Attachment 1s - Appendix F - Hydrology and WQMPPart-3 — Riverside City Council, September 15, 2026

Retaining Wall Drainage Detail
Figure 4

Appendix
A

23145-01
December 22, 2023
A-1

APPENDIX A

REFERENCES

California Geological Survey (CGS), 2008, Gu idelines for Evaluation and Mitigating Seismic Hazards in California, Special Publication 117A.

California Geological Survey (CGS), 2018, Earthquake Fault Zones, A Guide for Government Agencies, Property Owner s / Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42.

Earth Systems Southwest, 2003, Proposed Residential Development, Tentative Tract No. 28756, Alhambra Avenue, West of La Sierra Avenue, La Sierra Hills area of Riverside, California, File No. 09110-01, 03-05-776, Dated May 23, 2003.

Google Earth Pro, 2023. V7.3.6, https://www.google.com/earth/desktop/

Jennings, Charles W. and Bryant W.A., 2010, Fault Activity Map of California, Department of Conservati on, California Geological Survey, Geologic Data Map No. 6.

Nationwide Environmental Title Researc h, LLC (NETR), 2023, Historic Aerials by NETR Online, Date Accessed: D ecember 14, 2023; website address:
http://historicaerials.com

Riverside County Flood Control (RCF C), 2011, Design Handbook for Low Impact Development Best Management Practices.

Riverside County, 2023, Info rmation Technology GIS, Map My County v10, website address:
https://gis1.countyofriverside.us/Html5Viewer/index.html?viewer=MMC_Public

State of California Water Resources Control Board, 2023, GeoTracker Website, http://geotracker.waterboards.ca.gov/

Structural Engineers Association/Offi ce of Statewide Health Planning and Development (SEA/OSHPD), 2023, U.S. Seismic Design Maps, web site address:
https://seismicmaps.org/; Date Accessed: December 13, 2023.

U.S. Geological Survey (USGS), 2001, Geol ogic Map of the Riverside West 7.5’ Quadrangle, Riverside County, California, Version 1.0, Open File Report 01-451, 1:24,000 Scale.

23145-01
December 22, 2023
A-2

APPENDIX A (Cont'd)

REFERENCES

U.S. Geological Survey (USGS), 2002, Ge ologic Map of the Corona North 7.5’ Quadrangle, Riverside and San Bernar dino Counties, California, Version 1.0, Open File Report 02-22, 1:24,000 Scale.

U.S. Geological Survey (USGS), 2023, Un ified Hazard Tool, NSHM 2014 Dynamic Deaggregation Program; web site address:
https://earthquake.usgs.gov/hazards/interactive/; Date Accessed: December 13, 2023.

Appendix
B

COARSE

GRAINED SOILS
MORE THAN 50%

OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE

FINE GRAINED
SOILS
MORE THAN 50%

OF MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE

GRAVEL AND

GRAVELLY
SOILS
MORE THAN 50% OF

COARSE FRACTION
RETAINED ON NO. 4
SIEVE

SAND AND

SANDY SOILS
MORE THAN 50% OF

COARSE FRACTION
PASSING NO. 4 SIEVE

SILTS AND
CLAYS

HIGHLY ORGANIC SOILS
CLEAN

GRAVELS
(LITTLE OR NO
FINES)

GRAVELS WITH
FINES
(APPRECIABLE

AMOUNT OF FINES)

CLEAN SANDS
(LITTLE OR NO
FINES)

SANDS WITH
FINES
(APPRECIABLE

AMOUNT OF FINES)

LIQUID LIMIT LESS
THAN 50

LIQUID LIMIT
GREATER THAN 50
NOTE: Dual symbols are used to indicate gravels or sand with 5-12% fines and soils with fines classifying as CL-ML. Symbols separated by a slash indicate borderline soil classifications.

SOIL CLASSIFICATION CHART

MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS
GW

POORLY GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES

CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO
FINES

POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR

NO FINES

SILTY SANDS, SAND - SILT MIXTURES

CLAYEY SANDS, SAND - CLAY MIXTURES

INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,

SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH

SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,

GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN
CLAYS

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW

PLASTICITY

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE

SANDY OR SILTY SOILS, ELASTIC SILTS

INORGANIC CLAYS OF HIGH PLASTICITY

ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,

ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC

CONTENTS
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT

WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

KEY TO LOG OF BORING
Sampler and Symbol Descriptions Laboratory and Field Test Abbreviations GS
Notes:

AL
DS
CN
CC Chemical Testing incl. Soluble Sulfate
RV
MD
SE Sand Equivalent
EI Expansion Index
Modified California sample (D-#)
Standard Penetration Test (S-#)
Large bulk sample (B-#)
Resistance Value (R-Value)
Grain Size Analysis (Sieve, Hydro. and/or -No. 200)Approximate depth of groundwater during drilling Approximate depth of static groundwater
Atterberg limits (plasticity)
Small bulk sample (SB-#)
Maximum Density and Optimum Moisture
SE
Consolidation
Direct Shear
Sand Equivalent
UU Unconsolidated Undrained Shear Strength
Note: Number of blows required to advance driven sample 12 inches (or length noted).

Shelby tube sample (T-#)

1. 2.

Soil classifications are based on the Unified Soil Classification System and include color, moisture, and relative density or consistency. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate. Bedrock descriptions are based on visual classification and include rock type, moisture, color, grain size, strength, and weathering.

Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were drilled. They are not warranted to be representative of subsurface conditions at other locations or times.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Date(s) Drilled: 12-08-2023 Logged By: AC, AZ
Drilling Method: Hollow Stem
Drill Rig Type: CME 75
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 10”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
8 H-1
D-1
50/
3"
@ 5’: Yellow to white fine- to coarse-grained GRANITE, dry to damp, very dense, weathered. - No Ring Recovery -
Granitic Bedrock (Kgr)
SP-
SM
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5’: Pale yellow to light grey silty to clean fine- to coarse-grained GRANITE, dry, very dense, weathered
(decomposed granite). - No Ring Recovery -
50/
2"
B-1 @ 0-5’B-1
SP-
SM
Notes:

Total Depth: 8 Feet (Refusal).

No Groundwater Encountered.

Backfilled with Cuttings and Tamped.

SM @ 0-2.5’: Pale yellow silty fine- to medium-grained GRANITE, damp, dense, highly weathered (decomposed granite).

No 7' sample due to hard drilling conditions.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
30 H-2
D-1
50/
4"
Granitic Bedrock (Kgr) @ 5’: Reddish brown to yellowish brown fine- to medium-grained GRANITE, damp, very dense, highly micaceous, weathered (decomposed granite).

Older Alluvium (Qalo)
SM

6.0 105.0
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5’: Reddish brown silty fine- to medium-grained
SAND, damp to slightly moist, very dense.
50/
6"

10.5 120.8
B-1 @ 0-5’
GS, AL, EI, CCB-1
SP-
SM
CL @ 0-2.5’: Reddish brown silty fine-grained sandy CLAY, dry, medium stiff.

D-3 50/
3" @ 7.5': Yellowish brown to grey fine- to medium-grained GRANITE, moist, very dense, highly micaceous, weathered (decomposed granite).

4.3 SP-
SM
D-4 50/
3" @ 10': Pale yellowish grey to light grey fine- to medium- grained GRANITE, damp, very dense, micaceous, highly
silicic, weathered (decomposed granite).

4.6 108.0SP-
SM
D-5 50/
3"
@ 15': Dark grey to yellowish grey fine- to medium-grained GRANITE, damp, very dense, highly micaceous, weathered
(decomposed granite).

4.5 SP-
SM
D-6 50/
2"
@ 20': Dark grey to yellowish grey fine- to coarse-grained GRANITE, moist, very dense, highly micaceous, weathered (decomposed granite). - No Ring Recovery -
SP-
SM
D-7 50/
3"
@ 25': Dark grey to light grey silty fine- to medium-grained GRANITE, damp, very dense, micaceous, weathered
(decomposed granite). - No Ring Recovery -
SP-
SM
Harder drilling
at 11'
GS
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55

Page 2 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
30 H-2
D-8 SP-
SM
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 30’: Pale yellow to light grey fine- to coarse-grained GRANITE, damp, very dense, weathered (decomposed
granite). - No Ring Recovery -
50/
2"
Notes:

Total Depth: 30 Feet.

No Groundwater Encountered.

Backfilled with Cuttings and Tamped.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

30.5 H-3
D-1
13 @ 5’: Reddish brown silty fine-grained SAND/sandy SILT, moist, medium dense/stiff.

Older Alluvium (Qalo)
SM

7.0 117.3
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 3.5’: Reddish brown silty fine- to medium-grained
SAND, slightly moist, loose.
9 6.6 115.3
B-1 @ 0-5’
B-1
SM/
ML
SM @ 0-3.5’: Reddish brown silty fine- to medium-grained SAND, dry to damp, loose.

D-3 32 @ 7.5': Reddish brown fine sandy slightly clayey SILT, moist, very stiff.

14.6 118.7ML
D-4 61 @ 10’: Upper: Reddish brown silty fine- to coarse-grained SAND, moist, dense, some bedrock fragments.

11.6 123.5SM
D-5 50/
5"
@ 15': Yellowish brown to brownish grey fine- to coarse- grained GRANITE, damp, very dense, micaceous, highly
weathered (decomposed granite).

3.5 114.5SP
D-6 50/
3"
@ 20': Light grey to yellowish grey fine- to coarse-grained GRANITE, damp, very dense, micaceous, weathered
(decomposed granite).

3.7 115.7SP
D-7 50/
5"
@ 25': Olive grey to grey fine- to coarse-grained GRANITE, damp, very dense, micaceous, weathered (decomposed
granite).

3.7SP
Granitic Bedrock (Kgr)
Harder drilling
at 28'
Hand Augered to 3.5’ for Utility Clearance
Lower: Yellowish brown to grey silty to clean fine- to coarse- grained GRANITE, moist, dense, highly weathered
(decomposed granite).

SP-
SM
GS, CN
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55

Page 2 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

30.5 H-3
D-8 SP
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 30': Dark grey to white fine- to coarse-grained
GRANITE, damp, very dense, micaceous, weathered
(decomposed granite), quartz veins up to 1" thick.
50/
3"

3.8 Notes:

Total Depth: 30.5 Feet.

No Groundwater Encountered.

Backfilled with Cuttings and Tamped.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

30.5 H-4
D-1
50/
4"
@ 5’: Reddish brown to pale reddish brown clayey fine to coarse grained GRANITE, moist, very dense, highly
weathered (decomposed granite).

Older Alluvium (Qalo)
SM

14.7 114.9
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5': Reddish brown to brownish grey silty fine- to coarse- grained SAND, damp, medium dense, Kgr in sampler tip.
40 7.3 123.9
B-1 @ 0-5’
RVB-1
SC-
CL
SM/
ML
@ 0-2.5’: Reddish brown silty fine-grained SAND/sandy
SILT, damp, medium dense/medium stiff.

D-3 50/
4"
@ 7.5': Pale reddish brown to yellowish brown fine- to
coarse-grained GRANITE, damp, very dense, weathered
(decomposed granite).

6.5SP-
SM
D-4 50/
4"
@ 10': Pale yellow to white fine- to coarse-grained GRANITE, damp, very dense, trace mica, weathered (decomposed
granite).

4.5SP-
SM
D-5 50/
4"
@ 15': Pale yellow to pale reddish brown fine- to coarse- grained GRANITE, damp, very dense, trace mica, weathered (decomposed granite). - No Ring Recovery -
SP-
SM
D-6 50/
4"
@ 20': Light grey to yellowish grey fine- to coarse-grained GRANITE, damp, very dense, micaceous, weathered
(decomposed granite).

4.7SP-
SM
D-7 50/
4"
@ 25': Olive grey to grey fine- to coarse-grained GRANITE, damp, very dense, micaceous, weathered (decomposed
granite).

3.9SP-
SM
Granitic Bedrock (Kgr)
DS
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55

Page 2 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

30.5 H-4
D-8 SP-
SM
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 30': Yellowish brown to brownish grey fine- to coarse- grained GRANITE, moist, very dense, highly micaceous,
weathered (decomposed granite).
50/
5"

7.6 Notes:

Total Depth: 30.5 Feet.

No Groundwater Encountered.

Backfilled with Cuttings and Tamped.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: 26.5 feet
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
30 H-5
D-1
20 @ 5’: Reddish brown silty fine- to coarse-grained SAND, damp, medium dense.

Older Alluvium (Qalo)
SM

2.8 116.4
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5’: Reddish brown silty fine- to medium-grained
SAND, damp, medium dense.
18 3.0 110.1
B-1 @ 0-5’

GS, AL, DS,

MD, EI, CC
B-1
SM
SM/
ML
@ 0-2.5’: Reddish brown silty fine-grained SAND/sandy
SILT, dry to damp, loose to medium dense/stiff.

D-3 19 @ 7.5': Reddish brown silty fine-grained SAND/sandy SILT, damp, medium dense/stiff.

6.2 116.7SM/
ML
D-4 34 @ 10': Reddish brown fine sandy SILT, damp to moist, very stiff, Kgr in sampler tip.

9.1 123.5ML
D-5 50/
4"
@ 15': Reddish brown to yellowish brown to dark grey silty fine- to coarse-grained GRANITE, damp, very dense,
weathered (decomposed granite), highly micaceous.

4.1 112.1SM
D-6 50/
4"
@ 20': Dark grey to yellowish grey fine- to coarse-grained GRANITE, damp, very dense, highly micaceous, weathered
(decomposed granite).

3.1SP-
SM
D-7 50/
3"
@ 25': Dark grey to yellowish grey fine- to coarse-grained GRANITE, damp to moist, very dense, highly micaceous,
weathered (decomposed granite).

3.6 102.5SP-
SM
Granitic Bedrock (Kgr)
Groundwater at 28' during drilling; 26.5' after 5 minutes SM
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55

Page 2 of 2 ends

Approximate Groundwater Depth: 26.5 Feet
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
30 H-5
D-8 SP-
SM
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 30': Dark grey to yellowish grey fine- to coarse-grained GRANITE, saturated, very dense, highly micaceous,
weathered (decomposed granite). - No Ring Recovery -
50/
1"
Notes:

Total Depth: 30 Feet.

Groundwater Encountered at 26.5 feet.

Backfilled with Cuttings and Tamped.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

30.5 H-6
D-1
7 @ 5’: Reddish brown silty fine-grained SAND, damp to
moist, loose.

Older Alluvium (Qalo)
SM

6.9 111.9
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5’: Reddish brown silty fine- to coarse-grained SAND, damp, loose.
11 3.1 115.4
B-1 @ 0-5’
B-1
SM
SM
@ 0-2.5’: Reddish brown silty fine- to coarse-grained
SAND, dry to damp, loose.

D-3 14 @ 7.5': Reddish brown silty fine-grained sandy SILT, damp to moist, medium stiff.

8.6 121.3ML
D-4 16 @ 10': Reddish brown fine sandy CLAY, moist, stiff. 12.4 118.4CL D-5 23 @ 15': Reddish brown sandy CLAY, moist, very stiff. 13.4 117.6CL D-6 30 @ 20': Reddish brown sandy CLAY, moist, very stiff to hard.

Kgr in sampler tip.

13.8 121.6CL
D-7 50/
5"
@ 25': Yellowish grey to white to pale olive grey fine- to coarse-grained GRANITE, very moist, very dense, micaceous, weathered (decomposed granite), quartz veins up to 0.25" thick.

15.5 118.9SM
Granitic Bedrock (Kgr)SM
GS, CN
GS, CN
GS, AL
GS, CN
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55

Page 2 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

30.5 H-6
D-8 SP-
SM
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 30': Yellowish grey to dark grey silty fine- to coarse-grained GRANITE, moist, very dense, highly micaceous, weathered (decomposed granite). - No Ring Recovery -
50/
3"
Notes:

Total Depth: 30.5 Feet.

No Groundwater Encountered.

