, very moist, very dense B-1 Last Edited: 5/1/2023

Page 1780 of 1981 ends

60 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
55 50
45 40
35 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Date:

Project Name:

Project Number:

Elevation of Top of Hole:

Hole Location: See Geotechnical Map
Drilling Company:

Type of Rig:

Drop:

Drive Weight:

Hole Diameter:
30 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
445
440
435
430
425
420
Geotechnical Boring Log Borehole HS-3
4/27/2023
~476' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 2 of 3 ends

SPT-4 11
26 30

10.3 SM @ 30' - Silty SAND: grayish brown, moist, very dense R-5 40
50/5" 90.3 6.0 @ 35' - Silty SAND: yellowish brown, slightly moist, very dense
SPT-5 13
14 24

22.1 ML @ 40' - Silt with SAND: olive gray, very moist, hard R-6 15
50/5" 100.5 24.4 CL-SM @ 45' - CLAY transitioning to Silty SAND: grayish brown, very moist, hard/very dense
SPT-6 15
17 19

20.9 SC @ 50' - Clayey SAND: brown, very moist, dense
R-7 19
30 48
100.7 24.5 ML @ 55' - Sandy SILT: grayish brown, very moist, hard

Page 1781 of 1981 ends

90 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
85 80
75 70
65 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Drive Weight:

Drop:

Type of Rig:

Drilling Company:

Hole Location: See Geotechnical Map
Elevation of Top of Hole:

Project Number:

Project Name:

Date:
60 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
415
410
405
400
395
390
Geotechnical Boring Log Borehole HS-3
4/27/2023
~476' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 3 of 3 ends

SPT-7 11
15 18

22.6 ML @ 60' - Sandy SILT: grayish brown, very moist, hard Total Depth = 61.5'
Groundwater Not Encountered
Caving: Hole Measured Approximately 37' After
Removal of the Augers
Backfilled with Cuttings and Capped with AC Aquaphalt
on 4/27/2023

Page 1782 of 1981 ends

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
470
465
460
455
450
445
Geotechnical Boring Log Borehole HS-4
4/27/2023
~473' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 1 of 3 ends

@ 0' - 4" Asphalt Concrete, 3" Aggregate Base EI
CR
SPT-1 3
5 7

24.4 CL @ 2.5' - Sandy CLAY: grayish brown, very moist, stiff R-1 7
13 19
102.7 22.3 @ 5' - CLAY: olive gray, very moist, very stiff AL CN
SPT-2 3
6 8

24.7 @ 7.5' - Sandy CLAY: grayish brown, very moist, very stiff
R-2 7
18 25

99.7 25.4 CL-ML @ 10' - Silty CLAY: olive gray, very moist, hard CN SPT-3 5
7 10

25.4 CL @ 15' - CLAY: gray, very moist, hard
R-3 5
23 37
101.1 24.4 @ 20' - CLAY: gray, very moist, hard
SPT-4 5
13 18

21.7 ML @ 25' - Sandy SILT: grayish brown, very moist, hard B-1 Last Edited: 5/1/2023

Page 1783 of 1981 ends

60 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
55 50
45 40
35 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Date:

Project Name:

Project Number:

Elevation of Top of Hole:

Hole Location: See Geotechnical Map
Drilling Company:

Type of Rig:

Drop:

Drive Weight:

Hole Diameter:
30 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
440
435
430
425
420
415
Geotechnical Boring Log Borehole HS-4
4/27/2023
~473' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 2 of 3 ends

R-4 18
50/5" 103.4 10.6 SM @ 30' - Silty SAND: light brown, moist, very dense SPT-5 12
20 50/5"

17.5 SC @ 35' - Clayey SAND: yellowish brown, moist, very dense
R-5 35
50/5" 110.5 3.9 SP-SC @ 40' - SAND with Clay: yellowish brown, slightly moist, very dense
SPT-6 15
40 50/5"

8.5 @ 45' - SAND with Clay: yellowish brown, moist, very dense
R-6 50/5" 126.0 2.0 SP-SM @ 50' - SAND with Silt: light yellowish brown, slightly moist, very dense
SPT-7 50/5" 3.3 @ 55' - SAND with Silt: pale brown, slightly moist, very dense

Page 1784 of 1981 ends

90 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
85 80
75 70
65 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Drive Weight:

Drop:

Type of Rig:

Drilling Company:

Hole Location: See Geotechnical Map
Elevation of Top of Hole:

Project Number:

Project Name:

Date:
60 CN CONSOLIDATION

CR CORROSION

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
410
405
400
395
390
385
Geotechnical Boring Log Borehole HS-4
4/27/2023
~473' MSL
6"
Truck Mounted Rig
30"
140 pounds
2R Drilling
Cape Point - La Paz Village
22023-01
Logged By JMN
Sampled By JMN
Checked By BTZ/KBC

Page 3 of 3 ends

R-7 50/5" 91.3 11.0 SM @ 60' - Silty SAND: grayish brown, moist, very dense Total Depth = 60.4'
Groundwater Not Encountered
Caving: Hole Measured Approximately 37' After
Removal of the Augers
Backfilled with Cuttings and Capped with AC Aquaphalt
on 4/27/2023

Page 1785 of 1981 ends

Appendix C
Laboratory Test Results

Page 1786 of 1981 ends

Project No. 22023‐01 C‐1 May, 2023

APPENDIX C
Laboratory Test Results
The laboratory testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and a table summarizing the test results.

Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on driven samples obtained from the test borings. The results of these tests are presented in the boring logs.

Atterberg Limits: The liquid and plastic limits (“Atterberg Limits”) were determined per ASTM D4318 for engineering classification of fine-grained material and presented in the table below. The USCS soil classification indicated in the table below is based on the portion of sample passing the No. 40 sieve and may not necessarily be representative of the entire sample. The plots are provided in this Appendix.

Sample Location Liquid Limit
(%)
Plastic Limit
(%)
Plasticity
Index (%)
USCS
Soil
Classification
HS-1 @ 10 ft 42 22 20 CL
HS-2 @ 10 ft 42 25 17 CL
HS-3 @ 15 ft 42 23 19 CL
HS-4 @ 5 ft 44 22 22 CL
Grain Size Distribution/Fines Content: Representative samples were dried, weighed, and soaked in water until individual soil particles were separated (per ASTM D421) and then washed on a No. 200 sieve (ASTM D1140). Where applicable, the portion retained on the No. 200 sieve was dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D6913 (sieve).

Sample Location Description % Passing #
200 Sieve
HS-1 @ 5 ft Sandy Silt 70
HS-1 @ 10 ft Sandy Clay 67
HS-1 @ 20 ft Sandy Clay 55
HS-1 @ 30 ft Clayey Sand 41
HS-1 @ 40 ft Silty Sand 14
HS-3 @ 5 ft Sandy Clay 61
HS-3 @ 10 ft Sandy Silt 55

Page 1787 of 1981 ends

APPENDIX C (Cont’d)
Laboratory Test Results
Project No. 22023‐01 C‐2 May, 2022
Expansion Index: The expansion potential of selected representative samples was evaluated by the Expansion Index Test per ASTM D4829. The results are presented in the table below.

Sample
Location
Expansion
Index
Expansion
Potential*
HS-1 @ 0-5 ft 64 Medium
HS-4 @ 0-5 ft 68 Medium
* Per ASTM D4829
Direct Shear: A direct shear test was performed on a driven samples, which were soaked for a minimum of 24 hours prior to testing. The samples were tested under various normal loads using a motor-driven, strain-controlled, direct-shear testing apparatus (ASTM D3080). The plot is provided in this Appendix.

Consolidation: Consolidation tests were performed per ASTM D2435. Samples (2.4 inches in diameter and 1 inch in height) were placed in a consolidometer and increasing loads were applied. The samples were allowed to consolidate under “double drainage” and total deformation for each loading step was recorded. The percent consolidation for each load step was recorded as the ratio of the amount of vertical compression to the original sample height.

