SEC Victoria Ave. and La Sierra Ave.
Riverside, California
Project No. 13167-01
January 24, 2014
--1!1.----------------------------------------
Recommendations
Site Preparation/Overexcavation
All grading and backfills should be performed in accordance with the attached General Earthwork and Grading Specifications (Appendix E) except as modified in the text of this report.
The building/grading areas should be cleared of all vegetation, irrigation lines, roots, debris and deleterious materials which should be hauled offsite. Subsequent to site clearance and debris removal, the building area, extending at least 5 feet beyond building lines in plan (including any canopies/exterior footings), should be overexcavated to a depth of at least 4 feet below existing ground or proposed grade (whichever is deeper) to remove loose soils and roots and expose underlying firm soils. Locally deeper overexcavations should not be precluded specially to remove roots and expose competent soils. Vegetation roots should be traced and completely removed if encountered in bottom of the overexcavated areas. Root pickers may be required for this purpose. After any overexcavation, the exposed surfaces should be further scarified to a depth of at least 12-inches, watered and recompacted to at least 90 percent of the maximum dry density, as determined by ASTM D1557-09 Test Method, prior to placement of fill. All fills should be compacted to at least 90 percent of the maximum dry density.
Foundation Design
Following site preparation, the use of shallow spread footings supported on compacted fill is feasible for proposed structures. A net allowable bearing value of 1500 psf is recommended for foundations extending at least 12 inches into the compacted fill. This bearing value may be increased by one third for temporary (wind or seismic) loads. Reinforcement and other recommendations for residential structures are presented on Plate 2 and may be designed for very low expansion category. All foundations should be designed by a qualified structural engineer in accordance with the latest applicable building codes and structural considerations may govern. All foundations should be provided with at least 3 feet of compacted fill mat below bottom of footings. Please note foundation design is under the purview of structural engineer and structural engineer may have more stringent requirements.
Residential slabs-on-grade should be at least 4 inches thick, and should be reinforced with at least No. 3 bars at 18-inches on-center both ways, properly centered in mid-thickness of slabs. Slabs-on-grade should be underlain by a 10-mil Visqueen moisture barrier placed over two inches of clean rolled sand and overlain by two-inch layer of clean rolled sand to aid in concrete curing. Other additional recommendations for residential structures are presented on Plate 2.
Special Considerations
Slab-on-grade thickness and reinforcement should be evaluated by the structural engineer and designed in compliance with applicable codes. Excess soils generated from foundation excavations should not be placed on building pads and driveway without proper moisture and compaction. All slab subgrades should be verified to contain 1.2 times the soil optimum moisture content to a depth of 6 inches prior to placement of slab building materials. Moisture content should be tested in the field by the soil engineer. Slabs subgrade should be kept moist and the surface should not be allowed to desiccate.
The addition of fiber mesh in the concrete and careful control of water/cement ratios may lessen the potential for slab cracking. In hot or windy weather, the contractor must take appropriate curing precautions after the placement of concrete. The use of mechanically compacted/dense low slump concrete (not exceeding 4 inches at the time of placement) is recommended. We recommend that a slipsheet (or equivalent) be utilized if grouted tiles or other crack sensitive flooring (such as marble tiles) is planned directly on concrete slabs.
Soil Exploration Co., Inc. Page 4
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies SEC Victoria Ave. and La Sierra Ave.
Riverside, California
Retaining Walls/Lateral Earth Pressures
Project No. 13167-01
January 24, 2014
The following lateral earth pressures and soil parameters, in conjunction with the above-recommended bearing value of 1500 psf, may be used for design of retaining walls with free draining compacted backfills. If passive earth pressure and friction are combined to provide required resistance to lateral forces, the value of the passive pressure should be reduced to two-thirds the following recommendations.
Active Earth Pressure with level backfill (Pa)
At Rest Pressure (Po)
Passive Earth Pressure (Pp)
Horizontal Coefficient of Friction(µ)
Unit Soil Weight (y1)
35 psf (EFP), drained, yielding
50 psf (EFP), drained, non-yielding (part of building wall) 300 psf (EFP), drained, maximum of 3000 psf
0.30 120 pcf
We recommend drainage for retaining walls to be provided in accordance with Plate 3 of this report.
Maximum precautions should be taken when placing drainage materials and during backfilling. All wall backfills should be properly compacted to at least 90 percent relative compaction. Any waterproofing of the walls must be evaluated by the project architect and considered during planning and construction.