Backfilled with Cuttings and Tamped.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
20 25
30

Page 1 of 1 ends

Date(s) Drilled: 12-11-2023 Logged By: AC, AZ
Drilling Method: Hollow Stem
Drill Rig Type: CME 75
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
5 P-1
D-1
38 @ 3.5’: Reddish brown silty fine- to coarse-grained SAND, damp, medium dense.

Older Alluvium (Qalo)
SM

3.6 111.0
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2’: Reddish brown silty fine- to medium-grained SAND, damp, medium dense.22 3.3 114.1
SM
Notes:

Total Depth: 5 Feet.

No Groundwater Encountered.

Installed 3” Slotted Pipe.

Annular Backfill with ¾" Gravel.

Presoak Performed 12/11/23.

Percolation Testing Performed 12/12/23.

Backfilled with Gravel and Cuttings.

D-2
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
20 25
30

Page 1 of 1 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
5 P-2
D-1
26 @ 3.5’: Reddish brown to brownish grey silty fine- to coarse- grained SAND, dry to damp, medium dense.

Older Alluvium (Qalo)
SM

2.2 110.1
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2’: Reddish brown to brownish grey silty fine- to
medium-grained SAND, dry to damp, medium dense.15 2.2 103.1 SM
Notes:

Total Depth: 5 Feet.

No Groundwater Encountered.

Installed 3” Slotted Pipe.

Annular Backfill with ¾" Gravel.

Presoak Performed 12/11/23.

Percolation Testing Performed 12/12/23.

Backfilled with Gravel and Cuttings.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
20 25
30

Page 1 of 1 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
10 P-3
D-1
16 @ 8': Reddish brown silty fine-grained SAND, damp to moist, medium dense.

Older Alluvium (Qalo)
SM

9.1 119.8
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5’: Reddish brown silty fine- to coarse-grained SAND, dry, medium dense, slightly friable.
27 1.9 111.6
SM
Notes:

Total Depth: 10 Feet.

No Groundwater Encountered.

Installed 3” Slotted Pipe.

Annular Backfill with ¾" Gravel.

Presoak Performed 12/11/23.

Percolation Testing Performed 12/12/23.

Backfilled with Gravel and Cuttings.

D-2 26 @ 5': Reddish brown silty fine-grained SAND, damp, medium dense, trace root hairs.

3.9 116.1SM GS
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
20 25
30

Page 1 of 1 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

7.5 P-4
D-1
Older Alluvium (Qalo)
SM
Meritage Homes
Proposed Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Project Number: 23145-01
Appendix B
@ 2.5’: Reddish brown silty fine- to medium-grained
SAND, damp, medium dense.
18 4.5 117.1
Notes:

Total Depth: 7.5 Feet.

No Groundwater Encountered.

Installed 3” Slotted Pipe.

Annular Backfill with ¾" Gravel.

Presoak Performed 12/11/23.

Percolation Testing Performed 12/12/23.

Backfilled with Gravel and Cuttings.

D-2 33 @ 6': Reddish brown silty fine-grained SAND, damp to slightly moist, medium dense.

6.0 115.7SM
836
Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): Bulk
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 11.5
Approximate Ground
Surface Elevation (ft)
TP- 1
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 5’Trend: -N58E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Older Alluvium (Qalo)
@ 0-2.5’: Reddish brown silty fine- to medium-grained
SAND, dry, medium dense, root hairs in upper 8”.

B-1 @ 5-7’
SM
B-1
@ 2.5-5’: Yellow to red to grey fine- to medium-grained GRANITE, dry to damp, dense, highly weathered (D.G.),
with local hard rock fragments.

SM
Granitic Bedrock (Kgr)
@ 5-11.5’: Pale olive grey fine- to coarse-grained GRANITE, damp, dense, weathered (D.G.).

SP-
SM
Notes:

Total Depth: 11.5 Feet (Refusal).

Groundwater Not Encountered.

Backfilled with Cuttings.

Kgr
Qalo

Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): Bulk
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 8.5
Approximate Ground
Surface Elevation (ft)
TP- 2
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 5’Trend: -N70E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Older Alluvium (Qalo)
@ 0-2’: Reddish brown silty fine-grained SAND, dry,
medium dense, root hairs in upper 12-18”.

B-1 @ 2-6’
SM
B-1 @ 2-8’: Reddish brown silty fine- to coarse-grained SAND, damp, dense, few coarse-grained bedrock fragments.

SM
Granitic Bedrock (Kgr)
@ 8-8.5’: Pale olive grey fine- to coarse-grained GRANITE, damp, dense, weathered (D.G.).

SP
Notes:

Total Depth: 8.5 Feet (Refusal).

Groundwater Not Encountered.

Backfilled with Cuttings.

Kgr
Qalo

Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): None
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 11.5
Approximate Ground
Surface Elevation (ft)
TP- 3
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 5’Trend: -N74E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Older Alluvium (Qalo)
@ 0-6.5’: Reddish brown silty fine-grained SAND/sandy
SILT, damp to moist, medium dense/stiff, soil pores up to ¼” in upper 1.5’, roots and root hairs in upper 4’.

SM/
ML
@ 6.5-9’: Yellow, reddish brown, and grey fine- to medium- grained GRANITE, dry to damp, dense, highly weathered
(D.G.), with local hard rock fragments.

SM
Granitic Bedrock (Kgr)
@ 9-11.5’: Pale olive grey fine- to coarse-grained GRANITE, damp, dense, weathered (D.G.).

SP-
SM
Notes:

Total Depth: 11.5 Feet (Refusal).

Groundwater Not Encountered.

Backfilled with Cuttings.

Kgr
Qalo

Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): None
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 15
Approximate Ground
Surface Elevation (ft)
TP- 4
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 8’Trend: -N45E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Undocumented Artificial Fill (Afu)
@ 0-2.5’: Brown to reddish brown silty fine- to coarse- grained SAND, dry to damp, loose, root hairs in upper 2’.

SM
@ 2.5-5.5’: Reddish brown silty fine- to medium-grained SAND, damp to moist, loose, some caving, slightly friable.

SM
Granitic Bedrock (Kgr)
@ 12.5-15’: Reddish brown to yellowish brown fine- to
coarse-grained GRANITE, moist, medium dense,
micaceous, highly weathered (D.G.).

SP-
SM
Notes:

Total Depth: 15 Feet (Equipment Limit).

Groundwater Not Encountered.

Backfilled with Cuttings.

Older Alluvium (Qalo)
@ 5.5-12.5’: Reddish brown to dark reddish brown silty
fine-grained SAND/sandy SILT, moist, medium dense,
scattered old root hairs.

SM/
ML
Kgr
Qalo
Afu
Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): None
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 9.5
Approximate Ground
Surface Elevation (ft)
TP- 5
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 5’Trend: -N60E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Undocumented Artificial Fill (Afu)
@ 0-2.5’: Reddish brown to brown silty fine- to coarse- grained SAND, dry, loose to medium dense, root hairs in upper 6”.

SM
@ 2.5-7’: Reddish brown silty fine-grained SAND, damp to moist, loose to medium dense.

SM
Granitic Bedrock (Kgr)
@ 7-9.5’: Reddish brown to olive brown fine- to coarse- grained GRANITE, damp to moist, weathered (D.G.), with
cohesive rock fragments 2-4”.

SP
Notes:

Total Depth: 9.5 Feet (Refusal).

Groundwater Not Encountered.

Backfilled with Cuttings.

Kgr
Afu
Older Alluvium (Qalo)
Qalo
Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): None
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 9.5
Approximate Ground
Surface Elevation (ft)
TP- 6
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 5’Trend: -N44E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Undocumented Artificial Fill (Afu)
@ 0-1.5’: Brown to reddish brown silty fine- to coarse- grained SAND, dry, loose to medium dense.

SM
@ 1.5-7’: Reddish brown silty fine-grained SAND, moist, loose to medium dense, trace clay.

SM
Granitic Bedrock (Kgr)
@ 7-9.5’: Pale reddish brown to light grey silty fine- to medium-grained GRANITE, moist, dense, hard rock
fragments up to 14” in diameter, highly weathered (D.G.), last 6-12” very dense.

SM
Notes:

Total Depth: 9.5 Feet (Refusal).

Groundwater Not Encountered.

Backfilled with Cuttings.

Kgr
Afu
Older Alluvium (Qalo)
Qalo

Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): None
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 14
Approximate Ground
Surface Elevation (ft)
TP- 7
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 8’Trend: -N18E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Undocumented Artificial Fill (Afu)
@ 0-2.5’: Reddish brown to brownish grey silty fine- to coarse-grained SAND, dry to damp, loose, soil pores up to 2 millimeters in diameter.

SM
Notes:

Total Depth: 14 Feet (Equipment Limit).

Groundwater Not Encountered.

Backfilled with Cuttings.

Qalo
Afu
Older Alluvium (Qalo)
@ 2.5-14’: Reddish brown silty fine-grained SAND/sandy
SILT, moist to very moist, loose/soft to medium stiff, soil pores present to 4’ in depth.
@ 7-14’: Bedrock fragments up to 8” in diameter.

SM/
ML
B-1 @ 2.5-7’B-1

Log Of Test Pit
Date(s)Excavated: 12/06/2022 Logged By: AZ/AC
Excavation Method: Backhoe
Equipment Type: Deere 310
Sampling Method(s): None
Comments:

Approximate Groundwater Depth: Not Encountered
Total Depth (ft): 13.5
Approximate Ground
Surface Elevation (ft)
TP- 8
Type
Number
USCS
Depth (ft)

SAMPLES
Log Of Test Pit
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
Blows
Per Foot
15 Graphic Orientation: North Wall Scale: 1” = 8’Trend: -N65E--> Project Number: 23145-01
Appendix B
0 5
10 Meritage Homes
Proposed New Residential Development
La Sierra Ave & Alhambra Ave
Riverside, California
Surface: Dirt & weeds
Undocumented Artificial Fill (Afu)
@ 0-1.5’: Reddish brown to brown fine- to coarse-grained silty SAND, dry, loose, slightly friable, scattered root hairs.

SM
Granitic Bedrock (Kgr)
@ 11-13.5’: Yellowish brown to reddish brown fine- to
coarse-grained GRANITE, moist, dense, micaceous, highly weathered (D.G.).

SP-
SM
Notes:

Total Depth: 13.5 Feet (Equipment Limit).

Groundwater Not Encountered.

Backfilled with Cuttings.

Older Alluvium (Qalo)
@ 1.5-11’: Reddish brown silty fine- to medium-grained
SAND, damp to moist, loose to medium dense.
@4.5’: Becomes medium dense.

SM
Qalo
Kgr
Afu
Conduit
crossing

Appendix
C

0102030405060708090100

0.001 0.01 0.1 1 10 100 1,000
36SIEVE OPENING IN INCHES100 200

PERCENT PASSING
U.S. STANDARD

PARTICLE SIZE DISTRIBUTION

CLSP-SMML/SMSMSM
Passing2µ (%)PassingSieve (%)6312503046
CActivityPI/-2µMoistureSampleDepth(feet)
BOULDERS COBBLESGRAVELcoarse
LL30NP
Field47157
13NP
6 SILT OR CLAY
1-1/2 3/4 3/8
fine
PARTICLE SIZE (mm)Symbol USCSNo. 200cCuPI(%)
SANDfineU.S. STANDARD SIEVE NUMBERS HYDROMETER12 8
coarse medium
3 50416 30

BoringNumberH-2H-2H-3H-5H-6
NumberB-1D-3D-2B-1D-2

0.0 - 5.0 7.5 5.00.0 - 5.0 5.0
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMSIV; Prj ID: 22026-88.GPJ; Printed: 12/19/23Geotechnical, Inc. 0102030405060708090100

0.001 0.01 0.1 1 10 100 1,000
36SIEVE OPENING IN INCHES100 200

PERCENT PASSING
U.S. STANDARD

PARTICLE SIZE DISTRIBUTION

MLCLMLSM
Passing2µ (%)PassingSieve (%)54677944
CActivityPI/-2µMoistureSampleDepth(feet)
BOULDERS COBBLESGRAVELcoarse
LL25Field912134 9
6 SILT OR CLAY
1-1/2 3/4 3/8
fine
PARTICLE SIZE (mm)Symbol USCSNo. 200cCuPI(%)
SANDfineU.S. STANDARD SIEVE NUMBERS HYDROMETER12 8
coarse medium
3 50416 30

BoringNumberH-6H-6H-6P3
NumberD-3D-4D-5D2 7.5 10.0 15.0 5.0
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMSIV; Prj ID: 22026-88.GPJ; Printed: 12/19/23Geotechnical, Inc. 010203040506070
0 20 40 60 80 100 120

PLASTICITY CHART
LIQUID LIMIT(%)
PLASTICITY INDEX (%)

A-LINEU-LINE
ML or OLCL- ML1674
CL or OLMH or OH
CH or OH
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMATT; Prj ID: 22026-88.GPJ; Printed: 12/18/23Geotechnical, Inc.

SymbolLL30NP25
PassingNo. 200Sieve (%)633067
DescriptionNumber Brown silty CLAYDark yellowish brown silty SANDDark yellowish brown sandy CLAY

USCSCLSMCL
PI13NP9
BoringH-2H-5H-6NumberSample Depth(feet)B-1B-1D-40.0 - 5.00.0 - 5.0 10.0 0 1,000
2,000
3,000
4,000
5,000
0 2,000 4,000 6,000
0 1,000
2,000
3,000
4,000
5,000

DIRECT SHEAR TEST RESULTS
NORMAL STRESS (psf)
SHEAR STRENGTH (psf)
SA Geo / Meritage La Sierra (23145-01)
California
PROJECT NO. 22026-88
Template: NMDSWGRAPH; Prj ID: 22026-88.GPJ; Printed: 12/19/23 Geotechnical, Inc.

