Cities Index.
Attachment 5k - PC Report-E_Prelim Geotechnical Report_Part-2

Riverside City Council
May 20, 2025

Document
Attachment 5k - PC Report-E_Prelim Geotechnical Report_Part-2
Meeting
May 20, 2025
Body
Riverside City Council
Original file
10.3 MB
Text extracted from the city's file for reading and search. Open the original on riversideca.legistar1.com. That file is the official record.

4B
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
SD809
24-0011
Riverside Community Hospital
HCA Design and Construction
CROSS SECTION A-A’
(GARAGE SITE)
EXPLANATION:EXPLANATION:

Artificial fill (Holocene):

Mostly silty sand, clayey sand and sandy
silt placed in previous grading operations.

Young Alluvium (Holocene):

Unconsolidated alluvium consisting of fine to
coarse grained sand and lesser gravel and silt.

Old Alluvium (Pleistocene):

Slightly indurated, sandy alluvial fan deposits
associated with the Santa Ana River system.

B-4
B-4
B-5
CPT-2
CPT-2
B-2
B-2 B-3
B-3
CPT-1
CPT-1
OLD ALLUVIUM (Qoa)
OLD ALLUVIUM (Qoa)
YOUNG ALLUVIUM (Qya)
YOUNG

ALLUVIUM
(Qya)
YOUNG

ALLUVIUM
(Qya)
COMPACTED FILL (Section 6.3.3)
810’ 810’
790’ 790’
780’ 780’
770’ 770’
760’ 760’
750’ 750’
740’ 740’
820’ 820’
830’ 830’
840’ 840’
850’ 850’
ELEVATION [FT]
800’ 800’
CPT-3
CPT-3
B-6

VERTICAL
SCALE (FT):
0 105
1 1
1 1 1
2 GARAGE (N)
B-1
B-1
10 10
11 21
23 27
33 SM
SP-SM
SW-SM
CL
SC
CL
N60
5 9
7 24
13 35
29 48
SM
SM
CL
SC
SM
CL
SW-SM
SW
N60
21 16
20 20
82 35
49 SW-SM
SW-SM
SC
N60
7 5
16 86
100+
93 SM
SC
SW-SM
SW
N60
B-5
5 21
75 41
32 95
ML
SM
SC
SW
SW-SC
N60
B-6
5 49
69 100+
62 SM
SC
SW
SW-SM
N60
Qc
Qc
Qc
Groundwater
EL. 762’ (2024)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 4C
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
SD809
24-0011
Riverside Community Hospital
HCA Design and Construction
CROSS SECTION B-B’
(TOWER SITE)
EXPLANATION:EXPLANATION:

Artificial fill (Holocene):

Mostly silty sand, clayey sand and sandy
silt placed in previous grading operations.

Young Alluvium (Holocene):

Unconsolidated alluvium consisting of fine to
coarse grained sand and lesser gravel and silt.

Old Alluvium (Pleistocene):

Slightly indurated, sandy alluvial fan deposits
associated with the Santa Ana River system.

B-8
B-7
B-8
B-1
B-2
(2007)
(2007)
(2007)
(Vs)
(2007)
B-10
CPT-5
CPT-5
OLD

ALLUVIUM
(Qoa)
OLD

ALLUVIUM
(Qoa)
YOUNG

ALLUVIUM
(Qya)

COMPACTED FILL
(see Section 6.3.3)
FILL
810’ 810’
790’ 790’
780’ 780’
770’ 770’
760’ 760’
750’ 750’
740’ 740’
820’ 820’
830’ 830’
840’
850’ 850’
ELEVATION [FT]
800’ 800’
CPT-4
CPT-4

VERTICAL
SCALE (FT):
0 105
1 1
TOWER (N) 840’
Qc
Qc
B-8
11 10
100+
75 66
100+
SM
SP-SM
SW-SM
SW
N60
B-10
24 30
27 33
28 71
47 64
80 77
ML
SM
ML
ML
SM
SM
SP-SM
N60
Groundwater
EL. 762’ (2024)
11 5
21 48
36 34
SM
ML
SM
SP-SM
N60
B-9
B-9

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 5A

REGIONAL FAULT MAP
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
SD809
24-0011
Riverside Community Hospital
HCA Design and Construction

SITESITE
REFERENCE: Google Earth (2022). Imagery Date: May 30.USGS Quaternary Fault and Fold Database, SCALE (KM):
0 42

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 5B

FEMA FLOOD MAP
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
SD809
24-0011

NO SCALE
Riverside Community Hospital
HCA Design and Construction

GARAGE (N)

TOWER (N)
EXPLANATION:

FEMA 100-Year Flood Zone AE:

The approximate limits of the FEMA 100-year flood
within the Tequesquito Arroyo are shown in blue.
100-Year
Flood Zone
(Blue)
FEMA 100-Year Flood Elevations;
The approximate elevations of the 100-year flood
within the Tequesquito Arroyo is also shown [MSL].

Reference: FEMA (2021). Map 06065C0710G, .FEMA’s National Flood Hazard Layer (NFHL) Viewer, https://hazards-fema.maps.arcgis.com/apps/webappviewer

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000

SHALLOW FOUNDATIONS

MINIMUM FOOTING
WIDTH = 18 INCHES

INTERIOR CONTINUOUS FOOTING

CONCRETE SLAB

VAPOR MEMBRANE AND SAND

MINIMUM

FOOTING
DEPTH
= 24 INCHES

FINISHED PAD SUBGRADE

MINIMUM

FOOTING
DEPTH = 24 INCHES

CONCRETE SLAB
MINIMUM FOOTING WIDTH = 18 INCHES

VAPOR MEMBRANE AND SAND

SQUARE FOOTING

FINISHED PAD SUBGRADE

FINISHED PAD SUBGRADE

CONCRETE SLAB

MINIMUM

FOOTING
WIDTH
= 18 INCHES

EXTERIOR CONTINUOUS FOOTING
VAPOR

MEMBRANE

AND SAND

MINIMUM

FOOTING
DEPTH
= 24 INCHES

FINISHED PAD

SUBGRADE
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
6 PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 7A
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) Pile uplift capacity is 0.7 times the factored skin friction shown above. 2) All piles should be embedded at least 10-feet into dense Old Alluvium.

FACTORED CAPACITY [KIPS]
(24-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(30-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(36-INCH DIAMETER PILE)

AXIAL PILE CAPACITY
(GARAGE SITE - NORTH)
Total Factored Resistance (LRFD) Factored End Bearing (0.5) Factored Skin Friction (0.7) Riverside Community Hospital HCA Design and Construction
SD809
24-0011PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 7B
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) Pile uplift capacity is 0.7 times the factored skin friction shown above. 2) All piles should be embedded at least 10-feet into dense Old Alluvium.

FACTORED CAPACITY [KIPS]
(24-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(30-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(36-INCH DIAMETER PILE)

AXIAL PILE CAPACITY
(GARAGE SITE - SOUTH)
Total Factored Resistance (LRFD) Factored End Bearing (0.5) Factored Skin Friction (0.7) Riverside Community Hospital HCA Design and Construction
SD809
24-0011PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 7C
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
2) All piles should be embedded at least 10-feet into dense Old Alluvium.

FACTORED CAPACITY [KIPS]
(24-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(30-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(36-INCH DIAMETER PILE)

AXIAL PILE CAPACITY
(TOWER SITE - WEST)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Total Factored Resistance (LRFD) Factored End Bearing (0.7) Factored Skin Friction (0.7)1) Pile uplift capacity is 0.7 times the factored skin friction shown above. 0 5
10 15
20 25
30 35
40 45
50 55
60 0 100 200 300 400 500 600 700
Depth below Pile Head (ft)
0 5
10 15
20 25
30 35
40 45
50 55
60 0 100 200 300 400 500 600 700 800
0 5
10 15
20 25
30 35
40 45
50 55
60 0 100 200 300 400 500 600 700 800 900

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 7D
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
2) All piles should be embedded at least 10-feet into dense Old Alluvium.

FACTORED CAPACITY [KIPS]
(24-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(30-INCH DIAMETER PILE)
FACTORED CAPACITY [KIPS]
(36-INCH DIAMETER PILE)

AXIAL PILE CAPACITY
(TOWER SITE - EAST)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
1) Pile uplift capacity is 0.7 times the factored skin friction shown above. Total Factored Resistance (LRFD) Factored End Bearing (0.7) Factored Skin Friction (0.7) 0 5
10 15
20 25
30 35
40 45
50 55
60 0 100 200 300 400 500 600 700 800
Depth below Pile Head (ft)
0 5
10 15
20 25
30 35
40 45
50 55
60 0 100 200 300 400 500 600 700 800 900
0 5
10 15
20 25
30 35
40 45
50 55
60 0 200 400 600 800 1000

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 8A
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.24-inch diameter 2) The analyses assume at least 10-foot embedment into dense Old Alluvium, with 4,000 psi concrete strength and (6) No. 10 transverse bars (Grade 60). LATERAL PILE CAPACITY (GARAGE SITE - NORTH)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Shear Force (kips)
Depth (ft)
-40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Bending Moment (in-kips)
Depth (ft)
-6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 8B
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.24-inch diameter 2) The analyses assume at least 10-foot embedment into dense Old Alluvium, with 4,000 psi concrete strength and (6) No. 10 transverse bars (Grade 60). LATERAL PILE CAPACITY (GARAGE SITE - SOUTH)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Shear Force (kips)
Depth (ft)
-40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Bending Moment (in-kips)
Depth (ft)
-6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 8C
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.24-inch diameter 2) The analyses assume at least 10-foot embedment into dense Old Alluvium, with 4,000 psi concrete strength and (6) No. 10 transverse bars (Grade 60). LATERAL PILE CAPACITY (TOWER SITE - WEST)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Shear Force (kips)
Depth (ft)
-40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Bending Moment (in-kips)
Depth (ft)
-6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Bending Moment (in-kips)
Depth (ft)
-6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
8D
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.24-inch diameter 2) These analyses assume the eastern Tower piles are completely embedded within dense Old Alluvium, with a pile cut-off below Elevation 810 feet (MSL). LATERAL PILE CAPACITY (TOWER SITE - EAST)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Shear Force (kips)
Depth (ft)
-40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
8E
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.30-inch diameter 2) The analyses assume at least 10-foot embedment into dense Old Alluvium, with 4,000 psi concrete strength and (6) No. 14 transverse bars (Grade 60). LATERAL PILE CAPACITY (GARAGE SITE - NORTH)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Shear Force (kips)
Depth (ft)
-40 -20 0 20 40 60 80 100 120 140 160 180
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Bending Moment (in-kips)
Depth (ft)
-1.2E04 -1E04 -8000 -6000 -4000 -2000 0 2000 4000 6000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 8F
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.30-inch diameter 2) The analyses assume at least 10-foot embedment into dense Old Alluvium, with 4,000 psi concrete strength and (6) No. 14 transverse bars (Grade 60). LATERAL PILE CAPACITY (GARAGE SITE - SOUTH)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Shear Force (kips)
Depth (ft)
-60 -40 -20 0 20 40 60 80 100 120 140 160 180
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Bending Moment (in-kips)
Depth (ft)
-1.2E04 -1E04 -8000 -6000 -4000 -2000 0 2000 4000 6000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
8G
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single , 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.30-inch diameter 2) The analyses assume at least 10-foot embedment into dense Old Alluvium, with 4,000 psi concrete strength and (6) No. 14 transverse bars (Grade 60). LATERAL PILE CAPACITY (TOWER SITE - WEST)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Shear Force (kips)
Depth (ft)
-40 -20 0 20 40 60 80 100 120 140 160 180
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Load Case 1
Load Case 2
Load Case 3
Load Case 4
Load Case 5
Load Case 6
Bending Moment (in-kips)
Depth (ft)
-1.2E04 -1E04 -8000 -6000 -4000 -2000 0 2000 4000 6000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Lateral Pile Deflection (inches)
Depth (ft)
-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
8H
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000
NOTES:
1) The approximate lateral response of a single r, 40-foot long pile is shown in the deflection, shear and moment diagrams provided above.30-inch diamete 2) These analyses assume the eastern Tower piles are completely embedded within dense Old Alluvium, with a pile cut-off below Elevation 810 feet (MSL). LATERAL PILE CAPACITY (TOWER SITE - EAST)
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
Shear Force (kips)
Depth (ft)
-60 -40 -20 0 20 40 60 80 100 120 140 160 180 200
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
½” (Fixed Head)
1” (Free Head)
1” (Fixed Head)
Bending Moment (in-kips)
Depth (ft)
-1.2E04 -1E04 -8000 -6000 -4000 -2000 0 2000 4000 6000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
¼” (Free Head)
¼” (Fixed Head)
½” (Free Head)
1” (Free Head)
1” (Free Head)
1” (Fixed Head)

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 9A
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000

GROUND SURFACE
H
D

CANTILEVER

SHORING
PA
H/3
FR,PA
ƒTOE

ALLOWABLE PASSIVE

SOIL RESISTANCE
= 300 PCF
P = 0.3qS
q
EARTH

PRESSURE

TRAFFIC AND

CONSTRUCTION

SURCHARGE

GROUND SURFACE

ALLOWABLE SOIL FRICTION
( ) = 700 PSFƒTOE
(ASSUMES CONCRETE PILE

EMBEDDED IN COMPETENT MATERIAL)
1 FOOTNOTES:

1. ACTIVE LATERAL EARTH PRESSURE, PA
-WITH LEVEL BACKFILL: P = 35 PCFA
-WITH 2:1 SLOPING BACKFILL: P = 55 PCFA

2. ASSUMES NO HYDROSTATIC PRESSURE.

3. H IS MEASURED IN FEET.

4. FIGURE SHOULD BE USED WITH GEOTECHNICAL REPORT.

5. FOR PRELIMINARY DESIGN.

6. SURCHARGES FROM CONSTRUCTION EQUIPMENT, EXCAVATED

SOIL, CONSTRUCTION MATERIALS, TRAFFIC LOADING OR OTHER
UNIFORM LOADING (q) ABOVE THE WALL SHOULD BE

CALCULATED USING THE SURCHARGE LATERAL EARTH
PRESSURE, P . POINT LOADS OR OTHER SURCHARGES CAN BE
S
EVALUATED UPON REQUEST.

TOTAL ALLOWABLE PASSIVE RESISTANCE
PER SOLDIER PILE =

UNIT ALLOWABLE PASSIVE RESISTANCE
X

TWICE THE CONCRETED

SOLDIER PILE WIDTH

LATERAL EARTH PRESSURES

FOR CANTILEVER SHORING
SD809
24-0011
Riverside Community Hospital
HCA Design and Construction

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 9B
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000

LATERAL EARTH PRESSURES

FOR BRACED OR ANCHORED SHORING
NOTES:

1. ACTIVE LATERAL EARTH PRESSURE, PA
-WITH LEVEL BACKFILL: P = 21H A
-WITH 2:1 SLOPING BACKFILL: P = 35HA

2. ASSUMES NO HYDROSTATIC PRESSURE.

3. VALUES ASSUME SHORED MATERIAL IS

GRANULAR ON-SITE SOIL AS DESCRIBED IN THE
REPORT OF GEOTECHNICAL INVESTIGATION.

4. H IS MEASURED IN FEET.

5. FIGURE SHOULD BE USED WITH GEOTECHNICAL REPORT.

6. FOR PRELIMINARY DESIGN.

7. SURCHARGES FROM CONSTRUCTION EQUIPMENT, EXCAVATED SOIL, CONSTRUCTION MATERIALS, TRAFFIC LOADING OR OTHER UNIFORM LOADING (q)

ABOVE THE WALL SHOULD BE CALCULATED USING THE SURCHARGE LATERAL EARTH PRESSURE, P . POINT LOADS OR OTHER SURCHARGES CAN BE S
EVALUATED UPON REQUEST.

TRAFFIC AND

CONSTRUCTION

SURCHARGE
EARTH

PRESSURE

ASSUMED

SLIP PLANE

SOLDIER
PILE
15° MINIMUM

ANCHORS ASSUMED

EFFECTIVE BEHIND

THE SLIP PLANE ONLY
6 INCH

MINIMUM DIAMETER

AFTER TESTING

FILL THIS PORTION

WITH GROUT

ALLOWABLE PASSIVE

SOIL RESISTANCE
= 300 PCF

ULTIMATE ANCHOR RESISTANCE
(PRESSURE GROUTED)
= 10 TO 15 PSI
5 FEET
ƒTOE
ALLOWABLE SOIL FRICTION ( ) = 700 PSFƒTOE
(ASSUMES CONCRETE FOOTING EMBEDDED

IN COMPETENT MATERIAL)

TIEBACK

ANCHORS
P = 0.3qS PA
q

GROUND SURFACE

GROUND SURFACE
1 FOOT
~28
0 MINIMUM UNBONDED
LENGTH: 15 FEET

TOTAL ALLOWABLE PASSIVE RESISTANCE
PER SOLDIER PILE =

UNIT ALLOWABLE PASSIVE RESISTANCE
X

TWICE THE CONCRETED

SOLDIER PILE WIDTH
Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
H

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 9C
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000

LATERAL EARTH PRESSURES

FOR YIELDING RETAINING WALLS
NOTES:

1. PASSIVE PRESSURES MAY BE INCREASED BY ⅓
DURING SEISMIC LOADING. THE UPPER 12 INCHES

OF MATERIALNOT PROTECTED BY CONCRETE SLABS

OR PAVEMENTS SHOULD NOT BE INCLUDED IN THE
ESTIMATION OF PASSIVE RESISTANCE.