The consolidation pressure curves are provided in this Appendix.

Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods (CTM 417). The test results are presented in the table below.

Sample Location Sulfate Content
(ppm)
Sulfate Content
( %)
HS-1 @ 0-5 ft 753 0.08
HS-4 @ 0-5 ft 95 0.01
Chloride Content: Chloride content was tested per CTM 422. The results are presented below.

Sample Location Chloride Content
(ppm)
HS-4 @ 0-5 ft 80

Page 1788 of 1981 ends

APPENDIX C (Cont’d)
Laboratory Test Results
Project No. 22023‐01 C‐3 May, 2022
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with CTM 643 and standard geochemical methods. The results are presented in the table below.

Sample Location pH Minimum Resistivity
(ohm‐cm)
HS-4 @ 0-5 ft 7.3 1,840

Page 1789 of 1981 ends

HS-1 SPT-2 10' 67 42 22 20 CL
HS-2 R-2 10' - 42 25 17 CL
HS-3 R-3 15' - 42 23 19 CL
HS-4 R-1 5' - 44 22 22 CL
Passing No.
200 Sieve
(%)
Depth (ft)

ATTERBERG LIMITS
(ASTM D 4318) La Paz Village, Laguna Hills
Project Number:

Plasticity
Index (%) PI
22023-01
Date: May-23
Symbol Location.: Sample No.: USCS Plastic Limit
(%) PL
Liquid Limit
(%) LL
0 10
20 30
40 50
60 70
0 20 40 60 80 100
Plasticity Index (P.I.)
Liquid Limit (L.L.)

PLASTICITY CHART - CLASSIFICATION OF FINE-GRAINED SOILS

Page 1790 of 1981 ends

HS-4 B-1 0-5' 12.9 100.3 27.9 68 Medium

EXPANSION INDEX
(ASTM D 4829)
Project Number:

Date:

La Paz Village, Laguna Hills
22023-01
May-23
Location Sample
No. Depth (ft)
Molding
Moisture
Content (%)
Initial Dry
Density (pcf)
Final
Moisture
Content (%)
Expansion
Index
Expansion
Classification1
HS-1 B-1 0-5' 12.6 100.4 27.8 64 Medium

Page 1791 of 1981 ends

Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Dry Density (pcf)
Saturation (%)
Soil Height Before Shearing (in.)
Final Moisture Content (%)
05-23
Project No.: 22023-01
Sample Type:

Ring
Olive gray silty clay (CL-ML)

99.0 1.0012

30.5 La Paz Village, Laguna Hills DIRECT SHEAR TEST RESULTS Consolidated Drained - ASTM D 3080
101.5

0.9821

28.9 0.500

0.934

0.522

0.0017

1.000

2.415

1.000

2.415

1.000

1.220

0.817

0.0017

2.000

1.889

1.506

0.0017
101.0

0.9918

29.6 Soil Identification: 26.76

98.3 26.76

97.5 98.5

1.000

2.415

26.76 Boring No.

Sample No.

Depth (ft)
HS-1
R-2

7.5 0.00

0.50 1.00

1.50 2.00

2.50 0 0.1 0.2 0.3
Shear Stress (ksf)
Horizontal Deformation (in.)

0.00 0.50

1.00 1.50

2.00 2.50

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Shear Stress (ksf)
Normal Stress (ksf)
DS HS-1, R-2 @ 7.5 Page 1792 of 1981
Tested Sample:

HS-1 at 7.5 ft

32.7 Degrees 33.5 Degrees

0.60 ksf 0.18 ksf
Peak: At 0.30" Displacement:

DIRECT SHEAR PLOT
Project Number: 22023-01
Date: May-23
La Paz Village, Laguna Hills
0 1
2 3
0123
Shear Stress (ksf)
Normal Stress (ksf)
Peak At 0.30" Displacement

Page 1793 of 1981 ends

Project Name: Tested By: GB/JD Date: 05/03/23
Project No.: Checked By: J. Ward Date: 05/16/23
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 197.80
Weight of Ring (g): 45.24
Height after consol. (in.): 0.9784
Before Test
Wt. of Wet Sample+Cont. (g): 190.43
Wt. of Dry Sample+Cont. (g): 165.19
Weight of Container (g): 55.55
Initial Moisture Content (%) 23.0
Initial Dry Density (pcf) 103.1
Initial Saturation (%): 96
Initial Vertical Reading (in.) 0.0131
After Test
Wt. of Wet Sample+Cont. (g): 236.86
Wt. of Dry Sample+Cont. (g): 208.85
Weight of Container (g): 39.50
Final Moisture Content (%) 22.57
Final Dry Density (pcf): 105.5
Final Saturation (%): 100
Final Vertical Reading (in.) 0.0388
Specific Gravity (assumed): 2.73
Water Density (pcf): 62.43

0.10 0.0136 0.9995 0.00 0.05 0.652 0.05

0.25 0.0181 0.9950 0.05 0.50 0.645 0.45

0.50 0.0215 0.9917 0.12 0.83 0.641 0.71

1.00 0.0261 0.9870 0.22 1.30 0.635 1.08

2.00 0.0312 0.9820 0.35 1.81 0.628 1.46

2.00 0.0301 0.9830 0.35 1.70 0.630 1.35

4.00 0.0349 0.9782 0.49 2.18 0.625 1.69

8.00 0.0449 0.9683 0.65 3.17 0.611 2.52

16.00 0.0590 0.9541 0.82 4.59 0.590 3.77

4.00 0.0525 0.9606 0.68 3.94 0.599 3.26

1.00 0.0430 0.9701 0.52 2.99 0.612 2.47

0.25 0.0388 0.9743 0.41 2.57 0.617 2.16

ONE-DIMENSIONAL CONSOLIDATION
ASTM D 2435
22023-01
La Paz Village, Laguna Hills
Deformation
% of Sample
Thickness Square
Root of
Time
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(%)
PROPERTIES of SOILS
Ring
Void
Ratio
Olive gray silt (ML)
Time Readings
Elapsed
Time (min)

15.0 Pressure
(p)
(ksf) Dial Rdgs.
(in.) Date
HS-1
R-3
Time
Corrected
Deformation (%)

0.580

0.590

0.600

0.610

0.620

0.630

0.640

0.650

0.660

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-1, R-3 @ 15 Page 1794 of 1981
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-1 R-3 23.0 22.6 105.5
Olive gray silt (ML)
Project No.:

La Paz Village, Laguna Hills
05-23
22023-01
Time Readings
103.1 0.617 96 100
Degree of
Saturation (%) Dry Density (pcf)

0.653
Void Ratio
15 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water

Page 1795 of 1981 ends

Project Name: Tested By: GB/JD Date: 05/04/23
Project No.: Checked By: J. Ward Date: 05/16/23
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 198.25
Weight of Ring (g): 47.23
Height after consol. (in.): 0.9684
Before Test
Wt. of Wet Sample+Cont. (g): 179.29
Wt. of Dry Sample+Cont. (g): 155.25
Weight of Container (g): 58.12
Initial Moisture Content (%) 24.8
Initial Dry Density (pcf) 100.7
Initial Saturation (%): 94
Initial Vertical Reading (in.) 0.0379
After Test
Wt. of Wet Sample+Cont. (g): 252.56
Wt. of Dry Sample+Cont. (g): 222.31
Weight of Container (g): 55.53
Final Moisture Content (%) 25.30
Final Dry Density (pcf): 102.7
Final Saturation (%): 100
Final Vertical Reading (in.) 0.0724
Specific Gravity (assumed): 2.81
Water Density (pcf): 62.43