Expansion Index/Soluble Sulfates
Based on observation and soil classification, the expansion potential of the onsite sandy soils is anticipated to be very low (El<20). However, we recommend that expansion potential of the soils should be verified subsequent to completion of site preparation. Soluble sulfate content of the foundation soils should also be determined subsequent to completion of grading/prior to start of construction. Tentatively we recommend Type II cement and concrete slump not exceeding 4 inches at the time of placement. If critical, these should be further verified by your structural and/or a corrosion engineer.
Seismic Design
The site is approximately 8.5 and 8.6 miles from the Chino-Central Ave. (Elsinore) and Elsinore-Glen Ivy faults, respectively. Moderate to strong ground shaking can be expected and there is a 10 percent probability in 50 years that ground acceleration will exceed 0.425g at the site. A soil profile, site class D (stiff soil), has been considered for the site. The structural engineer should consider City/County local codes, California Building Code (CBC) 2010, seismic data presented in this report (Appendix D), the latest requirements of the Structural Engineers Association, and any other pertinent data in selecting design parameters.
Drainage
Positive drainage must be provided and maintained for the life of the project around the perimeter of the structure and all foundations toward streets or approved drainage devices to minimize water infiltrating into the underlying natural and engineered fill soils. In addition, finish subgrade adjacent to exterior footings should be sloped down and away to facilitate surface drainage. Roof drainage should be collected and directed away from foundations via nonerosive devices. Water, either natural or by irrigation, should not be permitted to pond or saturate the foundation soils.
Infiltration Test Procedure
Three 8-inch diameter, two-feet deep test holes (1-1, 1-2 and 1-3) were excavated at the randomly selected locations. The soil at the test locations was visually classified as silty sand (USCS "SM"). To mitigate any possible caving or sloughing of the test hole, an 8-inch diameter perforated canister was placed in the hole.
The testing was conducted after presoaking. Water level was adjusted to 6 inches above the bottom of the test hole. Consecutive measurements were taken at 30 minute intervals on test holes 1-1 and 1-2 and 10 minute intervals on test hole 1-3, until a stabilized rate of drop was obtained. The drop that occurred during the final reading was used for design purposes.
Soil Exploration Co., Inc. Page 5
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies SEC Victoria Ave. and La Sierra Ave.
Riverside, California
Project No. 13167-01
January 24, 2014
f
Infiltration Tests/Tabulated Results
Test No. Depth of Test Earth Material Infiltration Rate (feet) (in/hr)
1-1 2 Silty Sand ("SM") 2.82
1-2 2 Silty Sand ("SM") 4.56
1-3 2 Silty Sand ("SM") 17.9
We recommend that a suitable factor of safety should be applied to the rate in design of the system.
Cal/OSHA Classification/Trench Excavations/Backfills
In general Cal/OSHA classification of onsite soils appears to be Type B.
Temporary trench excavations deeper than 5 feet should be shored or sloped at 1: 1 or flatter in compliance with Cal/OSHA requirements. All utility trenches and wall backfills should be mechanically compacted to the minimum requirements of at least 90 percent relative compaction. No jetting, ponding, or flooding should be permitted within the building area or where trenches are in zone of influence of footing loads. Excavated material from footing trenches should not be placed in slab-on-grade and driveways areas unless properly compacted and tested.
Foundation Plan Review/Observations and Testing
The recommendations provided in this report are based on preliminary design information and subsurface conditions as interpreted from limited exploratory work. Our conclusions and recommendations should also be reviewed, verified during grading and construction, and revised as necessary. Soil Exploration Co., Inc. should review the foundation plan and observe and/or test at the following stages of construction:
• During all overexcavations, site preparation and grading. • Following footing excavations and prior to placement of footing materials. • During wetting of slab subgrade (1 .2 optimum moisture to a depth of 6 inches) and prior to placement of slab materials.
• During all trench backfills and pavements subgrade/base compaction. • When any unusual conditions are encountered.
Final Compaction Report
A final report of compaction control should be prepared subsequent to the completion of site preparation.
The report should include a summary of work performed, laboratory test results, and the results, locations and elevations of field density tests performed during rough grading.
Limitation of Investigation
Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers practicing in this or similar locations. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The field and laboratory test data are believed representative of the project site; however, soil conditions can vary significantly. As in most projects, conditions revealed during grading may be at variance with preliminary findings. If this condition occurs, the possible variations must be evaluated by the Project Geotechnical Engineer and adjusted as required or alternate design recommended. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the Soil Exploration Co., Inc. Page 6
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies SEC Victoria Ave. and La Sierra Ave.