2. ASSUMES NO HYDROSTATIC PRESSURE.AWALL

BACK DRAIN SHOULD BE INSTALLEDAS

RECOMMENDED IN THEWALL DRAINAGE DETAIL
FIGURE.

3. SURCHARGES FROM CONSTRUCTION EQUIPMENT,

EXCAVATED SOIL, TRAFFIC LOADING OR OTHER

UNIFORM LOADINGABOVE THE WALLSHOULD BE

CALCULATED USING THE SURCHARGE LATERAL
EARTH PRESSURE, P . POINT LOADS OR OTHER
S
SURCHARGES CAN BE EVALUATED UPON REQUEST.

4. SEISMIC INCREMENT LATERALEARTH PRESSURE
( P ) IS BASED ONADESIGN-LEVELPEAK GROUNDΔ E
ACCELERATION OF 0.41g. SEISMIC INCREMENT

SHOULD BEAPPLIED TO WALLS SIX FEET OR
GREATER IN HEIGHT.

5. ‘H’AND ‘D’ARE MEASURED IN FEET.

6. PRESSURESASSUME GRANULARAND

NON-EXPANSIVE SOILMATERIALS COMPACTEDAS
RECOMMENDED IN THE GEOTECHNICALREPORT.

LATERAL EARTH PRESSURES

LATERAL EARTH PRESSURES

ACTIVE, PA

LATERAL EARTH

PRESSURE TYPE EQUIVALENT FLUID PRESSURE (PCF)
LEVEL BACKFILL 2:1 SLOPING BACKFILL
35 55

SEISMIC
INCREMENT, P * ΔE
PASSIVE, P **P 300
23 0.3qSURCHARGE, PS
PP ΔPE
H
D
q
D/3
FR,PP
PA
H/3
FR,PA
H/3
FR,PE
2:1 SLOPING BACKFILL
1’ MIN

LEVEL GROUND

LEVEL BACKFILL

RETAINING
WALL
PS
H/2
FR,PS

COMPACTED FILL
*SEISMIC PRESSURE, P = P + PAE A E Δ
**PASSIVE RESISTANCE VERSUS DISPLACEMENT CURVES CAN
BE PROVIDED UPON REQUEST.
8’ MIN
SLOPE

SETBACK
SD809
24-0011
Riverside Community Hospital
HCA Design and Construction

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 9D
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000

LATERAL EARTH PRESSURES

FOR BRACED RETAINING WALLS
8’ MIN
SLOPE

SETBACK
PP ΔPE
H
D
q
D/3
FR,PP
P0
H/3
FR,P0
H/3
FR,PE
2:1 SLOPING BACKFILL
1’ MIN

LEVEL BACKFILL

RETAINING
WALL
PS
H/2
FR,PS

RESTRAINING
FORCE

LATERAL EARTH PRESSURES

LATERAL EARTH

PRESSURE TYPE EQUIVALENT FLUID PRESSURE (PCF)
*SEISMIC PRESSURE, P = P + P (SEE FIGURE 9C)AE A E Δ
**PASSIVE RESISTANCE VERSUS DISPLACEMENT CURVES CAN
BE PROVIDED UPON REQUEST.

SEISMIC
INCREMENT, P * ΔE
PASSIVE, P **P

0.5qSURCHARGE, PS
(SEE FIGURE 9C)
300

LEVEL GROUND
NOTES:

1. PASSIVE PRESSURES MAY BE INCREASED BY ⅓
DURING SEISMIC LOADING. THE UPPER 12 INCHES

OF MATERIALNOT PROTECTED BY CONCRETE SLABS

OR PAVEMENTS SHOULD NOT BE INCLUDED IN THE
ESTIMATION OF PASSIVE RESISTANCE.

2. ASSUMES NO HYDROSTATIC PRESSURE.AWALL

BACK DRAIN SHOULD BE INSTALLEDAS

RECOMMENDED IN THEWALL DRAINAGE DETAIL
FIGURE.

3. SURCHARGES FROM CONSTRUCTION EQUIPMENT,

EXCAVATED SOIL, TRAFFIC LOADING OR OTHER

UNIFORM LOADINGABOVE THE WALLSHOULD BE

CALCULATED USING THE SURCHARGE LATERAL
EARTH PRESSURE, P . POINT LOADS OR OTHER
S
SURCHARGES CAN BE EVALUATED UPON REQUEST.

4. SEISMIC INCREMENT LATERALEARTH PRESSURE
( P ) IS BASED ONADESIGN-LEVELPEAK GROUNDΔ E
ACCELERATION OF 0.41g. SEISMIC INCREMENT

SHOULD BEAPPLIED TO WALLS SIX FEET OR
GREATER IN HEIGHT.

5. ‘H’AND ‘D’ARE MEASURED IN FEET.

6. PRESSURESASSUME GRANULARAND

NON-EXPANSIVE SOILMATERIALS COMPACTEDAS
RECOMMENDED IN THE GEOTECHNICALREPORT.

Riverside Community Hospital
HCA Design and Construction
SD809
24-0011
60 90COMPACTED FILL
AT-REST, PO LEVEL BACKFILL 2:1 SLOPING BACKFILL

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 9E
9245 ACTIVITY ROAD, SUITE 103
SAN DIEGO, CA 92126 (858) 536-1000

WALL DRAINAGE DETAILS

ROCK AND FABRIC

ALTERNATIVE

PANEL DRAIN

ALTERNATIVE
12”12”

COMPACTED

BACKFILL COMPACTED

BACKFILL

DAMP-PROOFING OR WATER-

PROOFING AS REQUIRED DAMP-PROOFING OR WATER-

PROOFING AS REQUIRED
12-INCH

MINIMUM
MINUS 3/4-INCH CRUSHED ROCK

ENVELOPED IN FILTER FABRIC
(MIRAFI 140NL, SUPAC 4NP, OR

APPROVED SIMILAR)
4-INCH DIAM. PVC

PERFORATED PIPE
4-INCH DIAM. PVC

PERFORATED PIPE

GEOCOMPOSITE

PANEL DRAIN
1 CU. FT. PER LINEAR FOOT OF
MINUS 3/4-INCH CRUSHED

ROCK ENVELOPED IN

FILTER FABRIC

WEEP-HOLE

ALTERNATIVE

WEEP-HOLE

ALTERNATIVE
1) Perforated pipe should outlet through a solid pipe to a free gravity outfall. Perforated pipe and outlet pipe should have a fall of at least 1%. 2) As an alternative to the perforated pipe and outlet, weep-holes may be constructed. Weep-holes should be at least 2 inches in diameter, spaced no greater than 8 feet, and be located just above grade at the bottom of wall. 3) Filter fabric should consist of Mirafi 140N, Supac 5NP, Amoco 4599, or similar approved fabric. Filter fabric should be overlapped at least 6-inches. 4) Geocomposite panel drain should consist of Miradrain 6000, J-DRain 400, Supac DS-15, or approved similar product.

NOTES
24-0011
SD809
Riverside Community Hospital
HCA Design and Construction

PROJECT NAME

PROJECT NUMBER

DOCUMENT NUMBER

FIGURE NUMBER
GROUP DELTA CONSULTANTS, INC.

ENGINEERS AND GEOLOGISTS
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

APPENDIX A

FIELD EXPLORATION

PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

N:\Projects\SD\SD800\SD809 HCA, Riverside Hospital Investigation\9. Reports\24-0011\24-0011.doc

APPENDIX A

FIELD EXPLORATION

The field exploration program included a geologic reconnaissance of the site, the advancement of 5 cone penetrometer test ( CPT) soundings, the drilling of 10 exploratory boring s, and borehole percolation testing at 12 locations. The subsurface explorations and field infiltration tests were completed between March 22nd and April 5th, 2024. The CPT soundings were advanced by Kehoe Testing and Engineering . The exploratory borings were advanced by Yellow Jacket Drilling. The infiltration tests were completed by Group Delta personnel using a hand auger. The exploration locations are shown on the Exploration Plans, Figures 3A to 3C. The CPT data and interpreted soil profiles are presented in Figures A-1 to A-5. Boring Records are provided in Figures A-6 to A-15. The field infiltration test results are discussed in the text of this report and presented in detail in the figures of Appendix D. The subsurface explorations are summarized in the table below.

Exploration
ID
Exploration
Date Latitude Longitude Ground Surface
Elevation [FT]
Exploration
Depth [FT]
Figure
No.

CPT-1 03/22/24 33.977986° -117.382803° 800 34.0 A-1
CPT-2 03/22/24 33.977770° -117.383393° 796 37.5 A-2
CPT-3 03/22/24 33.977144° -117.383833° 793 20.7 A-3
CPT-4 03/22/24 33.976485° -117.383034° 794 25.0 A-4
CPT-5 03/22/24 33.976042° -117.381919° 839 54.7 A-5
B-01 04/04/24 33.978130° -117.383124° 800 36½ A-6
B-02 04/01/24 33.977907° -117.383271° 798 51½ A-7
B-03 04/02/24 33.977754° -117.382979° 798 36½ A-8
B-04 04/04/24 33.977536° -117.383915° 794 31 A-9
B-05 04/04/24 33.977440° -117.383294° 796 31½ A-10
B-06 04/03/24 33.977308° -117.384145° 794 31½ A-11
B-07 04/04/24 33.976992° -117.383266° 794 28 A-12
B-08 04/01/24 33.976503° -117.383073° 794 30 A-13
B-09 04/05/24 33.976063° -117.382178° 832 31½ A-14
B-10 04/02/24 33.976190° -117.381820° 838 51½ A-15

The 10 CPT soundings were advanced by Kehoe Testing and Engineering in general accordance with ASTM D5778 using a 30-ton truck mounted rig with a 15 cm2 cone. Integrated electronic circuitry was used to measure the tip resistance (Qc) and skin friction (Fs) at one-inch intervals while the CPT was advanced into the soil using hydraulic down pressure. Note that each of the CPT soundings was pushed to practical refusal, as indicated by a CPT tip resistance in excess of 700 tons per square foot (TSF). A piezometer located behind the cone tip also measured transient pore pressure (u).

The CPT data was used to characterize the soil profile are based on normalized cone resistance and friction ratio interpretations (Robertson, 2010). The first figure for each CPT sounding presents both the raw CPT data and the interpreted soil profile (Figures A-1a to A-5a). The raw CPT data is also shown in more detail in the following Figures A-1b to A-5b for each CPT sounding.

PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

N:\Projects\SD\SD800\SD809 HCA, Riverside Hospital Investigation\9. Reports\24-0011\24-0011.doc

APPENDIX A

FIELD EXPLORATION (Continued)

At the location of soundings CPT -1, CPT-2 and CPT -5, shear wave velocity measurements were collected at 5-foot depth intervals using an air actuated hammer located inside the front jack of the rig. The interval shear wave data measured in each of these three CPT soundings is attached immediately after the interpreted soil parameters. The average shear wave velocity measured within the upper 34 to 35 feet (Vsd) at the location of CPT-1 and CPT-2 was 876 to 899 ft/s. If we assume a uniform shear wave velocity of 1,940 ft/s for the Old Alluvium below that depth based on the lower bound of the shear wave velocity measurements conducted by others, the average shear wave velocity for the upper 100 feet of the soil profile ( Vs30) for the Garage site would be about 1,390 ft/s (CHJ, 2007). This correlates to a 2022 CBC Site Class C for the proposed Garage site.

The average shear wave velocity measured within the upper 55 feet (Vsd) of the compacted fill and Old Alluvium along the east end of Tower Site in CPT-5 was 1,390 ft/s. If we again assume a shear wave velocity of 1,940 ft/s for the Old Alluvium below that depth, the average shear wave velocity for the upper 100 feet of the soil profile ( Vs30) at the east end of the Tower site is estimated at 1,600 ft/s (CHJ, 2007). This also corresponds to a 2022 CBC Site Class C for the proposed Tower site.

The exploratory borings were advanced by Yellow Jacket Drilling using their CME 75 limited access track mounted rig, and their CME 85 truck mounted rig. Disturbed soil samples were collected from the exploratory borings using a 2-inch outside diameter Standard Penetration Test (SPT) sampler.

Less disturbed samples were collected using a 3 -inch outside diameter ring lined sampler (a modified California sampler). Automatic hammers with calibrated Energy Transfer Ratio s (ETR) ranging from approximately 74 to 80 percent were used to collect all of the drive samples. For each sample, the number of blows needed to drive the sampler 12 inches was recorded on the logs. The field blow counts (N) were normalized to approximate a standard 60 percent ETR as shown on the logs (N60). Bulk samples were also collected from the explorations at selected intervals.

The field exploration locations were determined by visually estimating, pacing and taping distances from landmarks shown on the Exploration Plans, Figures 3A to 3C. The locations shown should not be considered more accurate than is implied by the method of measurement used and the scale of the map. The lines designating the interface between differing soil materials on the logs may be abrupt or gradational. Further, soil conditions at locations between the excavations may be substantially different from those at the specific locations we explored. It should be noted that the passage of time may also result in changes in the soil conditions reported in the logs.

Logs for several previous field explorations completed by others are also included in Appendix A1 for reference. These logs include Borings B-1, B-2, B-6, B-7, B-8 and B-9 as well as CPT-1 to CPT-6 at the proposed Tower site (CHJ, 2008). Borings B -1 and B -2 are also included from a previous investigation for the MOB located along the southern edge of the Garage site (CHJ, 2012). The approximate locations of the relevant previous explorations are shown in Figures 3B and 3C.

PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices &/>
Wd,͗E͗ͰƌĂĨƚŝŶŐͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚ͘ĚǁŐ W>Kdd
d
͗ϲͬϮϴͬϮϬϮϯϮ͗ϰϵ͗ϭϮWD^s
z͗ďƌĞŶĚĂĂ

yW>KZd/KEZ
KZ
>
'
Eηϭ
^K/>/
Ed/&/d/KEE

^Z/Wd/KE^
Yh
E

'ƌŽƵƉEĂŵĞ
'ƌŽƵƉ^LJŵďŽů
ĞƐĐƌŝƉƚŝŽŶ
ŽŵƉŽŶĞŶƚƐ
Ϯ͘ϱ͘Ϯ ϯ͘Ϯ͘Ϯ
Ϯ͘ϱ͘Ϯ ϯ͘Ϯ͘Ϯ
ŽŶƐŝƐƚĞŶĐLJŽĨ
ŽŚĞƐŝǀĞ^Žŝů Ϯ͘ϱ͘ϯ
ƉƉĂƌĞŶƚĞŶƐŝƚLJ
ŽĨŽŚĞƐŝŽŶůĞƐƐ
^Žŝů
Ϯ͘ϱ͘ϰ
ŽůŽƌ Ϯ͘ϱ͘ϱ
DŽŝƐƚƵƌĞ Ϯ͘ϱ͘ϲ
WĞƌĐĞŶƚŽĨ
WƌŽƉŽƌƚŝŽŶŽĨ^Žŝů Ϯ͘ϱ͘ϳ ϯ͘Ϯ͘ϰ
WĂƌƚŝĐůĞ^ŝnjĞ Ϯ͘ϱ͘ϴ Ϯ͘ϱ͘ϴ
WĂƌƚŝĐůĞŶŐƵůĂƌŝƚLJ
WĂƌƚŝĐůĞ^ŚĂƉĞ
Ϯ͘ϱ͘ϵ
Ϯ͘ϱ͘ϭϬ
WůĂƐƚŝĐŝƚLJ;ĨŽƌ
ĨŝŶĞͲŐƌĂŝŶĞĚƐŽŝůͿ Ϯ͘ϱ͘ϭϭ ϯ͘Ϯ͘ϱ
ƌLJ^ƚƌĞŶŐƚŚ;ĨŽƌ
ĨŝŶĞͲŐƌĂŝŶĞĚƐŽŝůͿ Ϯ͘ϱ͘ϭϮ
ŝůĂƚĞŶĐLJ;ĨŽƌ
ĨŝŶĞͲŐƌĂŝŶĞĚƐŽŝůͿ
dŽƵŐŚŶĞƐƐ;ĨŽƌ
ĨŝŶĞͲŐƌĂŝŶĞĚƐŽŝůͿ
Ϯ͘ϱ͘ϭϯ
Ϯ͘ϱ͘ϭϰ
^ƚƌƵĐƚƵƌĞ
ĞŵĞŶƚĂƚŝŽŶ
Ϯ͘ϱ͘ϭϱ
Ϯ͘ϱ͘ϭϲ
WĞƌĐĞŶƚŽĨ
ŽďďůĞƐĂŶĚŽƵůĚĞƌƐ
ĞƐĐƌŝƉƚŝŽŶŽĨ
ŽďďůĞƐĂŶĚŽƵůĚĞƌƐ
Ϯ͘ϱ͘ϭϳ
Ϯ͘ϱ͘ϭϴ
ŽŶƐŝƐƚĞŶĐLJ&ŝĞůĚ
dĞƐƚZĞƐƵůƚ Ϯ͘ϱ͘ϯ
Ϯ͘ϱ͘ϭϵĚĚŝƚŝŽŶĂů
ŽŵŵĞŶƚƐ
DŝŶŝŵƵŵZĞƋƵŝƌĞĚ^ĞƋƵĞŶĐĞ͗
h^^'ƌŽƵƉEĂŵĞ;'ƌŽƵƉ^LJŵďŽůͿ͖ŽŶƐŝƐƚĞŶĐLJŽƌ
ĞŶƐŝƚLJ͖ŽůŽƌ͖DŽŝƐƚƵƌĞ͖WĞƌĐĞŶƚŽĨWƌŽƉŽƌƚŝŽŶŽĨ^Žŝů͖ WĂƌƚŝĐůĞ^ŝnjĞ͖WůĂƐƚŝĐŝƚLJ;ŽƉƚŝŽŶĂůͿ͘
с ŽƉƚŝŽŶĂůĨŽƌŶŽŶͲĂůƚƌĂŶƐƉƌŽũĞĐƚƐ
tŚĞƌĞĂƉƉůŝĐĂďůĞ͗
ĞŵĞŶƚĂƚŝŽŶ͖йĐŽďďůĞƐΘďŽƵůĚĞƌƐ͖
ĞƐĐƌŝƉƚŝŽŶŽĨĐŽďďůĞƐΘďŽƵůĚĞƌƐ͖
ŽŶƐŝƐƚĞŶĐLJĨŝĞůĚƚĞƐƚƌĞƐƵůƚ
Z
&
Z
E
͗ĂůƚƌĂŶƐ^ŽŝůĂŶĚZŽĐŬ>ŽŐŐŝŶŐ͕ůĂƐƐŝĨŝĐĂƚŝŽŶ͕ĂŶĚWƌĞƐĞŶƚĂƚŝŽŶDĂŶƵĂů;ϮϬϭϬͿ͘