0.10 0.0390 0.9989 0.00 0.11 0.741 0.11

0.25 0.0448 0.9931 0.04 0.69 0.731 0.65

0.50 0.0479 0.9900 0.09 1.00 0.727 0.91

1.00 0.0536 0.9844 0.15 1.56 0.718 1.41

1.00 0.0512 0.9867 0.15 1.33 0.722 1.18

2.00 0.0544 0.9835 0.25 1.65 0.718 1.40

4.00 0.0630 0.9749 0.37 2.51 0.705 2.14

8.00 0.0757 0.9622 0.49 3.78 0.685 3.29

16.00 0.0934 0.9445 0.65 5.55 0.657 4.90

4.00 0.0872 0.9507 0.51 4.93 0.665 4.42

1.00 0.0770 0.9609 0.39 3.91 0.681 3.52

0.25 0.0724 0.9656 0.28 3.45 0.687 3.17

10.0 Pressure
(p)
(ksf) Dial Rdgs.
(in.) Date
HS-2
R-2
Time
Corrected
Deformation (%)

0.640

0.660

0.680

0.700

0.720

0.740

0.760

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-2, R-2 @ 10 Page 1796 of 1981
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-2 R-2 24.8 25.3 102.7
Olive gray clay (CL)
Project No.:

La Paz Village, Laguna Hills
05-23
22023-01
Time Readings
100.7 0.687 94 100
Degree of
Saturation (%) Dry Density (pcf)

0.742
Void Ratio
10 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 1.00

2.00 3.00

4.00 5.00

6.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water

Page 1797 of 1981 ends

Project Name: Tested By: GB/JD Date: 05/03/23
Project No.: Checked By: J. Ward Date: 05/16/23
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 198.44
Weight of Ring (g): 45.18
Height after consol. (in.): 0.9775
Before Test
Wt. of Wet Sample+Cont. (g): 175.80
Wt. of Dry Sample+Cont. (g): 154.75
Weight of Container (g): 57.10
Initial Moisture Content (%) 21.6
Initial Dry Density (pcf) 104.9
Initial Saturation (%): 93
Initial Vertical Reading (in.) 0.0411
After Test
Wt. of Wet Sample+Cont. (g): 256.65
Wt. of Dry Sample+Cont. (g): 228.97
Weight of Container (g): 58.12
Final Moisture Content (%) 22.03
Final Dry Density (pcf): 106.9
Final Saturation (%): 100
Final Vertical Reading (in.) 0.0670
Specific Gravity (assumed): 2.75
Water Density (pcf): 62.43

0.10 0.0419 0.9992 0.00 0.08 0.636 0.08

0.25 0.0484 0.9927 0.04 0.73 0.626 0.69

0.50 0.0530 0.9882 0.09 1.19 0.619 1.10

1.00 0.0587 0.9824 0.16 1.76 0.611 1.60

2.00 0.0641 0.9771 0.24 2.30 0.604 2.06

2.00 0.0621 0.9790 0.24 2.10 0.607 1.86

4.00 0.0659 0.9752 0.33 2.48 0.602 2.15

8.00 0.0741 0.9670 0.45 3.30 0.591 2.85

16.00 0.0888 0.9523 0.57 4.77 0.569 4.20

4.00 0.0826 0.9585 0.47 4.15 0.577 3.68

1.00 0.0719 0.9692 0.40 3.08 0.593 2.68

0.25 0.0670 0.9741 0.34 2.59 0.600 2.25

15.0 Pressure
(p)
(ksf) Dial Rdgs.
(in.) Date
HS-3
R-3
Time
Corrected
Deformation (%)

0.560

0.570

0.580

0.590

0.600

0.610

0.620

0.630

0.640

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-3, R-3 @ 15 Page 1798 of 1981
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-3 R-3 21.6 22.0 106.9
Olive gray clay (CL)
Project No.:

La Paz Village, Laguna Hills
05-23
22023-01
Time Readings
104.9 0.600 93 100
Degree of
Saturation (%) Dry Density (pcf)

0.637
Void Ratio
15 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water

Page 1799 of 1981 ends

Project Name: Tested By: GB/JD Date: 05/04/23
Project No.: Checked By: J. Ward Date: 05/16/23
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 196.07
Weight of Ring (g): 45.05
Height after consol. (in.): 0.9711
Before Test
Wt. of Wet Sample+Cont. (g): 184.12
Wt. of Dry Sample+Cont. (g): 157.71
Weight of Container (g): 39.49
Initial Moisture Content (%) 22.3
Initial Dry Density (pcf) 102.7
Initial Saturation (%): 91
Initial Vertical Reading (in.) 0.1156
After Test
Wt. of Wet Sample+Cont. (g): 232.43
Wt. of Dry Sample+Cont. (g): 203.99
Weight of Container (g): 36.57
Final Moisture Content (%) 23.24
Final Dry Density (pcf): 104.8
Final Saturation (%): 100
Final Vertical Reading (in.) 0.1476
Specific Gravity (assumed): 2.75
Water Density (pcf): 62.43

0.10 0.1170 0.9987 0.00 0.13 0.670 0.13

0.25 0.1220 0.9936 0.05 0.64 0.662 0.59

0.50 0.1263 0.9893 0.11 1.07 0.656 0.96

1.00 0.1329 0.9827 0.19 1.73 0.647 1.54

1.00 0.1308 0.9848 0.19 1.52 0.650 1.33

2.00 0.1356 0.9800 0.29 2.00 0.644 1.71

4.00 0.1453 0.9703 0.43 2.97 0.630 2.54

8.00 0.1570 0.9586 0.58 4.14 0.613 3.56

16.00 0.1729 0.9427 0.76 5.73 0.589 4.97

4.00 0.1659 0.9498 0.58 5.03 0.598 4.45

1.00 0.1536 0.9620 0.41 3.80 0.616 3.39

0.25 0.1476 0.9680 0.31 3.20 0.624 2.89

5.0 Pressure
(p)
(ksf) Dial Rdgs.
(in.) Date
HS-4
R-1
Time
Corrected
Deformation (%)

0.580

0.590

0.600

0.610

0.620

0.630

0.640

0.650

0.660

0.670

0.680

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-4, R-1 @ 5 Page 1800 of 1981
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-4 R-1 22.3 23.2 104.8
Olive gray clay (CL)
Project No.:

La Paz Village, Laguna Hills
05-23
22023-01
Time Readings
102.7 0.624 91 100
Degree of
Saturation (%) Dry Density (pcf)

0.672
Void Ratio
5 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 1.00

2.00 3.00

4.00 5.00

6.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water

Page 1801 of 1981 ends

Project Name: Tested By: GB/JD Date: 05/04/23
Project No.: Checked By: J. Ward Date: 05/16/23
Boring No.: Depth (ft.):

Sample No.: Sample Type:

Soil Identification:

Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 195.13
Weight of Ring (g): 44.76
Height after consol. (in.): 0.9773
Before Test
Wt. of Wet Sample+Cont. (g): 190.53
Wt. of Dry Sample+Cont. (g): 163.25
Weight of Container (g): 56.00
Initial Moisture Content (%) 25.4
Initial Dry Density (pcf) 99.7
Initial Saturation (%): 99
Initial Vertical Reading (in.) 0.1193
After Test
Wt. of Wet Sample+Cont. (g): 251.90
Wt. of Dry Sample+Cont. (g): 223.24
Weight of Container (g): 57.11
Final Moisture Content (%) 23.61
Final Dry Density (pcf): 103.3
Final Saturation (%): 100
Final Vertical Reading (in.) 0.1449
Specific Gravity (assumed): 2.71
Water Density (pcf): 62.43

0.10 0.1195 0.9998 0.00 0.02 0.697 0.02

0.25 0.1237 0.9956 0.04 0.44 0.690 0.40

0.50 0.1266 0.9927 0.09 0.73 0.686 0.64

1.00 0.1317 0.9876 0.16 1.24 0.679 1.08

1.00 0.1297 0.9896 0.16 1.04 0.682 0.88

2.00 0.1330 0.9863 0.25 1.37 0.678 1.12

4.00 0.1410 0.9783 0.38 2.17 0.667 1.79

8.00 0.1516 0.9677 0.51 3.23 0.651 2.72

16.00 0.1669 0.9524 0.66 4.76 0.627 4.10

4.00 0.1608 0.9585 0.52 4.15 0.635 3.63

1.00 0.1507 0.9686 0.38 3.14 0.650 2.76

0.25 0.1449 0.9745 0.28 2.56 0.658 2.28

10.0 Pressure
(p)
(ksf) Dial Rdgs.
(in.) Date
HS-4
R-2
Time
Corrected
Deformation (%)

0.620

0.630

0.640

0.650

0.660

0.670

0.680

0.690

0.700

0.710

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-4, R-2 @ 10 Page 1802 of 1981
Initial Final Initial Final Initial Final Initial Final Soil Identification:

Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-4 R-2 25.4 23.6 103.3
Olive gray silty clay (CL-ML)
Project No.:

La Paz Village, Laguna Hills
05-23
22023-01
Time Readings

99.7 0.658 99 100
Degree of
Saturation (%) Dry Density (pcf)

0.697
Void Ratio
10 0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water

Page 1803 of 1981 ends

Project Name: La Paz Village, Laguna Hills Tested By : G. Berdy Date: 05/03/23 Project No. : 22023-01 Checked By: J. Ward Date: 05/16/23 Boring No. HS-4
Sample No. B-1
Sample Depth (ft) 0-5

0.00 0.00

1.00 0.00
100.41
61 4
860
7:30/8:15
45 21.6302

21.6279

0.0023

94.64 95
ml of Extract For Titration (B) 15
ml of AgNO3 Soln. Used in Titration (C) 0.6
PPM of Chloride (C -0.2) * 100 * 30 / B 80
PPM of Chloride, Dry Wt. Basis 80

7.28 20.6
Moisture Content (%)
Beaker No.

CHLORIDE CONTENT, DOT California Test 422
Wt. of Crucible (g)
PPM of Sulfate, Dry Weight Basis
PPM of Sulfate (A) x 41150
Wt. of Residue (g) (A)
Temperature °C
pH Value
Duration of Combustion (min)
Soil Identification:

Time In / Time Out
pH TEST, DOT California Test 643
Furnace Temperature (°C)
Weight of Container (g)
Crucible No.

Wt. of Crucible + Residue (g)
Dry Weight of Soil + Container (g)
Olive CL
TESTS for SULFATE CONTENT
CHLORIDE CONTENT and pH of SOILS
SULFATE CONTENT, DOT California Test 417, Part II
Wet Weight of Soil + Container (g)
Weight of Soaked Soil (g)

Page 1804 of 1981 ends

Project Name: Tested By : Date:

Project No. : Checked By: J. Ward Date:

Boring No.: Depth (ft.) :

Sample No. : B-1
Container No.

Initial Soil Wt. (g) (Wt)
Box Constant
Olive CL
Resistance
Reading
(ohm)

30.69 Soil
Resistivity
(ohm-cm)
La Paz Village, Laguna Hills 05/08/23
05/16/23
0-5
22023-01
HS-4
G. Berdy

SOIL RESISTIVITY TEST
DOT CA TEST 643
pH Temp. (°C)
Soil pH
1900
2100

0.00 1.00
MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100
1840 32.5 95 80 7.28 20.6
4 40
3 50 38.36 2100 130.33
1900
Min. Resistivity
DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 (%) (ppm) (ppm)
DOT CA Test 643

1.000
Chloride Content
(ohm-cm)
Moisture Content Sulfate Content
5 1
2 Water
Added (ml)
(Wa)
30 Adjusted
Moisture
Content
(MC) Dry Wt. of Soil + Cont. (g)
3300
Soil Identification:*
*California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials.

23.02 3300 Wt. of Container (g)

0.00 0.00
Moisture Content (%) (MCi)
Wet Wt. of Soil + Cont. (g) Specimen
No.
1600
1800
2000
2200
2400
2600
2800
3000
3200
3400

20.0 25.0 30.0 35.0 40.0
Soil Resistivity (ohm-cm)
Moisture Content (%)

Page 1805 of 1981 ends

Project Name: La Paz Village, Laguna Hills Tested By : G. Berdy Date: 05/03/23 Project No. : 22023-01 Checked By: J. Ward Date: 05/16/23 Boring No. HS-1
Sample No. B-1
Sample Depth (ft) 0-5

0.00 0.00

1.00 0.00
100.34
4 2
860
7:30/8:15
45 28.7368

28.7185

0.0183
753.04
753
ml of Extract For Titration (B)
ml of AgNO3 Soln. Used in Titration (C)
PPM of Chloride (C -0.2) * 100 * 30 / B
PPM of Chloride, Dry Wt. Basis N/A
N/A
Moisture Content (%)
Beaker No.

Time In / Time Out
pH TEST, DOT California Test 643
Furnace Temperature (°C)
Weight of Container (g)
Crucible No.

Page 1806 of 1981 ends

Appendix D
General Earthwork & Grading Specifications

Page 1807 of 1981 ends

General Earthwork and Grading Specifications for Rough Grading

1.0 General

1.1 Intent
These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s).

1.2 The Geotechnical Consultant of Record
Prior to commencement of work, the owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading.

Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing.

During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to confirm that the attained level of compaction is being accomplished as specified. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis.

1.3 The Earthwork Contractor
The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moistureconditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the project plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of “equipment” of work and the estimated quantities of daily earthwork General Earthwork and Grading Specifications for Rough Grading Page 1

Page 1808 of 1981 ends

contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the
Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. It is the contractor’s sole responsibility to provide proper fill compaction.

2.0 Preparation of Areas to be Filled

2.1 Clearing and Grubbing
Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant.

The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). Nesting of the organic materials shall not be allowed.

If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area.

As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire the services of a qualified environmental assessor.

2.2 Processing
Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be over-excavated as specified in the following section. Scarification shall continue until soils are broken down and free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction.

General Earthwork and Grading Specifications for Rough Grading Page 2

Page 1809 of 1981 ends

2.3 Over-excavation
In addition to removals and over-excavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be over-excavated to competent ground as evaluated by the Geotechnical Consultant during grading.

2.4 Benching
Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise over-excavated to provide a flat subgrade for the fill.

2.5 Evaluation/Acceptance of Fill Areas
All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.

3.0 Fill Material

3.1 General
Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material.

3.2 Oversize
Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction.

General Earthwork and Grading Specifications for Rough Grading Page 3

Page 1810 of 1981 ends

3.3 Import
If importing of fill material is required for grading, proposed import material shall meet the requirements of the geotechnical consultant. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed.

4.0 Fill Placement and Compaction

4.1 Fill Layers
Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

4.2 Fill Moisture Conditioning
Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557).

4.3 Compaction of Fill
After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity.

4.4 Compaction of Fill Slopes
In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557.

4.5 Compaction Testing
Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

General Earthwork and Grading Specifications for Rough Grading Page 4

Page 1811 of 1981 ends

4.6 Frequency of Compaction Testing
Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.

4.7 Compaction Test Locations
The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided.

5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.

6.0 Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only.

The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 Trench Backfills

7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations.

7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over General Earthwork and Grading Specifications for Rough Grading Page 5

Page 1812 of 1981 ends

General Earthwork and Grading Specifications for Rough Grading Page 6 the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface.

7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant.

7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill.

7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.