Cohesion (psf)
Parameter Peak Ultimate

SHEAR STRENGTH PARAMETERS
Sample Type: Undisturbed Rate of Shear (in./min.):

25.5 112.2 Saturation (%):

Degree of 100
Liquid Limit: Percent Passing
Sample No. D-2
Final Moisture
Content (%):

Final Dry
Friction Angle (degrees)
Plasticity Index: No. 200 Sieve:

Sample Description: Light yellowish brown sandy CLAY USCS: CL Boring No. H-4

0.005
Density (pcf):

Depth: 5.0 ft
0 1,000
2,000
3,000
4,000
5,000
0 0.10 0.20 0.30
0 1,000
2,000
3,000
4,000
5,000

DIRECT SHEAR TEST RESULTS
NORMAL STRESS (psf)
SHEAR DISPLACEMENT (in)
SHEAR STRESS (psf)
psfN = 1,000
N = 2,000
N = 4,000
psf
psf
100 0
39 32
0 1,000
2,000
3,000
4,000
5,000
0 2,000 4,000 6,000
0 1,000
2,000
3,000
4,000
5,000

Cohesion (psf)
Parameter Peak Ultimate

SHEAR STRENGTH PARAMETERS
Sample Type: Remolded to 90% RC Rate of Shear (in./min.):

14.7 118.8 Saturation (%):

Degree of 99
Liquid Limit: Percent Passing
Sample No. B-1
Final Moisture
Content (%):

Final Dry
Friction Angle (degrees)
NP Plasticity Index: NP 30No. 200 Sieve:

Sample Description: Dark yellowish brown silty SAND USCS: SM Boring No. H-5

0.05 Density (pcf):

Depth: 0.0 - 5.0 ft
0 1,000
2,000
3,000
4,000
5,000
0 0.10 0.20 0.30
0 1,000
2,000
3,000
4,000
5,000

DIRECT SHEAR TEST RESULTS
NORMAL STRESS (psf)
SHEAR DISPLACEMENT (in)
SHEAR STRESS (psf)
psfN = 1,000
N = 2,000
N = 4,000
psf
psf
350 150
28 27
024681012141618200.1 1 10 100

CONSOLIDATION TEST RESULTS
STRAIN (%)
STRESS (ksf)
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMCONS; Prj ID: 22026-88.GPJ; Printed: 12/19/23Geotechnical, Inc. 118.7Degree ofSaturation (%)44.899.4VoidRatio0.4300.388 Boring No. H-3Liquid Limit:Plasticity Index:TestSample Description:StageInitial USCS:Percent Passing
FinalMoistureContent (%)7.314.6DryDensity (pcf)115.2
Sample No. D-2Dark yellowish brown sandy SILT/silty SANDNo. 200 Sieve:50ML/SMDepth: 5.0 ft LEGEND= initial moisture= after saturation% Collapse (-)or % Swell (+) -0.37 024681012141618200.1 1 10 100

CONSOLIDATION TEST RESULTS
STRAIN (%)
STRESS (ksf)
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMCONS; Prj ID: 22026-88.GPJ; Printed: 12/19/23Geotechnical, Inc. 115.1Degree ofSaturation (%)41.099.3VoidRatio0.4610.404 Boring No. H-6Liquid Limit:Plasticity Index:TestSample Description:StageInitial USCS:Percent Passing
FinalMoistureContent (%)7.315.5DryDensity (pcf)110.6
Sample No. D-2Dark yellowish brown silty SANDNo. 200 Sieve:46SMDepth: 5.0 ft LEGEND= initial moisture= after saturation% Collapse (-)or % Swell (+) -0.73 024681012141618200.1 1 10 100

CONSOLIDATION TEST RESULTS
STRAIN (%)
STRESS (ksf)
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMCONS; Prj ID: 22026-88.GPJ; Printed: 12/19/23Geotechnical, Inc. 121.2Degree ofSaturation (%)60.299.5VoidRatio0.4010.380 Boring No. H-6Liquid Limit:Plasticity Index:TestSample Description:StageInitial USCS:Percent Passing
FinalMoistureContent (%)9.014.1DryDensity (pcf)119.4
Sample No. D-3Dark yellowish brown sandy SILTNo. 200 Sieve:54MLDepth: 7.5 ft LEGEND= initial moisture= after saturation% Collapse (-)or % Swell (+) -0.05 024681012141618200.1 1 10 100

CONSOLIDATION TEST RESULTS
STRAIN (%)
STRESS (ksf)
SA Geo / Meritage La Sierra (23145-01)CaliforniaPROJECT NO. 22026-88Template: NMCONS; Prj ID: 22026-88.GPJ; Printed: 12/19/23Geotechnical, Inc. 117.6Degree ofSaturation (%)78.099.0VoidRatio0.4740.454 Boring No. H-6Liquid Limit:Plasticity Index:TestSample Description:StageInitial USCS:Percent Passing
FinalMoistureContent (%)13.516.4DryDensity (pcf)116.0
Sample No. D-5Dark yellowish brown sandy SILTNo. 200 Sieve:79MLDepth: 15.0 ft LEGEND= initial moisture= after saturation% Collapse (-)or % Swell (+) -0.03

Project: Project No: Date:

Boring Trench No: Sample No: Sample Depth: 0-5'
Field Description:

Lab Description:

Specimen Number
Mold Number
Water Adjustment (g)
Compactor Pressure (psi)
Exudation Pressure (psi)
Gross Weight (g)
Mold Tare (g)
Wet Weight (g)
Sample Height (in)
Initial Dial Reading
Final Dial Reading
Expansion (in x10-4)
Stability(psi) at 2,000 lbs (160 psi) 28 50 48 94 62 128 Turns Displacement
R-Value Uncorrected
R-Value Corrected
Moisture Content (%)
Dry Density (pcf)
Assumed Traffic Index
G.E. by Stability
G.E. by Expansion
Gf
Dish No.

Weight of Moist Soil and Dish (g)
Weight of Dry Soil and Dish (g)
Water Loss (g)
Weight of Dish (g)
Dry Soil (g)
Moisture Content (%)
R-Value by Exudation =
=
The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation, Remarks:

Set up by: AZE BAJ Run by: BAJ TG
Calculated by: BAJ Checked by: BAJ Date Completed:

R-Value at Equilibrium = 18 by Exudation
State of California, Materials & Research Test Method No. 301 and/or ASTM Standard D2844 A traffic index of 4.0 was used for calculation purposes.

9.0 9.9 11.1
18 R-Value by Expansion 57

50.3 50.1 50.3
224.9 241.6 242.5
275.2 291.7 292.8

20.3 23.8 26.9
ZZ A Q
295.5 315.5 319.7

0.30 0.07 0.03

1.25 Moisture Content

4.0 4.0 4.0

0.46 0.75 0.90

9.0 9.9 11.1
128.8 126.9 124.4
58 27 12
55 27 12
9 2 1

3.92 4.80 4.68

0.0514 0.0410 0.0610

0.0523 0.0412 0.0611

2.41 2.53 2.56
3211.5 3278.3 3266.3
2094.9 2114.1 2098.8
3 +80 +92 +107
1116.6 1164.2 1167.5
12/20/2023
R-VALUE TEST DATA CTM 301 / ASTM D2844
1 2 3 4
350 350 175
12/19/2023SA Geo/La Sierra 22026-88
H-4 B-1
SM
Dark reddish brown sandy SILT/silty SAND
500 365 130
1 2
Project: Project No: Date:

Boring Trench No: Sample No: Sample Depth: 0-5'
Field Description:

Lab Description:

The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation, Remarks:

Set up by: AZE BAJ Run by: BAJ
Calculated by: BAJ Checked by: BAJ Date Completed:

A traffic index of 4.0 was used for calculation purposes.

Cover
Thickness (ft) = 0.44
State of California, Materials & Research Test Method No. 301 and/or ASTM Standard D2844

R-VALUE GRAPHICAL PRESENTATION
12/19/2023
SM
Dark reddish brown sandy SILT/silty SAND
H-4 B-1
22026-88SA Geo/La Sierra
12/20/2023
0 10
20 30
40 50
60 100200300400500600700800
R-Value
Exudation Pressure (psi)
R-Value vs. Exudation Pressure

0.00 0.10

0.20 0.30

0.40 0.50

0.60 0.70

0.80 0.90

1.00 8.0 9.0 10.0 11.0 12.0
Moisture Content (%)By Expansion
By Exudation
Cover Thickness by Expansion and Exudation (ft)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00
Cover Thickness by Exudation (ft)
Cover Thickness by Expansion (ft)

Sample
Compacted
Moisture
(%)
Compacted
Dry Density
(pcf)
Final
Moisture
(%)
Volumetric
Swell
(%)
Expansion
Index1
Value/Method
Expansive
Classification2
Soluble
Sulfate
(%)
Sulfate
Exposure3

H-2
B-1
0-5'

9.0 112.9 20.4 5.88 59 A Medium 0.05 S0
H-5
B-1
0-5'

8.0 117.0 13.8 -0.04 0 A Very Low 0.05 S0

Test Method:

ASTM D4829

HACH SF-1 (Turbidimetric)
Notes:

1. Expansion Index (EI) method of determination:

[A] E.I. determined by adjusting water content to achieve a 50 ±2% degree of saturation [B] E.I. calculated based on measured saturation within the range of 40% and 60%

2. ASTM D4829 (Classification of Expansive Soil)

3. ACI-318-14 Table 19.3.1.1 (Requirement for Concrete Exposed to Sulfate-Containing Solutions)

Expansion Index
and Soluble
Sulfate
Test Results
(FRM001 Rev.5)

Project No. 22026-88

Project Name: SA Geo / Meritage La Sierra (23145-01)

NMG

Appendix
D

REPORT

SEISMIC REFRACTION SURVEY

11130 Alhambra Avenue
Riverside, California

GEOVision Project No. 23456

Prepared for

SA Geotechnical, Inc.
1000 N. Coast Highway, Suite 10
Laguna Beach, California 92651
(949) 403-7229

Prepared by

GEOVision, Inc.
1124 Olympic Drive
Corona, CA 92881
(951) 549-1234

Report 23456-01 Rev 0

December 21, 2023

Report 23456-01 Rev 0 December 21, 2023 i

TABLE OF CONTENTS

1 INTRODUCTION ................................ ................................ ................................ ................. 1 2 METHODOLOGY ................................ ................................ ................................ ................ 3 3 EQUIPMENT AND FIELD PROCEDURES ................................ ................................ ......... 5 4 DATA REDUCTION AND MODELING ................................ ................................ ................ 6 5 DISCUSSION OF RESULTS ................................ ................................ ............................... 7 6 REFERENCES ................................ ................................ ................................ ...................10 7 CERTIFICATION ................................ ................................ ................................ ................11

LIST OF FIGURES
Figure 1 Site Map ......................................................................................................................................... 2 Figure 2 Line 1 P-wave Seismic Refraction Model ...................................................................................... 8 Figure 3 Line 2 P-wave Seismic Refraction Model ...................................................................................... 9

Report 23456-01 Rev 0 December 21, 2023 1 1 INTRODUCTION
A P-wave seismic refraction survey was conducted at the property located at 11130 Alhambra Avenue, Riverside, California on December 13, 2023. The purpose of this investigation was to determine the rippability of the Mesozoic crystalline rock at the site. P-wave seismic refraction data was acquired along two profiles, designated as Lines 1 and 2 (Figure 1).

Depending on the degree of weathering, jointing, etc., granitic rock may broadly be characterized as rippable using a Caterpillar D8R, D9R, and D10R ripper at P-wave velocities less than 5,800, 6,800, and 7,200 ft/s, respectively (Caterpillar, 2018). Granitic rock is expected to be marginally rippable by a D8R, D9R, and D10R between a P-wave velocity of 5,800 and 8,000 ft/s, 6,800 and 8,000 ft/s, and 7,200 and 8,500 ft/s, respectively, and nonrippable at higher seismic velocities (Caterpillar, 2018).

The following sections include a discussion of equipment and field procedures, methodology, data processing, and results of the geophysical survey.

Notes:

Coordinate System: NAD 1983 StatePlane California VI FIPS 0406 Feet Base map source: Nearmap (9-2023)
Seismic Refraction Line

PREPARED FOR
SA GEOTECHNICAL, INC.
11130 ALHAMBRA AVENUE

RIVERSIDE, CALIFORNIA
FIGURE 1

SITE MAP
12/21/2023
23456
C Xiong
T Rodriguez
A Martin
GV_23456
Date:

GV Project:

Developed by:

Drawn by:

Approved by:

File Name:

Lindy St
Alhambra Ave
Line 1
Line 2
2288800228860022884002288200
2288800228860022884002288200
6182200618200061818006181600
6182200618200061818006181600
0 50 100 15025
US Survey Feet

Report 23456-01 Rev 0 December 21, 2023 3 2 METHODOLOGY

Detailed discussions of the seismic refraction method can be found in Telford et al. (1990), Dobrin and Savit (1988), and Redpath (1973).

When conducting a seismic survey, acoustic energy is input to the subsurface by an energy source such as a sledgehammer impacting a metallic plate, weight drop, vibratory source, or explosive charge. The acoustic waves propagate into the subsurface at a velocity dependent upon the elastic properties of the material through which they travel. When the waves reach an interface where the density or velocity changes significantly, a portion of the energy is reflected to the surface and the remainder is transmitted into the lower layer. Where the velocity of the lower layer is higher than that of the upper layer, a portion of the energy is also critically refracted along the interface. Critically refracted waves travel along the interface at the velocity of the lower layer and continually refract energy back to the surface. Receivers (geophones) laid out in linear array on the surface record the incoming refracted and reflected waves. The seismic refraction method involves analysis of the travel times of the first energy to arrive at the geophones. These seismic first arrivals are from either the direct wave (at geophones close to the source) or critically refracted waves (at geophones further from the source).

Analysis of seismic refraction data depends upon the complexity of the subsurface velocity structure. If the subsurface target is planar then the slope intercept method (Telford et al., 1990) can be used to model multiple horizontal or dipping planar layers. A minimum of one end shot is required to model horizontal layers and reverse end shots are required to model dipping planar layers. If the subsurface target is undulating (i.e. bedrock valley) then layer based analysis routines such as the generalized reciprocal method (Palmer, 1980 and 1981, Lankston and Lankston, 1986 and Lankston, 1990); reciprocal method (Hawkins, 1961) also referred to as the ABC method; Hales’ method (Hales, 1958); delay time method (Wyrobek, 1956 and Gardner, 1967); time-term inversion (Scheidegger and Willmore, 1959); plus-minus method (Hagedoorn, 1959); and wavefront method (Rockwell, 1967) are preferred to model subsurface velocity structure. These methods generally require a minimum of 5 shot points per spread (end shots, off end shots and a center shot). If subsurface velocity structure is complex and cannot be adequately modeled using layer-based modeling techniques (e.g., complex weathering profile in bedrock, numerous lateral velocity variations), then Monte Carlo or tomographic inversion techniques (Zhang and Toksoz, 1998; Schuster and Quintus-Bosz, 1993) are required to model the seismic refraction data. These techniques require a high shot density; typically, every 3 to 6 stations/geophones.

Errors in seismic refraction models not associated with errors in first arrival data can be caused by blind zones, hidden layers, and lateral velocity variability. A blind zone is a geologic layer with a lower seismic velocity than the overlying layer and, therefore, does not give rise to a seismic refraction. This type of layer, therefore, cannot be recognized or modeled and depths to underlying layers would be overestimated. The presence of blind zones will cause errors in depth averaged seismic velocity or slowness.

A hidden layer is a layer with a velocity increase, but of sufficiently small thickness relative to the velocities of overlying and underlying layers, that refracted arrivals do not arrive at the geophones before those from the deeper, higher velocity layer. Because the seismic refraction method generally only involves the interpretation of first arrivals, a hidden layer cannot be Report 23456-01 Rev 0 December 21, 2023 4 recognized or modeled and depths to underlying layers would be underestimated. However, it can be demonstrated that the presence of hidden layers does not cause significant errors in depth averaged seismic velocity or slowness, such as the average velocity of the upper 100 ft. A subsurface velocity structure that increases as a function of depth rather than as discrete layers, will also cause depths to subsurface refractors to be underestimated, in a manner very similar to that of the hidden layer problem.

Lateral velocity variability within a layer that is not characterized by the modeling scheme utilized for analysis will also result in depth errors to underlying layers. Additionally, at sites with steeply dipping or highly irregular bedrock surfaces, out-of-plane refractions (refractions from structures to the side of the line rather than from beneath the line) may severely complicate modeling. Tomographic inversion techniques can often resolve the complex velocity structures associated with hidden layers, velocity gradients and lateral velocity variations. However, in the event of an abrupt increase in velocity at a geologic horizon, the velocity model generated using tomographic inversion routines will smooth the horizon with velocity being underestimated at the interface and possibly overestimated at depth.

Report 23456-01 Rev 0 December 21, 2023 5 3 EQUIPMENT AND FIELD PROCEDURES

Seismic refraction equipment used during this investigation consisted of two Geometrics Geode 24-channel signal enhancement seismographs, 10 Hz vertical geophones, seismic cables with 10- foot spaced connectors, piezo hammer switches, and a 20-lb sledgehammer with an aluminum strike plate.

The locations of the seismic refraction profiles were established by SA Geotechnical, Inc.

Seismic Lines 1 and 2 consisted of 42 and 48 geophones spaced 5 feet apart for line lengths of 205 and 235 feet, respectively. All geophone and shot point locations along each line were measured using a 300-foot tape measure. Elevations along each seismic refraction line were surveyed using a Trimble R10 GPS system with CenterPoint RTX real-time differential corrections.

Source locations included end shots at each end geophone, off-end shot locations as possible, and interior shot locations at nominal 15 to 30 ft intervals for a total of 12 to 15 source locations per line. The 20-lb sledgehammer was used as the energy source for all source locations. A hammer switch mounted on the hammer was used to trigger the seismograph upon impact with the aluminum plate. The final seismic record at each shot point was the result of stacking 8 to 13 shots to increase the signal to noise ratio. All seismic records were stored on a laptop computer.

Data acquisition parameters, file names, and other observations were recorded on a field log, which is retained in project files.