yW>KZd/KE/
Ed/&/d/KE

džƉůŽƌĂƚŝŽŶƐĂƌĞŝĚĞŶƚŝĨŝĞĚƵƐŝŶŐƚŚĞĨŽůůŽǁŝŶŐ
ĐŽŶǀĞŶƚŝŽŶ
,ͲzzͲEEE
tŚĞƌĞ͗
,͗
džƉůŽƌĂƚŝŽŶƚLJƉĞĐŽĚĞ
zz͗ϮͲĚŝŐŝƚLJĞĂƌ;ǁŚĞƌĞƵƚŝůŝnjĞĚͿ
EEE͗
džƉůŽƌĂƚŝŽŶŶƵŵďĞƌ
,ŽůĞdLJƉĞŽĚĞĂŶĚĞƐĐƌŝƉƚŝŽŶ
ƵŐĞƌŽƌŝŶŐ;,ŽůůŽǁŽƌƐŽůŝĚƐƚĞŵďƵĐŬĞƚͿ
ƵĐŬĞƚƵŐĞƌ
ƌŝǀĞŶ;ĚLJŶĂŵŝĐĐŽŶĞƉĞŶĞƚƌŽŵĞƚĞƌͿ
,ĂŶĚƵŐĞƌ
,ĂŶĚĚƌŝǀĞŶ;ϭͲŝŶĐŚƐŽŝůƚƵďĞͿ
ŽŶĞWĞŶĞƚƌĂƚŝŽŶdĞƐƚ
KƚŚĞƌ;ŶŽƚĞŽŶ>KdͿ
ZŽƚĂƌLJWĞƌĐƵƐƐŝŽŶŽƌŝŶŐ;/ƌͿ
ZŽƚĂƌLJĚƌŝůůĞĚďŽƌŝŶŐ;ŽŶǀĞŶƚŝŽŶĂůͿ
ZŽƚĂƌLJĐŽƌĞ;ƐĞůĨͲĐĂƐĞĚǁŝƌĞͲůŝŶĞ͕
ĐŽŶƚŝŶƵŽƐůLJƐĂŵƉůĞĚͿ
ZŽƚĂƌLJĐŽƌĞĚ;ƐĞůĨĐĂƐĞĚǁŝƌĞͲůŝŶĞ͕ŶŽƚ
ĐŽŶƚŝŶƵŽƐůLJƐĂŵƉůĞĚͿ
ĞƐĐƌŝƉƚŝŽŶ^ĞƋƵĞŶĐĞ
džĂŵƉůĞƐ͗
^EzůĞĂŶ>z;>Ϳ͖ǀĞƌLJƐƚŝĨĨ͖LJĞůůŽǁŝƐŚďƌŽǁŶ͖
ŵŽŝƐƚ͖ŵŽƐƚůLJĨŝŶĞƐ͖ƐŽŵĞ^E͕ĨƌŽŵĨŝŶĞƚŽŵĞĚŝƵŵ͖
ĨĞǁŐƌĂǀĞůƐ͖ŵĞĚŝƵŵƉůĂƐƚŝĐŝƚLJ͖WWсϮ͕ϳϱ͘
tĞůůͲŐƌĂĚĞĚ^EǁŝƚŚ^/>dĂŶĚ'Zs
>ĂŶĚK>
^
;^tͲ^DͿ͖ĚĞŶƐĞ͖ďƌŽǁŶ͖ŵŽŝƐƚ͖ŵŽƐƚůLJ^E͕ĨƌŽŵĨŝŶĞ
ƚŽĐŽĂƌƐĞ͖ƐŽŵĞĨŝŶĞ'Zs
>͖ĨĞǁĨŝŶĞƐ͖ǁĞĂŬ
ĐĞŵĞŶƚĂƚŝŽŶ͖ϭϬй'ZE/d
K>
^͖ϯƚŽϲŝŶĐŚĞƐ͖
ŚĂƌĚ͕ƐƵďƌŽƵŶĚĞĚ͘
ůĂLJĞLJ^E;^ͿŵĞĚŝƵŵĚĞŶƐĞ͕ůŝŐŚƚďƌŽǁŶ͖ǁĞƚ͖
ŵŽƐƚůLJĨŝŶĞƐĂŶĚ͖ůŝƚƚůĞĨŝŶĞƐ͖ůŽǁƉůĂƐƚŝĐŝƚLJ͘
dĞƐƚWŝƚ
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices &/>
Wd,͗E͗ͰƌĂĨƚŝŶŐͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚ͘ĚǁŐ W>Kdd
d
͗ϲͬϮϴͬϮϬϮϯϮ͗ϱϬ͗ϬϮWD^s
z͗ďƌĞŶĚĂĂ
'ZKhW^zDK>^EED
^
'ƌĂƉŚŝĐͬ^LJŵďŽů 'ƌŽƵƉEĂŵĞƐ 'ƌĂƉŚŝĐͬ^LJŵďŽů 'ƌŽƵƉEĂŵĞƐ
tĞůůͲŐƌĂĚĞĚ'Zs
>
tĞůůͲŐƌĂĚĞĚ'Zs
>ǁŝƚŚ^E
WŽŽƌůLJŐƌĂĚĞĚ'Zs
>
WŽŽƌůLJŐƌĂĚĞĚ'Zs
>ǁŝƚŚ^E
tĞůůͲŐƌĂĚĞĚ'Zs
>ǁŝƚŚ^/>d
tĞůůͲŐƌĂĚĞĚ'Zs
>ǁŝƚŚ^/>dĂŶĚ^E
tĞůůͲŐƌĂĚĞĚ'Zs
>ǁŝƚŚ>z;Žƌ^/>dz
>zͿ
tĞůůͲŐƌĂĚĞĚ'Zs
>ǁŝƚŚ>zĂŶĚ^E
;Žƌ^/>dz>zĂŶĚ^EͿ
WŽŽƌůLJŐƌĂĚĞĚ'Zs
>ǁŝƚŚ^/>d
WŽŽƌůLJŐƌĂĚĞĚ'Zs
>ǁŝƚŚ^/>dĂŶĚ^E
WŽŽƌůLJŐƌĂĚĞĚ'Zs
>ǁŝƚŚ>z;Žƌ^/>dz
>zͿ
WŽŽƌůLJŐƌĂĚĞĚ'Zs
>ǁŝƚŚ>zĂŶĚ^E
;Žƌ^/>dz>zĂŶĚ^EͿ
^/>dz'Zs
>
^/>dz'Zs
>ǁŝƚŚ^E
>z
z'Zs
>
>z
z'Zs
>ǁŝƚŚ^E
^/>dz͕>z
z'Zs
>
^/>dz͕>z
z'Zs
>ǁŝƚŚ^E
tĞůůͲŐƌĂĚĞĚ^E
tĞůůͲŐƌĂĚĞĚ^EǁŝƚŚ'Zs
>
WŽŽƌůLJŐƌĂĚĞĚ^E
WŽŽƌůLJŐƌĂĚĞĚ^EǁŝƚŚ'Zs
>
tĞůůͲŐƌĂĚĞĚ^EǁŝƚŚ^/>d
tĞůůͲŐƌĂĚĞĚ^EǁŝƚŚ^/>dĂŶĚ'Zs
>
tĞůůͲŐƌĂĚĞĚ^EǁŝƚŚ>z;Žƌ^/>dz
>zͿ
tĞůůͲŐƌĂĚĞĚ^EǁŝƚŚ>zĂŶĚ'Zs
>
;Žƌ^/>dz>zĂŶĚ'Zs
>Ϳ
WŽŽƌůLJŐƌĂĚĞĚ^EǁŝƚŚ^/>d
WŽŽƌůLJŐƌĂĚĞĚ^EǁŝƚŚ^/>dĂŶĚ'Zs
>
WŽŽƌůLJŐƌĂĚĞĚ^EǁŝƚŚ>z;Žƌ^/>dz
>zͿ
WŽŽƌůLJŐƌĂĚĞĚ^EǁŝƚŚ>zĂŶĚ'Zs
>
;Žƌ^/>dz>zĂŶĚ'Zs
>Ϳ
^/>dz^E
^/>dz^EǁŝƚŚ'Zs
>
>z
z^E
>z
z^EǁŝƚŚ'Zs
>
^/>dz͕>z
z^E
^/>dz͕>z
z^EǁŝƚŚ'Zs
>
W
d
K>
^
K>
^EKh>
Z^
Kh>
Z^
>ĞĂŶ>z
>ĞĂŶ>zǁŝƚŚ^E
>ĞĂŶ>zǁŝƚŚ'Zs
>
^EzůĞĂŶ>z
^EzůĞĂŶ>zǁŝƚŚ'Zs
>
'Zs
>>zůĞĂŶ>z
'Zs
>>zůĞĂŶ>zǁŝƚŚ^E
^/>dz>z
^/>dz>zǁŝƚŚ^E
^/>dz>zǁŝƚŚ'Zs
>
^Ez^/>dz>z
^Ez^/>dz>zǁŝƚŚ'Zs
>
'Zs
>>z^/>dz>z
'Zs
>>z^/>dz>zǁŝƚŚ^E
^/>d
^/>dǁŝƚŚ^E
^/>dǁŝƚŚ'Zs
>
^Ez^/>d
^Ez^/>dǁŝƚŚ'Zs
>
'Zs
>>z^/>d
'Zs
>>z^/>dǁŝƚŚ^E
KZ'E/ůĞĂŶ>z
KZ'E/ůĞĂŶ>zǁŝƚŚ^E
KZ'E/ůĞĂŶ>zǁŝƚŚ'Zs
>
^EzKZ'E/ůĞĂŶ>z
^EzKZ'E/ůĞĂŶ>zǁŝƚŚ'Zs
>
'Zs
>>zKZ'E/ůĞĂŶ>z
'Zs
>>zKZ'E/ůĞĂŶ>zǁŝƚŚ^E
KZ'E/^/>d
KZ'E/^/>dǁŝƚŚ^E
KZ'E/^/>dǁŝƚŚ'Zs
>
^EzKZ'E/^/>d
^EzKZ'E/^/>dǁŝƚŚ'Zs
>
'Zs
>>zKZ'E/^/>d
'Zs
>>zKZ'E/^/>dǁŝƚŚ^E
&Ăƚ>z
&Ăƚ>zǁŝƚŚ^E
&Ăƚ>zǁŝƚŚ'Zs
>
^EzĨĂƚ>z
^EzĨĂƚ>zǁŝƚŚ'Zs
>
'Zs
>>zĨĂƚ>z
'Zs
>>zĨĂƚ>zǁŝƚŚ^E

ůĂƐƚŝĐ^/>d

ůĂƐƚŝĐ^/>dǁŝƚŚ^E

ůĂƐƚŝĐ^/>dǁŝƚŚ'Zs
>
^EzĞůĂƐƚŝĐ^/>d
^EzĞůĂƐƚŝĐ^/>dǁŝƚŚ'Zs
>
'Zs
>>zĞůĂƐƚŝĐ^/>d
'Zs
>>zĞůĂƐƚŝĐ^/>dǁŝƚŚ^E
KZ'E/ĨĂƚ>z
KZ'E/ĨĂƚ>zǁŝƚŚ^E
KZ'E/ĨĂƚ>zǁŝƚŚ'Zs
>
^EzKZ'E/ĨĂƚ>z
^EzKZ'E/ĨĂƚ>zǁŝƚŚ'Zs
>
'Zs
>>zKZ'E/ĨĂƚ>z
'Zs
>>zKZ'E/ĨĂƚ>zǁŝƚŚ^E
KZ'E/ĞůĂƐƚŝĐ^/>d
KZ'E/ĞůĂƐƚŝĐ^/>dǁŝƚŚ^E
KZ'E/ĞůĂƐƚŝĐ^/>dǁŝƚŚ'Zs
>
^EzĞůĂƐƚŝĐ
>^d/^/>d
^EzKZ'E/ĞůĂƐƚŝĐ^/>dǁŝƚŚ'Zs
>
'Zs
>>zKZ'E/ĞůĂƐƚŝĐ^/>d
'Zs
>>zKZ'E/ĞůĂƐƚŝĐ^/>dǁŝƚŚ^E
KZ'E/^K/>
KZ'E/^K/>ǁŝƚŚ^E
KZ'E/^K/>ǁŝƚŚ'Zs
>
^EzKZ'E/^K/>
^EzKZ'E/^K/>ǁŝƚŚ'Zs
>
'Zs
>>zKZ'E/^K/>
'Zs
>>zKZ'E/^K/>ǁŝƚŚ^E
&/
>E>KZdKZzd
^d/E'
ŽŶƐŽůŝĚĂƚŝŽŶ;^dDϮϰϯϱͿ
ŽůůĂƉƐĞWŽƚĞŶƚŝĂů;^dDϰϱϰϲͿ
ŽŵƉĂĐƚŝŽŶƵƌǀĞ;dDϮϭϲͿ
ŽƌƌŽƐŝŽŶ͕^ƵůĨĂƚĞƐ͕ŚůŽƌŝĚĞƐ;dDϲϰϯ͖dDϰϭϳ͖
dDϰϮϮͿ
ŽŶƐŽůŝĚĂƚĞĚhŶĚƌĂŝŶĞĚdƌŝĂdžŝĂů;^dDϰϳϲϳͿ
ŝƌĞĐƚ^ŚĞĂƌ;^dDϯϬϴϬͿ

džƉĂŶƐŝŽŶ/ŶĚĞdž;^dDϰϴϮϵͿ
DŽŝƐƚƵƌĞŽŶƚĞŶƚ;^dDϮϮϭϲͿ
KƌŐĂŶŝĐŽŶƚĞŶƚ;^dDϮϵϳϰͿ
WĞƌŵĞĂďŝůŝƚLJ;dDϮϮϬͿ
WĂƌƚŝĐůĞ^ŝnjĞŶĂůLJƐŝƐ;^dDϲϵϭϯ͕
^dDϳϵϮϴͿ
>ŝƋƵŝĚ>ŝŵŝƚ͕WůĂƐƚŝĐ>ŝŵŝƚ͕WůĂƐƚŝĐŝƚLJ/ŶĚĞdž
;^,dKdϴϵ͕^,dKdϵϬͿ
WŽŝŶƚ>ŽĂĚ/ŶĚĞdž;^dDϱϳϯϭͿ
WƌĞƐƐƵƌĞDĞƚĞƌ
ZͲsĂůƵĞ;dDϯϬϭͿ
^ĂŶĚ
ƋƵŝǀĂůĞŶƚ;dDϮϭϳͿ
^ƉĞĐŝĨŝĐ'ƌĂǀŝƚLJ;^,dKdϭϬϬͿ
^ŚƌŝŶŬĂŐĞ>ŝŵŝƚ;^dDϰϮϳͿ
^ǁĞůůWŽƚĞŶƚŝĂů;^dDϰϱϰϲͿ
hŶĐŽŶĨŝŶĞĚŽŵƉƌĞƐƐŝŽŶͲ^Žŝů;^dDϮϭϲϲͿ
hŶĐŽŶĨŝŶĞĚŽŵƉƌĞƐƐŝŽŶͲZŽĐŬ;^dDϮϵϯϴͿ
hŶĐŽŶƐŽůŝĚĂƚĞĚhŶĚƌĂŝŶĞĚdƌŝĂdžŝĂů;^dDϮϴϱϬͿ
hŶŝƚtĞŝŐŚƚ;^dDϮϵϯϳͿ
WĞƌĐĞŶƚƉĂƐƐŝŶŐƚŚĞEŽ͘ϮϬϬ^ŝĞǀĞ;^dDϭϭϰϬͿ
^DW>
Z'ZW,/^zDK>^
^ƚĂŶĚĂƌĚWĞŶĞƚƌĂƚŝŽŶdĞƐƚ;^WdͿ
DŽĚŝĨŝĞĚĂůŝĨŽƌŶŝĂ^ĂŵƉůĞƌ;Ϯ͘ϰΗ/͕ϯΗKͿ
^ŚĞůďLJdƵďĞ WŝƐƚŽŶ^ĂŵƉůĞƌ
,YZŽĐŬŽƌĞEyZŽĐŬŽƌĞ
ƵůŬ^ĂŵƉůĞƌ KƚŚĞƌ;ƐĞĞƌĞŵĂƌŬƐͿ
Z/>>/E'D
d,K^zDK>^
ƵŐĞƌƌŝůůŝŶŐ ZŽƚĂƌLJƌŝůůŝŶŐ LJŶĂŵŝĐŽŶĞŽƌ
,ĂŶĚƌŝǀĞŶ
ŝĂŵŽŶĚŽƌĞ
td
Z>
s
>^zDK>^
^ƚĂƚŝĐtĂƚĞƌ>ĞǀĞůZĞĂĚŝŶŐ
dĞƌŵ ĞĨŝŶŝƚŝŽŶ ^LJŵďŽů
ŚĂŶŐĞŝŶŐĞŽŝůŽŐŝĐƵŶŝƚ
ŚĂŶŐĞŽĨƐŽŝůĐůĂƐƐŝĨŝĐĂƚŝŽŶǁŝƚŚŝŶŐĞŽůŽŐŝĐ
ƵŶŝƚ