Page 1813 of 1981 ends

4912-8105-4057, v. 1

CALIFORNIA NATIVE PLANT SOCIETY

DATABASE SEARCH RESULTS

Page 1814 of 1981 ends

Search Results
CNPS Rare Plant Inventory
80 matches found. Click on scientific name for details
Search Criteria: 9-Quad include [3311757:3311765:3311767:3311766:3311745:3311755:3311746:3311756] ▲ SCIENTIFIC NAME COMMON NAME FAMILY LIFEFORM

BLOOMING
PERIOD
FED
LIST
STATE
LIST
STATE
RANK

CA RARE
PLANT
RANK
CA

ENDEMIC
Allium marvinii Yucaipa onion Alliaceae perennial
bulbiferous herb
Apr-May None None S1 1B.2 Yes
Aphanisma blitoides aphanisma Chenopodiaceae annual herb Feb-Jun None None S2 1B.2 Artemisia palmeri San Diego
sagewort
Asteraceae perennial
deciduous shrub
(Feb)MaySepNone None S3? 4.2
Asplenium vespertinum western
spleenwort
Aspleniaceae perennial
rhizomatous herb
Feb-Jun None None S4 4.2
Astragalus brauntonii Braunton's milkvetchFabaceae perennial herb Jan-Aug FE None S2 1B.1 Yes Atriplex coulteri Coulter's saltbush Chenopodiaceae perennial herb Mar-Oct None None S2 1B.2 Atriplex pacifica south coast
saltscale
Chenopodiaceae annual herb Mar-Oct None None S2 1B.2
Atriplex parishii Parish's
brittlescale
Chenopodiaceae annual herb Jun-Oct None None S1 1B.1
Atriplex serenana var.
davidsonii
Davidson's
saltscale
Chenopodiaceae annual herb Apr-Oct None None S1 1B.2
Bahiopsis laciniata San Diego County
viguiera
Asteraceae perennial shrub FebJun(Aug)None None S4 4.3 Brodiaea filifolia thread-leaved
brodiaea
Themidaceae perennial
bulbiferous herb
Mar-Jun FT CE S2 1B.1 Yes
Calochortus catalinae Catalina mariposa
lily
Liliaceae perennial
bulbiferous herb
(Feb)MarJunNone None S3S4 4.2 Yes
Calochortus plummerae Plummer's
mariposa-lily
Liliaceae perennial
bulbiferous herb
May-Jul None None S4 4.2 Yes
Calochortus weedii var.
intermedius
intermediate
mariposa-lily
Liliaceae perennial
bulbiferous herb
May-Jul None None S3 1B.2 Yes
Camissoniopsis lewisii Lewis' eveningprimroseOnagraceae annual herb MarMay(Jun)None None S4 3 Caulanthus simulans Payson's
jewelflower
Brassicaceae annual herb (Feb)MarMay(Jun)None None S4 4.2 Yes Centromadia parryi ssp.
australis
southern tarplant Asteraceae annual herb May-Nov None None S2 1B.1

Page 1815 of 1981 ends

Chaenactis glabriuscula
var. orcuttiana
Orcutt's
pincushion
Asteraceae annual herb Jan-Aug None None S1 1B.1
Chorizanthe leptotheca Peninsular
spineflower
Polygonaceae annual herb May-Aug None None S3 4.2
Chorizanthe
polygonoides var.
longispina
long-spined
spineflower
Polygonaceae annual herb Apr-Jul None None S3 1B.2
Cistanthe maritima seaside cistanthe Montiaceae annual herb (Feb)MarJun(Aug)None None S3 4.2 Clinopodium chandleri San Miguel savory Lamiaceae perennial shrub Mar-Jul None None S2 1B.2 Comarostaphylis
diversifolia ssp.
diversifolia
summer holly Ericaceae perennial evergreen
shrub
Apr-Jun None None S2 1B.2
Convolvulus simulans small-flowered
morning-glory
Convolvulaceae annual herb Mar-Jul None None S4 4.2
Deinandra paniculata paniculate tarplant Asteraceae annual herb (Mar)AprNovNone None S4 4.2 Dichondra occidentalis western dichondra Convolvulaceae perennial rhizomatous herb
(Jan)MarJulNone None S3S4 4.2
Diplacus clevelandii Cleveland's bush
monkeyflower
Phrymaceae perennial
rhizomatous herb
Apr-Jul None None S4 4.2
Dudleya blochmaniae
ssp. blochmaniae
Blochman's
dudleya
Crassulaceae perennial herb Apr-Jun None None S2 1B.1
Dudleya cymosa ssp.
ovatifolia
Santa Monica
dudleya
Crassulaceae perennial herb Mar-Jun FT None S1 1B.1 Yes Dudleya multicaulis many-stemmed
dudleya
Crassulaceae perennial herb Apr-Jul None None S2 1B.2 Yes Dudleya stolonifera Laguna Beach
dudleya
Crassulaceae perennial
stoloniferous herb
May-Jul FT CT S1 1B.1 Yes
Dudleya viscida sticky dudleya Crassulaceae perennial herb May-Jun None None S2 1B.2 Yes Eryngium pendletonense Pendleton buttonceleryApiaceae perennial herb Apr-Jun(Jul) None None S1 1B.1 Yes Erythranthe diffusa Palomar
monkeyflower
Phrymaceae annual herb Apr-Jun None None S3 4.3
Euphorbia misera cliff spurge Euphorbiaceae perennial shrub (Oct)DecAugNone None S2 2B.2 Harpagonella palmeri Palmer's
grapplinghook
Boraginaceae annual herb Mar-May None None S3 4.2
Helianthus nuttallii ssp.
parishii
Los Angeles
sunflower
Asteraceae perennial
rhizomatous herb
Aug-Oct None None SX 1A Yes
Hesperocyparis forbesii Tecate cypress Cupressaceae perennial evergreen tree
None None S2 1B.1
Holocarpha virgata ssp.
elongata
graceful tarplant Asteraceae annual herb May-Nov None None S3 4.2 Yes Hordeum intercedens vernal barley Poaceae annual herb Mar-Jun None None S3S4 3.2 Horkelia cuneata var.
puberula
mesa horkelia Rosaceae perennial herb Feb-Jul(Sep) None None S1 1B.1 Yes

Page 1816 of 1981 ends

Imperata brevifolia California satintail Poaceae perennial rhizomatous herb
Sep-May None None S3 2B.1
Isocoma menziesii var.
decumbens
decumbent
goldenbush
Asteraceae perennial shrub Apr-Nov None None S2 1B.2
Juglans californica Southern
California black
walnut
Juglandaceae perennial
deciduous tree
Mar-Aug None None S4 4.2 Yes
Juncus acutus ssp.
leopoldii
southwestern
spiny rush
Juncaceae perennial
rhizomatous herb
(Mar)MayJunNone None S4 4.2
Lasthenia glabrata ssp.
coulteri
Coulter's
goldfields
Asteraceae annual herb Feb-Jun None None S2 1B.1
Lepechinia cardiophylla heart-leaved
pitcher sage
Lamiaceae perennial shrub Apr-Jul None None S2S3 1B.2
Lepidium virginicum var.
robinsonii
Robinson's peppergrassBrassicaceae annual herb Jan-Jul None None S3 4.3 Lessingia hololeuca woolly-headed
lessingia
Asteraceae annual herb Jun-Oct None None S2S3 3 Yes
Lilium humboldtii ssp.
ocellatum
ocellated
Humboldt lily
Liliaceae perennial
bulbiferous herb
MarJul(Aug)None None S4? 4.2 Yes
Lycium brevipes var.
hassei
Santa Catalina
Island desert-thorn
Solanaceae perennial
deciduous shrub
Jun(Aug) None None S1 3.1 Yes
Lycium californicum California boxthornSolanaceae perennial shrub MarAug(Dec)None None S4 4.2 Malacothrix saxatilis var.
saxatilis
cliff malacothrix Asteraceae perennial
rhizomatous herb
Mar-Sep None None S4 4.2 Yes
Microseris douglasii ssp.
platycarpha
small-flowered
microseris
Asteraceae annual herb Mar-May None None S4 4.2
Monardella hypoleuca
ssp. intermedia
intermediate
monardella
Lamiaceae perennial
rhizomatous herb
Apr-Sep None None S2? 1B.3 Yes
Monardella macrantha
ssp. hallii
Hall's monardella Lamiaceae perennial
rhizomatous herb
Jun-Oct None None S3 1B.3 Yes
Myosurus minimus ssp.
apus
little mousetail Ranunculaceae annual herb Mar-Jun None None S2 3.1 Nama stenocarpa mud nama Namaceae annual/perennial
herb
Jan-Jul None None S1S2 2B.2
Nasturtium gambelii Gambel's water
cress
Brassicaceae perennial
rhizomatous herb
Apr-Oct FE CT S1 1B.1
Navarretia prostrata prostrate vernal
pool navarretia
Polemoniaceae annual herb Apr-Jul None None S2 1B.2 Yes Nolina cismontana chaparral nolina Ruscaceae perennial evergreen shrub
(Mar)MayJulNone None S3 1B.2 Yes
Orcuttia californica California Orcutt
grass
Poaceae annual herb Apr-Aug FE CE S1 1B.1
Pentachaeta aurea ssp.
allenii
Allen's
pentachaeta
Asteraceae annual herb Mar-Jun None None S1 1B.1 Yes
Pentachaeta aurea ssp.
aurea
golden-rayed
pentachaeta
Asteraceae annual herb Mar-Jul None None S3 4.2