Riverside, California
Project No. 13167-01
January 24, 2014
,.
contractor and subcontractor carry out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In additions, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge.
This report was prepared for the client based on client's needs, directions and requirements at the time.
This report is not authorized for use by and is not to be relied upon by any party except the client with whom Soil Exploration Co., Inc. contracted for the work. Use of, or reliance on, this report by any other party is at that party's risk. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Soil Exploration Co., Inc. from and against any liability which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Soil Exploration Co., Inc.
Closure
• arding this report, please do not hesitate to call our office. We appreciate th· ____ • e.
Distribution:
Attachments:
0;3417
~l?7t>
Figure 1
Figure 2
Plate 1
Plate2
Plate 3
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Site Location Map
USGS Geologic Map
Exploratory Boring & Infiltration Test Location Map
Minimum Foundation and Slab Recommendations for Expansive Soils Retaining Wall Backfill and Subdrain Detail
References
Exploratory Boring Logs
Laboratory Test Results
Deterministic and CBC (2010) Seismic Parameters
General Earthwork and Grading Specifications
Soil Exploration Co., Inc. Page7
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies 6 h•.,,- ~ ·1
C 2002 Delorme. 3-0 TopoQuads ® . Data copyright of content owner. www .delorme.com
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PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies ~
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Base Map: Geologic Map of the Riverside West/South ½ of Fontana Quadrangles, San Bernardino and Riverside County, California, Bv Thomas W. Dibblee, Jr., 2004.
LEGEND:
Qoa: Alluvial fan deposits of sand, minor gravel, tan to light reddish brown.
SEC of Victoria Avenue and La Sierra Avenue
(APN 136-220 -016)
City of Riverside , California
Soil Exploration Co., Inc.
Project No.: 13167-01
Date: January 24, 2014
Figure: 2
1,1
I
1 11
11 I
I
i
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies ___ _./
, ,
''
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies Minimum Footing
Width
Pad Footings
rLJEXPANSION INDEX (ASTM O 482Q)
t} •. ', • • . 0~20 . • .. : . • •
• • ->. fi·.l, . • VERYLOW ·EXPANSION{
Presoaking of (1 '. 2) times ~·p,timum moisture to a depth of at leasf 6" .,- r Living Areas &
Garage Slabs
Subgrade*
The Above Are Minimum Recommendations.
All Work Should Comply with Applicable/Governing Agency Codes and Requirements *Presoaking of living areas and garage slabs should be observed and tested by the project geotechnical engineer.
NOTES:
1. Depth of interior or exterior footings to be measured from lowest adjacent finish grade.
2. The base of the grade beam should be at the same elevation as that of the adjoining footings.
3. Living areas slabs may be tied to the footings as directed by the structural engineer.
4. We recommend the use of at least No. 3 bars at 18 inches on-center, each way, for all slabs.
5. 10-mil Visqueen sheeting welded at laps has proved successful. Equivalents are acceptable .
6. Garage slabs should be isolated from stem wall footings with a minimum 3/8" felt expansion joint.
7. Sand base should have a Sand Equivalent (SE) of 30 or greater (e.g., washed concrete sand).
Post-Tensioned Slabs
As an alternative to conventional foundations, building may be supported on post-tensioned slabs, to be designed by a structural engineer in consultation with the geotechnical consultant. In addition, a post-tensioned slab is also recommended for VERY HIGH expansion potential (Expansion Index greater than 130), if encountered. Post-tensioned slabs should have perimeter footings embedded a minimum of 12 inches below the adjacent grade. The slabs should be designed such that they can be deformed approximately 1-inch vertically over a width of 30 feet without distress in the event of shrinkage or swelling of the supporting soils.
Living area slabs should be underlain by a 10-mil Visqueen moisture barrier covered by a 2-inch layer of sand. Presoaking is recommended for post tensioned slabs: (1.2) x optimum to a depth of 12 inches, (1.3) x optimum to a depth of 18 inches, and (1.4) x optimum to a depth of 24 inches for LOW, MEDIUM, and HIGH expansion potential soils, respectively. LOW and MEDIUM expansive soil lots using conventional foundation should comply with 2010 CBC. For very high expansion potential (Expansion Index greater than 130), specific recommendations by the geotechnical consultant will be required. Placement of 4 inches of sand base is also suggested for post-tensioned slab systems. Unless stated in the attached report, for El=21-50 use Pl-25, and El=51-90 use Pl=35.