yW>KZd/KEZ
KZ
>
'
EηϮZ
&
Z
E
͗ĂůƚƌĂŶƐ^ŽŝůĂŶĚZŽĐŬ>ŽŐŐŝŶŐ͕ůĂƐƐŝĨŝĐĂƚŝŽŶ͕ĂŶĚWƌĞƐĞŶƚĂƚŝŽŶDĂŶƵĂů;ϮϬϭϬͿ͘ PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices &/>
Wd,͗E͗ͰƌĂĨƚŝŶŐͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚ͘ĚǁŐ W>Kdd
d
͗ϲͬϮϴͬϮϬϮϯϮ͗ϱϭ͗ϮϬWD^s
z͗ďƌĞŶĚĂĂ
KE^/^d
EzK&K,
^/s
^K/>^
ĞƐĐƌŝƉƚŝŽŶ ^ŚĞĂƌ^ƚƌĞŶŐƚŚ;ƚƐĨͿ WŽĐŬĞƚWĞŶĞƚƌŽŵĞƚĞƌ͕WW DĞĂƐƵƌĞŵĞŶƚ;ƚƐĨͿ
dŽƌǀĂŶĞ͕ds͕
DĞĂƐƵƌĞŵĞŶƚ;ƚƐĨͿ
sĂŶĞ^ŚĞĂƌ͕s^͕
DĞĂƐƵƌĞŵĞŶƚ;ƚƐĨͿ
sĞƌLJ^ŽĨƚ
^ŽĨƚ
DĞĚŝƵŵ^ƚŝĨĨ
^ƚŝĨĨ
sĞƌLJ^ƚŝĨĨ
,ĂƌĚ
>ĞƐƐƚŚĂŶϬ͘ϭϮ
Ϭ͘ϭϮͲϬ͘Ϯϱ
Ϭ͘ϮϱͲϬ͘ϱ
Ϭ͘ϱͲϭ
ϭͲϮ
'ƌĞĂƚĞƌƚŚĂŶϮ
>ĞƐƐƚŚĂŶϬ͘Ϯϱ
Ϭ͘ϮϱͲϬ͘ϱ
Ϭ͘ϱͲϭ
ϭͲϮ
ϮͲϰ
'ƌĞĂƚĞƌƚŚĂŶϰ
>ĞƐƐƚŚĂŶϬ͘ϭϮ
Ϭ͘ϭϮͲϬ͘Ϯϱ
Ϭ͘ϮϱͲϬ͘ϱ
Ϭ͘ϱͲϭ
ϭͲϮ
'ƌĞĂƚĞƌƚŚĂŶϮ
>ĞƐƐƚŚĂŶϬ͘ϭϮ
Ϭ͘ϭϮͲϬ͘Ϯϱ
Ϭ͘ϮϱͲϬ͘ϱ
Ϭ͘ϱͲϭ
ϭͲϮ
'ƌĞĂƚĞƌƚŚĂŶϮ
ĞƐĐƌŝƉƚŝŽŶ ^WdEϲϬ;ďůŽǁƐͬϭϮŝŶĐŚĞƐͿ
sĞƌLJ>ŽŽƐĞ
>ŽŽƐĞ
DĞĚŝƵŵĞŶƐĞ
ĞŶƐĞ
sĞƌLJĞŶƐĞ
ϬͲϰ
ϱͲϵ
ϭϬͲϮϵ
ϯϬͲϱϬ
'ƌĞĂƚĞƌƚŚĂŶϱϬ
ĞƐĐƌŝƉƚŝŽŶ ƌŝƚĞƌŝĂ
ƌLJ
DŽŝƐƚ
tĞƚ
EŽĚŝƐĐĞƌŶĂďůĞŵŽŝƐƚƵƌĞ
DŽŝƐƚƵƌĞƉƌĞƐĞŶƚďƵƚŶŽĨƌĞĞǁĂƚĞƌ
sŝƐŝďůĞĨƌĞĞǁĂƚĞƌ
ĞƐĐƌŝƉƚŝŽŶ ƌŝƚĞƌŝĂ
dƌĂĐĞ
&Ğǁ
>ŝƚƚůĞ
^ŽŵĞ
DŽƐƚůLJ
WĂƌƚŝĐůĞƐĂƌĞƉƌĞƐĞŶƚďƵƚĞƐƚŝŵĂƚĞĚƚŽďĞ
ůĞƐƐƚŚĂŶϱй
ϱͲϭϬй
ϭϱͲϮϱй
ϯϬͲϰϱй
ϱϬͲϭϬϬй
WWZ
Ed
E^/dzK&K,
^/KE>
^^^K/>^
DK/^dhZ

W
Z
EdKZWZKWKZd/KEK&^K/>^
ĞƐĐƌŝƉƚŝŽŶ ^ŝnjĞ;ŝŶͿ
ŽƵůĚĞƌ
WZd/>
^/

ŽďďůĞ
'ƌĂǀĞů
^ĂŶĚ
^ŝůƚĂŶĚůĂLJ
ŽĂƌƐĞ
&ŝŶĞ
ŽĂƌƐĞ
DĞĚŝƵŵ
&ŝŶĞ
'ƌĞĂƚĞƌƚŚĂŶϭϮ
ϯͲϭϮ
ϯͬϰͲϯ
ϭͬϱͲϯͬϰ
ϭͬϭϲͲϭͬϱ
ϭͬϲϰͲϭͬϭϲ
ϭͬϯϬϬͲϭͬϲϰ
>ĞƐƐƚŚĂŶϭͬϯϬϬ
ĞƐĐƌŝƉƚŝŽŶ ƌŝƚĞƌŝĂ
tĞĂŬ
DŽĚĞƌĂƚĞ
^ƚƌŽŶŐ
ƌƵŵďůĞƐŽƌďƌĞĂŬƐǁŝƚŚŚĂŶĚůŝŶŐŽƌ
ůŝƚƚůĞĨŝŶŐĞƌƉƌĞƐƐƵƌĞ
ƌƵŵďůĞƐŽƌďƌĞĂŬƐǁŝƚŚĐŽŶƐŝĚĞƌĂďůĞ
ĨŝŶŐĞƌƉƌĞƐƐƵƌĞ
tŝůůŶŽƚĐƌƵŵďůĞŽƌďƌĞĂŬǁŝƚŚĨŝŶŐĞƌƉƌĞƐƐƵƌĞ

D
Edd/KE
ĞƐĐƌŝƉƚŝŽŶ
ϬͲϭ
ϮͲϯ
ϰͲϳ
ϴͲϭϰ
ϭϱͲϯϬ
'ƌĞĂƚĞƌƚŚĂŶϯϬ
KE^/^d
EzK&K,
^/s
^K/>^Ύ
^WdEϲϬ;ďůŽǁƐͬϭϮŝŶĐŚĞƐͿ
sĞƌLJ^ŽĨƚ
^ŽĨƚ
DĞĚŝƵŵ^ƚŝĨĨ
^ƚŝĨĨ
sĞƌLJ^ƚŝĨĨ
,ĂƌĚ
Ύ ZĞĨ͗WĞĐŬ͕,ĂŶƐĞŶ͕ĂŶĚdŚŽƌŶďƵƌŶ͕ϭϵϳϰ͕
Η&ŽƵŶĚĂƚŝŽŶ
ŶŐŝŶĞĞƌŝŶŐ͕Η^ĞĐŽŶĚ
ĚŝƚŝŽŶ͘
EŽƚĞ͗ KŶůLJƚŽďĞƵƐĞĚ;ǁŝƚŚĐĂƵƚŝŽŶͿǁŚĞŶƉŽĐŬĞƚƉĞŶĞƚƌŽŵĞƚĞƌŽƌ ŽƚŚĞƌĚĂƚĂ ŽŶƵŶĚƌĂŝŶĞĚƐŚĞĂƌƐƚƌĞŶŐƚŚĂƌĞƵŶĂǀĂŝůĂďůĞ͘
EŽƚĂůůŽǁĞĚďLJĂůƚƌĂŶƐ^ŽŝůĂŶĚZŽĐŬ>ŽŐŐŝŶŐĂŶĚůĂƐƐŝĨŝĐĂƚŝŽŶ DĂŶƵĂů͕ϮϬϭϬ͘
ĞƐĐƌŝƉƚŝŽŶ ƌŝƚĞƌŝĂ
W>^d//dz
EŽŶƉůĂƐƚŝĐ ϭͬϴͲŝŶ͘ƚŚƌĞĂĚĐĂŶŶŽƚďĞƌŽůůĞĚĂƚĂŶLJǁĂƚĞƌĐŽŶƚĞŶ ƚ >Žǁ dŚĞƚŚƌĞĂĚĐĂŶďĂƌĞůLJďĞƌŽůůĞĚĂŶĚƚŚĞůƵŵƉĐĂŶŶŽƚďĞ ĨŽƌŵĞĚǁŚĞŶĚƌŝĞƌƚŚĂŶƚŚĞƉůĂƐƚŝĐůŝŵŝƚ
DĞĚŝƵŵ
dŚĞƚŚƌĞĂĚŝƐĞĂƐLJƚŽƌŽůůĂŶĚŶŽƚŵƵĐŚƚŝŵĞŝƐƌĞƋƵŝƌĞĚƚŽ ƌĞĂĐŚƚŚĞƉůĂƐƚŝĐůŝŵŝƚ͘dŚĞƚŚƌĞĂĚĐĂŶŶŽƚďĞƌĞƌŽůůĞĚĂĨƚĞƌ ƌĞĂĐŚŝŶŐƚŚĞƉůĂƐƚŝĐůŝŵŝƚ͘dŚĞůƵŵƉĐƌƵŵďůĞƐǁŚĞŶĚƌŝĞƌƚŚĂŶ ƚŚĞƉůĂƐƚŝĐůŝŵŝƚ
,ŝŐŚ
/ƚƚĂŬĞƐĐŽŶƐŝĚĞƌĂďůĞƚŝŵĞƌŽůůŝŶŐĂŶĚŬŶĞĂĚŝŶŐƚŽƌĞĂĐŚƚŚĞ ƉůĂƐƚŝĐůŝŵŝƚ͘dŚĞƚŚƌĞĂĚĐĂŶďĞƌĞƌŽůůĞĚƐĞǀĞƌĂůƚŝŵĞƐĂĨƚĞƌ ƌĞĂĐŚŝŶŐƚŚĞƉůĂƐƚŝĐůŝŵŝƚ͘dŚĞůƵŵƉĐĂŶďĞĨŽƌŵĞĚǁŝƚŚŽƵƚ ĐƌƵŵďůŝŶŐǁŚĞŶĚƌŝĞƌƚŚĂŶƚŚĞƉůĂƐƚŝĐůŝŵŝƚ͘