Report 23456-01 Rev 0 December 21, 2023 6 4 DATA REDUCTION AND MODELING

The first step in data processing consisted of picking the arrival time of the first energy (first arrival) received at each geophone for each shot point. The first arrivals on each seismic record are either a direct arrival from a compressional (P) wave traveling in the uppermost layer or a refracted arrival from a subsurface interface where there is a velocity increase. First-arrival times were selected using the manual picking routines in the SeisImager™ software suite (Geometrics, Inc.). These first-arrival times were saved in an ASCII file containing shot location, geophone locations, and associated first-arrival time. Errors in the first-arrival times were variable with error generally increasing with distance from the shot point. Elevations for each geophone location were calculated from the GPS data.

Seismic refraction data were then modeled using the tomographic analysis technique available in the SeisImager™ Plotrefa software package. Refraction tomography techniques are often able to resolve complex velocity structure (e.g., velocity gradients) that can be observed in bedrock weathering profiles. Layer-based modeling techniques such as the GRM are more applicable to characterize geologic structure that exhibits layering (e.g., low velocity sediments over high velocity rock). It should be noted, however, that tomographic modeling techniques will generate a velocity model with a gradual increase in velocity with depth even though an abrupt velocity increase may be present.

Tomographic analysis was conducted as outlined in the following steps. A smooth velocity gradient initial model was developed covering the expected velocity range in weathered rock at the site. The initial model had 18 layers with the top of the bottom layer at a depth related to the effective depth of investigation of the model. Velocity ranges were also set to values outside of the starting model minimum and maximum. The velocity models were extended to permit the use of off-end shot points during the inversion, as applicable. A minimum of 10 iterations of non-linear raypath inversion were then implemented to model the seismic data. The starting model parameters were then adjusted, as necessary, and the modeling process repeated until an acceptable fit between observed and calculated first arrival data was achieved.

The final tomographic velocity models for the seismic line were exported as ASCII files and imported into the Golden Software Surfer® mapping system where the velocity model was gridded, contoured, and annotated for presentation.

Report 23456-01 Rev 0 December 21, 2023 7 5 DISCUSSION OF RESULTS

The P-wave seismic refraction models for Lines 1 and 2 are presented as Figures 2 and 3, respectively. A color scheme with blue-cyan, green-orange, and red-magenta representing low, intermediate, and high P-wave velocities, respectively, and velocity contours at 1,000 ft/s intervals are used to display the seismic velocity model. The depth of investigation for Lines 1 and 2 is about 35 and 70 feet, respectively.

Tomographic inversion techniques will typically model a gradual increase in seismic velocity with depth even if an abrupt velocity contact is present. Velocity gradients are, however, common in weathered rock geologic environments, such as the project site.

For the purpose of discussion, we assume that a Caterpillar D8R Ripper, or equivalent, will be used on site. Granitic rock with P-wave velocity of less than about 5,800 ft/s is considered rippable by a D8R assuming that the rock is sufficiently fractured and jointed. Granitic rock with P-wave velocity between about 5,800 and 8,000 ft/s is considered marginally rippable by a D8R, although it may be more cost effective to blast rather than rip rock in this velocity range.

Granitic rock with P-wave velocity greater than 8,000 ft/s is considered nonrippable by a D8R.

P-wave velocity increases with depth beneath Line 1 (Figure 2) from about 1,250 to 2,000 ft/s at the surface to over 6,000 ft/s at a depth between about 30 and 35 ft. The rock is expected to be rippable by a D8R to a depth of about 18 to 32 ft and then marginally rippable to a depth of over 35 ft.

P-wave velocity increases with depth beneath Line 2 (Figure 3) from about 1,250 to 2,000 ft/s at the surface to over 9,000 ft/s at a depth between about 55 and 65 ft. The rock is expected to be rippable by a D8R to a depth of about 25 to 35 ft and then marginally rippable to a depth of about 50 and 55 ft. The granitic rock is considered nonrippable below a depth of 50 to 55 ft.

T I M E ( n s )T I M E ( n s )
V E R S I O N : 0 0 I M P O R TU N O C A L1 5 9G A I N : A G C - W I N D O W 4 0 n sH O R I Z O N T A L S C A L E : 1 : 8 4 0 . 40 3 - A P R - 9 7 1 6 : 0 5 0 . 0 02 0 . 0 04 0 . 0 06 0 . 0 08 0 . 0 01 0 0 . 0 01 2 0 . 0 01 4 0 . 0 01 6 0 . 0 01 8 0 . 0 02 0 0 . 0 02 2 0 . 0 02 4 0 . 0 02 6 0 . 0 02 8 0 . 0 03 0 0 . 0 0 320.00 340.00 360.00 380.00 400.00 420.00 440.00 460.00 480.00 500.00 520.00 540.00 560.005 8 0 . 0 06 0 0 . 0 06 2 0 . 0 06 4 0 . 0 06 6 0 . 0 06 8 0 . 0 07 0 0 . 0 0 T I M E ( n s )
V E R S I O N : 0 0 I M P O R TU N O C A L3 7 0G A I N : A G C - W I N D O W 4 0 n sH O R I Z O N T A L S C A L E : 1 : 7 2 0 . 40 3 - A P R - 9 7 1 6 : 1 1 FIGURE 2
LINE 1 P-WAVE SEISMIC REFRACTION MODEL
Project No: 23456
Date: DEC 21, 2023
Drawn By: A MARTIN
Approved By: PREPARED FOR
SA GEOTECHNICAL, INC.

R:\GVProjects\2023\23456 SA Geotechnical\Report\Figure 2.cdr 11130 ALHAMBRA AVENUE

RIVERSIDE, CALIFORNIA

T I M E ( n s )T I M E ( n s )
V E R S I O N : 0 0 I M P O R TU N O C A L1 5 9G A I N : A G C - W I N D O W 4 0 n sH O R I Z O N T A L S C A L E : 1 : 8 4 0 . 40 3 - A P R - 9 7 1 6 : 0 5 0 . 0 02 0 . 0 04 0 . 0 06 0 . 0 08 0 . 0 01 0 0 . 0 01 2 0 . 0 01 4 0 . 0 01 6 0 . 0 01 8 0 . 0 02 0 0 . 0 02 2 0 . 0 02 4 0 . 0 02 6 0 . 0 02 8 0 . 0 03 0 0 . 0 0 320.00 340.00 360.00 380.00 400.00 420.00 440.00 460.00 480.00 500.00 520.00 540.00 560.005 8 0 . 0 06 0 0 . 0 06 2 0 . 0 06 4 0 . 0 06 6 0 . 0 06 8 0 . 0 07 0 0 . 0 0 T I M E ( n s )
V E R S I O N : 0 0 I M P O R TU N O C A L3 7 0G A I N : A G C - W I N D O W 4 0 n sH O R I Z O N T A L S C A L E : 1 : 7 2 0 . 40 3 - A P R - 9 7 1 6 : 1 1 FIGURE 3
LINE 2 P-WAVE SEISMIC REFRACTION MODEL
Project No: 23456
Date: DEC 21, 2023
Drawn By: A MARTIN
Approved By: PREPARED FOR
SA GEOTECHNICAL, INC.

R:\GVProjects\2023\23456 SA Geotechnical\Report\Figure 3.cdr 11130 ALHAMBRA AVENUE

RIVERSIDE, CALIFORNIA

Report 23456-01 Rev 0 December 21, 2023 10 6 REFERENCES
Caterpillar Performance Handbook, 2018, 48th Edition, A publication by Caterpillar, Peoria, Illinois, U.S.A.

Dobrin, M.S., and Savit, J., 1988, Introduction to Geophysical Prospecting, McGraw-Hill Co., New York.

Gardner, L.W., 1967, Refraction seismograph profile interpretation, in Musgrave, A.W., ed., Seismic Refraction Prospecting: Society of Exploration Geophysicists, p. 338-347.

Hagedoorn, J.G., 1959, The plus-minus method of interpreting seismic refraction sections, Geophysical Prospecting, v. 7, p. 158-182.

Hales, F. W., 1958, An accurate graphical method for interpreting seismic refraction lines, Geophysical Prospecting, v. 6, p. 285-294.

Hawkins, L. V., 1961, The reciprocal method of routine shallow seismic refraction investigation:

Geophysics, v. 26, p. 806-819.

Lankston, R. W., 1990, High-resolution refraction seismic data acquisition and interpretation, in Ward, S. H., ed., Geotechnical and Environmental Geophysics, Volume I: Review and Tutorial: Society of Exploration Geophysicists, Tulsa, Oklahoma, p. 45-74.

Lankston, R. W., and Lankston, M. M., 1986, Obtaining multilayer reciprocal times through phantoming, Geophysics, v. 51, p. 45-49.

Palmer, D., 1980, The generalized reciprocal method of seismic refraction interpretation, Society of Exploration Geophysics, Tulsa, Oklahoma, p. 104.

Palmer, D., 1981, An introduction to the field of seismic refraction interpretation, Geophysics, v. 46, p. 1508-1518.

Redpath, B. B., 1973, Seismic refraction exploration for engineering site investigations: U. S.

Army Engineer Waterway Experiment Station Explosive Excavation Research Laboratory, Livermore, California, Technical Report E-73-4, 51 p.

Rockwell, D.W., 1967, General Wavefront Method, in Musgrave, A.W., ed., Seismic Refraction Prospecting: Society of Exploration Geophysicists, p. 363-415.

Scheidegger, A., and Willmore, P.L., 1957, The use of a least square method for the interpretation of data from seismic surveys, Geophysics, v. 22, p. 9-22.

Schuster, G. T. and Quintus-Bosz, A., 1993, Wavepath eikonal traveltime inversion: Theory:

Geophysics, v. 58, no. 9, p. 1314-1323.

Telford, W. M., Geldart, L.P., Sheriff, R.E., 1990, Applied Geophysics, Second Edition, Cambridge University Press.

Wyrobek, S.M., 1956, Application of delay and intercept times in the interpretation of multilayer time distance curves, Geophysical Prospecting, v. 4, p 112-130.

Zhang, J. and Toksoz, M. N., 1998, Nonlinear refraction traveltime tomography, Geophysics, v. 63, p. 1726-1737.

Report 23456-01 Rev 0 December 21, 2023 11 7 CERTIFICATION

All geophysical data, analysis, interpretations, conclusions, and recommendations in this document have been prepared under the supervision of and reviewed by a GEOVision California Professional Geophysicist.

Reviewed and approved by,

12/21/2023
Antony J. Martin Date
California Professional Geophysicist, P. Gp. 989
GEOVision Geophysical Services

 This geophysical investigation was conducted under the supervision of a California Professional Geophysicist using industry standard methods and equipment. A high degree of professionalism was maintained during all aspects of the project from the field investigation and data acquisition, through data processing, interpretation, and reporting. All original field data files, field notes, observations, and other pertinent information are maintained in the project files and are available for the client to review for a period of at least one year.

A professional geophysicist’s certification of interpreted geophysical conditions comprises a declaration of his/her professional judgment. It does not constitute a warranty or guarantee, expressed or implied, nor does it relieve any other party of its responsibility to abide by contract documents, applicable codes, standards, regulations, or ordinances

Appendix
E

23145-01
12/11/2023
Depth (in): 60 Radius (in.): 4 12/11/2023
Tested By: AZ/AC Pipe Diameter (in.): 3 12/12/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
8:16
8:26
8:26
8:38
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
8:39
8:49
8:49
8:59
8:59
9:09
9:10
9:20
9:21
9:31
9:31
9:41

23.8 I
t=
18 It= 3.0 in./hr.

5.76 C x It = 1.5 in./hr.

20.9 0.5
Average Head Over Time (Havg) =
Annulus Gravel/Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
10 62 36.2 42.0 5.8 34.6

32.4 10 41 35.4 40.8 5.4 32.4
10 52 36.6 42.0 5.4

34.6 10 20 36.4 41.6 5.3 31.7
10 30 35.4 41.2 5.8

28.8 2 12 33 40.2 7.2
Percolation Data
10 10 37.8 42.6 4.8
Date Tested:

Sandy Soil Criteria
11 0 2 4 3 3 9
Date Presoak:

Percolation Data Sheet
Project Name: Meritage/La Sierra Project Number:

Test Hole Number: P-1 Date Excavated:
23145-01
12/11/2023
Depth (in): 57 Radius (in.): 4 12/11/2023
Tested By: AZ/AC Pipe Diameter (in.): 3 12/12/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
8:11
8:17
8:17
8:25
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
8:28
8:38
8:38
8:48
8:48
8:58
8:58
9:08
9:09
9:19
9:20
9:30

24.7 I
t=

15.2 It= 5.2 in./hr.

9.5 C x It = 2.6 in./hr.

20.0 0.5
10 Project Number:

31.2 Date Presoak:

56.9 Date Tested:
6 61.2
Percolation Data

31.8 42.0 10.2

62.6 10 20

30.6 10

10.6 Percolation Data Sheet
1 2
6 8

28.8 37.2
Sandy Soil Criteria
Project Name: Meritage/La Sierra
Test Hole Number: P-2

37.2 8.4

43.2 Date Excavated:

41.6 10.4
Change in Height Over Time (ΔH) =
Average Head Over Time (Havg) =
ΔH(60r)/Δt(r+2Havg)

32.28 41.8 9.5
Initial Height of Water (Ho) =

63.4 10
Final Height of Water (Hf) =
10 30
62 41.2
Annulus Gravel/Sand Correction (C) =

67.0 10 51 30.6 41.4 10.8 64.8
10 40 30.0 41.2 11.2
23145-01
12/11/2023
Depth (in): 120 Radius (in.): 4 12/11/2023
Tested By: AC Pipe Diameter (in.): 3 12/12/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
10:23
10:33
10:33
10:53
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
11:04
11:14
11:15
11:25
11:25
11:35
11:35
11:45
11:47
11:57
12:15
12:25

37.2 I
t=

35.0 It= 0.7 in./hr.

2.2 C x It = 0.3 in./hr.

36.1 0.5
Percolation Data Sheet
Project Name: Meritage/La Sierra Project Number:

Test Hole Number: P-3 Date Excavated:

Date Tested:

Sandy Soil Criteria
1 10 58.4 64.7 6.2
Date Presoak:

21.6 2 20 64.7 74.6 10.0
Percolation Data
10 10 80.4 84.0 3.6

11.5 10 21 84.0 85.2 1.2 7.2
10 31 85.2 87.1 1.9

14.4 10 41 87.1 88.6 1.4 8.6
10 53 81.2 83.6 2.4
Change in Height Over Time (ΔH) =
10 81 82.8 85.0 2.2 13.0
Average Head Over Time (Havg) =
Annulus Gravel/Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
23145-01
12/11/2023
Depth (in): 86 Radius (in.): 4 12/11/2023
Tested By: AC Pipe Diameter (in.): 3 12/12/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
10:24
10:34
10:34
10:44
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
10:52
11:02
11:04
11:14
11:14
11:24
11:24
11:34
11:34
11:44
11:45
11:55

37.9 I
t=

31.8 It= 2.0 in./hr.

6.1 C x It = 1.0 in./hr.

34.8 0.5
Percolation Data Sheet
Project Name: Meritage/La Sierra Project Number:

Test Hole Number: P-4 Date Excavated:

Date Tested:

Sandy Soil Criteria
1 10 43.2 50.16 6.96
Date Presoak:

38.2 2 10 50.16 56.28 6.12
Percolation Data
10 10 50.4 56.8 6.4

33.8 10 22 52.7 58.1 5.4 32.4
10 32 50.4 56.0 5.6

36.0 10 42 49.2 55.3 6.1 36.7
10 52 51.5 57.5 6.0
Change in Height Over Time (ΔH) =
10 63 48.1 54.2 6.1 36.7
Average Head Over Time (Havg) =
Annulus Gravel/Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =

Appendix
F

/0/1/2/1/i255/4/5/6/i255/7/5/8/9/10/11/5/7/i255/4/5/8/5/i255/12/13/4/14/i255/15/13/8/i255/7/13/16/5/i255/17/5/8/10/13/12/i255/13/15/i255/18/10/16/5/i255/19/14/12/i255/19/7/i255/19/i255/8/5/7/20/21/18/i255/18/22/10/7/i255/18/13/13/21/i255/4/19/7/14/23/18/i255/13/17/5/8/19/18/10/13/14/19/21/24/i255/8/5/7/20/21/18/10/14/25/i255/10/14/i255/26/27/28/29/30/31/26/i255/5/8/8/13/8/32 /0/1/2/1/i255/4/5/6/i255/7/5/8/9/10/11/5/7/i255/19/8/5/i255/14/13/4/i255/13/17/5/8/19/18/10/13/14/19/21/i255/7/13/i255/18/22/10/7/i255/18/13/13/21/i255/7/22/13/20/21/12/i255/4/13/8/33/i255/19/7/i255/5/34/17/5/11/18/5/12/32 /35/36/37/38/37/39/40/41/42/i255/35/44/45/46/38/37/39/40/41/47/i255/48/48/49/50/51/52/53/50/42/i255/54/52/52/55/49/56/57/52/52/57 /58/36/37/41 /59/60/61/59/62/61/60/63/60/62/24/i255/64/65/60/60/65/64/59/i255/66/67 /58/41/68/38/46/45/i255/69/44/40/41/i255/70/41/71/41/72/41/45/73/41/i255/58/44/73/39/74/41/45/37/75 /1/76/77/78/79/59/80 /70/38/68/81/i255/69/36/37/41/46/44/72/82 /83/83
/84/38/37/41/i255/69/85/36/68/68 /76/i255/79/i255/86/5/8/87/i255/88/5/14/7/5/i255/1/13/10/21/i255/19/14/12/i255/1/13/15/18/i255/89/13/11/33 /90/82/91/41 /92/36/85/39/41/58 /41/68/73/72/38/91/37/38/44/45 /1/1 /59/32/93 /67/76/77/89/i255/25/8/13/20/14/12/i255/16/13/18/10/13/14/32/i255/94/15/13/8/i255/63/32/60/i255/7/5/11/13/14/12/i255/17/5/8/10/13/12/95 /1/59 /63/32/93/78 /67/76/77/89/i255/25/8/13/20/14/12/i255/16/13/18/10/13/14/32/i255/94/15/13/8/i255/59/32/63/7/i255/17/5/8/10/13/12/95 /1/67/1 /59/32/96/1 /10/18/5/79/16/13/12/10/15/10/5/12/i255/7/17/5/11/18/8/19/21/i255/19/11/11/5/21/5/8/19/18/10/13/14/i255/9/19/21/20/5 /1/67/59 /63/32/96/59/93/1 /10/18/5/79/16/13/12/10/15/10/5/12/i255/7/17/5/11/18/8/19/21/i255/19/11/11/5/21/5/8/19/18/10/13/14/i255/9/19/21/20/5 /1/88/1 /59/32/60/97 /20/16/5/8/10/11/i255/7/5/10/7/16/10/11/i255/12/5/7/10/25/14/i255/9/19/21/20/5/i255/19/18/i255/63/32/60/i255/7/5/11/13/14/12/i255/1/75 /1/88/59 /63/32/93/64/62/97 /20/16/5/8/10/11/i255/7/5/10/7/16/10/11/i255/12/5/7/10/25/14/i255/9/19/21/20/5/i255/19/18/i255/59/32/63/i255/7/5/11/13/14/12/i255/1/75 /90/82/91/41 /92/36/85/39/41/58 /41/68/73/72/38/91/37/38/44/45 /1/88/76 /88/1 /5/10/7/16/10/11/i255/12/5/7/10/25/14/i255/11/19/18/5/25/13/8/87 /98/19 /59/32/60/1 /10/18/5/i255/19/16/17/21/10/15/10/11/19/18/10/13/14/i255/15/19/11/18/13/8/i255/19/18/i255/63/32/60/i255/7/5/11/13/14/12 /98/9 /59/32/64/62/1 /10/18/5/i255/19/16/17/21/10/15/10/11/19/18/10/13/14/i255/15/19/11/18/13/8/i255/19/18/i255/59/32/63/i255/7/5/11/13/14/12 /66/2/75 /63/32/93/59/93 /67/76/77/2/i255/17/5/19/33/i255/25/8/13/20/14/12/i255/19/11/11/5/21/5/8/19/18/10/13/14 /98/66/2/75 /59/32/60/1 /10/18/5/i255/19/16/17/21/10/15/10/11/19/18/10/13/14/i255/15/19/11/18/13/8/i255/19/18/i255/66/2/75 /66/2/75/67 /63/32/80/59/96/1 /10/18/5/i255/16/13/12/10/15/10/5/12/i255/17/5/19/33/i255/25/8/13/20/14/12/i255/19/11/11/5/21/5/8/19/18/10/13/14 /99/100 /96/100 /13/14/25/79/17/5/8/10/13/12/i255/18/8/19/14/7/10/18/10/13/14/i255/17/5/8/10/13/12/i255/10/14/i255/7/5/11/13/14/12/7 /1/7/89/99 /59/32/93/78/96/66 /8/13/6/19/6/10/21/10/7/18/10/11/i255/8/10/7/33/79/18/19/8/25/5/18/5/12/i255/25/8/13/20/14/12/i255/16/13/18/10/13/14/32/i255/94/63/32/60/i255/7/5/11/13/14/12/95 /1/7/0/101 /59/32/80/78/59/98 /19/11/18/13/8/5/12/i255/20/14/10/15/13/8/16/79/22/19/102/19/8/12/i255/94/60/103/i255/17/8/13/6/19/6/10/21/10/18/87/i255/13/15/i255/5/34/11/5/5/12/19/14/11/5/i255/10/14/i255/93/63/i255/87/5/19/8/7/95/i255/7/17/5/11/18/8/19/21/i255/19/11/11/5/21/5/8/19/18/10/13/14 /1/7/88 /59/32/93/98 /19/11/18/13/8/5/12/i255/12/5/18/5/8/16/10/14/10/7/18/10/11/i255/19/11/11/5/21/5/8/19/18/10/13/14/i255/9/19/21/20/5/32/i255/94/63/32/60/i255/7/5/11/13/14/12/95 /1/59/89/99 /63/32/93/78/66 /8/13/6/19/6/10/21/10/7/18/10/11/i255/8/10/7/33/79/18/19/8/25/5/18/5/12/i255/25/8/13/20/14/12/i255/16/13/18/10/13/14/32/i255/94/59/32/63/i255/7/5/11/13/14/12/95 /1/59/0/101 /63/32/80/59/78/98 /19/11/18/13/8/5/12/i255/20/14/10/15/13/8/16/79/22/19/102/19/8/12/i255/94/60/103/i255/17/8/13/6/19/6/10/21/10/18/87/i255/13/15/i255/5/34/11/5/5/12/19/14/11/5/i255/10/14/i255/93/63/i255/87/5/19/8/7/95/i255/7/17/5/11/18/8/19/21/i255/19/11/11/5/21/5/8/19/18/10/13/14/32 /1/59/88 /63/32/80/98 /19/11/18/13/8/5/12/i255/12/5/18/5/8/16/10/14/10/7/18/10/11/i255/19/11/11/5/21/5/8/19/18/10/13/14/i255/9/19/21/20/5/32/i255/94/59/32/63/i255/7/5/11/13/14/12/95 /66/2/75/12 /63/32/93/59/93/98 /19/11/18/13/8/5/12/i255/12/5/18/5/8/16/10/14/10/7/18/10/11/i255/19/11/11/5/21/5/8/19/18/10/13/14/i255/9/19/21/20/5/32/i255/94/66/5/19/33/i255/2/8/13/20/14/12/i255/75/11/11/5/21/5/8/19/18/10/13/14/95 /66/2/75/0/101 /63/32/80/64/93/0 /14/10/15/13/8/16/79/22/19/102/19/8/12/i255/94/60/103/i255/17/8/13/6/19/6/10/21/10/18/87/i255/13/15/i255/5/34/11/5/5/12/19/14/11/5/i255/10/14/i255/93/63/i255/87/5/19/8/7/95/i255/66/5/19/33/i255/2/8/13/20/14/12/i255/75/11/11/5/21/5/8/19/18/10/13/14 /76/89/1 /63/32/104/64/64/67 /19/17/17/5/12/i255/9/19/21/20/5/i255/13/15/i255/18/22/5/i255/8/10/7/33/i255/11/13/5/15/15/10/11/10/5/14/18/i255/19/18/i255/7/22/13/8/18/i255/17/5/8/10/13/12/7 /76/89/59 /63/32/104/60/64/67 /19/17/17/5/12/i255/9/19/21/20/5/i255/13/15/i255/18/22/5/i255/8/10/7/33/i255/11/13/5/15/15/10/11/10/5/14/18/i255/19/18/i255/19/i255/17/5/8/10/13/12/i255/13/15/i255/59/i255/7 /76/86 /59/32/60/86 /5/8/18/10/11/19/21/i255/11/13/5/15/15/10/11/10/5/14/18 /i255
/1/2/3/4/5/6/2/7/8/9
/10/11/12/13/14/i255/15/11/14/i255/12/16/17/18/19/20/21/15/12/18/16/i255/22/19/14/23/14/16/15/14/24/i255/18/16/i255/15/11/12/23/i255/25/14/26/23/12/15/14/i255/12/23/i255/26/14/13/12/14/27/14/24/i255/15/18/i255/26/14/i255/28/18/19/19/14/28/15/29/i255/3/8/6/30/4/i255/31/30/3/32/33/1/i255/21/16/24/i255/12/15/23/i255/23/22/18/16/23/18/19/23/i255/21/16/24/i255/28/18/16/15/19/12/26/34/15/18/19/23/i255/21/23/23/34/20/14/i255/16/18/i255/19/14/23/22/18/16/23/12/26/12/13/12/15/35/i255/18/19/i255/13/12/21/26/12/13/12/15/35/i255/17/18/19/i255/12/15/23 /21/28/28/34/19/21/28/35/36/i255/37/11/14/i255/20/21/15/14/19/12/21/13/i255/22/19/14/23/14/16/15/14/24/i255/12/16/i255/15/11/12/23/i255/25/14/26/i255/21/22/22/13/12/28/21/15/12/18/16/i255/23/11/18/34/13/24/i255/16/18/15/i255/26/14/i255/34/23/14/24/i255/18/19/i255/19/14/13/12/14/24/i255/34/22/18/16/i255/17/18/19/i255/21/16/35/i255/23/22/14/28/12/17/12/28/i255/21/22/22/13/12/28/21/15/12/18/16/i255/25/12/15/11/18/34/15/i255/28/18/20/22/14/15/14/16/15/i255/14/38/21/20/12/16/21/15/12/18/16/i255/21/16/24/i255/27/14/19/12/17/12/28/21/15/12/18/16/i255/18/17/i255/12/15/23 /21/28/28/34/19/21/28/35/29/i255/23/34/12/15/21/26/12/13/12/15/35/i255/21/16/24/i255/21/22/22/13/12/28/21/26/12/13/12/15/35/i255/26/35/i255/14/16/39/12/16/14/14/19/23/i255/18/19/i255/18/15/11/14/19/i255/13/12/28/14/16/23/14/24/i255/22/19/18/17/14/23/23/12/18/16/21/13/23/36/i255/3/8/6/30/4/i255/31/i255/30/3/32/33/1/i255/24/18/i255/16/18/15/i255/12/16/15/14/16/24/i255/15/11/21/15/i255/15/11/14/i255/34/23/14/i255/18/17/i255/15/11/12/23/i255/12/16/17/18/19/20/21/15/12/18/16/i255/19/14/22/13/21/28/14/i255/15/11/14/i255/23/18/34/16/24/i255/40/34/24/39/20/14/16/15/i255/18/17 /23/34/28/11/i255/28/18/20/22/14/15/14/16/15/i255/22/19/18/17/14/23/23/12/18/16/21/13/23/29/i255/11/21/27/12/16/39/i255/14/38/22/14/19/12/14/16/28/14/i255/21/16/24/i255/41/16/18/25/13/14/24/39/14/i255/12/16/i255/15/11/14/i255/17/12/14/13/24/i255/18/17/i255/22/19/21/28/15/12/28/14/29/i255/16/18/19/i255/15/18/i255/23/34/26/23/15/12/15/34/15/14/i255/17/18/19/i255/15/11/14/i255/23/15/21/16/24/21/19/24/i255/18/17/i255/28/21/19/14/i255/19/14/42/34/12/19/14/24/i255/18/17/i255/23/34/28/11/i255/22/19/18/17/14/23/23/12/18/16/21/13/23/i255/12/16/i255/12/16/15/14/19/22/19/14/15/12/16/39 /21/16/24/i255/21/22/22/13/35/12/16/39/i255/15/11/14/i255/19/14/23/34/13/15/23/i255/18/17/i255/15/11/14/i255/23/14/12/23/20/12/28/i255/24/21/15/21/i255/22/19/18/27/12/24/14/24/i255/26/35/i255/15/11/12/23/i255/25/14/26/23/12/15/14/36/i255/43/23/14/19/23/i255/18/17/i255/15/11/14/i255/12/16/17/18/19/20/21/15/12/18/16/i255/17/19/18/20/i255/15/11/12/23/i255/25/14/26/23/12/15/14/i255/21/23/23/34/20/14/i255/21/13/13/i255/13/12/21/26/12/13/12/15/35/i255/21/19/12/23/12/16/39/i255/17/19/18/20/i255/23/34/28/11/i255/34/23/14/36/i255/43/23/14/i255/18/17/i255/15/11/14/i255/18/34/15/22/34/15/i255/18/17 /15/11/12/23/i255/25/14/26/23/12/15/14/i255/24/18/14/23/i255/16/18/15/i255/12/20/22/13/35/i255/21/22/22/19/18/27/21/13/i255/26/35/i255/15/11/14/i255/39/18/27/14/19/16/12/16/39/i255/26/34/12/13/24/12/16/39/i255/28/18/24/14/i255/26/18/24/12/14/23/i255/19/14/23/22/18/16/23/12/26/13/14/i255/17/18/19/i255/26/34/12/13/24/12/16/39/i255/28/18/24/14/i255/21/22/22/19/18/27/21/13/i255/21/16/24/i255/12/16/15/14/19/22/19/14/15/21/15/12/18/16/i255/17/18/19/i255/15/11/14/i255/26/34/12/13/24/12/16/39/i255/23/12/15/14/i255/24/14/23/28/19/12/26/14/24/i255/26/35 /13/21/15/12/15/34/24/14/31/13/18/16/39/12/15/34/24/14/i255/13/18/28/21/15/12/18/16/i255/12/16/i255/15/11/14/i255/23/14/21/19/28/11/i255/19/14/23/34/13/15/23/i255/18/17/i255/15/11/12/23/i255/25/14/26/23/12/15/14/36 /0/1/2/3/4/5/i255/7/8/9/8/10/5/i255/11/12/12/13
/14 /15/16/17/18/19
/20/21/22/21/i255/24/25/26/27/26/28/29/30/31/27/i255/22/18/32/33/25/34/i255/35/i255/36/31/32/19/37/38/18/31/39/25/i255/40/31/41/31/32/42/43/i255/44/32/26/28/32/31/45 /44/27/25/31/43/25/i255/42/26/i255/16/26/19/i255/18/43/25/i255/19/37/29/43/i255/19/26/26/27/i255/19/26/i255/26/46/19/31/29/16/i255/28/32/26/18/16/42/i255/45/26/19/29/26/16/i255/17/31/32/31/45/25/19/25/32/i255/33/31/27/18/25/43/i255/47/26/32/i255/19/37/25/i255/42/25/43/29/28/16/i255/30/26/42/25/i255/32/25/47/25/32/25/16/30/25 /42/26/30/18/45/25/16/19/43/i255/30/26/33/25/32/25/42/i255/46/34/i255/19/37/25/i255/20/21/22/21/i255/22/25/29/43/45/29/30/i255/48/25/43/29/28/16/i255/49/31/17/43/i255/50/25/46/i255/19/26/26/27/43/i255/51/25/21/28/21/52/i255/19/37/25/i255/15/16/19/25/32/16/31/19/29/26/16/31/27/i255/53/18/29/27/42/29/16/28/i255/54/26/42/25 /31/16/42/i255/19/37/25/i255/55/22/54/36/i255/56/i255/26/32/i255/57/58/i255/22/19/31/16/42/31/32/42/59/21/i255/60/37/25/i255/33/31/27/18/25/43/i255/32/25/19/18/32/16/25/42/i255/46/34/i255/19/37/25/i255/19/50/26/i255/31/17/17/27/29/30/31/19/29/26/16/43/i255/31/32/25/i255/16/26/19/i255/29/42/25/16/19/29/30/31/27/21 /44/27/25/31/43/25/i255/31/27/43/26/i255/43/25/25/i255/19/37/25/i255/16/25/50/i255/20/22/24/22/i255/36/31/32/19/37/38/18/31/39/25/i255/40/31/41/31/32/42/i255/60/26/26/27/46/26/61/i255/47/26/32/i255/31/30/30/25/43/43/i255/19/26/i255/19/37/25/i255/45/26/43/19/i255/32/25/30/25/16/19/i255/62/22/40/49/43/i255/47/26/32/i255/19/37/25 /30/26/16/19/25/32/45/29/16/26/18/43/i255/20/21/22/21/i255/31/16/42/i255/40/31/50/31/29/29/21 /36/42/29/19/29/26/16
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/68/68/21/69/57/58/70/69
/67/26/16/28/29/19/18/42/25
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/22/29/19/25/i255/54/27/31/43/43
/71/68/56/i255/45/72/43/i255/51/22/29/19/25/i255/30/27/31/43/43/i255/54/59 /22/17/25/30/19/32/31/27/i255/44/25/32/29/26/42
/44/25/31/39/i255/24/32/26/18/16/42/i255/55/30/30/25/27/25/32/31/19/29/26/16 /60/29/45/25/i255/40/26/32/29/41/26/16
/73/25/19/18/32/16/i255/17/25/32/29/26/42/i255/29/16/i255/34/25/31/32/43 /64/57/56/71
/0 /1/2/3/4/4/5/2/4/3/6/7/8/9
/10/8/11/12/8/9/2/9/6
/13/8/6/3/14
/15/i255/17/i255/18/19/20/i255/21/21/i255/19/22/21/23/24 /15/i255/17/i255/25/19/22/21/23/i255/21/21/i255/19/22/24 /15/i255/17/i255/25/19/22/i255/21/21/i255/19/26/21/23/24 /15/i255/17/i255/25/19/26/21/23/i255/21/21/i255/19/26/24 /15/i255/17/i255/25/19/26/i255/21/21/i255/19/27/21/23/24 /15/i255/17/i255/25/19/27/21/23/i255/21/21/i255/27/24
/15/i255/17/i255/25/27/i255/21/21/i255/27/21/23/24
/15/i255/17/i255/25/27/21/23/i255/21/21/i255/26/24
/15/i255/17/i255/25/26/i255/21/21/i255/26/21/23/24
/15/i255/17/i255/25/26/21/23/i255/21/21/i255/22/24
/15/i255/17/i255/25/22/i255/21/21/i255/22/21/23/24
/15/i255/17/i255/25/22/21/23/i255/21/21/i255/28/20/24
/23
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G