Minimum Foundation and Slab Recommendations
For Expansive Soils
ONE-AND TWO-STORY RESIDENTIAL BUILDINGS
m Soil Exploration Co. Inc.
H Plate: 2
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies OP'TlON N2: Pipe Surrounded
with ci ... 2 Material
With Proper Surface
Drainage
Waterproofing
Membrane
(Optional)
OPTION N1: Gravel Wrapped in
Filter Fabric
With Proper Surface
Drainage
1 ::'
Waterproofing T
Mombrane
{Optional)
OPTION N3: Geotextile Drain
With Proper Suifaee
Drainage •
Slope or·
level 6:t:'to 1:t' ~
Fabric Flap "-1-
Bohlnd Core T
Waterproofing
Membrane
{Optional)
--~-
Native
Backfill
Mlradtaln 6000•
J Drain 100, Hygrid
Crain 1, or equivalent
,.,...,__ __ ci ... 2 Filter y. to 11/a Inch Size Gravel Permeable Material Weep Hole Wrap~ in Filter Fabric Weep Hole 4-lnch Diameter Perlorated Pipe
Cla.M 2 Filter Permeable Material Grading
PM Caltrans .Specification,
Sieve Size Percent Pasaing
1• 100
31,4• 90-109
3/8' 40-100
No.4 25-40
No.a 18-33
No. 30 5-15
No. 50 0-7
No. 200 0-3
Level or ~
Slope ,.,,.~- ~
Proper Outlet Should be
Provided for Gravel Subdrain
{See Notes)
Levelor~,,,
Slope _,,,./4f'"
•Miradrain 6000 or J Drain 100 for
non-waterproofed walls;
Miradrain 6200 or J Drain 200 for
completed waterproofed wali.
**Peel back the bottom fabric flap,
place pipe next to core,
wrap fabric around.pipe and
tuck behind core.
SUBDRAIN OPTIONS FOR CLEAN SAND BACKFILL
Wrth Proper Surface
Drainage
Waterproofing
Membrane ...........
(Optional)
...L
Clean sand backfill
having sand equivalent
of 30 or greater (can be
densified by water jetting)
-~E;:::'.~,.._ __ Subdrain Ootion S1 :
1 ft.3/ft. of ¼ to 1 ½' size
gravel wrapped in filter fabric
(see notes for outlet)
Subdrain Option S2:
4• diameter perforated pipe
surrounded with 1 ~ 3 /ft. of
Class 2 filter material per
Caltrans specifications a.s above
Subdrain Option S3:
rn~.,.;..:.+-- 4' diameter pertorated pipe
wrapped in filter fabric
• Pipe type should be ASTM 015Z7 Acrylonitrile Butediene Styrene (ABS) SDR:35 or ASTM 01785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent Pipe should be installed with perforations down. • Filter fabric should be Mirafi 140N, 140NS, Supac 4NP, Amoco 4545, Trevira 1114, or approved equivalent. • All drains sho.uld have a gradient of 1 percent minimum. • Outlet portion for gravel subdrain should have a 4•-oiameter pipe with the perforated portion inserted into the gravel approximately 2· minimum and the nonperforated portion extending approximately 1' outside the gravel Proper sealing should be provided at the pipe insertion enabling water to run from the gravel portion into rather than outside the pipe. • Waterproofing membrane may be required for a specific retaining wall such as a stucco or basement wall. • Weephole should be 2' minimum diameter and provided at 25' minimum in length of wall. If exposure is permitted, weephole should be located at 3:::' above finished grade. H exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to discharge through the curb face or equillalerrt should be provided, or for a basement-type wall, a proper subdrain outlet system should be provided. Open vertical masonry joints 0,e., omit mortar from joints of first course above finished grade) at 32" maximum inteNals may be substituted for weepholes. Screening such as with a filter fabric should be provided for weepholes/open joints to prevent earth materials_fro.n:1. ~ntering the holes/join~------
RETAINING WALL BACKFILL
AND SUBDRAIN DETAIL
Soil Exploration Co. Inc.
Plate: 3
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
APPENDIX A
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies SEC Victoria Ave. and La Sierra Ave.