yW>KZd/KEZ
KZ
>
'
Eηϯ
Z
&
Z
E
͗ĂůƚƌĂŶƐ^ŽŝůĂŶĚZŽĐŬ>ŽŐŐŝŶŐ͕ůĂƐƐŝĨŝĐĂƚŝŽŶ͕ĂŶĚWƌĞƐĞŶƚĂƚŝŽŶDĂŶƵĂů;ϮϬϭϬͿ͕ǁŝƚŚƚŚĞ ĞdžĐĞƉƚŝŽŶŽĨĐŽŶƐŝƐƚĞŶĐLJŽĨĐŽŚĞƐŝǀĞƐŽŝůƐǀƐ͘EϲϬ͘
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices &/>
Wd,͗E͗ͰƌĂĨƚŝŶŐͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚͰŽƌŝŶŐZĞĐŽƌĚƐ>ĞŐĞŶĚ͘ĚǁŐ W>Kdd
d
͗ϲͬϮϴͬϮϬϮϯϮ͗ϱϱ͗ϮϳWD^s
z͗ďƌĞŶĚĂĂ
>
'
EK&ZK<Dd
Z/>^ 
/E'^W/E'
ĞƐĐƌŝƉƚŝŽŶ dŚŝĐŬŶĞƐƐͬ^ƉĂĐŝŶŐ
DĂƐƐŝǀĞ
sĞƌLJdŚŝĐŬůLJĞĚĚĞĚ
dŚŝĐŬůLJĞĚĚĞĚ
DŽĚĞƌĂƚĞůLJĞĚĚĞĚ
dŚŝŶůLJĞĚĚĞĚ
sĞƌLJdŚŝŶůLJĞĚĚĞĚ
>ĂŵŝŶĂƚĞĚ
'ƌĞĂƚĞƌƚŚĂŶϭϬĨƚ
ϯĨƚͲϭϬĨƚ
ϭĨƚͲϯĨƚ
ϰŝŶͲϭĨƚ
ϭŝŶͲϰŝŶ
ϭͬϰŝŶͲϭŝŶ
>ĞƐƐƚŚĂŶϭͬϰŝŶ
/ŐŶĞŽƵƐZŽĐŬ
^ĞĚŝŵĞŶƚĂƌLJZŽĐŬ
DĞƚĂŵŽƌƉŚŝĐZŽĐŬ
t
d,
Z/E'
^Z/WdKZ^&KZ/EddZK<
ŝĂŐŶŽƐƚŝĐ&ĞĂƚƵƌĞƐ
&ƌĞƐŚ
ĞƐĐƌŝƉƚŝŽŶ ŚĞŵŝĐĂůtĞĂƚŚĞƌŝŶŐͲŝƐĐŽůŽƌĂƚŝŽŶͲKdžŝĚĂƚŝŽŶ ŽĚLJŽĨZŽĐŬ &ƌĂĐƚƵƌĞ^ƵƌĨĂĐĞƐ
DĞĐŚĂŶŝĐĂůtĞĂƚŚĞƌŝŶŐ
ĂŶĚ'ƌĂŝŶŽƵŶĚĂƌLJ
ŽŶĚŝƚŝŽŶƐ
dĞdžƚƵƌĞĂŶĚ>ĞĂĐŚŝŶŐ
dĞdžƚƵƌĞ >ĞĂĐŚŝŶŐ 'ĞŶĞƌĂůŚĂƌĂĐƚĞƌŝƐƚŝĐƐ
EŽĚŝƐĐŽůŽƌĂƚŝŽŶ͕ŶŽŽdžŝĚŝnjĞĚ EŽĚŝƐĐŽůŽƌĂƚŝŽŶŽƌ
ŽdžŝĚĂƚŝŽŶ EŽƐĞƉĂƌĂƚŝŽŶ͕ŝŶƚĂĐƚ;ƚŝŐŚƚͿ EŽĐŚĂŶŐĞ EŽůĞĂĐŚŝŶŐ ,ĂŵŵĞƌƌŝŶŐƐǁŚĞŶĐƌLJƐƚĂůůŝŶĞ ƌŽĐŬƐĂƌĞƐƚƌƵĐŬ
^ůŝŐŚƚůLJ
tĞĂƚŚĞƌĞĚ
ŝƐĐŽůŽƌĂƚŝŽŶŽƌŽdžŝĚĂƚŝŽŶŝƐ
ůŝŵŝƚĞĚƚŽƐƵƌĨĂĐĞŽĨ͕ŽƌƐŚŽƌƚ
ĚŝƐƚĂŶĐĞĨƌŽŵ͕ĨƌĂĐƚƵƌĞƐ͖ƐŽŵĞ
ĨĞůĚƐƉĂƌĐƌLJƐƚĂůƐĂƌĞĚƵůů
DŝŶŽƌƚŽĐŽŵƉůĞƚĞ
ĚŝƐĐŽůŽƌĂƚŝŽŶŽƌ
ŽdžŝĚĂƚŝŽŶŽĨŵŽƐƚ
ƐƵƌĨĂĐĞƐ
EŽǀŝƐŝďůĞƐĞƉĂƌĂƚŝŽŶ͕
ŝŶƚĂĐƚ;ƚŝŐŚƚͿ WƌĞƐĞƌǀĞĚ
DŝŶŽƌůĞĂĐŚŝŶŐŽĨ
ƐŽŵĞƐŽůƵďůĞ
ŵŝŶĞƌĂůƐ
,ĂŵŵĞƌĚŽĞƐŶŽƚƌŝŶŐǁŚĞŶƌŽĐŬ
ŝƐƐƚƌƵĐŬ͘ŽĚLJŽĨƌŽĐŬŶŽƚ
ǁĞĂŬĞŶĞĚ
DŽĚĞƌĂƚĞůLJ
tĞĂƚŚĞƌĞĚ
ŝƐĐŽůŽƌĂƚŝŽŶŽƌŽdžŝĚĂƚŝŽŶ
ĞdžƚĞŶĚƐĨƌŽŵĨƌĂĐƚƵƌĞƐƵƐƵĂůůLJ
ƚŚƌŽƵŐŚŽƵƚ͖&ĞͲDŐŵŝŶĞƌĂůƐĂƌĞ
ΗƌƵƐƚLJΗ͖ĨĞůĚƐƉĂƌĐƌLJƐƚĂůƐĂƌĞ
ΗĐůŽƵĚLJΗ
ůůĨƌĂĐƚƵƌĞƐƵƌĨĂĐĞƐ
ĂƌĞĚŝƐĐŽůŽƌĞĚŽƌ
ŽdžŝĚŝnjĞĚ
WĂƌƚŝĂůƐĞƉĂƌĂƚŝŽŶŽĨ
ďŽƵŶĚĂƌŝĞƐǀŝƐŝďůĞ
'ĞŶĞƌĂůůLJ
WƌĞƐĞƌǀĞĚ
^ŽůƵďůĞŵŝŶĞƌĂůƐ
ŵĂLJďĞŵŽƐƚůLJ
ůĞĂĐŚĞĚ
,ĂŵŵĞƌĚŽĞƐŶŽƚƌŝŶŐǁŚĞŶƌŽĐŬ
ŝƐƐƚƌƵĐŬ͘ŽĚLJŽĨƌŽĐŬŝƐƐůŝŐŚƚůLJ
ǁĞĂŬĞŶĞĚ
/ŶƚĞŶƐĞůLJ
tĞĂƚŚĞƌĞĚ
ŝƐĐŽůŽƌĂƚŝŽŶŽƌŽdžŝĚĂƚŝŽŶ
ƚŚƌŽƵŐŚŽƵƚ͖ĂůůĨĞůĚƐƉĂƌƐĂŶĚ
&ĞͲDŐŵŝŶĞƌĂůƐĂƌĞĂůƚĞƌĞĚƚŽ
ĐůĂLJƚŽƐŽŵĞĞdžƚĞŶƚ͖ŽƌĐŚĞŵŝĐĂů
ĂůƚĞƌĂƚŝŽŶƉƌŽĚƵĐĞƐŝŶƐŝƚƵ
ĚŝƐĂŐŐƌĞŐĂƚŝŽŶ͕ŐƌĂŝŶďŽƵŶĚĂƌLJ
ĐŽŶĚŝƚŝŽŶƐ
ůůĨƌĂĐƚƵƌĞƐƵƌĨĂĐĞƐ
ĂƌĞĚŝƐĐŽůŽƌĞĚŽƌ
ŽdžŝĚŝnjĞĚ͖
ƐƵƌĨĂĐĞƐĨƌŝĂďůĞ
WĂƌƚŝĂůƐĞƉĂƌĂƚŝŽŶ͕ƌŽĐŬŝƐ
ĨƌŝĂďůƌ͖ŝŶƐĞŵŝͲĂƌŝĚ
ĐŽŶĚŝƚŝŽŶƐ͕ŐƌĂŶŝƚŝĐƐĂƌĞ
ĚŝƐĂŐŐƌĞŐĂƚĞĚ
dĞdžƚƵƌĞĂůƚĞƌĞĚ
ďLJĐŚĞŵŝĐĂů
ĚŝƐŝŶƚĞŐƌĂƚŝŽŶ
;ŚLJĚƌĂƚŝŽŶ͕
ĂƌŐŝůůĂƚŝŽŶͿ
>ĞĂĐŚŝŶŐŽĨƐŽůƵďůĞ
ŵŝŶĞƌĂůƐŵĂLJďĞ
ĐŽŵƉůĞƚĞ
ƵůůƐŽƵŶĚǁŚĞŶƐƚƌƵĐŬǁŝƚŚ
ŚĂŵŵĞƌ͖ƵƐƵĂůůLJĐĂŶďĞďƌŽŬĞŶ
ǁŝƚŚŵŽĚĞƌĂƚĞƚŽŚĞĂǀLJŵĂŶƵĂů
ƉƌĞƐƐƵƌĞŽƌďLJůŝŐŚƚŚĂŵŵĞƌďůŽǁ
ǁŝƚŚŽƵƚƌĞĨĞƌĞŶĐĞƚŽƉůĂŶĞƐŽĨ
ǁĞĂŬŶĞƐƐƐƵĐŚĂƐŝŶĐŝƉŝĞŶƚŽƌ
ŚĂŝƌůŝŶĞĨƌĂĐƚƵƌĞƐŽĨǀĞŝŶůĞƚƐ͘ZŽĐŬ
ŝƐƐŝŐŶŝĨŝĐĂŶƚůLJǁĞĂŬĞŶĞĚ͘
ĞĐŽŵƉŽƐĞĚ
ŝƐĐŽůŽƌĞĚŽĨŽdžŝĚŝnjĞĚ
ƚŚƌŽƵŐŚŽƵƚ͕ďƵƚƌĞƐŝƐƚĂŶƚ
ŵŝŶĞƌĂůƐƐƵĐŚĂƐƋƵĂƌƚnjŵĂLJďĞ
ƵŶĂůƚĞƌĞĚ͖ĂůůĨĞůĚƐƉĂƌƐĂŶĚ
&ĞͲDŐŵŝŶĞƌĂůƐĂƌĞĐŽŵƉůĞƚĞůLJ
ĂůƚĞƌĞĚƚŽĐůĂLJ
ŽŵƉůĞƚĞƐĞƉĂƌĂƚŝŽŶŽĨŐƌĂŝŶ
ďŽƵŶĚĂƌŝĞƐ;ĚŝƐĂŐŐƌĞŐĂƚĞĚͿ
ZĞƐĞŵďůĞƐĂƐŽŝů͖ƉĂƌƚŝĂůŽƌĐŽŵƉůĞƚĞ
ƌĞŵŶĂŶƚƌŽĐŬƐƚƌƵĐƚƵƌĞŵĂLJďĞ
ƉƌĞƐĞƌǀĞĚ͖ůĞĂĐŚŝŶŐŽĨƐŽůƵďůĞ
ŵŝŶĞƌĂůƐƵƐƵĂůůLJĐŽŵƉůĞƚĞ
ĂŶďĞŐƌĂŶƵůĂƚĞĚďLJŚĂŶĚ͘
ZĞƐŝƐƚĂŶƚŵŝŶĞƌĂůƐƐƵĐŚĂƐƋƵĂƌƚnj
ŵĂLJďĞƉƌĞƐĞŶƚĂƐΗƐƚƌŝŶŐĞƌƐΗŽƌ
ΗĚŝŬĞƐΗ
W
Z
EdKZ
Z
Ks
Zz;Z
Ϳ
ɇ>
E'd,K&d,
Z
Ks
Z
KZ
W/

^;/E͘Ϳ
dKd>>
E'd,K&KZ
ZhE;/E͘Ϳ
džϭϬϬ
W
Z
EdKZ
Z
Ks
Zz;Z
Ϳ
ɇ>
E'd,K&d,
/EddKZ
W/

^хϰ/E͘
dKd>>
E'd,K&KZ
ZhE;/E͘Ϳ
džϭϬϬ
ZYΎ/E/d
^^KhEE
^^Z/d
Z/EKdD
d
ZK<,ZE
^^
ĞƐĐƌŝƉƚŝŽŶ ƌŝƚĞƌŝĂ

džƚƌĞŵĞůLJ,ĂƌĚ
sĞƌLJ,ĂƌĚ
,ĂƌĚ
DŽĚĞƌĂƚĞůLJ,ĂƌĚ
DŽĚĞƌĂƚĞůLJ^ŽĨƚ
^ŽĨƚ
sĞƌLJ^ŽĨƚ
ĂŶŶŽƚďĞƐĐƌĂƚĐŚĞĚǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞŽƌƐŚĂƌƉƉŝĐŬ͘ĂŶŽŶůLJďĞĐŚŝƉƉĞĚǁŝƚŚƌĞƉĞĂƚĞĚŚĞĂǀLJ ŚĂŵŵĞƌďůŽǁƐ͕
ĂŶŶŽƚďĞƐĐƌĂƚĐŚĞĚǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞŽƌƐŚĂƌƉƉŝĐŬ͘ƌĞĂŬƐǁŝƚŚƌĞƉĞĂƚĞĚŚĞĂǀLJŚĂŵŵĞƌďůŽǁƐ͘ ĂŶďĞƐĐƌĂƚĐŚĞĚǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞŽƌƐŚĂƌƉƉŝĐŬǁŝƚŚĚŝĨĨŝĐƵůƚLJ;ŚĞĂǀLJƉƌĞƐƐƵƌĞͿ͘ƌĞĂŬƐǁŝƚŚ ŚĞĂǀLJŚĂŵŵĞƌďůŽǁƐ͘
ĂŶďĞƐĐƌĂƚĐŚĞĚǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞŽƌƐŚĂƌƉƉŝĐŬǁŝƚŚůŝŐŚƚŽƌŵŽĚĞƌĂƚĞƉƌĞƐƐƵƌĞ͘ƌĞĂŬƐǁŝƚŚ ŵŽĚĞƌĂƚĞŚĂŵŵĞƌďůŽǁƐ͘
ĂŶďĞŐƌŽŽǀĞĚϭͬϭϲŝŶ͘ĚĞĞƉǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞŽƌƐŚĂƌƉƉŝĐŬǁŝƚŚŵŽĚĞƌĂƚĞŽƌŚĞĂǀLJƉƌĞƐƐƵƌĞ͘ ƌĞĂŬƐǁŝƚŚůŝŐŚƚŚĂŵŵĞƌďůŽǁŽƌŚĞĂǀLJŵĂŶƵĂůƉƌĞƐƐƵƌĞ͘ ĂŶďĞŐƌŽŽǀĞĚŽƌŐŽƵŐĞĚĞĂƐŝůLJǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞŽƌƐŚĂƌƉƉŝĐŬǁŝƚŚůŝŐŚƚƉƌĞƐƐƵƌĞ͕ĐĂŶďĞ ƐĐƌĂƚĐŚĞĚǁŝƚŚĨŝŶŐĞƌŶĂŝů͘ƌĞĂŬƐǁŝƚŚůŝŐŚƚŵŽĚĞƌĂƚĞŵĂŶƵĂůƉƌĞƐƐƵƌĞ͘ ĂŶďĞƌĞĂĚŝůLJŝŶĚĞŶƚĞĚ͕ŐƌŽŽǀĞĚŽƌŐŽƵŐĞĚǁŝƚŚĨŝŶŐĞƌŶĂŝů͕ŽƌĐĂƌǀĞĚǁŝƚŚĂƉŽĐŬĞƚŬŶŝĨĞ͘ƌĞĂŬƐ ǁŝƚŚůŝŐŚƚŵĂŶƵĂůƉƌĞƐƐƵƌĞ͘
&ZdhZ

E^/dz
ĞƐĐƌŝƉƚŝŽŶ KďƐĞƌǀĞĚ&ƌĂĐƚƵƌĞĞŶƐŝƚLJ
hŶĨƌĂĐƚƵƌĞĚ
sĞƌLJ^ůŝŐŚƚůLJ&ƌĂĐƚƵƌĞĚ
^ůŝŐŚƚůLJ&ƌĂĐƚƵƌĞĚ
DŽĚĞƌĂƚĞůLJ&ƌĂĐƚƵƌĞĚ
/ŶƚĞŶƐĞůLJ&ƌĂĐƚƵƌĞĚ
sĞƌLJ/ŶƚĞŶƐĞůLJ&ƌĂĐƚƵƌĞĚ
EŽĨƌĂĐƚƵƌĞƐ
ŽƌĞůĞŶŐƚŚƐŐƌĞĂƚĞƌƚŚĂŶϯĨƚ
ŽƌĞůĞŶŐƚŚƐŵŽƐƚůLJĨƌŽŵϭƚŽϯĨƚ
ŽƌĞůĞŶŐƚŚƐŵŽƐƚůLJϰŝŶ͘ƚŽϭĨƚ͘
ŽƌĞůĞŶŐƚŚƐŵŽƐƚůLJĨƌŽŵϭƚŽϰŝŶ͘
DŽƐƚůLJĐŚŝƉƐĂŶĚĨƌĂŐŵĞŶƚƐ͘

yW>KZd/KEZ
KZ
>
'
EηϰZ
&
Z
E
͗ĂůƚƌĂŶƐ^ŽŝůĂŶĚZŽĐŬ>ŽŐŐŝŶŐ͕ůĂƐƐŝĨŝĐĂƚŝŽŶ͕ĂŶĚWƌĞƐĞŶƚĂƚŝŽŶDĂŶƵĂů;ϮϬϭϬͿ͘ PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Project: Riverside Community Hospital
Group Delta Consultants
9245 Activity Road, Suite 103
San Diego, California 92126
www.GroupDelta.com
Total depth: 33.99 ft, Date: 3/22/2024
Surface Elevation: 800.00 ft
CPT-1
Location: 4468 Brockton Avenue, Riverside, California 92501 Cone resistance
Tip resistance (tsf)
4000
Depth (ft)
34 33
32 31
30 29
28 27
26 25
24 23
22 21
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Cone resistance Sleeve friction
Friction (tsf)
8 6 4 2 0
Depth (ft)
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Sleeve friction Pore pressure u
Pressure (psi)
2015105 0
Depth (ft)
34 33
32 31
30 29
28 27
26 25
24 23
22 21
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Pore pressure u Friction ratio
Rf (%)
8 6 4 2 0
Depth (ft)
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
1816 1412 108 6 4 2 0
Depth (ft)
34 33
32 31
30 29
28 27
26 25
24 23
22 21
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand
Sand
Sand & silty sand
Sand
Sand
CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 3/26/2024, 4:24:54 PM FIGURE A-1a Project file: C:\GeoLogismiki Software\CPeT-IT 3.0\Reports\Custom Reports\SD809 CPeT.cpt PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices DEPTH [FEET]
Document No. 24-0011
CONE PENETOMETER DATA (CPT-1) Project No. SD809
FIGURE A-1b
0 100 200 300 400 500 600 700
Tip Resistance (Qc) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Skin Friction (Fs) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Friction Ratio (FR) [%]
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Project: Riverside Community Hospital
Group Delta Consultants
9245 Activity Road, Suite 103
San Diego, California 92126
www.GroupDelta.com
Total depth: 37.54 ft, Date: 3/22/2024
Surface Elevation: 796.00 ft
CPT-2
Location: 4468 Brockton Avenue, Riverside, California 92501 Cone resistance
Tip resistance (tsf)
4000
Depth (ft)
37 36
35 34
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Cone resistance Sleeve friction
Friction (tsf)
8 6 4 2 0
Depth (ft)
37 36
35 34
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Sleeve friction Pore pressure u
Pressure (psi)
2015105 0
Depth (ft)
37 36
35 34
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Pore pressure u Friction ratio
Rf (%)
8 6 4 2 0
Depth (ft)
37 36
35 34
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
1816 1412 108 6 4 2 0
Depth (ft)
37 36
35 34
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand & silty sand
Very dense/stiff soil
Sand
Sand & silty sand
Sand
Sand
Sand & silty sandCPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 3/26/2024, 4:28:34 PM Project file: C:\GeoLogismiki Software\CPeT-IT 3.0\Reports\Custom Reports\SD809 CPeT.cpt FIGURE A-2a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices DEPTH [FEET]
Document No. 24-0011
CONE PENETOMETER DATA (CPT-2) Project No. SD809
FIGURE A-2b
0 100 200 300 400 500 600 700
Tip Resistance (Qc) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Skin Friction (Fs) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Friction Ratio (FR) [%]
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Project: Riverside Community Hospital
Group Delta Consultants
9245 Activity Road, Suite 103
San Diego, California 92126
www.GroupDelta.com
Total depth: 20.67 ft, Date: 3/22/2024
Surface Elevation: 793.00 ft
CPT-3
Location: 4468 Brockton Avenue, Riverside, California 92501 Cone resistance
Tip resistance (tsf)
4000
Depth (ft)
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Cone resistance Sleeve friction
Friction (tsf)
8 6 4 2 0
Depth (ft)
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Sleeve friction Pore pressure u
Pressure (psi)
2015105 0
Depth (ft)
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Pore pressure u Friction ratio
Rf (%)
8 6 4 2 0
Depth (ft)
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
18 1614 12 108 6 4 2 0
Depth (ft)
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Soil Behaviour Type
Silty sand & sandy silt
Sensitive fine grained
Clay
Clay & silty clay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Very dense/stiff soil
Sand & silty sand
Sand & silty sand
Sand
Sand
CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 3/26/2024, 4:29:00 PM Project file: C:\GeoLogismiki Software\CPeT-IT 3.0\Reports\Custom Reports\SD809 CPeT.cpt FIGURE A-3a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices DEPTH [FEET]
Document No. 24-0011
CONE PENETOMETER DATA (CPT-3) Project No. SD809
FIGURE A-3b
0 100 200 300 400 500 600 700
Tip Resistance (Qc) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Skin Friction (Fs) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Friction Ratio (FR) [%]
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Project: Riverside Community Hospital
Group Delta Consultants
9245 Activity Road, Suite 103
San Diego, California 92126
www.GroupDelta.com
Total depth: 25.01 ft, Date: 3/22/2024
Surface Elevation: 794.00 ft
CPT-4
Location: 4468 Brockton Avenue, Riverside, California 92501 Cone resistance
Tip resistance (tsf)
4000
Depth (ft)
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Cone resistance Sleeve friction
Friction (tsf)
8 6 4 2 0
Depth (ft)
24 23
22 21
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Sleeve friction Pore pressure u
Pressure (psi)
2015105 0
Depth (ft)
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Pore pressure u Friction ratio
Rf (%)
8 6 4 2 0
Depth (ft)
24 23
22 21
20 19
18 17
16 15
14 13
12 11
10 9
8 7
6 5
4 3
2 1
0 Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
1816 1412 108 6 4 2 0
Depth (ft)
25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Soil Behaviour Type
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Sand
Sand
Sand & silty sand
Sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 3/26/2024, 4:30:47 PM Project file: C:\GeoLogismiki Software\CPeT-IT 3.0\Reports\Custom Reports\SD809 CPeT.cpt FIGURE A-4a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices DEPTH [FEET]
Document No. 24-0011
CONE PENETOMETER DATA (CPT-4) Project No. SD809
FIGURE A-4b
0 100 200 300 400 500 600 700
Tip Resistance (Qc) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Skin Friction (Fs) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Friction Ratio (FR) [%]
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Project: Riverside Community Hospital
Group Delta Consultants
9245 Activity Road, Suite 103
San Diego, California 92126
www.GroupDelta.com
Total depth: 54.73 ft, Date: 3/22/2024
Surface Elevation: 839.00 ft
CPT-5
Location: 4468 Brockton Avenue, Riverside, California 92501 Cone resistance
Tip resistance (tsf)
4000
Depth (ft)
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Cone resistance Sleeve friction
Friction (tsf)
8 6 4 2 0
Depth (ft)
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Sleeve friction Pore pressure u
Pressure (psi)
2015105 0
Depth (ft)
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Pore pressure u Friction ratio
Rf (%)
8 6 4 2 0
Depth (ft)
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
1816 1412 108 6 4 2 0
Depth (ft)
54 52
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Sand & silty sand
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil
Silty sand & sandy silt
Very dense/stiff soil
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil
Sand & silty sand
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand
Sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand & silty sand
Sand
CPeT-IT v.3.5.3.3 - CPTU data presentation & interpretation software - Report created on: 3/26/2024, 4:31:20 PM Project file: C:\GeoLogismiki Software\CPeT-IT 3.0\Reports\Custom Reports\SD809 CPeT.cpt FIGURE A-5a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices DEPTH [FEET]
Document No. 24-0011
CONE PENETOMETER DATA (CPT-5) Project No. SD809
FIGURE A-5b
0 100 200 300 400 500 600 700
Tip Resistance (Qc) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Skin Friction (Fs) [TSF]
0 5
10 15
20 25
30 35
40 45
50 02468
Friction Ratio (FR) [%]
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices Group Delta Consultants
Riverside Community Hospital
Riverside, CA
CPT Shear Wave Measurements
S-Wave Interval
Tip Geophone Travel S-Wave Velocity S-Wave
Depth Depth Distance Arrival from Surface Velocity
Location (ft) (ft) (ft) (msec) (ft/sec) (ft/sec)
CPT-1 5.02 4.02 4.49 5.86 766