Page 1817 of 1981 ends

Phacelia hubbyi Hubby's phacelia Hydrophyllaceae annual herb Apr-Jul None None S4 4.2 Yes Phacelia keckii Santiago Peak
phacelia
Hydrophyllaceae annual herb May-Jul None None S1 1B.3 Yes Phacelia ramosissima
var. austrolitoralis
south coast
branching phacelia
Hydrophyllaceae perennial herb Mar-Aug None None S3 3.2 Piperia cooperi chaparral rein
orchid
Orchidaceae perennial herb Mar-Jun None None S3S4 4.2
Piperia leptopetala narrow-petaled
rein orchid
Orchidaceae perennial herb May-Jul None None S4 4.3 Yes Pseudognaphalium
leucocephalum
white rabbittobaccoAsteraceae perennial herb (Jul)AugNov(Dec)None None S2 2B.2 Quercus dumosa Nuttall's scrub oak Fagaceae perennial evergreen shrub
FebApr(MayAug)None None S3 1B.1
Rhinotropis cornuta var.
fishiae
Fish's milkwort Polygalaceae perennial
deciduous shrub
May-Aug None None S4 4.3
Romneya coulteri Coulter's matilija
poppy
Papaveraceae perennial
rhizomatous herb
MarJul(Aug)None None S4 4.2
Selaginella cinerascens ashy spike-moss Selaginellaceae perennial rhizomatous herb
None None S3? 4.1
Senecio aphanactis chaparral ragwort Asteraceae annual herb JanApr(May)None None S2 2B.2 Sidalcea neomexicana salt spring
checkerbloom
Malvaceae perennial herb Mar-Jun None None S2 2B.2
Suaeda esteroa estuary seablite Chenopodiaceae perennial herb (JanMay)Jul-OctNone None S2 1B.2 Suaeda taxifolia woolly seablite Chenopodiaceae perennial evergreen shrub
Jan-Dec None None S3S4 4.2
Symphyotrichum
defoliatum
San Bernardino
aster
Asteraceae perennial
rhizomatous herb
Jul-Nov None None S2 1B.2 Yes
Verbesina dissita big-leaved
crownbeard
Asteraceae perennial herb (Mar)Apr-Jul FT CT S1 1B.1
Showing 1 to 80 of 80 entries
Suggested Citation:

California Native Plant Society, Rare Plant Program. 2024. Rare Plant Inventory (online edition, v9.5). Website https://www.rareplants.cnps.org [accessed 21 August 2024].

Page 1818 of 1981 ends

4912-8105-4057, v. 1

CALIFORNIA DEPARTMENT OF FISH AND

WILDLIFE DATABASE SEARCH RESULTS

Page 1819 of 1981 ends

Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Accipiter cooperii
Cooper's hawk
ABNKC12040 None None G5 S4 WL
Actinemys pallida
southwestern pond turtle
ARAAD02032 Proposed
Threatened
None G2G3 SNR SSC
Agelaius tricolor
tricolored blackbird
ABPBXB0020 None Threatened G1G2 S2 SSC
Aimophila ruficeps canescens
southern California rufous-crowned sparrow
ABPBX91091 None None G5T3 S4 WL
Ammodramus savannarum
grasshopper sparrow
ABPBXA0020 None None G5 S3 SSC
Anaxyrus californicus
arroyo toad
AAABB01230 Endangered None G2G3 S2 SSC
Anniella stebbinsi
Southern California legless lizard
ARACC01060 None None G3 S3 SSC
Antrozous pallidus
pallid bat
AMACC10010 None None G4 S3 SSC
Aphanisma blitoides
aphanisma
PDCHE02010 None None G3G4 S2 1B.2
Aquila chrysaetos
golden eagle
ABNKC22010 None None G5 S3 FP
Arizona elegans occidentalis
California glossy snake
ARADB01017 None None G5T2 S2 SSC
Asio otus
long-eared owl
ABNSB13010 None None G5 S3? SSC
Aspidoscelis hyperythra
orange-throated whiptail
ARACJ02060 None None G5 S2S3 WL
Aspidoscelis tigris stejnegeri
coastal whiptail
ARACJ02143 None None G5T5 S3 SSC
Astragalus brauntonii
Braunton's milk-vetch
PDFAB0F1G0 Endangered None G2 S2 1B.1
Athene cunicularia
burrowing owl
ABNSB10010 None None G4 S2 SSC
Atriplex coulteri
Coulter's saltbush
PDCHE040E0 None None G3 S2 1B.2
Atriplex pacifica
south coast saltscale
PDCHE041C0 None None G4 S2 1B.2
Atriplex parishii
Parish's brittlescale
PDCHE041D0 None None G1G2 S1 1B.1
Quad IS (San Juan Capistrano (3311756) OR Laguna Beach (3311757) OR Dana Point (3311746) OR San Clemente (3311745) OR Canada Gobernadora (3311755) OR El Toro (3311766) OR Santiago Peak (3311765) OR Tustin (3311767)) Query Criteria:

Report Printed on Wednesday, August 21, 2024
Commercial Version -- Dated August, 2 2024 -- Biogeographic Data Branch Page 1 of 6 Information Expires 2/2/2025
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database

Page 1820 of 1981 ends

Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Atriplex serenana var. davidsonii
Davidson's saltscale
PDCHE041T1 None None G5T1 S1 1B.2
Bombus crotchii
Crotch's bumble bee
IIHYM24480 None Candidate
Endangered
G2 S2
Bombus pensylvanicus
American bumble bee
IIHYM24260 None None G3G4 S2
Branchinecta sandiegonensis
San Diego fairy shrimp
ICBRA03060 Endangered None G2 S1
Brodiaea filifolia
thread-leaved brodiaea
PMLIL0C050 Threatened Endangered G2 S2 1B.1
Buteo regalis
ferruginous hawk
ABNKC19120 None None G4 S3S4 WL
Calochortus weedii var. intermedius
intermediate mariposa-lily
PMLIL0D1J1 None None G3G4T3 S3 1B.2
Campylorhynchus brunneicapillus sandiegensis
coastal cactus wren
ABPBG02095 None None G5T3Q S2 SSC
Canyon Live Oak Ravine Forest
Canyon Live Oak Ravine Forest
CTT61350CA None None G3 S3.3
Centromadia parryi ssp. australis
southern tarplant
PDAST4R0P4 None None G3T2 S2 1B.1
Chaenactis glabriuscula var. orcuttiana
Orcutt's pincushion
PDAST20095 None None G5T1 S1 1B.1
Chaetodipus californicus femoralis
Dulzura pocket mouse
AMAFD05021 None None G5T3 S3
Chaetodipus fallax fallax
northwestern San Diego pocket mouse
AMAFD05031 None None G5T3T4 S3S4
Choeronycteris mexicana
Mexican long-tongued bat
AMACB02010 None None G3G4 S1 SSC
Chorizanthe polygonoides var. longispina
long-spined spineflower
PDPGN040K1 None None G5T3 S3 1B.2
Cicindela latesignata
western beach tiger beetle
IICOL02110 None None G2G3 S1
Circus hudsonius
northern harrier
ABNKC11011 None None G5 S3 SSC
Clinopodium chandleri
San Miguel savory
PDLAM08030 None None G2G3 S2 1B.2
Coccyzus americanus occidentalis
western yellow-billed cuckoo
ABNRB02022 Threatened Endangered G5T2T3 S1
Coelus globosus
globose dune beetle
IICOL4A010 None None G1G2 S1S2
Comarostaphylis diversifolia ssp. diversifolia
summer holly
PDERI0B011 None None G3T2 S2 1B.2
Report Printed on Wednesday, August 21, 2024
Commercial Version -- Dated August, 2 2024 -- Biogeographic Data Branch Page 2 of 6 Information Expires 2/2/2025
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database