E-1

APPENDIX E

GENERAL EARTHWORK AND GRADING

SPECIFICATIONS

1.0 GENERAL

1.1 Intent: These General Earthwork and Gr ading Specifications are for the grading and earthwork shown on the appr oved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotech nical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these general Specifications. Observations of the earthwork by the project Geotechnical Consultant during grad ing may result in new or revised recommendations that could supers ede these specifications or the recommendations in the geotechnical report(s).

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

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

During grading and earthwork operations , the Geotechnical Consultant shall observe, map, and document the subsur face exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall info rm the owner, recommend appropriate changes in design to accommodate th e observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or te sted include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all keyway bottoms, and benches made on sloping ground to receive fill.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of subgrade and fill materi als and perform adequate relative compaction testing of fill to determine the attained level of compaction and assess if, in their opinion, if the work was performed in substantial compliance E-2
with the geotechnical report(s) and these specifications. The Geotechnical Consultant shall provide test results to the owner on a ro utine and frequent basis.

1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contract or shall review and accept the plans, geotechnical report(s), and these Specifi cations prior to commencement of grading. The Contractor shall be solely responsible for pe rforming the grading in accordance with applicable grading codes, the project plans, and these specifications.

The Contractor shall prepare and sub mit to the owner and the Geotechnical Consultant a work plan that indicate s the sequence of earthwork grading, the number of "spreads" of work and the es timated quantities of daily earthwork planned for the site prio r to commencement of grad ing. The Contractor shall inform the owner and the Geotechnica l Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwor k in accordance with the applicable grading codes and agency ordinan ces, these Specifications, and the recommendations in the approved geotech nical report(s) and grading plan(s).

If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weat her, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recomme nd to the owner that construction be stopped until the conditions are corrected.

2.0 PREPARATION OF FILL AREAS

2.1 Clearing and Grubbing: Areas to be excavated and filled shall be cleared and grubbed. Vegetation, such as brush, grass, roots, and other deleterious material, man-made structures, and similar debris shall be sufficiently removed and properly disposed of in a method acceptable to the ow ner, governing agencies, and the Geotechnical Consultant. Borrow areas shall be cleared and grubbed to the extent necessary to provide a suitable fill material.

Concrete fragments that ar e free of reinforcing street may be placed in fills, provided they are placed in accordance with Section 3 and 4. Ea rth fill material E-3
shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percen t organic matter. Nesting of organic materials shall not be allowed.

If potentially hazardous materi als are encountered, the Contractor shall stop work in the affected area, and a h azardous material specialist shall be informed immediately for proper evalua tion and handling of these materials prior to continuing to work in that ar ea. As presently defined by the State of California, most refined pe troleum products (gasoline, diesel fuel, motor oil, grease, etc.) have chemical constituents that are considered hazardous waste.

As such, the indiscriminate dumping or sp illage of such fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, a nd shall not be allowed.

The Geotechnical Consultant shall not be responsible for the identification or analysis of potentially hazardous materials; however, if observations, odors, or soil discoloration are suspect, the Geotechnical Cons ultant may request from the owner the termination of grading operations until such materials are deemed not hazardous as defined by applicable laws and regulations.

2.2 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms , and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to r eceive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement.

A licensed surveyor shall provide the surv ey control for determining elevations of processed areas, keys, and benches.

2.3 Processing: Ground that has been declared sa tisfactory for support of fill by the Geotechnical Consultant shall be s carified to a minimum depth of 6 inches.

Ground that is not satisfactor y shall be removed/overex cavated as specified in the following section. Scarification sh all continue until soils are broken down and free of large clay lumps or clod s and the working surface is reasonably uniform, flat, and free of uneven fe atures that would inhibit uniform compaction. After scarificat ion, the surface should be moisture conditioned, as necessary, to achieve the proper moisture content and compacted in accordance with Section 4 of these specifications.

2.4 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan , soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be overexcavated to co mpetent ground as recommended by the Geotechnical Consultant during grading.

E-4

2.5 Benching: Fills to be placed on ground sloping steeper than 5H:1V (horizontal to vertical units) shall be stepped or be nched. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant . Other benches shall be excavated a minimum height of 4 feet into co mpetent material or as otherwise recommended by the Geotechnical C onsultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for fill placement.

3.0 FILL MATERIAL

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

3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inch es, shall not be buried or placed in fill unless location, materials, and pl acement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and that oversize material is completely surrounded by compacted or densified fill. Oversize materi al shall not be placed within 10 vertical feet of finish gr ade or within 2 feet of future utilities or other underground construction.

3.3 Import: If importing of fill material is required for gradin g, proposed import material shall meet the requirements of Section 3.1 and/or requirements defined in the project geotechnical report(s). Th e potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before import begins so that suitability can be determined, and a ppropriate laboratory tests performed.

4.0 FILL PLACEMENT AND COMPACTION

4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizonta l layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can ad equately compact the thicker layers.

Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

E-5

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

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

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

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

4.5 Frequency of Compaction Testing: Tests shall be taken at intervals required by the governing agency and as deemed necessary by the Geotechnical Consultant in order to adequately qualify the fill material. In general, it should be anticipated that tests will be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill, unless recommended otherwise by the Geotechnical Consultant. In addition, test(s) shall be taken on slope faces and/or each 10 feet of vertical height of slope as deemed necessary by the Geotechnical Consultant. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.

E-6

4.6 Compaction Test Locations: The Geotechnical Consulta nt shall document the approximate elevation and location of each compaction test. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so the Geotechnical Consu ltant can determine the test locations with sufficient accuracy. At a minimum , two grade stakes within a horizontal distance of 100 feet and vert ically less than 5 feet apart from pote ntial test locations shall be provided. Alternativel y, GPS units may be used to determine the approximate location/coordinates of the field density tests.

5.0 SUBDRAIN INSTALLATION
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and standard details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during gradin g. All subdrains shall be surveyed for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these su rveys. The Contract or should consider videoing the subdrains shortly after burial to check proper installation and functionality. The Contractor is responsible for the performance of subdrains.

6.0 EXCAVATION
Excavations, including over-excav ation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grad ing. Remedial remova l depths shown on geotechnical report(s) and plans are estimate s. The actual extent of removal shall be determined by the Geotechnica l Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cu t slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geot echnical Consultant prior to placement of materials for construc tion of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 TRENCH BACKFILLS

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

7.2 Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction.

Bedding material shall have a Sand Equi valent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum 90 percent of maximum from 1 foot above the top of the conduit to the surface, except in traveled ways (see Section 7.6 below).

E-7

7.3 Jetting of the bedding around the c onduits shall be observed by the Geotechnical Consultant.

7.4 Geotechnical Consultant shall test the trench backfill for relative compaction.

At least one test should be made for every 300 feet of trench and 2 feet of fill, unless required differently by the gove rning agency or the Geotechnical Consultant.

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

7.6 Trench backfill in the upper foot measur ed from finish grade within existing or future traveled way, shoulder, and other paved areas (or areas to receive pavement) should be placed to a minimum 95 percent relative compaction.

TYPICAL FILL KEY ABOVE NATURAL SLOPE

MINIMUM STANDARD GRADING DETAIL

DESIGN FINISH GRADE

COMPETENT

MATERIAL
MAINTAIN 9' MIN. HORIZONTAL WIDTH

FROM SLOPE FACE TO BENCH/BACKCUT

NATURAL
GRADE

TOE OF SLOPE SHOWN

ON GRADING PLAN

PROJECTED SLOPE GRADIENT
(1:1 MAXIMUM)

BACKCUT -- VARIES
2' MINIMUM

KEY DEPTH

PLACE COMPACTED BACKFILL

TO ORIGINAL GRADE
MINIMUM 1' TILT BACK OR 2% SLOPE
(WHICHEVER IS GREATER)
NOTE: BENCHING SHALL BE REQUIRED WHEN SLOPES ARE EQUAL TO OR STEEPER THAN 5H:1V

OR WHEN RECOMMENDED BY
THE GEOTECHNICAL CONSULTANT. WHERE THE NATURAL SLOPE

APPROACHES OR EXCEEDS THE DESIGN SLOPE RATIO, SPECIFIC RECOMMENDATIONS SHOULD BE PROVIDED BY THE GEOTECHNICAL CONSULTANT.

VARIABLE

COMPACTED FILL

KEY WAY IN COMPETENT
MATERIAL. MINIMUM
WIDTH OF 15 FEET OR

AS RECOMMENDED BY

THE GEOTECHNICAL
CONSULTANT.

FIGURE 1
4' TYPICAL

REMOVE UNSUITABLE MATERIAL

TYPICAL FILL ABOVE CUT SLOPE

MINIMUM STANDARD GRADING DETAIL
FIGURE 2

DESIGN FINISH GRADE COMPACTED FILL

COMPETENT

MATERIAL
4'

TYPICAL

CUT/FILL SHOWN ON

GRADING PLAN

NATURAL GRADE

CUT SLOPE TO BE CONSTRUCTED

PRIOR TO PLACEMENT OF FILL

TYPICAL HEIGHT OF BENCHES IS
4 FEET OR AS RECOMMENDED BY

THE GEOTECHNICAL CONSULTANT
MINIMUM 1' TILT BACK OR 2% SLOPE
(WHICHEVER IS GREATER)

VARIABLE

KEYWAY IN COMPETENT
MATERIAL. MINIMUM
WIDTH OF 15 FEET OR

AS RECOMMENDED BY

THE GEOTECHNICAL

CONSULTANT
2'
9' MIN.

REMOVE UNSUITABLE MATERIAL
NOTE: BENCHING SHALL BE REQUIRED WHEN SLOPES ARE EQUAL TO OR STEEPER THAN 5H:1V

OR WHEN RECOMMENDED BY
THE GEOTECHNICAL CONSULTANT. WHERE THE NATURAL SLOPE

APPROACHES OR EXCEEDS THE DESIGN SLOPE RATIO, SPECIFIC RECOMMENDATIONS SHOULD BE PROVIDED BY THE GEOTECHNICAL CONSULTANT.

TYPICAL BUTTRESS FILL

MINIMUM STANDARD GRADING DETAIL

TERRACE DRAIN

IN-PLACE EARTH MATERIAL
KEYWAY

COMPACTED FILL

DESIGN FINISH GRADE
30' MAX
W
D
MINIMUM 1' TILT BACK
OR 2 % SLOPE
(WHICHEVER IS GREATER)
2% TYP

SLOPE OF INTERFACE TO BE MAXIMUM PERMITTED

FOR SAFE WORKING CONDITIONS, AS RECOMMENDED
BY GEOTECHNICAL CONSULTANT. TYPICAL HEIGHT OF
BENCH IS 4 FEET.

KEY IN COMPETENT
MATERIAL. MINIMUM

WIDTH (W) AND DEPTH (D)

OF BUTTRESS KEY AS

RECOMMENDED BY THE

GEOTECHNICAL
CONSULTANT.

NOTE: FOR SUBDRAIN DETAILS, SEE FIGURE 5. FIGURE 3

TYPICAL STABILIZATION FILL

MINIMUM STANDARD GRADING DETAIL

COMPETENT MATERIAL

ACCEPTABLE TO THE

GEOTECHNICAL CONSULTANT
TYPICAL HEIGHT OF BENCHES IS 4'

OR AS RECOMMENDED BY THE

GEOTECHNICAL CONSULTANT
MAINTAIN A 9' MINIMUM HORIZONTAL WIDTH

FROM SLOPE FACE TO BACKCUT OR BENCH
MINIMUM 1' TILT BACK
2' MIN.

KEY BOTTOM

COMPACTED FILL

TERRACE DRAIN
FIGURE 4
15' MINIMUM BACKCUT

AT TOP OF SLOPE

VARIABLE
15' MINIMUM

KEY WIDTH

DESIGN FINISH
GRADE
NOTE: FOR SUBDRAIN DETAILS, SEE FIGURE 5.

TYPICAL STABILIZATION AND BUTTRESS FILL

SUBDRAINS MINIMUM STANDARD GRADING DETAIL
OUTLETS OUTLETS TO BE SPO BE SPACED ACED AT 100' 100'
MAXIMUM INTERMAXIMUM INTERVALS. EXTEND 12 INCHESALS. EXTEND 12 INCHES

BEYOND FBEYOND FACE OF SLOPE ACE OF SLOPE AT TIME OF ROUGHTIME OF ROUGH GRADING CONSTRUCTION.GRADING CONSTRUCTION.