10.04 9.04 9.26 13.64 679 613

15.03 14.03 14.17 20.74 683 692

20.01 19.01 19.11 27.28 701 756

25.03 24.03 24.11 31.36 769 1225

30.02 29.02 29.09 35.44 821 1220

33.92 32.92 32.98 37.44 881 1946
CPT-2 5.02 4.02 4.49 4.24 1059

10.01 9.01 9.23 13.50 684 512

15.03 14.03 14.17 19.80 716 785

20.01 19.01 19.11 26.12 732 782

25.03 24.03 24.11 32.00 754 850

30.02 29.02 29.09 35.22 826 1545

35.01 34.01 34.07 37.78 902 1945
CPT-5 5.02 4.02 4.49 2.46 1825

10.01 9.01 9.23 5.94 1554 1362

15.06 14.06 14.20 8.96 1585 1646

20.05 19.05 19.15 13.04 1469 1214

25.03 24.03 24.11 16.26 1483 1540

30.02 29.02 29.09 20.44 1423 1190

35.01 34.01 34.07 24.28 1403 1297

39.99 38.99 39.04 26.98 1447 1842

45.01 44.01 44.06 31.46 1400 1119

50.03 49.03 49.07 35.20 1394 1341

54.69 53.69 53.73 38.74 1387 1315
Shear Wave Source Offset - 2 ft
S-Wave Velocity from Surface = Travel Distance/S-Wave Arrival Interval S-Wave Velocity = (Travel Dist2-Travel Dist1)/(Time2-Time1) PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

9.9 22.4
8 12
9 26
FILL: SILTY SAND (SM); loose to medium dense;
dark yellowish brown (10YR 4/4); moist; mostly fine to
medium SAND; some fines; trace GRAVEL; nonplastic.
(1% Gravel; 60% Sand; 39% Fines)
YOUNG ALLUVIUM: SILTY SAND (SM); medium
dense; dark yellowish brown (10YR 4/4); moist; mostly
fine to medium SAND; some fines; trace GRAVEL;
nonplastic.

POORLY-GRADED SAND WITH SILT (SP-SM);
medium dense; dark yellowish brown (10YR 4/6); moist;
mostly fine to medium SAND; little fines; trace GRAVEL; nonplastic; micaceous.

WELL-GRADED SAND WITH SILT (SW-SM); medium
dense; light yellowish brown (10YR 6/4) to dark
yellowish brown (10YR 4/6); moist; mostly fine to coarse SAND; few fines; trace GRAVEL; nonplastic;
micaceous.

LEAN CLAY (CL); very stiff; yellowish brown (10YR 4/6); moist; mostly fines; little fine SAND; low plasticity.
(0% Gravel; 11% Sand; 89% Fines)
(LL~37; PL~19; PI~18)
2 4
4 3
5 7
3 4
5 7
11 15
10 10
11 21
PA
PA
PI
C
107
102
B-1
S-2
R-3
S-4
R-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
795
790
785
780
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-6 a

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.
5 10
15 20
Hollow Stem Auger
800

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-01
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

36.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

16.0 19
33 27
YOUNG ALLUVIUM:

SANDY LEAN CLAY (CL); very
stiff; yellowish brown (10YR 5/6); moist; mostly fines; little fine SAND; low plasticity.

PP~2 TSF
CLAYEY SAND (SC); medium dense; yellowish brown
(10YR 5/4); moist; mostly fine to coarse SAND; some
fines; low plasticity.

OLD ALLUVIUM:

SANDY LEAN CLAY (CL); hard;
yellowish brown (10YR 4/6); moist; mostly fines; some
fine to medium SAND; low plasticity; micaceous.

Total Depth: 36½ Feet
Groundwater Not Encountered
5 9
10 8
13 20
3 9
18 23
27 33
117
S-6
R-7
S-8
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
770
765
760
755
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-6 b

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.
30 35
40 45
Hollow Stem Auger
800

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-01
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

36.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

3.2 22.6
4 10
5 27
PAVEMENT: 2-inches Asphalt Concrete.

FILL: SILTY SAND (SM); loose to medium dense;
dark yellowish brown (10YR 4/4); moist; mostly fine to
medium SAND; some fines; trace fine GRAVEL;
nonplastic; micaceous.

YOUNG ALLUVIUM:

SILTY SAND (SM); loose; dark
yellowish brown (10YR 4/6); moist; mostly fine to
medium SAND; little fines; trace fine GRAVEL;
nonplastic.
(3% Gravel; 83% Sand; 14% Fines)
LEAN CLAY (CL); hard; dark yellowish brown (10YR
4/4); moist; mostly fines; trace fine SAND; medium
plasticity.
(0% Gravel; 3% Sand; 97% Fines)
(LL~46; PL~22; PI~24)
1 2
2 2
5 5
1 2
3 4
12 15
5 9
7 24
PA
DS
PA
PI
C
109
106
B-1
S-2
R-3
S-4
R-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
795
790
785
780
775
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/1/2024 4/1/2024
JWJ
FIGURE
A-7 a

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.
5 10
15 20
Hollow Stem Auger
798

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-02
Proposed Parking Garage and Tower Sites 1 of 3
MAFYellow Jacket Drilling
CME 85 Truck Mounted Rig #120 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

51.5 36.0 / 762.0

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

11.0 12.6
10 39
22 54
YOUNG ALLUVIUM:

SANDY LEAN CLAY (CL); very
stiff; dark yellowish brown (10YR 3/6); moist; mostly
fines; little fine SAND; medium plasticity.

PP ~ 3 TSF
OLD ALLUVIUM: CLAYEY SAND (SC); dense; dark
yellowish brown (10YR 4/4); moist; mostly fine to coarse SAND; some fines; trace GRAVEL; medium plasticity.

CLAYEY SAND (SC); medium dense to dense; dark
yellowish brown (10YR 4/4); saturated; mostly fine to
coarse SAND; some fines; trace GRAVEL; medium
plasticity.

SILTY SAND (SM); dense; dark yellowish brown (10YR
4/6); saturated; mostly fine to medium SAND; some
fines; trace fine GRAVEL; nonplastic.

SANDY LEAN CLAY (CL); stiff; dark yellowish brown
(10YR 3/6); saturated; mostly fines; little fine SAND;
medium plasticity.

WELL-GRADED SAND WITH SILT (SW-SM); dense;
very pale brown (10YR 8/4) to brownish yellow (10YR
6/6), saturated; mostly fine to coarse SAND; few
GRAVEL; trace fines; nonplastic; micaceous.

Samples highly disturbed by rapid groundwater flow into the bottom of the hollow-stem auger.
4 4
6 8
17 22
4 8
14 15
24 30
13 35
29 48
---
123
119
S-6
R-7
S-8
R-9
R-10
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
770
765
760
755
750
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/1/2024 4/1/2024
JWJ
FIGURE
A-7 b

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.
30 35
40 45
Hollow Stem Auger
798

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-02
Proposed Parking Garage and Tower Sites 2 of 3
MAFYellow Jacket Drilling
CME 85 Truck Mounted Rig #120 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

51.5 36.0 / 762.0

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices OLD ALLUVIUM: WELL-GRADED SAND (SW);
dense; light yellowish brown (10YR 6/4); saturated;
mostly fine to medium SAND; few fines; nonplastic.

Total Depth: 51½ Feet
Groundwater Depth: 36 Feet
Groundwater initially observed at 46 feet
when the bottom of the borehole heaved.
---S-11
55 60
65 70
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
745
740
735
730
725
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/1/2024 4/1/2024
JWJ
FIGURE
A-7 c

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.
55 60
65 70
Hollow Stem Auger
798

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-02
Proposed Parking Garage and Tower Sites 3 of 3
MAFYellow Jacket Drilling
CME 85 Truck Mounted Rig #120 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

51.5 36.0 / 762.0

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

3.1 4.2
24 12
23 15
PAVEMENT:
2-inches Asphalt Concrete.

FILL: SILTY SAND (SM); loose to medium dense;
yellowish brown (10YR 5/6); moist; mostly fine to
medium SAND; some fines; trace GRAVEL; nonplastic;
micaceous.
(4% Gravel; 49% Sand; 47% Fines)
YOUNG ALLUVIUM:

SILTY SAND (SM); medium
dense; yellowish brown (10YR 5/6); moist; mostly fine to coarse SAND; little fines; nonplastic.

WELL-GRADED SAND WITH SILT (SW-SM); medium
dense; very pale brown (10 YR 7/4) to yellowish brown
(10YR 5/6); moist; mostly fine to coarse SAND; few
fines; trace GRAVEL; nonplastic; micaceous.

Few GRAVEL.
6 11
13 4
6 6
5 11
12 6
8 7
21 16
20 20
PA
EI
CR
104
106
B-1
R-2
S-3
R-4
S-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
795
790
785
780
775
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/2/2024 4/2/2024
JWJ
FIGURE
A-8 a

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.
5 10
15 20
Hollow Stem Auger
798

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-03
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

36.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

6.2 11.6
70 26
55 OLD ALLUVIUM:

WELL-GRADED SAND WITH SILT
(SW-SM); very dense; very pale brown (10YR 7/3) to
dark yellowish brown (10YR 4/6); moist; mostly fine to
coarse SAND; few fines; nonplastic; micaceous.

CLAYEY SAND (SC); dense; dark yellowish brown
(10YR 4/6); moist; mostly fine to medium SAND; some
fines; trace GRAVEL; low plasticity; micaceous.

WELL-GRADED SAND WITH SILT (SW-SM); dense;
yellowish brown (10YR 5/6); moist; mostly fine to coarse SAND; little fines; trace GRAVEL; nonplastic; micaceous Total Depth: 36½ Feet
Groundwater Not Encountered
11 30
40 7
12 14
11 19
36 62
35 49
114
122
R-6
S-7
R-8
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
770
765
760
755
750
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/2/2024 4/2/2024
JWJ
FIGURE
A-8 b

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.
30 35
40 45
Hollow Stem Auger
798

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-03
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

36.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

9.4 2.6
8 4
20 70
FILL:

SILTY SAND (SM); loose to medium dense;
dark yellowish brown (10YR 4/4); moist; mostly fine to
coarse SAND; some fines; nonplastic.

YOUNG ALLUVIUM: SILTY SAND (SM); loose;
yellowish brown (10YR 5/6); moist; mostly fine to
medium SAND; some fines; nonplastic.
(0% Gravel; 65% Sand; 35% Fines)
CLAYEY SAND (SC); loose; dark yellowish brown
(10YR 4/4); moist; mostly fine to medium SAND; some
fines; nonplastic.

WELL-GRADED SAND WITH SILT (SW-SM); medium
dense; yellowish brown (10YR 5/6); moist; mostly fine to medium SAND; few fines; trace fine GRAVEL;
nonplastic.

OLD ALLUVIUM:

WELL-GRADED SAND WITH
GRAVEL (SW); very dense; strong brown (7.5YR 5/8);
moist; mostly fine SAND; little GRAVEL; few fines;
nonplastic; micaceous.
3 4
4 2
2 2
5 9
11 14
27 43
7 5
16 86
PA
DS
112
111
B-1
R-2
S-3
R-4
S-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
790
785
780
775
770
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-9 a

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.
5 10
15 20
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-04
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)
31 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 100+
76 OLD ALLUVIUM: WELL-GRADED SAND WITH
GRAVEL (SW); very dense; strong brown (7.5YR 5/8);
moist; mostly fine SAND; little GRAVEL; few fines;
nonplastic; micaceous.

Total Depth: 31 Feet
Groundwater Not Encountered
40 50
(4")
16 50
100+
93 R-6
S-7
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
765
760
755
750
745
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-9 b

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.
30 35
40 45
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-04
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)
31 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

12.6 6.5
6 17
92 33
FILL:

SILTY SAND (SM); loose to medium dense;
dark yellowish brown (10YR 4/4); moist; mostly fine to
medium SAND; some fines; nonplastic. Contains trash
and demolition debris.

YOUNG ALLUVIUM:

SANDY SILT (ML); loose; dark
yellowish brown (10YR 4/6); moist; mostly fines; some
fine to medium SAND; nonplastic; micaceous.
(0% Gravel; 33% Sand; 67% Fines)
CLAYEY SAND (SC); medium dense; dark yellowish
brown (10YR 4/4); moist; mostly fine to medium SAND;
some fines; low plasticity; micaceous.

OLD ALLUVIUM:

CLAYEY SAND WITH GRAVEL
(SC); very dense; yellowish brown (10YR 5/6); moist;
mostly fine to coarse SAND; some fines; little GRAVEL;
nonplastic; micaceous.

WELL-GRADED SAND WITH CLAY (SW-SC); dense;
very pale brown (10YR 8/4) to yellowish brown (10YR
5/8); moist; mostly fine to coarse SAND; little fines; few GRAVEL; nonplastic; micaceous.
1 2
4 6
7 10
10 32
60 10
13 20
5 21
75 41
PA106
127
B-1
R-2
S-3
R-4
S-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
795
790
785
780
775
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-10 a

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.
5 10
15 20
Hollow Stem Auger
796

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-05
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

31.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

13.539
77 OLD ALLUVIUM: WELL-GRADED SAND WITH
GRAVEL (SW); dense; very pale brown (10YR 8/2) to
yellowish brown (10YR 5/4); moist; mostly fine to
medium SAND; some GRAVEL; few fines; nonplastic;
micaceous.