Riverside, California
REFERENCES
Project No. 13167-01
January 24, 2014
• Envicom, 1976, Seismic Hazards Map, City of Riverside Area, Plate VA, Dated September 1976. • Envicom, 1976, Safety Element Map, City of Riverside Area, Plate VB, Dated September 1976. • Department of the Interior, U.S. Geological Survey, Contour Map Showing Minimum Depth to Ground Water, Upper Santa Ana River Valley, California 1973-1979 (Sheet 2 of 2), By Scott E. Carson and Jonathan C. Matti, Dated 1985.
• U.S. Department of the Interior, U.S. Geological Survey, Geologic Map of the Riverside West Quadrangle, Riverside County, California, Dated 1994.
• TLMA, County of Riverside, Geotechnical/Liquefaction Map, Dated September 26, 1997. • CDMG, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, Dated February 1998.
Soil Exploration Co., Inc. Appendix A
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
APPENDIX B
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies -MAJOR DIVISIONS SYMBOLS
~
TYPICAL NAMES
-~·;:;B'·:. .. .. . ..
GW -: •.. . :-:- Well-graded gravels or gravel-sand mixtures, little or no fines . ... . .... . t.·•··· •.•.•.•.•. . Q) GRAVELS "'..:•:-:-:-:a -:-:-:-rn > · GP ;::t:::: :;: : : ;.;: ::: Poorly graded gravels or gravel-sand mixtures. little or no fines .9:! ..J U) 0 g (More than ½ of
fr1 . ti11J en N coarse fraction > No. GM Silty gravels, gravel-sand-silt mixtures 0 0 4 sieve size) w z
~ z V GC Clayey gravels, gravel-sand-clay mixturas
~ ·o .•.•.•.•.•.•.•.•.•.•.•. <n .. .. ... ....
(!) SW . ........... .
Well-graded sands or gravely sands, little or no fines
I 0 ::::::·:::::::::::::::::
w ~
. - .. ... .. ..
rn SANDS IO 000 00
0:: C:
SP oo ooooo Poorly graded sands or gravelly sands, little or no fines l1) <( £ ooO o o
0 ~ (More than ½ of .. . .. . . . . . .
(.) . . . ... ..
0 coarse fraction < No. SM .. . . . . . . . Silty sands, sand-salt mixtures ~
. . . ... . . .
4 sieve size) . . .
~
(~/?--_-:*~-:~:· /" SC Clayey sands, sand-clay mixtures ~ -8?-;,,-- .. . . · .· _ . . ·. /.
ML I I
Inorganic silts and very fine sands, rock flour, silty or clayey fine sands o · I or clayey silts with slight plasticity. 0
SILTS & CLAYS Cl) N
~
.J 0 Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, 0 z CL silty clays, lean clays.
Cl) V LL< 50 . . . . . . ... .
0 . . .. . .. . .
·o.-.. OL . . . . . . . . . Organic silts and organic silty clays of low plasticity . w . . . . . . ?f
rn a, . . . .. . -> 0 Q)
< ~ -;;; MH Inorganic silts, caceous or diatonaceous fine sandy or silty soils, elastic a:: C silts (!) l1) SIL TS & CLAYS
-
I
£ Inorganic clays of medium to high plasticity, organic silty clays. -organic w CH z ~ silts u: 0 LL> 50
~ OH ~%' %~// Organic clays of medium to high plasticity. organic silty clays, organic / /),, /._, 0 silts
HIGHLY Pt Peat and other highly organic soils
ORGANIC SOILS ~
CLASSIFICATION CHART
(UNIFIED SOIL CLASSIFICATION SYSTEM)
RANGE OF GRAIN SIZES
CLASSIFICATION U.S. Standard Grain Size in
Sieve Size Millimeters
BOULDER ABOVE 12" ABOVE305
COBBLES 3" to 12· 305 to 76.2 60 /
GRAVEL 3" to No. 4 762 to 4.76
COARSE 3"TO ¾" 76.2 to 19.1
FINE ¾'"to No. 4 19.1 to4.76
SAND No. 4 to 200 4.76 to 0.074
COARSE No. 4 to 10 4.76 to 2.00
MEDIUM No. 10 to 40 2.00 to 0.420
>< UJ 50 Cl
?f 40
>-I- 30 c3
~ 20 Cl)
C i/ H
/
/ CH
CL / & ,,
FINE No. 40 to 200 0.420 to 0.074
SILT & CLAY BELOW No. BELOW0.074 200