Page 1821 of 1981 ends

Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Coturnicops noveboracensis
yellow rail
ABNME01010 None None G4 S2 SSC
Crotalus ruber
red-diamond rattlesnake
ARADE02090 None None G4 S3 SSC
Danaus plexippus plexippus pop. 1
monarch - California overwintering population
IILEPP2012 Candidate None G4T1T2Q S2
Dipodomys stephensi
Stephens' kangaroo rat
AMAFD03100 Threatened Threatened G2 S3
Dudleya blochmaniae ssp. blochmaniae
Blochman's dudleya
PDCRA04051 None None G3T2 S2 1B.1
Dudleya multicaulis
many-stemmed dudleya
PDCRA040H0 None None G2 S2 1B.2
Dudleya stolonifera
Laguna Beach dudleya
PDCRA040P0 Threatened Threatened G1 S1 1B.1
Dudleya viscida
sticky dudleya
PDCRA040T0 None None G2 S2 1B.2
Elanus leucurus
white-tailed kite
ABNKC06010 None None G5 S3S4 FP
Empidonax traillii extimus
southwestern willow flycatcher
ABPAE33043 Endangered Endangered G5T2 S3
Eremophila alpestris actia
California horned lark
ABPAT02011 None None G5T4Q S4 WL
Eryngium pendletonense
Pendleton button-celery
PDAPI0Z120 None None G1 S1 1B.1
Eucyclogobius newberryi
tidewater goby
AFCQN04010 Endangered None G3 S3 SSC
Eumops perotis californicus
western mastiff bat
AMACD02011 None None G4G5T4 S3S4 SSC
Euphorbia misera
cliff spurge
PDEUP0Q1B0 None None G5 S2 2B.2
Gila orcuttii
arroyo chub
AFCJB13120 None None G2 S2 SSC
Harpagonella palmeri
Palmer's grapplinghook
PDBOR0H010 None None G4 S3 4.2
Helianthus nuttallii ssp. parishii
Los Angeles sunflower
PDAST4N102 None None G5TX SX 1A
Hesperocyparis forbesii
Tecate cypress
PGCUP040C0 None None G2 S2 1B.1
Horkelia cuneata var. puberula
mesa horkelia
PDROS0W045 None None G4T1 S1 1B.1
Icteria virens
yellow-breasted chat
ABPBX24010 None None G5 S4 SSC
Report Printed on Wednesday, August 21, 2024
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Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database

Page 1822 of 1981 ends

Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Imperata brevifolia
California satintail
PMPOA3D020 None None G3 S3 2B.1
Isocoma menziesii var. decumbens
decumbent goldenbush
PDAST57091 None None G3G5T2T3 S2 1B.2
Lasiurus frantzii
western red bat
AMACC05080 None None G4 S3 SSC
Lasthenia glabrata ssp. coulteri
Coulter's goldfields
PDAST5L0A1 None None G4T2 S2 1B.1
Laterallus jamaicensis coturniculus
California black rail
ABNME03041 None Threatened G3T1 S2 FP
Lepechinia cardiophylla
heart-leaved pitcher sage
PDLAM0V020 None None G3 S2S3 1B.2
Lepidium virginicum var. robinsonii
Robinson's pepper-grass
PDBRA1M114 None None G5T3 S3 4.3
Lycium brevipes var. hassei
Santa Catalina Island desert-thorn
PDSOL0G0N0 None None G5T1Q S1 3.1
Monardella hypoleuca ssp. intermedia
intermediate monardella
PDLAM180A4 None None G4T2? S2? 1B.3
Monardella macrantha ssp. hallii
Hall's monardella
PDLAM180E1 None None G5T3 S3 1B.3
Myosurus minimus ssp. apus
little mousetail
PDRAN0H031 None None G5T2Q S2 3.1
Myotis yumanensis
Yuma myotis
AMACC01020 None None G5 S4
Nama stenocarpa
mud nama
PDHYD0A0H0 None None G4G5 S1S2 2B.2
Nasturtium gambelii
Gambel's water cress
PDBRA270V0 Endangered Threatened G1 S1 1B.1
Navarretia prostrata
prostrate vernal pool navarretia
PDPLM0C0Q0 None None G2 S2 1B.2
Neotoma lepida intermedia
San Diego desert woodrat
AMAFF08041 None None G5T3T4 S3S4 SSC
Nolina cismontana
chaparral nolina
PMAGA080E0 None None G3 S3 1B.2
Nyctinomops femorosaccus
pocketed free-tailed bat
AMACD04010 None None G5 S3 SSC
Nyctinomops macrotis
big free-tailed bat
AMACD04020 None None G5 S3 SSC
Oncorhynchus mykiss irideus pop. 10
steelhead - southern California DPS
AFCHA0209J Endangered Candidate
Endangered
G5T1Q S1
Onychomys torridus ramona
southern grasshopper mouse
AMAFF06022 None None G5T3 S3 SSC
Report Printed on Wednesday, August 21, 2024
Commercial Version -- Dated August, 2 2024 -- Biogeographic Data Branch Page 4 of 6 Information Expires 2/2/2025
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database

Page 1823 of 1981 ends

Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Passerculus sandwichensis beldingi
Belding's savannah sparrow
ABPBX99015 None Endangered G5T3 S3
Pentachaeta aurea ssp. allenii
Allen's pentachaeta
PDAST6X021 None None G4T1 S1 1B.1
Perognathus longimembris pacificus
Pacific pocket mouse
AMAFD01042 Endangered None G5T2 S2 SSC
Phacelia keckii
Santiago Peak phacelia
PDHYD0C4G1 None None G1 S1 1B.3
Phrynosoma blainvillii
coast horned lizard
ARACF12100 None None G4 S4 SSC
Plestiodon skiltonianus interparietalis
Coronado skink
ARACH01114 None None G5T5 S2S3 WL
Polioptila californica californica
coastal California gnatcatcher
ABPBJ08081 Threatened None G4G5T3Q S2 SSC
Pseudognaphalium leucocephalum
white rabbit-tobacco
PDAST440C0 None None G4 S2 2B.2
Quercus dumosa
Nuttall's scrub oak
PDFAG050D0 None None G3 S3 1B.1
Rallus obsoletus levipes
light-footed Ridgway's rail
ABNME05014 Endangered Endangered G3T1T2 S1 FP
Rhinichthys osculus ssp. 8
Santa Ana speckled dace
AFCJB3705K None None G5T1 S1 SSC
Salvadora hexalepis virgultea
coast patch-nosed snake
ARADB30033 None None G5T4 S3 SSC
Senecio aphanactis
chaparral ragwort
PDAST8H060 None None G3 S2 2B.2
Setophaga petechia
yellow warbler
ABPBX03010 None None G5 S3 SSC
Sidalcea neomexicana
salt spring checkerbloom
PDMAL110J0 None None G4 S2 2B.2
Sorex ornatus salicornicus
southern California saltmarsh shrew
AMABA01104 None None G5T1? S1 SSC
Southern Coast Live Oak Riparian Forest
Southern Coast Live Oak Riparian Forest
CTT61310CA None None G4 S4
Southern Coastal Salt Marsh
Southern Coastal Salt Marsh
CTT52120CA None None G2 S2.1
Southern Cottonwood Willow Riparian Forest
Southern Cottonwood Willow Riparian Forest
CTT61330CA None None G3 S3.2
Southern Dune Scrub
Southern Dune Scrub
CTT21330CA None None G1 S1.1
Southern Foredunes
Southern Foredunes
CTT21230CA None None G2 S2.1
Report Printed on Wednesday, August 21, 2024
Commercial Version -- Dated August, 2 2024 -- Biogeographic Data Branch Page 5 of 6 Information Expires 2/2/2025
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database