Very pale brown (10YR 8/3) to light yellowish brown
(10YR 6/4); very dense.

Total Depth: 31½ Feet
Groundwater Not Encountered
9 17
22 10
27 50
32 95
109R-6
S-7
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
770
765
760
755
750
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-10 b

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.
30 35
40 45
Hollow Stem Auger
796

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-05
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

31.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

13.1 4
60 56
100+
PAVEMENT: 4-inches Portland Cement Concrete.

FILL: SILTY SAND (SM); loose to medium dense;
dark yellowish brown (10YR 3/6); moist; mostly fines;
some fine to medium SAND; nonplastic; micaceous.

YOUNG ALLUVIUM: CLAYEY SAND (SC); loose;
dark yellowish brown (10YR 4/4); moist; mostly fine to
medium SAND; some fines; low plasticity. Sample has
the odor of decaying vegetation.
(0% Gravel; 55% Sand; 45% Fines)
WELL-GRADED SAND (SW); dense; very pale brown
(10YR 8/4) to yellowish brown (10YR 5/6); moist; mostly fine to coarse SAND; little GRAVEL; trace fines;
nonplastic.

OLD ALLUVIUM:

SILTY SAND WITH GRAVEL (SM);
very dense; yellowish brown (10YR 5/6); moist; mostly
fine to medium SAND; some fines; little GRAVEL;
nonplastic.

WELL-GRADED SAND WITH SILT (SW-SM); very
dense; very pale brown (10YR 8/3) to brownish yellow
(10YR 6/8); moist; mostly fine to coarse SAND; few
fines; few GRAVEL; nonplastic; micaceous.
2 2
2 10
24 36
12 26
30 26
50 (5")
5 49
69 100+
PA
EI
CR
R
114
B-1
S-2
R-3
S-4
B-5
R-6
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
790
785
780
775
770
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/3/2024 4/4/2024
JWJ
FIGURE
A-11 a

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.
5 10
15 20
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-06
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

31.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 50 OLD ALLUVIUM: SILTY SAND WITH GRAVEL (SM);
very dense; yellowish brown (10YR 5/6); moist; mostly
fine to medium SAND; some fines; little GRAVEL;
nonplastic.

Total Depth: 31½ Feet
Groundwater Not Encountered
7 25
25 62S-7
B-8
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
765
760
755
750
745
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/3/2024 4/4/2024
JWJ
FIGURE
A-11 b

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.
30 35
40 45
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-06
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

31.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

15.7 5.6
8 9
22 84
FILL:

CLAYEY SAND (SC); loose to medium dense;
dark yellowish brown (10YR 3/6); moist to wet; mostly
fine to medium SAND; some fines; little GRAVEL; low
plasticity.

YOUNG ALLUVIUM:

SILTY SAND (SM); loose to
medium dense; yellowish brown (10YR 4/6); moist;
mostly fine SAND; some fines; micaceous; nonplastic.

SANDY SILT (ML); loose; dark yellowish brown (10YR
4/6); moist; mostly fines; some fine to medium SAND;
trace GRAVEL; nonplastic; micaceous.
(1% Gravel; 39% Sand; 60% Fines)
WELL-GRADED SAND WITH SILT (SW-SM); medium
dense; very pale brown (10YR 7/3) to yellowish brown
(10YR 5/6); moist; mostly fine to coarse SAND; trace
fines; trace GRAVEL; nonplastic.

OLD ALLUVIUM:

WELL-GRADED SAND (SW); very
dense; very pale brown (10YR 8/3) to brownish yellow
(10YR 6/8); moist; mostly fine to coarse SAND; few
GRAVEL; trace fines; nonplastic; micaceous.
2 3
5 2
4 5
3 7
15 16
34 50
10 7
27 69
PA113
116
B-1
S-2
R-3
S-4
R-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
790
785
780
775
770
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-12 a

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.
5 10
15 20
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-07
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)
28 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices 49 OLD ALLUVIUM: WELL-GRADED SAND (SW); very
dense; very pale brown (10YR 8/3) to brownish yellow
(10YR 6/8); moist; mostly fine to coarse SAND; few
GRAVEL; trace fines; nonplastic; micaceous.

Total Depth: 28 Feet
Groundwater Not Encountered
21 29
20 60S-6
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
765
760
755
750
745
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/4/2024 4/4/2024
JWJ
FIGURE
A-12 b

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.
30 35
40 45
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-07
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)
28 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

7.2 5.3
8 11
79 85
FILL:

SILTY SAND (SM); loose to medium dense;
brown (10YR 4/3); moist; mostly fine to coarse SAND;
some fines; little GRAVEL; nonplastic; micaceous.
(14% Gravel; 44% Sand; 42% Fines)
YOUNG ALLUVIUM: POORLY-GRADED SAND
WITH SILT (SP-SM); medium dense; yellowish brown
(10YR 5/6); moist; mostly fine to medium SAND; few
fines; trace GRAVEL; nonplastic; micaceous.

OLD ALLUVIUM:

WELL-GRADED SAND WITH SILT
(SW-SM); very dense; very pale brown (10YR 8/4) to
yellowish brown (10YR 5/6); moist; mostly fine to coarse SAND; few fines; trace GRAVEL; nonplastic;
micaceous.

WELL-GRADED SAND (SW); very dense; very pale
brown (10YR 8/4) to yellowish brown (10YR 5/6); moist;
mostly fine to coarse SAND; little GRAVEL; trace fines; nonplastic; micaceous.
2 4
4 3
4 7
19 50
(5")
15 35
50 11
10 100+
75 PA
EI
CR
R
116
107
B-1
S-2
R-3
S-4
R-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
790
785
780
775
770
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/1/2024 4/1/2024
JWJ
FIGURE
A-13 a

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.
5 10
15 20
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-08
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)
30 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

3.274
82 OLD ALLUVIUM: WELL-GRADED GRAVEL WITH
SAND (GW); very dense; white (10YR 8/8) to very pale
brown (10YR 7/4); moist; mostly GRAVEL; some fine to
coarse SAND; trace fines; nonplastic.

Total Depth: 30 Feet
Groundwater Not Encountered
24 50
22 50
(5")
66 100+
112R-6
S-7
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
765
760
755
750
745
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/1/2024 4/1/2024
JWJ
FIGURE
A-13 b

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.
30 35
40 45
Hollow Stem Auger
794

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-08
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)
30 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

10.1 6.5
14 4
26 39
FILL: SILTY SAND (SM); loose to medium dense;
dark yellowish brown (10YR 4/4); moist; mostly fine to
medium SAND; some fines; trace GRAVEL and
COBBLE; nonplastic. Some tree roots.

YOUNG ALLUVIUM:

SILTY SAND (SM); medium
dense; dark yellowish brown (10YR 4/4); moist; mostly
fine to medium SAND; some fines; trace GRAVEL and
COBBLE; nonplastic
SANDY SILT (ML); loose; strong brown (10YR 5/6);
moist; mostly fines; some fine SAND; micaceous;
nonplastic.
(0% Gravel; 31% Sand; 69% Fines)
SILTY SAND (SM); medium dense; strong brown (10YR
5/6); moist; mostly fines; little fine SAND; nonplastic.

OLD ALLUVIUM:

SILTY SAND (SM); dense; dark
yellowish brown (10YR 4/4); moist; mostly fine to
medium SAND; some fines; nonplastic.
4 7
7 2
2 2
11 12
14 9
13 26
11 5
21 48
PA
113
101
B-1
R-2
S-3
R-4
S-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
830
825
820
815
810
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/5/2024 4/5/2024
JWJ
FIGURE
A-14 a

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.
5 10
15 20
Hollow Stem Auger
832

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-09
Proposed Parking Garage and Tower Sites 1 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

31.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

2.536
28 OLD ALLUVIUM: POORLY-GRADED SAND WITH
SILT (SP-SM); dense; brownish yellow (10YR 6/8);
moist; mostly fine to medium SAND; little GRAVEL; few
fines; nonplastic.

Grades from very pale brown (10YR 7/4) to yellowish
brown (10YR 5/6); micaeous; trace GRAVEL.

Total Depth: 31½ Feet
Groundwater Not Encountered
8 14
22 7
12 16
30 34
114R-6
S-7
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
805
800
795
790
785
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/5/2024 4/5/2024
JWJ
FIGURE
A-14 b

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.
30 35
40 45
Hollow Stem Auger
832

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 74%, N 60 ~ 74/60 * N ~ 1.23 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-09
Proposed Parking Garage and Tower Sites 2 of 2
MAFYellow Jacket Drilling
CME 75 Limited Access Rig #142 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

31.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

5.8 11.2
18 34
20 37
PAVEMENT:
8-inches of Asphalt Concrete
over 6-inches of Aggregate Base.

FILL: SANDY SILT (ML); medium dense; yellowish
brown (10YR 5/6); moist; mostly fines; some fine to
medium SAND; low plasticity; micaceous.
(0% Gravel; 33% Sand; 67% Fines)
SILTY SAND (SM); dense; yellowish brown (10YR 5/6);
moist; mostly fine to medium SAND; some fines; low
plasticity; micaceous.

SANDY SILT (ML); medium dense to dense; brownish
yellow (10YR 6/8); moist; mostly fines; little fine to
medium SAND; low plasticity; micaceous.
8 9
9 8
14 20
8 9
11 7
13 24
24 30
27 33
PA
EI
CR
DS
DS
99 99
B-1
S-2
R-3
S-4
R-5
5 10
15 20
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
835
830
825
820
815
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/2/2024 4/2/2024
JWJ
FIGURE
A-15 a

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.
5 10
15 20
Hollow Stem Auger
838

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-10
Proposed Parking Garage and Tower Sites 1 of 3
MAFYellow Jacket Drilling
CME 85 Truck Mounted Rig #120 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

51.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

7.5 5.6
21 80
35 72
60 FILL:

SANDY SILT (ML); medium dense; light
yellowish brown (10YR 4/4); moist; mostly fines; little fine SAND; nonplastic.

OLD ALLUVIUM: SILTY SAND WITH GRAVEL (SM);
very dense; strong brown (7.5YR 5/8); moist; mostly fine SAND; some fines; little GRAVEL; nonplastic;
micaceous.

SILTY SAND (SM); very dense; strong brown (7.5YR
5/8); moist; mostly fine SAND; some fines; few
GRAVEL; nonplastic; micaceous.

SILTY SAND WITH GRAVEL (SM); very dense; strong
brown (7.5YR 5/8); moist; mostly fine SAND; some
fines; little GRAVEL; nonplastic; micaceous.

SANDY SILT (ML); medium dense; light yellowish brown
(10YR 4/4); moist; mostly fines; little fine SAND;
nonplastic; mildly cemented.

SILTY SAND (SM); very dense; very pale brown (10YR
7/4) to brownish yellow (10YR 6/6), moist; mostly fine to medium SAND; some fines; few GRAVEL; nonplastic;
micaceous.
5 9
12 7
30 50
8 17
18 15
30 42
10 27
33 28
71 47
64 80
113
115
S-6
R-7
S-8
R-9
S-10
30 35
40 45
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
810
805
800
795
790
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/2/2024 4/2/2024
JWJ
FIGURE
A-15 b

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.
30 35
40 45
Hollow Stem Auger
838

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-10
Proposed Parking Garage and Tower Sites 2 of 3
MAFYellow Jacket Drilling
CME 85 Truck Mounted Rig #120 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

51.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

2.087 OLD ALLUVIUM: POORLY-GRADED SAND WITH
SILT (SP-SM); very dense; very pale brown (10YR 8/3)
to light yellowish brown (10YR 6/4); moist; mostly fine to medium SAND; few fines; few GRAVEL; nonplastic.

Total Depth: 51½ Feet
Groundwater Not Encountered
17 27
50 77 ---R-11
55 60
65 70
BLOW/FT "N"

DRY DENSITY
(pcf)
DEPTH (feet)

PENETRATION

RESISTANCE
(BLOWS / 6 IN)
OTHER
TESTS
SAMPLE NO.

DRILLING EQUIPMENT GROUND ELEV (ft)

DRILLING METHOD
NOTES
785
780
775
770
765
START

MOISTURE
(%)
60 Riverside Community Hospital SD809
4/2/2024 4/2/2024
JWJ
FIGURE
A-15 c

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.
55 60
65 70
Hollow Stem Auger
838

DRILLING COMPANY
BORING
SHEET NO.

LOGGED BY
DEPTH/ELEV. GROUNDWATER (ft)TOTAL DEPTH (ft)
9245 Activity Road, Suite 103
Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR ~ 80%, N 60 ~ 80/60 * N ~ 1.33 * N

SAMPLE TYPE
N

GRAPHIC

LOG DESCRIPTION AND CLASSIFICATION

ELEVATION
(feet)
DEPTH (feet)
FINISH
B-10
Proposed Parking Garage and Tower Sites 3 of 3
MAFYellow Jacket Drilling
CME 85 Truck Mounted Rig #120 8

BORING RECORD

SITE LOCATION

SAMPLING METHOD

PROJECT NAME PROJECT NUMBER
BORING DIA. (in)

51.5 / na

CHECKED BY
San Diego, California 92126
GROUP DELTA CONSULTANTS, INC.

GDC_LOG_BORING_MMX_SOIL_SD SD809 LOGS.GPJ GDCLOG.GDT 4/19/24 PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices APPENDIX A1
PREVIOUS EXPLORATIONS (2007 to 2013)
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.1
Date Drilled: 12120/07 Client: Riverside Community Hospital Driving Weight / Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft) : 799.0 Logged by: VJR Measured Depth to Water(ft) : 39.0 f­
o
<.9 ..,
I
U
..,
a.
<.9
~
¢::
'-'
::r::
f-< p..
~
0 I- 5 -
I- 10 -
I- 15 -
I-- 20 -
'" 'I- 25 -ro
'" t-
o
~
"' '" UJ
a.

S g
fD
"" > 5 a
UJ
o z
<.9
g
<.9 z
Ci' o
fD
I- 30 -
I
~
SAMPLES ~ 0
25 '-'
r/J ~ u ~

1.0 .... VISUAL CLASSIFICATION --. ;::J
::r:: r/J
<C ~ ~ ~ Of-< p.. > ;Z0 ~ .... ~ 0 ~~
~
~ ;::J ~ ~o
03 0 a:l a:l ii:~
(SM) Silty Sand, fine to coarse with gravel to 1 ", brown Fill ~ 14.8 t><
8 14 13.4
fL--' 19
~ (ML) Sandy Silt, fine with medium, light brown Native l>(
3 4 6.7
I'---' 5
tx
4 7 11.5
I'-- 9
(SP-SM) Sand, medium to coarse wtih fine and silt,
•

2.3 brown
tx
7 12 2.3
I'-- 18
.. (SW-SM) Sand with silt, fine to coarse with clay and ~ 5.3 gravel to 3", brown
LX
38 f"----' 5015" 3.6
~
40 50/5" 4.1
::;g;: 5014" 3.5
........
.
(SP) Sand, medium to coarse with fine, gravel and
cobbles to 4", brown
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGBOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f-< 0 .... ~
S
~
-r/J
t::::f-< >-4:;' a:lr/J
~o <C~
08 ~f-<
120 Ring
SA
101 Ring,
ConsoL
120 Ring, DS
114 Ring
SA
117 Ring
105 Ring,DS
104 Ring
Enclosure
B-Ia
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.1
Date Drilled: 12/20107 Client: Riverside Community Hospital Driving Weight 1 Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft) : 799.0 Logged by: VJR Measured Depth to Water(ft) : 39.0 r--.
<!::
'-'
::r: f-<

0...
>r.l
0 I- 40 -
I- 45 -
I- 50 -
QI- 55 -
f­o
C,')
-,
I
o
-,
a.

C,')
't-- 60 -'" ;;;
<X>
b
~
<.0
a:: w a.
5:
9 '" "" > 5 a w
o z
C,')
9 C,')
z
0: o
'"
I- 65 -
r--.

SAMPLES ~
i
'-'
[/) ......
~ U
~
\0
...... VISUAL CLASSIFICA nON --- :::J ::r:
[/)
<C >r.l ~ ~ of-< 0...
:'2 > ...-4~
~O ...-4 0
~ SZ :::J ...-4 >r.lO
03 0 0:1 0:1 tI:::'2
(SP) Sand, medium to coarse with fine, gravel and ~ 5014" 6.0 cobbles to 4", brown
.Y
Groundwate
~ 5014" 17.2
tg 21
50/5" 10.5
tz;: 50 11.8
~ 50 12.4
~ 5014" 15.4

NO BEDROCK
REFUSAL AT 70.0'
FILL TO 4.0' ~ 5014" 9.6

SLIGHT CAVING
GROUNDWATER AT 39.0'
END OF BORING 1=-= 'inll " NR
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGBOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f-< 0
....... ...-4
S
>r.l ...... [/)
~f-< >--0 0:I[/)
~ () <C>r.l 08 ...-4f-<
111 Ring
Dis!. Ring
123 Ring,DS
128 Ring
125 Ring
123 Ring
134 Ring
NR Rina
Enclosure
B-lb
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.2
Date Drilled: 12120/07 Client: Riverside Community Hospital Driving Weight / Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft): 800.0 Logged by: VJR Measured Depth to Water(ft): 36.0 ~
¢:::
'--'
:r: E-< p..
~
0 l- S -
I- 10 -
I- 15 -
:g r- 20 -
b
(')
...,
I
()
...,
a.
(9
'" '" "­o
'f- 25 - .