DESIGNDESIGN

FINISHFINISH

SLOPESLOPE
2' ABOVE

TOE GRADE
10' MIN
30' MAX

COMPACTED
FILL
2%
2%
4-INCH DIAMETER NON-PERFORATED OUTLET PIPE TO BE

LOCATED IN FIELD BY THE GEOTECHNICAL CONSULTANT
"FILTER MATERIAL" TO MEET

FOLLOWING SPECIFICATION
OR APPROVED EQUIVALENT.

SIEVE SIZE
1"
3/4"
3/8"
NO. 4
NO. 8
NO. 30
NO. 50
NO. 200

PERCENTAGE

PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
FILTER MATERIAL - MINIMUM OF THREE CUBIC FEET PER FOOT OF PIPE.

SEE FILTER MATERIAL SPECIFICATION.

ALTERNATE: IN LIEU OF FILTER MATERIAL, THREE CUBIC FEET OF GRAVEL PER FOOT OF SUBDRAIN (WITHOUT PIPE) MAY BE ENCASED IN FILTER FABRIC.

GRAVEL TO CONSIST OF 1/2" TO 1" CRUSHED ROCK PER STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. FIGURE 6 FOR FILTER FABRIC SPECIFICATION FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12 INCHES ON ALL JOINTS. SEE FIGURE 6 FOR FILTER FABRIC SPECIFICATION MINIMUM 4-INCH DIAMETER SCHEDULE 40 ASTM
D1527 OR D1785 OR SDR 35 ASTM D2751 OR D
3034. FOR FILL DEPTH OF 60 FEET OR GREATER,
USE ONLY SCHEDULE 40 OR EQUIVALENT. THERE
SHALL BE A MINIMUM OF 8 UNIFORMLY SPACED

PERFORATIONS PER FOOT OF PIPE INSTALLED
WITH PERFORATIONS ON BOTTOM OF PIPE.

PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE
A MINIMUM OF 2 PERCENT TO OUTLET PIPE.

FIGURE 5

SEE DETAIL BELOW
DETAIL

OUTLET PIPE TO BE

CONNECTED TO

SUBDRAIN PIPE WITH

TEE OR ELBOW
30' MAX

TYPICAL CANYON SUBDRAIN

MINIMUM STANDARD GRADING DETAIL
FIGURE 6
NOTES: DOWNSTREAM 20' OF PIPE AT OUTLET SHALL BE NON-PERFORATED AND BACKFILLED WITH

FINE-GRAINED MATERIAL
PIPE SHALL BE A MINIMUM OF 4-INCH DIAMETER. FOR RUNS OF 500 FEET OR MORE, USE 6-INCH

DIAMETER PIPE, OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT .

TYPICAL

BENCHING

SEE DETAIL BELOW

COMPETENT MATERIAL

NATURAL GRADE

FILTER FABRICS SHALL BE PERMEABLE NON-WOVEN POLYESTER, NYLON, OR POLYPROPYLENE MATERIAL CONFORMING TO THE FOLLOWING:
1) GRAB TENSILE STRENGTH. POUNDS, MIN. ASTM D 4632......................................................90 2) ELONGATION, AT PEAK LOAD, PERCENT, MIN. ASTM D 4632.................................................50 3) PUNCTURE STRENGTH, LBS., MIN. ASTM D 3787....................................................................45 4) COEFFICIENT OF WATER PERMITTIVITY, 1/SEC. ASTM D 4491............................................>0.7 5) BURST STRENGTH, P.S.I., MIN. ASTM D 3786..........................................................................180 6" MIN.
18" MIN.
3' TYPICAL

DEPTH AND

BEDDING MAY VARY

WITH PIPE AND LOAD
CHARACTERISTICS.
3' TYPICAL
DETAIL

FILTER MATERIAL - MINIMUM OF NINE CUBIC FEET PER FOOT
OF PIPE. SEE FIGURE 5 FOR FILTER MATERIAL SPECIFICATIONS.

ALTERNATE: IN LIEU OF FILTER MATERIAL, NINE CUBIC FEET OF

GRAVEL PER FOOT OF SUBDRAIN (WITHOUT PIPE) MAY BE
ENCASED IN FILTER FABRIC. SEE FIGURE 5 TO GRAVEL
SPECIFICATION. SEE ABOVE FOR FILTER FABRIC SPECIFICATION.

FILTER FABRIC SHALL BE LAPPED MINIMUM OF 12 INCHES ON
ALL JOINTS.

MINIMUM 4 INCH DIAMETER SCHEDULE 40 ASTM D 1527, OR
D 1785, OR SDR 35 ASTM 2751 OR D 3034. FOR FILL DEPTH OF 60 FEET OR GREATER, USE ONLY SCHEDULE 40 OR APPROVED
EQUIVALENT. THERE SHALL BE A MINIMUM OF 8 UNIFORMLY

SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH
PERFORATIONS ON BOTTOM OF PIPE.

COMPACTED FILL

MINIMUM

CLEARANCE

DIMENSIONS

REMOVE UNSUITABLE MATERIAL

TYPICAL OVEREXCAVATION OF DAYLIGHT LINE

MINIMUM STANDARD GRADING DET
AIL
FIGURE 7

COMPETENT MATERIAL

OVEREXCAVATE AND RECOMPACT

UNSUITABLE

MATERIAL

NATURAL GRADE

COMPACTED FILL
5' MIN.

CUT LOT

OVEREXCAVATE AND RECOMPACT

UNSUITABLE

MATERIAL

NATURAL GRADE

COMPACTED FILL
5' MIN.

CUT/FILL LOT TRANSITION LOT

COMPETENT MATERIAL

TYPICAL BENCHING

TYPICAL BENCHING
DESIGN

FINISH GRADE
DESIGN

FINISH GRADE

TYPICAL OVERSIZE ROCK PLACEMENT METHOD

MINIMUM STANDARD GRADING DETAIL
PLACE OVERSIZE MATERIAL IN TRENCH. FALSE
SLOPE OR CUT SLOT INTO APPROVED MATERIAL.

OVERSIZE MATERIAL MAY BE PLACED SIDE BY
SIDE IF SIZE PERMITS.

FILL VOIDS WITH

SELECT GRANULAR

SOIL PLACED BY

WATER DENSIFICATION

AND MECHANICAL
COMPACTION.

NESTING OR STACKING

OF OVERSIZE

MATERIAL IS NOT
ACCEPTABLE.

FIGURE 8
4’
4’
4' MIN.
15' MIN.
15' MIN.

NOTES:

A) OVERSIZED ROCK IS DEFINED AS LARGER THAN 12" IN SIZE IN GREATEST DIMENSION.

B) SPACE BETWEEN ROCKROWS SHOULD BE ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET.

C) THE WIDTH AND HEIGHT OF THE ROCKROW SHALL BE LIMITED TO FOUR FEET AND THE LENGTH LIMITED TO 300 FEET UNLESS APPROVED OTHERWISE BY THE GEOTECHNICAL CONSULTANT. OVERSIZE SHOULD BE PLACED WITH FLATEST SIDE ON THE BOTTOM.

D) OVERSIZE MATERIAL EXCEEDING FOUR FEET MAY BE PLACED ON AN INDIVIDUAL BASIS IF APPROVED BY THE GEOTECHNICAL CONSULTANT.

E) FILLING OF VOIDS WILL REQUIRE SELECT GRANULAR SOIL (SE > 20, OR LESS THAN 20 PERCENT FINES) AS APPROVED BY THE GEOTECHNICAL CONSULTANT. VOIDS IN THE ROCKROW TO BE FILLED BY WATER DENSIFYING GRANULAR SOIL INTO PLACE ALONG WITH MECHANICAL COMPACTION EFFORT.

F) IF APPROVED BY THE GEOTECHNICAL CONSULTANT, ROCKROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK, PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION.

G) THE FIRST LIFT OF MATERIAL ABOVE THE ROCKROW SHALL CONSIST OF GRANULAR MATERIAL AND SHALL BE PROOF-ROLLED WITH A D-8 OR LARGER DOZER OR EQUIVALENT.

H) ROCKROWS NEAR SLOPES SHOULD BE ORIENTED PARALLEL TO SLOPE FACE.

I) NESTING OR STACKING OF ROCKS IS NOT ACCEPTABLE.

FINISH GRADE

TYPICAL

ROCK ROW
FINISH
SLOPE
FACE

PROFILE ALONG ROCKROW
300’ MAX.

SECTION THROUGH ROCKROW
4’ MAX.
10’ MIN.
10’ MIN.
4’
MAX.
4’
MAX.

LP
STREET
2 1

NO SCALE
ZONE B
ZONE A
LEGEND
ZONE A:

ZONE B:

NOTES:
15' MIN
5' MIN
MIN 10'
ZONE A
ZONE A
· THE UPPER 5 FEET OF FILL UNDER PADS SHOULD NOT HAVE ROCKS GREATER THAN 12 INCHES IN THE LARGEST DIMENSION (12-INCH MINUS).
· FILLS IN PUBLIC STREETS, RIGHT OF WAYS AND EASEMENTS SHOULD CONTAIN ONLY 12-INCH MINUS MATERIALS TO A DEPTH OF 10 FEET BELOW FINISH GRADE OR 2 FEET BELOW THE DEEPEST UTILITY, WHICHEVER IS DEEPER.
· FILLS IN SLOPE AREAS MAY HAVE OVERSIZE ROCK PLACED PER ROCK BLANKET DETAIL TO WITHIN 15 FEET OF SLOPE FACE. FILL WITHIN 15 FEET OF SLOPE FACE SHOULD ONLY CONSIST OF 12-INCH MINUS MATERIAL.
· ROCKS UP TO 2 FEET IN HEIGHT (LYING FLAT) WITH OCCASIONAL INDIVIDUAL FRAGMENTS UP TO 4 FEET MAXIMUM DIMENSION MAY BE PLACED WITHIN ZONE B AREA.
· ROCKS EXCEEDING 2 FEET IN THE SMALLEST DIMENSION MAY BE PLACED IN ROWS WITH THE FLATTEST SIDE DOWN (SEE NEXT PAGE). THE WIDTH OF THE ROWS MAY EXCEED 4 FEET PROVIDED THE FILL OPERATION CAN ACCOMMODATE A MINIMUM OF 15 FEET BETWEEN ROWS, AND PROVIDED THAT THERE IS SUFFICIENT EQUIPMENT TO PLACE FILL AGAINST AND OVER THE ROWS. · FILL SOILS PLACED AGAINST OR OVER ROCK ROWS SHOULD BE FREE OF ROCKS THAT MAY CAUSE NESTING/VOIDS WITHIN THE ROCK ROWS AND ROCK FILL. THIS CONDITION SHOULD BE CAREFULLY REVIEWED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT TO VERIFY SATISFACTORY OPERATIONS. · ROCKS UP TO 10 FEET IN THE LEAST DIMENSION MAY BE PLACED AS INDIVIDUAL ROCKS WITHIN THE COMPACTED FILL. THE FILL SOILS NEAR AND AGAINST THESE ROCKS SHOULD BE FREE OF ROCKS THAT MAY CAUSE NESTING/VOIDS WITH THE LARGER ROCKS. THIS CONDITION SHOULD BE CAREFULLY REVIEWED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT TO VERIFY SATISFACTORY OPERATIONS. · ROCKS, LARGER THAN 10 FEET IN THE SMALLEST DIMENSION, SHOULD BE REDUCED IN SIZE TO MEET

THE SPECIFIED DIMENSIONS FOR INDIVIDUAL ROCK PLACEMENT AND/OR FOR PLACEMENT IN ROCK ROWS.

CONTINUOUS OBSERVATION IS REQUIRED BY GEOTECHNICAL CONSULTANT DURING ROCK PLACEMENT.

FILL KEY (PER PLAN)

STRUCTURAL ROCK FILL PLACEMENT DETAIL
FIGURE 9

VIEW NORMAL TO SLOPE FACE
NOTES:
1) ORIENTATION AND STAGGERING MAY VARY, BUT SHALL BE AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT. 2) ROCK LAYERS SHALL NOT BE MORE THAN 4 FEET IN HEIGHT. ROCK SHALL NOT BE STACKED OR NESTED. 3) EACH ROCK CELL MUST BE COVERED WITH A GRANULAR SOIL WITH A MINIMUM SAND EQUIVALENT (SE) OF 20 OR WITH LESS THAN 10% PASSING THE NO. 200 SIEVE AS DETERMINED BY THE GEOTECHNICAL CONSULTANT. THE GRANULAR SOIL IS TO BE FLUSHED, FLOODED, AND JETTED IN THE ROCK LAYER IN ORDER TO FILL THE VOIDS. ADDITIONAL

LIFTS OF GRANULAR SOIL SHALL BE PLACED AS NECESSARY TO ALLOW FOR THE FILLING OF VOIDS BY FLOODING, AND JETTING. THE ROCK LAYER SHALL THEN BE ADEQUATELY COMPACTED WITH HEAVY EARTH MOVING EQUIPMENT. 4) ADEQUACY OF ABOVE PROCEDURE SHALL BE VERIFIED BY THE GEOTECHNICAL CONSULTANT. 5) ROCKS EXCEEDING 2 FEET IN THE SMALLEST DIMENSION MAY BE PLACED IN ROWS AS SHOWN IN THE FIGURE WITH THE FLATTEST SIDE DOWN. THE WIDTH OF THE ROWS MAY EXCEED 4 FEET PROVIDED THE FILL OPERATION CAN ACCOMMODATE A MINIMUM OF 15 FEET BETWEEN ROWS, AND PROVIDED THAT THERE IS SUFFICIENT EQUIPMENT TO PLACE FILL AGAINST AND OVER THE ROWS. THE FILL SOILS SHOULD BE FREE OF ROCKS THAT MAY CAUSE NESTING/VOIDS WITHIN THE ROCK ROWS. THIS CONDITION SHOULD BE CAREFULLY REVIEWED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT TO VERIFY SATISFACTORY OPERATIONS. 6) ROCKS UP TO 10 FEET IN THE LEAST DIMENSION MAY BE PLACED AS INDIVIDUAL ROCKS WITHIN THE COMPACTED FILL. THE FILL SOILS NEAR AND AGAINST THESE ROCKS SHOULD BE FREE OF ROCKS THAT MAY CAUSE NESTING/VOIDS WITH THE LARGER ROCKS. THIS CONDITION SHOULD BE CAREFULLY REVIEWED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT TO VERIFY SATISFACTORY OPERATIONS. 7) ROCKS, LARGER THAN 10 FEET IN THE SMALLEST DIMENSION, SHOULD BE REDUCED IN SIZE T

O MEET THE
SPECIFIED DIMENSIONS FOR INDIVIDUAL ROCK PLACEMENT AND/OR FOR PLACEMENT IN ROCK ROWS.

COMPETENT MATERIAL OR BEDROCK AS

DETERMINED BY THE GEOTECHNICAL CONSULTANT

VIEW PARALLEL TO SLOPE FACE

FINISH GRADE
3' MIN.
2'
2'
3' MIN.
200'MAX.
15'
MIN.

COMPETENT MATERIAL OR BEDROCK AS

DETERMINED BY THE GEOTECHNICAL

CONSULTANT
5’ MIN. BELOW LOTS,
10’ MIN. BELOW STREETS
(2’ BELOW UTILITY LINES)

FINISH GRADE

TYPICAL

ROCK LAYER
6' MIN.
15' MIN.
4' MAX.
4' MAX.
60’ MAX.
60’ MAX.5’ MIN.
4' MAX.

OVERSIZE ROCK ROW PLACEMENT

FOR ZONE B STRUCTURAL ROCK FILL
FIGURE 10

SL-2
P-4
TD: 7.5’

GEOTECHNICAL MAP
LEGEND
Meritage Homes
Proposed Residential Development
La Sierra Avenue/Alhambra Avenue
Riverside, California
Project Number: 23145-01
Date: December 22, 2023
Plate 1
H-6
TD: 30.5’
Qalo @ 0-21.5’
Kgr @ 21.5’+
Approximate Location of Hollow Stem
Auger Boring, Showing Total Depth,
Depth to Earth Units, and Depth to
Groundwater (if encountered) in Feet.