< 10 ..J
Cl. 7
4 0
V MH
/
"' _1,,11 V
ML &OL
0 10 20 30 40 50 60 70 80 90 100
GRAIN SIZE CHART PLASTICITY CHART
NR No Recovery Classification in accordance with ASTM D2487 Description and visual observation in accordance with ASTM D2488 lt---it~....;..;=c-===-t--=...,;;;.=L..=.::::c..:c=--t--------1 All Sieve Sizes shown are US Standard Seepage SPT Refusal is defined as one of the following:
10 blows for no apparent displacement
50 blows for less than 6 inches advancement
100 blows for 6 to 18 inches advancement
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
GEOTECHNICAL BORING LOGS
Date: January 17, 2014
Drilling Company:. ___ W~D-'-1 ___ _
Hole Diameter- 8" Drive Weight· 140 lbs Drop: 30"
Drill Hole No .. _--=B'"""---1 _
Project No .. _ __,1.::.3..:..:16""'7-'-0=--1.___
Type of Rig:._---'B"""-'""'6..,_1 __ _
Elevation· 816±
DEPTH TYPE SAMPL BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OFTEST ETEST PER DENSITY (%) CLASSIFICATION LOGGED BY: GL 61NCH (%) uses SAMPLED BY:~ 1 SM SIL TY SAND: Light brown, fine to coarse grained, dry, Alluvium medium dense
2 3
Dry, medium dense, micaceous
4 4/8/10 108.4 3.4 % Passing No. 200 Sieve = 43
SE= 18
5 6
X
3/4/4 - - Slightly moist, loose
7 8
9 10
11 [X
3/6/4 - - Medium dense
12 13
14 15
16 [X
7/9/11 - - ML SANDY SILT: Light brown, slightly moist, stiff 17 18
19 20
21 [X
SM SILTY SAND: Light brown, fine to coarse grained, very Bedrock 15/37/50 - - dense 22 23
Very dense
24 TOT AL DEPTH = 25 FEET
[X
NO GROUNDWATER
19/39/50
NO CAVING 25
BORING BACKFILLED
Soil Exoloration Co .. Inc.
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
GEOTECHNICAL BORING LOGS
Drill Hole No. B-2
Date: January 17, 2014
Drilling Company: __ --'W'--'-=D_,_I ___ _
Hole Diameter- 8" Drive WeiQht· 140 lbs Drop· 30" .
Project No .. _ __,1=3..:..:16"-'7-'-0""1'--_
Type of Rig:. _ __;B:::..-..:6...:..1 __ _
Elevation· 818 5±
DEPTH TYPE SAMP BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF LE PER DENSITY (%) CLASSIFICATION LOGGED BY: _fil_ TEST TEST SINCH (%) uses SAMPLED BY: GL 1 SM SIL TY SAND: Light brown, fine to medium grained, Alluvium slightly moist, loose, micaceous
2 3
[X
2/2/2 - - Loose 4
SE =29
5 6 113.3 13.1 ML SANDY SILT: Light brown, moist, loose, micaceous 3/4/4 % Passing No. 200 Sieve = 59
7 8
9 10
11 [><
2/3/3 - - Loose
12 13
14 CL-ML SILTY CLAY: Light brown, moist, stiff
[X
7/9/13 - -15
16 17 TOT AL DEPTH = 15 FEET
NO GROUNDWATER
18 NO CAVING
BORING BACKFILLED
19 20
21 22
23 24
25 Soil Exoloration Co .. Inc.
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
GEOTECHNICAL BORING LOGS
Drill Hole No. 8-3
Date: January 17. 2014
Drilling Company: ___ W:...:..::Dc.:..I ___ _
Hole Diameter- 8" Drive Weiaht· 140 lbs Droo· 30" .
Project No. _ __,_1 ::::.31.!.::6~7_,-0:c.!1'----
Type of Rig:, _ __,B=<---""6..,_1 __ _
Elevation· 822 5±
DEPTH TYPE SAMPL BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OFTEST ETEST PER DENSITY (%) CLASSIFICATION LOGGED BY: _§!,_ 61NCH 1%1 uses SAMPLED BY: GL 1 SM SILTY SAND: Light brown, fine to medium grained, Alluvium dry, loose
2 3
4 5
6 [X
3/4/4 - -
7 8
9 10
11 [X
5/6/7 - - ML SANDY SILT: Light brown, moist, stiff
12 13
14 15
16 Bedrock
[X
7/9/13 - - SM SIL TY SAND: Light gray, weathered, medium dense 17 18
19 20 [X
9/17/22 - -
21 22 TOT AL DEPTH = 20 FEET
NO GROUNDWATER
23 NO CAVING
BORING BACKFILLED
24 25
Soil Exoloration Co .. Inc.