M
~
<0
'" UJ
a.
§
!D
.,
> 5 a
UJ
a z
(9
9 (9
z
ii' a
!D
f- 30 .

U
- VISUAL CLASSIFICATION :r: p..
;20 03
(ML) Sandy Silt, fine to medium with coarse and gravel
to 1", light brown
(ML) Sandy Silt, fine with medium, light brown
(SP-SM) Sand, medium to coarse with fine, silt and
gravel to 1 ", brown
(SP) Sand, medium to coarse with fine and gravel to 1 ", brown
...... .
(SP-SM) Sand, fine to coarse with silt and gravel to 1 ", light brown
~
SAMPLES ~
i
'--'
CIl - ~
~
\0
-- ~ CIl
<C ~ ~ ~ OE-<
:8 > .....:I~
-
.....:I 0
~
~ ~ .....:I ~o
0 a:l a:l ti::8
Fill ~ 7.3
t><
5 6
f'----' 4
Native
•

7.9 L>\
3 2
f'----' 2
tx
3 3
f'----' 5
•

3.3 L>\
5 6
I'----' 6
tx
19 24
f'----' 19
tg 41
50/5"
~ 50
~~ C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGROb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
E-< 0
-
.....:I
~
~
-CIl
t:::E-<
>-<0 a:lCll
~ u <C~
08 .....:IE-<

SA,MDE,
SE
SPI
SPI
SPI
SPI
SPI
SPI
SPI
Enclosure
B-2a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.2
Date Drilled : 12/20107 Client: Riverside Community Hospital Driving Weight 1 Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft): 800.0 Logged by: VIR Measured Depth to Water(ft): 36.0 00 !2
00 b
(')
-,
I
<.)
-,
a.
(')
~
¢:::
'--'
::r::
f-<
&l..
~
0 I- 40 -
- 45 -
f- 50 -
- 55 -
M
'I- 60 -
~
<0
0:

W
a.
§
lD
.,
> 5 a w
a z
(')
9 (')
z
(i'
o
lD
I- 65 -
~
r.: SAMPLES ~
25 '--' ~
U)
~ f-< 0
U
~
\0 ...... ~
...... VISUAL CLASSIFICATION --- ;:::J
5 ~
::r:: ~
U)
of-< ......
&l.. <t; ~ ~
..... U)
~o :::s > ~~
~'ff
---f-< ...... ~ 0 ~o 04U)
03 ~
~ ;:::J ~ <t;~
0 04 04 ~:::s 08 ~f-<
(SP-SM) Sand, fine to coarse with silt and gravel to 1", .Y. light brown Groundwate
t><
19 23 SPT
I'----' 32
~ 5015" SPT

END OF BORING

NO BEDROCK
REFUSAL AT 43.0'
FILL TO 4.0'

SLIGHT CAVING
GROUNDWATER AT 36.0'
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGEOb No.

RIVERSIDE, CALIFORNIA 07881-3
Enclosure
B-2b
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.6
Date Drilled : 12/26107 Client: Riverside Community Hospital Driving Weight 1 Drop: 140 lbs.l 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft): 839.0 Logged by: JMZ Measured Depth to Water(ft): 76.7 c­o
C!J ...,
I
II
...,

0..

C!J
,.-...
¢::
'-'
:r::

E-< p....
~
0 l- S
I- 10 -
I- 15 -
- 20 -
'I- 25 '" ;;;
<Xl
"" o
~
<0
<t:

W

0..
s: g
<Il
'" > 5 a w
o z
C!J o
-'
C!J z
"' o
<Il
I- 30
,.-...

SAMPLES ';:!(
i
0 '-'
[/)
- ~ u ~
\D
- VISUAL CLASSIFICATION --- ~
:r::
[/)
-< ~
~ oE-< p.... > ~
;20 ~ -
.....:l 0 .....:l~
~
~ ~ .....:l ~o
03 0 o::l o::l tI:~
Asphalt
1 Base Fill
•

7.3 (SM) Silty Sand, fine with gravel to 3", red brown
tx
7 6 7.8
I'---' 12
(SM) Silty Sand, fine, light brown Native
tx
12 20 14.1
fL---' 31
~ 10.8
tx
9 13 10.8
~ l7
tx
9 16 15.0
I'---' 39
tx
II
13 12.8
~ 18
(ML) Sandy Silt, fine, brown ~ 25 .0
tx
13 19 24.4
I'---' 23
(ML) Sandy Silt, fine with clay, red brown ~ 13.6
tx
13 18 13.3
I'-- 30
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGEOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
E-< 0
- .....:l
5 ~
-[/)
~E-<
~'§' o::l[/)
-<~ 08 .....:lE-<
107 Ring
106 Ring
120 Ring
117 Ring
113 Ring
102 Ring
122 Ring
Enclosure
B-6a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.6
Date Drilled : 12/26107 Client: Riverside Community Hospital Driving Weight! Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft): 839.0 Logged by: JMZ Measured Depth to Water(ft): 76.7 I­
o
C9
~
I
(.)
~
a.

C9
,--.
ct:::
'-'
::r::
f-< P-.

I:.Ll
0 f- 40
f- 45 -
f- 50
- 55
M
'f-- 60 -
'" '" I'-
o
~
'" '" w a.
s: o -' CD
"" > 5 a w
o z
f- 65 -
,--.

SAMPLES ~ 0
i
'-'
r/J .......
~ U
~
\0
....... VISUAL CLASSIFICATION
........ ~
::r:: I:.Ll r/J
Of-< P-. <C ~ ~
~c:J :;s ;> .....:l~ ....... .....:l 0
~
~ ~ .....:l I:.LlO
c:J3 0 o:l o:l ti::;S
I
(SC) Clayey Sand, fine to medium with silt, red brown 2222 IL7 R
10 18 10.8
fIJ
i"---' 35
•
(SM) Silty Sand, fine to medium with coarse and gravel 100 to 3/4", light brown
tx
17 30 10.3
I'---' 50
(SP-SM) Sand, fine to coarse with silt and gravel to 1 ", B 1.8 light brown
t><
48 43 1.8
i"---' 41
....
(SP) Sand, fine to medium with coarse and gravel to 1 ", light brown
~
40 50/5" N.R.
(SP) Sand, fine to coarse with gravel and cobbles to 4", light brown
~ 50 N.R.
.
~ 5014" 3.0
~ 50 3.3
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGBOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f-< Q
....... .....:l
S
I:.Ll .......
~r/J
?<Q ........ f-< o:lr/J
~ u <C1:.Ll 08 .....:If-<
Cor.
125 Ring
126 Ring
Dis!. Ring
N.R. Ring
N.R. Ring
112 Ring
96 Ring
Enclosure
B-6b
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.6
Date Drilled: 12/26/07 Client: Riverside Community Hospital Driving Weight / Drop: 140 lbs.l 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft): 839.0 Logged by: JMZ Measured Depth to Water(ft): 76.7 f­
a
(')
--.,
I
o
,-.,
q:::
'-'
::c
f-<
(:l...,
~
0 I- 75
I- 80 -
I- 85 -
I- 90 -
'I- 95 -
'" '" .... o
~
<D
'" u.J a.
5: o
-' OJ
'" > 5 a u.J
o z
(')
9 (')
z
ii:' o
III
I- 100 -
~
U
- VISUAL CLASSIFICATION ::c
(:l...,
~'" ",3
(SP) Sand, fine to coarse with gravel and cobbles to 4", light brown
(SM) Silty Sand, fine to coarse with clay and gravel 3", brown
I ..
. .

END OF BORING

NO BEDROCK
REFUSAL AT 83.0'
FILL TO 5.0'

SLIGHT CAVING
GROUNDWATER AT 76.7'
,-.,
SAMPLES ':f:. 0
~
'-'
rJ]
~
~
\0
--- ~ rJ]
<C ~ ~ ~ Of-<
~ > ....:lgj
i:2
....:l 0
~
~ ....:l ~o
0 III III tI::~
~ 5014" 4.2
y.

Groundwate '2;;: 5015" 9.6
F= 5012" N.R
~~ C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGEOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f-< 0
- ....:l
S
~
tI::rJ]
>-Q ---f-< 1llrJ] p:: 0 <C~
08 ....:If-<
lOS Ring
114 Ring
N.R. Ring
Enclosure
B-6c
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.7
Date Drilled: 12126/07 Client: Riverside Community Hospital Driving Weight 1 Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft) : 825.0 Logged by: JMZ Measured Depth to Water(ft): N.A. '" e '"
~
<9 ...,
I
()
...,
a. <9
,-..
q::
'-"
::c f-
Cl...
~
0 I- 5 -
- 10 -
f- 15 -
f- 20 -
'I- 25 -'" ;;;
:e o
~
'"
'" w a.
5: g
u ......
::c Cl...
~O
03 yrx
.. I
..... ..

I .
'" '" > I- 30 - <
5 a w
o z
CJ
g
CJ z
ii' o
'"
VISUAL CLASSIFICA nON
Asphalt
/ Base
(SM) Silty Sand, fine to medium with coarse and gravel
to 3", brown
(SM) Silty Sand, fine to coarse with gravel to I ", brown (SP-SM) Sand, fine to medium with coarse and silt,
light brown
(SP-SM) Sand, fine to coarse with silt and gravel to I", light brown
(SP) Sand, fine to coarse, light brown
(SP) Sand, fine to coarse with gravel to I ", light brown ,-..

SAMPLES ~ 0
i
'-"
r./) >-<
~ ~
\0
--- ~ r./)
<t: ~ ~ of-
> ~
~ -
.....:J 0 .....:J~
~
~ ~ .....:J ~o
0 a::I a::I ti::~
Fill ~ 6.5
Native ~ 5.8
t><
6 8
I'---' 8
~
3 3
3 X
2 4
'--' 3
IX
2 3
I'---' 5
X
6 8
'--' 11
t><
8 12
I'---' 19
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGBOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f- 0
>-< .....:J
s
~
-r./)
t:::f-><0 a::Ir./)
~ u <t:~
08 .....:Jf-
Cor.

SPT
SPT
SPT
SPT
SPT
SPT
Enclosure
B-7a
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.7
Date Drilled: 12/26/07 Client: Riverside Community Hospital Driving Weight / Drop: 140 lbs.! 30 in. Equipment: CME 75 Track Rig Surface Elevation(ft) : 825.0 Logged by: JMZ Measured Depth to Water(ft): N.A. r--
ct::
'-"
::r::

E-< 0...
~
Q
I- 40 -
I- 45 -
f- 50 -
:2f- 55 -
'I- 60 -
'" :'e o
~
<L>
'" W
a.

S
9 £[l
o/l
> :; a w
o z
I- 65 -
I.
r--
~ SAMPLES ~
~
'-" ~
r/J ~ E-< 0
U
~
\0
- .....:l
- VISUAL CLASSIFICA nON ---- ~
s
~
::r:: r/J
<C ~
~ ~ OE-< -r/J

0... > ~E-<
~O :E 2
.....:l 0 .....:l~ ><c mr/J
~
~ .....:l ~o ~u <C~
03 0 m m ti::E 08 .....:lE-<
.... ' .
(SP) Sand, fine to coarse with gravel to 1 ", light brown [6
13 26 SPT
21 X
10 15 SPT
~ 17
Lx
14 i"------' 50 SPT
tx
18 27 SPT

END OF BORING
f'----' 29

NO BEDROCK

NO REFUSAL
FILL TO 4.0'

SLIGHT CAVING

NO FREE GROUNDWATER
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGBOb No.

RIVERSIDE, CALIFORNIA 07881-3
Enclosure
B-7b
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.8
Date Drilled : 12/21/07 Client: Riverside Community Hospital Equipment: Limited Access Mole Rig Driving Weight 1 Drop: 140 Ibs.l 30 in.

Surface Elevation(ft): 810.0 Logged by: TAD Measured Depth to Water(ft): N.A. ...., a.

Cl
,-....
¢::
'-'
:r: f-< p..
>r.l
0 f- 5 -
I-- 10 -
I- 15 -
I-- 20 -
'"' 'I- 25 ;;;
:e o
~
<0
'" W
a.
;;;
9 (Il
'" > 5 a w
o z
I-- 30 -
,-....

SAMPLES ';J?
25 '-'
VJ ~ U
~
\0
...... VISUAL CLASSIFICATION --- ;::,
:r: VJ
p.. <C >r.l ~ ~ Of-<
~o :s > .....:l~ ...... .....:l 0
~
~ ;::, .....:l >r.lO
oS 0 c:o c:o ti:::S
(SM) Silty Sand, fine with clay, dark brown Fill
~ 14.2
tx
22 28 13.4
I'------' 30
tx
(SM) Silty sand, fine with clay, dark brown. Native 7
8 4.8
f'------' 8
. .
tx
3 3 6.0
f'------' 4
(ML) Sandy Silt, fine with clay, dark brown
tx
5 6 N.R.

I'------' 7
tx
7 8 20.8
f'------' 8
(SP) Sand, fine to coarse with gravel to 3", light brown tx
10 15 1.6
f'------' 30
~
40 50 4.6

END OF BORING
NO BEDROCK, REFUSAL AT 31.0'
FILL TO 7.0', SLIGHT CAVING

NO FREE GROUNDWATER
C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGEOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f-< 0 ...... .....:l
S
>r.l
ti::VJ
>-oc ---f-< C:OVJ
~ (.) <C>r.l 08 .....:If-<
122 Ring
99 Ring
138 Ring
N.R. Ring
104 Ring
114 Ring
113 Ring
Enclosure
B-8
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices EXPLORATORY BORING NO.9
Date Drilled : 12121/07 Client: Riverside Community Hospital Equipment: Limited Access Mole Rig Driving Weight 1 Drop: 140 Ibs.! 30 in.

Surface Elevation(ft): 81l.0 Logged by: TAD Measured Depth to Water(ft): N.A. >­o
Cl ...,
I
o ...,
<L
Cl
r--.
c:l:: '-'
:r: f-<
Cl-.
~
0 I- 5 -
I- 10 -
I- 15 -
I-- 20 -
'I- 25 -'"
"' "' "" o
~
'" cr:

W
<L
S
9 III
'" > 5 a w
o z
Cl
9 Cl z
iY o
III
- 30 -
U ......
:r:

Cl-.
~O
03 . .

C/)
VISUAL CLASSIFICATION ~
~
::;;
2 (SM) Silty Sand, fine, medium brown Fill
(SM) Silty Sand, fine with clay, dark brown
(ML) Sandy Silt, fine with clay, light brown Native
... (SP) Sand, fine with medium to coarse, light brown

END OF BORING

NO BEDROCK
REFUSAL AT 29.5'
FILL TO 9.0'

SLIGHT CA VING

NO FREE GROUNDWATER
r--.

SAMPLES ~
:i
'-'
......
2 \0
--- ::J C/)
~ ~ ~ Of-<
> C2
.....:I 0 .....:I~
::J .....:I ~o
0 o:l CO tt::::;;
~ 8.5
t>\
14 14 87
iL-----' 15
~ 10.7
t><
4 4 4 .9
f'----' 5
t>\
2 3 7.6
iL-----' 5
tx
7 10 8.2
I'--- 11
LX
8 10 19
I'---- 25
tx
9 11 5.3
I'---- 29
~~ C.H.J.

PROPOSED HOSPITAL EXPANSION AND PARKING GARAGEOb No.

RIVERSIDE, CALIFORNIA 07881-3
~
~
f-< 0 ...... .....:I
S
~
...... C/)
~f-< ><0 o:lC/)
~ u ~~
08 .....:If-<
127 Ring, Pass
#200
98 Ring
101 Ring, DS
115 Ring
113 Ring
107 Ring
Enclosure
B-9
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices I
I-a..

W~
o!!::.- TIP
o o
C.H.J. Inc
Location
Job Number
Riverside Community Hospital Operator
07881-3 Cone Number
Hole Number CPT -01 Date and Time
Water Table Depth 0.00 ft

CPT DATA
1010
MLlJH
DSG1047
12/20/20078:22:44 AM
Fs/Qt
10 1 1;1=1 1 F I ! 1 1 1 1 1 ±Ci 11=1*-H : ! 15J 1 1 1
Filename
GPS
Maximum Depth
Elevation
SPTN
SDF(502).cpt

53.15 ft
838 ft
20 I k::1 I I I i I I I I <f +c:t 1 1 I I I I 4= I I · W I I I (.-1 4i ,,-II---+---+ __ -,---+_ 30 1 I .q, 1 1 1 1 1 1 4=L I 1 I ·
40 50 II--+----I- -f--
60 1 - sensitive fine grained • 4 - silty clay to clay
• 2 - organic material • 5 - clayey silt to silty clay
. 3 - clay • 6 - sandy silt to clayey silt
• 7 - silty sand to sandy silt
8 - sand to silty sand
. 9 - sand
+ !
I
. 10 - gravelly sand to sand
• 11 - very stiff fine grained (')
. 12 - sand to clayey sand (')
-
------ -~
PR-2024-001701 (GPA, SPA, RZ, DR) Exhibit 13 - EIR Addendum and appedices

← All documents from this meeting