Approximate Location of Hollow Stem
Auger Boring and Percolation Test,
Showing Total Depth in Feet.

Afu
Earth Units - Circled Where Buried
Undocumented Artificial Fill
Basemap Source: Google Earth
TP-8
TD: 13.5
Afu @ 0-1.5’
Qalo @ 1.5-11’
Kgr @ 11’+
Approximate Test Pit Location,
Showing Total Depth, and Depth
to Earth Units in Feet.

Qalo Older Alluvium
Kgr Granitic Bedrock
Geologic Contact, Dotted Where Buried
Seismic Refraction Line
TP-1
TD: 11.5’ (Refusal)
Qalo @ 0-2.5’
Kgr @ 2.5’+
Afu
Kgr
TP-2
TD: 8.5’ (Refusal)
Qalo @ 0-8’
Kgr @ 8’+
TP-3
TD: 11.5’ (Refusal)
Qalo @ 0-6.5’
Kgr @ 6.5’+
TP-4
TD: 15’
Afu @ 0-5.5’
Qalo @ 5.5’-12.5
Kgr @ 12.5’+
TP-5
TD: 9.5’ (Refusal)
Afu @ 0-2.5’
Qalo @ 2.5-7’
Kgr @ 7’+
Afu/Qalo
Kgr
TP-6
TD: 9.5’ (Refusal)
Afu @ 0-1.5’
Qalo @ 1.5-7’
Kgr @ 7’+
TP-7
TD: 14’
Afu @ 0-2.5’
Qalo @ 2.5’-14’
TP-8
TD: 13.5’
Afu @ 0-1.5’
Qalo @ 1.5-11’
Kgr @ 11’+
H-1
TD: 8’
(R
efusal)
H-2
TD: 30’
Qalo @ 0-5’
Kgr @ 5’+
H-3
TD: 30.5’
Qalo @ 0-11’
Kgr @
11’+
H-4
TD: 30.5’
Qalo @ 0-4’
Kgr@ 4’+
H-5
TD: 30’
Qalo @ 0-11.5’
Kgr @ 11.5’+
GW @ 26.5’
H-6
TD: 30.5’
Qalo @ 0-21.5’
Kgr @ 21.5’+
P-1
TD: 5’
P-2
TD: 5’
P-4
TD: 7.5’
P-3
TD: 10’
Afu/Qalo
Kgr
Afu/Qalo
Kgr
Afu/Qalo
Kgr
Kgr
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Western Riverside
Area, California
Natural
Resources
Conservation
Service
June 12, 2024
Preface
Soil surveys contain information that affects land use planning in survey areas.

They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.

Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.

The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.
3 Contents
Preface.................................................................................................................... 2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 Western Riverside Area, California.................................................................13 AoC—Arlington fine sandy loam, deep, 2 to 8 percent slopes....................13 BdC—Bonsall fine sandy loam, 2 to 8 percent slopes................................ 14 BdD—Bonsall fine sandy loam, 8 to 15 percent slopes.............................. 15 Soil Information for All Uses...............................................................................17 Soil Properties and Qualities.............................................................................. 17 Soil Qualities and Features.............................................................................17 Hydrologic Soil Group................................................................................. 17 References............................................................................................................22 4 How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units).

Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.

The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.

The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded.

These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape.

Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties.

While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management.

Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report
6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately.

Custom Soil Resource Report
7 Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9
Custom Soil Resource Report
Soil Map
3755740 3755790 3755840 3755890 3755940 3755990
3755690 3755740 3755790 3755840 3755890 3755940 3755990 453460 453510 453560 453610 453660 453710 453760 453810 453860 453910 453460 453510 453560 453610 453660 453710 453760 453810 453860 453910 33° 56' 36'' N
117° 30' 13'' W
33° 56' 36'' N
117° 29' 54'' W
33° 56' 26'' N
117° 30' 13'' W
33° 56' 26'' N
117° 29' 54'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,160 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 16, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Custom Soil Resource Report
10 Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AoC Arlington fine sandy loam,
deep, 2 to 8 percent slopes

7.6 79.6%
BdC Bonsall fine sandy loam, 2 to 8
percent slopes

0.3 2.6%
BdD Bonsall fine sandy loam, 8 to 15
percent slopes

1.7 17.8%
Totals for Area of Interest 9.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.

Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Custom Soil Resource Report
11 landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions.

Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.

These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.

The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

Custom Soil Resource Report
12 Western Riverside Area, California
AoC—Arlington fine sandy loam, deep, 2 to 8 percent slopes Map Unit Setting
National map unit symbol: hcr0
Elevation: 400 to 2,000 feet
Mean annual precipitation: 12 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 240 to 320 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Arlington and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Arlington
Setting
Landform: Alluvial fans
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium derived from granite
Typical profile
H1 - 0 to 11 inches: fine sandy loam
H2 - 11 to 50 inches: sandy loam
H3 - 50 to 60 inches: cemented
H4 - 60 to 70 inches: coarse sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 40 to 60 inches to duripan Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 5 percent
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.1 inches) Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: R019XD029CA - LOAMY
Hydric soil rating: No
Custom Soil Resource Report
13 Minor Components
Hanford
Percent of map unit: 10 percent
Hydric soil rating: No
Greenfield
Percent of map unit: 5 percent
Hydric soil rating: No
BdC—Bonsall fine sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: hcrf
Elevation: 200 to 2,500 feet
Mean annual precipitation: 14 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 240 to 340 days
Farmland classification: Not prime farmland
Map Unit Composition
Bonsall and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Bonsall
Setting
Landform: Hills
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Residuum weathered from tonalite and/or granodiorite Typical profile
H1 - 0 to 9 inches: fine sandy loam
H2 - 9 to 25 inches: clay loam
H3 - 25 to 53 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Custom Soil Resource Report
14 Calcium carbonate, maximum content: 5 percent
Maximum salinity: Slightly saline to moderately saline (4.0 to 8.0 mmhos/cm) Sodium adsorption ratio, maximum: 50.0
Available water supply, 0 to 60 inches: Very low (about 1.0 inches) Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Bonsall
Percent of map unit: 5 percent
Hydric soil rating: No
Cieneba
Percent of map unit: 4 percent
Hydric soil rating: No
Fallbrook
Percent of map unit: 3 percent
Hydric soil rating: No
Vista
Percent of map unit: 1 percent
Hydric soil rating: No
Unnamed, ponded
Percent of map unit: 1 percent
Landform: Depressions
Hydric soil rating: Yes
Monserate
Percent of map unit: 1 percent
Hydric soil rating: No
BdD—Bonsall fine sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: hcrg
Elevation: 200 to 2,500 feet
Mean annual precipitation: 14 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 240 to 340 days
Farmland classification: Not prime farmland
Map Unit Composition
Bonsall and similar soils: 85 percent
Minor components: 15 percent
Custom Soil Resource Report
15 Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Bonsall
Setting
Landform: Hills
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Residuum weathered from granodiorite
Typical profile
H1 - 0 to 9 inches: fine sandy loam
H2 - 9 to 25 inches: clay loam
H3 - 25 to 53 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 5 percent
Maximum salinity: Slightly saline to moderately saline (4.0 to 8.0 mmhos/cm) Sodium adsorption ratio, maximum: 50.0
Available water supply, 0 to 60 inches: Very low (about 1.0 inches) Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Bonsall
Percent of map unit: 5 percent
Hydric soil rating: No
Unnamed
Percent of map unit: 5 percent
Hydric soil rating: No
Unnamed, ponded
Percent of map unit: 5 percent
Landform: Depressions
Hydric soil rating: Yes
Custom Soil Resource Report
16 Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality.

Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil.

Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.
17 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material.

These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Custom Soil Resource Report
18 19
Custom Soil Resource Report
Map—Hydrologic Soil Group
3755740 3755790 3755840 3755890 3755940 3755990
3755690 3755740 3755790 3755840 3755890 3755940 3755990 453460 453510 453560 453610 453660 453710 453760 453810 453860 453910 453460 453510 453560 453610 453660 453710 453760 453810 453860 453910 33° 56' 36'' N
117° 30' 13'' W
33° 56' 36'' N
117° 29' 54'' W
33° 56' 26'' N
117° 30' 13'' W
33° 56' 26'' N
117° 29' 54'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,160 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.

Warning: Soil Map may not be valid at this scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 16, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Custom Soil Resource Report
20 Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AoC Arlington fine sandy
loam, deep, 2 to 8
percent slopes
B 7.6 79.6%
BdC Bonsall fine sandy loam,
2 to 8 percent slopes
D 0.3 2.6%
BdD Bonsall fine sandy loam,
8 to 15 percent slopes
D 1.7 17.8%
Totals for Area of Interest 9.6 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
21 References
American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.

U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section.

United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.

National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.

National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 22 United States Department of Agriculture, Natural Resources Conservation Service.

National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report
23 - 30 -

Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use

N/A
- 31 -

Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis

N/A
- 32 -

Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation

Date
D85= 0.69 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
A 176679 Concrete or Asphalt 1 0.89 157597.7
A 163088 Ornamental
Landscaping 0.1 0.11 18014.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 339767 175612.1 0.69 10097.7 10248
Notes:

Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Kimley-Horn 2/17/2025
Designed by KPM Case No
Company Project Number/Name MLC La Sierra
BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID DMA A/South
Must match Name/ID used on BMP Design Calculation Sheet Date
D85= 0.69 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
C-1 15630 Concrete or Asphalt 1 0.89 13942
C-1 7896 Ornamental
Landscaping 0.1 0.11 872.2
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 23526 14814.2 0.69 851.8 867
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Kimley-Horn 2/17/2025
Designed by KPM Case No
Company Project Number/Name MLC La Sierra
BMP Identification
BMP NAME / ID DMA C-1
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP Date
D85= 0.69 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
C-2 15630 Concrete or Asphalt 1 0.89 13942
C-2 6288 Ornamental
Landscaping 0.1 0.11 694.6
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 21918 14636.6 0.69 841.6 867
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Kimley-Horn 2/17/2025
Designed by KPM Case No
Company Project Number/Name MLC La Sierra
BMP Identification
BMP NAME / ID DMA C-2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP Date
D85= 0.69 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
C-3 15630 Concrete or Asphalt 1 0.89 13942
C-3 6289 Ornamental
Landscaping 0.1 0.11 694.7
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 21919 14636.7 0.69 841.6 867
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Kimley-Horn 2/17/2025
Designed by KPM Case No
Company Project Number/Name MLC La Sierra
BMP Identification
BMP NAME / ID DMA C-3
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP Date
D85= 0.69 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
C-4 15630 Concrete or Asphalt 1 0.89 13942
C-4 7176 Ornamental
Landscaping 0.1 0.11 792.6
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 22806 14734.6 0.69 847.2 867
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Enter the area tributary to this feature A
T= 7.8 acres
Enter V BMP determined from Section 2.1 of this Handbook VBMP = 10,098 ft 3 Depth of Soil Filter Media Layer dS = 2.7 ft
Top Width of Bioretention Facility, excluding curb wT = 25.0 ft Total Effective Depth, d E
dE = 1.68 ft
d E = [(0.3) x d S + (0.4) x 1] + 0.5 dE = 1.71 ft
AM = 6,004 ft 2
A= 6,100 ft 2
Minimum Required Length of Bioretention Facility, L L = 240.2 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum) 0.5 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Bioretention Facility Properties
Side Slopes in Bioretention Facility
d E = (0.3) x d S + (0.4) x 1 - (0.7/w T) + 0.5
Minimum Surface Area, A m
AM (ft 2) =
VBMP (ft 3)
dE (ft)
Proposed Surface Area
Design Volume
Type of Bioretention Facility Design
Bioretention Facility Surface Area
Bioretention Facility - Design Procedure Legend: Required Entries Calculated Cells
Kimley-Horn
KPM
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010
BMP ID
Basin C-1
Company Name: Date: 2/17/2025
Designed by: County/City Case No.:

Enter the area tributary to this feature A
T= 0.54 acres
Enter V BMP determined from Section 2.1 of this Handbook VBMP = 852 ft 3 Depth of Soil Filter Media Layer dS = 1.5 ft
Top Width of Bioretention Facility, excluding curb wT = 12.0 ft Total Effective Depth, d E
dE = 1.29 ft
d E = [(0.3) x d S + (0.4) x 1] + 0.5 dE = 1.35 ft
AM = 660 ft 2
A= 672 ft 2
Minimum Required Length of Bioretention Facility, L L = 55.0 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum) 0.5 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Bioretention Facility Properties
Side Slopes in Bioretention Facility
d E = (0.3) x d S + (0.4) x 1 - (0.7/w T) + 0.5
Minimum Surface Area, A m
AM (ft 2) =
VBMP (ft 3)
dE (ft)
Proposed Surface Area
Design Volume
Type of Bioretention Facility Design
Bioretention Facility Surface Area
Bioretention Facility - Design Procedure Legend: Required Entries Calculated Cells
Kimley-Horn
KPM
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010
BMP ID
Basin C-2
Company Name: Date: 2/17/2025
Designed by: County/City Case No.:

Enter the area tributary to this feature A
T= 0.5 acres
Enter V BMP determined from Section 2.1 of this Handbook VBMP = 867 ft 3 Depth of Soil Filter Media Layer dS = 1.5 ft
Top Width of Bioretention Facility, excluding curb wT = 12.0 ft Total Effective Depth, d E
dE = 1.29 ft
d E = [(0.3) x d S + (0.4) x 1] + 0.5 dE = 1.35 ft
AM = 672 ft 2
A= 672 ft 2
Minimum Required Length of Bioretention Facility, L L = 56.0 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum) 0.5 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Bioretention Facility Properties
Side Slopes in Bioretention Facility
d E = (0.3) x d S + (0.4) x 1 - (0.7/w T) + 0.5
Minimum Surface Area, A m
AM (ft 2) =
VBMP (ft 3)
dE (ft)
Proposed Surface Area
Design Volume
Type of Bioretention Facility Design
Bioretention Facility Surface Area
Bioretention Facility - Design Procedure Legend: Required Entries Calculated Cells
Kimley-Horn
KPM
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010
BMP ID
Basin C-3
Company Name: Date: 2/17/2025
Designed by: County/City Case No.:

Enter the area tributary to this feature A
T= 0.5 acres
Enter V BMP determined from Section 2.1 of this Handbook VBMP = 842 ft 3 Depth of Soil Filter Media Layer dS = 1.5 ft
Top Width of Bioretention Facility, excluding curb wT = 12.0 ft Total Effective Depth, d E
dE = 1.29 ft
d E = [(0.3) x d S + (0.4) x 1] + 0.5 dE = 1.35 ft
AM = 652 ft 2
A= 672 ft 2
Minimum Required Length of Bioretention Facility, L L = 54.3 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum) 0.5 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Bioretention Facility Properties
Side Slopes in Bioretention Facility
d E = (0.3) x d S + (0.4) x 1 - (0.7/w T) + 0.5
Minimum Surface Area, A m
AM (ft 2) =
VBMP (ft 3)
dE (ft)
Proposed Surface Area
Design Volume
Type of Bioretention Facility Design
Bioretention Facility Surface Area
Bioretention Facility - Design Procedure Legend: Required Entries Calculated Cells
Kimley-Horn
KPM
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010
BMP ID
Basin C-4
Company Name: Date: 2/17/2025
Designed by: County/City Case No.:

Enter the area tributary to this feature A
T= 0.52 acres
Enter V BMP determined from Section 2.1 of this Handbook VBMP = 847 ft 3 Depth of Soil Filter Media Layer dS = 1.5 ft
Top Width of Bioretention Facility, excluding curb wT = 12.0 ft Total Effective Depth, d E
dE = 1.29 ft
d E = [(0.3) x d S + (0.4) x 1] + 0.5 dE = 1.35 ft
AM = 656 ft 2
A= 672 ft 2
Minimum Required Length of Bioretention Facility, L L = 54.7 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum) 0.5 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern

Riverside City CouncilSeptember 15, 2026

Riverside City Council
September 15, 2026