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Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Southern Mixed Riparian Forest
Southern Mixed Riparian Forest
CTT61340CA None None G2 S2.1
Southern Riparian Scrub
Southern Riparian Scrub
CTT63300CA None None G3 S3.2
Southern Sycamore Alder Riparian Woodland
Southern Sycamore Alder Riparian Woodland
CTT62400CA None None G4 S4
Spea hammondii
western spadefoot
AAABF02020 Proposed
Threatened
None G2G3 S3S4 SSC
Sternula antillarum browni
California least tern
ABNNM08103 Endangered Endangered G4T2T3Q S2 FP
Streptocephalus woottoni
Riverside fairy shrimp
ICBRA07010 Endangered None G1G2 S2
Suaeda esteroa
estuary seablite
PDCHE0P0D0 None None G3 S2 1B.2
Symphyotrichum defoliatum
San Bernardino aster
PDASTE80C0 None None G2 S2 1B.2
Taricha torosa
Coast Range newt
AAAAF02032 None None G4 S4 SSC
Taxidea taxus
American badger
AMAJF04010 None None G5 S3 SSC
Thamnophis hammondii
two-striped gartersnake
ARADB36160 None None G4 S3S4 SSC
Tryonia imitator
mimic tryonia (=California brackishwater snail)
IMGASJ7040 None None G2 S2
Valley Needlegrass Grassland
Valley Needlegrass Grassland
CTT42110CA None None G3 S3.1
Verbesina dissita
big-leaved crownbeard
PDAST9R050 Threatened Threatened G1G2 S1 1B.1
Vireo bellii pusillus
least Bell's vireo
ABPBW01114 Endangered Endangered G5T2 S3
Record Count: 118
Report Printed on Wednesday, August 21, 2024
Commercial Version -- Dated August, 2 2024 -- Biogeographic Data Branch Page 6 of 6 Information Expires 2/2/2025
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database

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4912-8105-4057, v. 1

BUILT ENVIRONMENT INVENTORY AND

EVALUATION REPORT

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Built Environment Inventory and
Evaluation Report
La Paz Village Senior Housing
Project, Laguna Hills,
Orange County, California
FEBRUARY 2025
Prepared for:

CITY OF LAGUNA HILLS
24035 El Toro Road
Laguna Hills, California 92653
Contact: Jay Wuu
Prepared by:

Katie Ahmanson, MHC
Claire Cancilla, MSHP
Monte Kim, Ph.D.
1810 13th Street, Suite 110
Sacramento, California 95811
Contact: Monte Kim, Ph.D.
[email protected]
916.584.7823

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15408.02 i
FEBRUARY 2025
Acknowledgments
Primary Report Authors: This report was primarily prepared by Secretary of the Interior qualified Architectural Historian Katie Ahmanson, MHC.

Report Contributions: The report was prepared with contributions from Architectural Historian Claire Cancilla, MSHP.

Senior Architectural Historian Monte Kim, Ph.D. provided senior-level review of the report.

Team Support: Carmen Gardner, GIS Analyst, managed the geographic information system data and created the figures in the report.

Intended Use: This report is intended for the Client’s and its representatives’ exclusive use. Based on the results of Dudek’s investigation, it contains professional conclusions and recommendations concerning the potential for project-related impacts to cultural resources. It should not be considered to constitute project clearance with regard to the treatment of cultural resources or permission to proceed with the project described in lieu of review by the appropriate reviewing or permitting agency. This report should be submitted to the appropriate federal, state, and local review agencies for their comments prior to the commencement of the project.

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LA PAZ VILLAGE SENIOR HOUSING PROJECT, LAGUNA HILLS, ORANGE COUNTY, CALIFORNIA / BUILT

ENVIRONMENT INVENTORY AND EVALUATION REPORT
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Executive Summary
The City of Laguna Hills retained Dudek to prepare a Built Environment Inventory and Evaluation Report for the proposed La Paz Village Senior Housing Project (project) in Laguna Hills, Orange County, California. The project site encompasses two buildings at the La Paz Village commercial complex located at 25254 La Paz Road (APN 620- 211-17), constructed in 1974 (Figure 1, Project Location). Additionally, there are three (3) historic age properties directly adjacent to the proposed project site that have been historically associated with the La Paz Village commercial complex, located at 25250 La Paz Road (APN 620-211-18), 25252 La Paz Road (APN 620-211-15), and 25758 La Paz Road (APN 620-211-09). This report includes the formal recordation and evaluation of the entire La Paz Village commercial complex (subject properties).

The project proposes to demolish the majority of the buildings on the project site for the construction of a 5-story, 180-unit, senior housing building. The purpose of this report is to determine if the project would adversely affect any historic properties pursuant to the California Environmental Quality Act. These efforts included the development of a study area or Area of Potential Impacts (API), an intensive-level survey of the API for built resources of historic age (45 years of age or older), building development and archival research, the creation of appropriate historic contexts, and recordation and evaluation of historic-era properties located in the API under National Register of Historic Places (NRHP) and California Register of Historical Resources (CRHR) listing criteria.

Dudek archival research and field survey identified four historic-era properties in the API (Figure 2, Area of Potential Impacts). Dudek concludes that none of the subject properties are eligible for listing in the NRHP or CRHR due to a lack of significant associations and architectural merit. The recommended California Historical Resource Status Code for the property is 6Z, meaning it was found ineligible for the NRHP or CRHR through survey evaluation.

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LA PAZ VILLAGE SENIOR HOUSING PROJECT, LAGUNA HILLS, ORANGE COUNTY, CALIFORNIA / BUILT

ENVIRONMENT INVENTORY AND EVALUATION REPORT
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Table of Contents
SECTION PAGE NO.

Acknowledgments...............................................................................................................................................................i Executive Summary .......................................................................................................................................................... iii Acronyms and Abbreviations........................................................................................................................................... vii 1 Introduction ..........................................................................................................................................................1

1.1 Project Location......................................................................................................................................1

1.2 Project Description .................................................................................................................................1

1.3 Regulatory Setting ..................................................................................................................................5

1.3.1 Federal.......................................................................................................................................5

1.3.2 State ..........................................................................................................................................6

1.4 Area of Potential Impacts.......................................................................................................................8

1.4.1 Area of Potential Impacts for the Proposed Project................................................................9 2 Literature Review, Background Research, and Methods ............................................................................... 13

2.1 CHRIS Records Search........................................................................................................................ 13

2.1.1 Previously Conducted Cultural Resource Study................................................................... 13

2.2 Additional Records Reviewed ............................................................................................................. 14

2.3 Interested Party Correspondence....................................................................................................... 15

2.4 Field Survey ......................................................................................................................................... 15 3 Historic Context................................................................................................................................................. 17

3.1 Historical Overview of Laguna Hills .................................................................................................... 17

3.2 Development of La Paz Village Commercial Complex....................................................................... 18

3.3 Typology: Neighborhood Shopping Centers (1950-1990)................................................................ 19 4 Results of Identification and Evaluation Efforts.............................................................................................. 21

4.1 Survey Results ..................................................................................................................................... 21

4.2 Descriptions of Resources in the API ................................................................................................. 21

4.3 Statement of Significance................................................................................................................... 29 5 Findings and Conclusions................................................................................................................................. 33 6 References ........................................................................................................................................................ 35 TABLES
1 Resources Located within the Area of Potential Impacts for Built Resources.............................................. 10 2 Previous Built Environment Resources Study within the API ......................................................................... 13 3 Built Environment Property Recorded in the API............................................................................................. 21

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Laguna Hills City CouncilSeptember 23, 2025

Laguna Hills City Council
September 23, 2025