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
GEOTECHNICAL BORING LOGS
Drill Hole No. B-4
Date: January 17, 2014
Drilling Company: ___ W:....:..::D..,_I ___ _
Hole Diameter· 8
11 Drive Weiqht· 140 lbs Drop· 30"
Project No .. _-"1=3...:.;16::..:7---'-0"-1.___
Type of Rig:._---'B"'--'""'6-'-1 __ _
Elevation- 824±
DEPTH TYPE SAMPL BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OFTEST ETEST PER DENSITY (%) CLASSIFICATION LOGGED BY: _@1__ 61NCH (%) uses SAMPLED BY: GL
1 SM SIL TY SAND: Light brown, fine to medium grained, Alluvium slightly moist, loose
2 3
4 5
6 [X
3/4/5 - - Loose
7 8
9 10
11 [X
5/5/5 - - Medium dense
12 13
14 15
16 [X
5/8/11 - - ML SANDY SILT: Light brown, slightly moist, stiff 17 18
19 [><
SIL TY SAND: Light brown, fine to coarse grained,
Bedrock 27/33/39 - - SM very dense 20
21 22 TOT AL DEPTH = 20 FEET
NO GROUNDWATER
23 NO CAVING
BORING BACKFILLED
24 25
Soil Exoloration Co .. Inc.
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
APPENDIX C
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies SEC Victoria Ave. and La Sierra Ave.
Riverside, California
LABORATORY TEST RESULTS
SEC of Victoria Avenue and La Sierra Avenue
City of Riverside , California
SIEVE B-1 @2.5' B-2@5'
SIZE % PASSING % PASSING
3/8" 100 -
No. 4 99.5 100
No. 8 98 98
No. 16 93 91
No. 30 86 83
No. 50 78 77
No. 100 65 69
No. 200 43 59
SIEVE ANALYSIS TEST DATA
B-1 (@ 2.5' B-2 (@. 2.5'
18 29
SAND EQUIVALENT TEST DATA
Soil Exploration Co., Inc.
Project No. 13167-01
January 24, 2014
Appendix C
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
APPENDIX D
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies ***********************
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*
EQFAULT
Version 3.00
*
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*
*
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***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 13167-01
JOB NAME: Adkan Engineers
CALCULATION NAME: Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.8875
SITE LONGITUDE: 117.4619
SEARCH RADIUS: 50 mi
DATE: 12-30-2013
ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997 Rev.) - Alluvium UNCERTAINTY (M=Median, S=Sigma): S Number of Sigmas: 1.0 DISTANCE MEASURE: cdist
SCOND: 0
Basement _Depth: 5. 00 km Campbell SSR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
EQFAULT SUMMARY
Campbell SHR: 0
DETERMINISTIC SITE PARAMETERS
!ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE 1-------------------------------
ABBREVIATED DISTANCE I MAXIMUM I PEAK JEST. SITE
FAULT NAME mi ( km) !'EARTHQUAKE I SITE I INTENSITY
I I MAG. (Mw) I ACCEL. g IMOD.MERC.
-=-=====-=======================i==============i==========i==========i========= CHINO-CENTRAL AVE. (Elsinore) I 8.5( 13 . 6) I 6.7 I 0.501 I X ELSINORE-GLEN IVY I 8.6( 13.8) I 6.8 I 0.431 I X
WHITTIER 10.5( 16.9)1 6.8 I 0.366 I IX
SAN JACINTO-SAN BERNARDINO 15.1( 24.3) I 6.7 I 0.248 I IX SAN JACINTO-SAN JACINTO VALLEY 15.8 ( 25.4) I 6.9 I 0.270 I IX ELSINORE-TEMECULA 18.2( 29.3) I 6.8 I 0.221 I IX
SAN JOSE 21.0( 33.8) 6 . 5 I 0.171 I VIII
CUCAMONGA 21.9( 35.3) 7.0 I 0.221 I IX
SAN ANDREAS - Southern 23.7( 38.1) 7.4 I 0.255 I IX
SAN ANDREAS - San Bernardino 23.7( 38.1) 7.3 I 0.239 I IX SIERRA MADRE 23 . 7( 38.2) 7.0 I 0.203 I VIII
ELYSIAN PARK THRUST 23.7( 38.2) 6.7 I 0.168 I VIII
CLEGHORN 27.9( 44.9) 6.5 I 0.114 I VII
SAN ANDREAS - 1857 Rupture 29.6( 47.6) 7.8 I 0.268 I IX SAN ANDREAS - Mojave 29.6( 47.6) 7.1 I 0.167 I VIII
NORTH FRONTAL FAULT ZONE (West) I 30.1( 48.4) 7.0 I 0.155 I VIII COMPTON THRUST I 30.6( 49.3) 6.8 I 0.134 I VIII
NEWPORT-INGLEWOOD (Offshore) 1. 32.5( 52.3) 6.9 I 0.131 I VIII NEWPORT-INGLEWOOD (L.A.Basin) I 32 . 9( 53.0) I 6.9 I 0.129 I VIII SAN JACINTO-ANZA I 32.9( 53.0) I 7.2 I 0.160 I VIII
CLAMSHELL-SAWPIT I 34.7( 55.9 ) I 6 . 5 I 0.091 I VII
RAYMOND I 37.2( 59.8) I 6.5 I 0.083 I VII
VERDUGO I 42. 8 ( 68. 8) I 6. 7 I 0. 079 I VII
ELSINORE-JULIAN I 43 . 7( 70.3) I 7 . 1 I 0.109 I VII
PINTO MOUNTAIN_ I 44.1( 70.9) I 7.0 I 0.098 I VII
PALOS VERDES I 44.6( 71.7) I 7.1 I 0.106 I VII
NORTH FRONTAL FAULT ZONE (East) I 44.7( 71.9) I 6 . 7 I 0.075 I VII HOLLYWOOD I 47.2( 76.0) I 6.4 I 0.054 I VI
HELENDA;LE - S. LOCKHARDT I 47.7 ( 76.7) I 7 . 1 I 0.097 I VII ************************************t****************************************** -END OF SEARCH- 29 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE CHINO-CENTRAL AVE. (Elsinore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.5 MILES (13.6 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.5006 g -/-
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies ***********************
*
*
*
*
*
E Q F A U L T
Version 3.00
*
*
*
*
*
***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 13167-01
JOB NAME: Adkan Engineers
CALCULATION NAME: Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.8875
SITE LONGITUDE: 117.4619
SEARCH RADIUS: 50 mi
DATE: 12-30-2013
ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997 Rev.) - Alluvium UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist
SCOND: 0
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
I
I
ABBREVIATED I
FAULT NAME I
I
!ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE 1------------------------------
DISTANCE I MAXIMUM I PEAK IEST. SITE
mi (km) IEARTHQUAKEI SITE !INTENSITY
I MAG. (Mw) I ACCEL. g IMOD.MERC.
================================!=== ===1==========1==========1========= CHINO-CENTRAL AVE. (Elsinore) I
ELSINORE-GLEN IVY I
WHITTIER I
SAN JACINTO-SAN BERNARDINO I
SAN JACINTO-SAN JACINTO VALLEY I
ELSINORE-TEMECULA I
SAN JOSE I
CUCAMONGA I
SAN ANDREAS - Southern I
SAN ANDREAS - San Bernardino I
SIERRA MADRE I
ELYSIAN PARK THRUST I
CLEGHORN I
SAN ANDREAS - 1857 Rupture I
SAN ANDREAS - Mojave I
NORTH FRONTAL FAULT ZONE (West) I
COMPTON THRUST I
NEWPORT-INGLEWOOD (Offshore) I
NEWPORT-INGLEWOOD (L.A.Basin) I
SAN JACINTO-ANZA I
CLAMSHELL-SAWPIT I
RAYMOND I
VERDUGO I
ELSINORE-JULIAN I
PINTO MOUNTAIN I
PALOS VERDES I
NORTH FRONTAL FAULJ ZONE (East) I
HOLLYWOOD I
HELENDALE - S. LOCKHARDT I
8. 5 (
8. 6 (
10.5(
15.1(
15.8(
18. 2 (
21. 0 (
21. 9 (
23. 7 (
23. 7 (
23. 7 (
23. 7 (
27. 9 (
29.6(
29.6(
30.1(
30.6(
32.5(
32.9(
32.9(
34. 7 (
37. 2 (
42.8(
43. 7 (
44 .1 (
44. 6 (
44. 7 (
47. 2 (
47. 7 (
13.6) I 6.7 I 0.339 I IX
13.8) I 6.8 I 0.292 I IX
16. 9 l I 6. 8 I 0. 2 4 8 I IX
24.3) I 6.7 I 0.161 I VIII
25.4) I 6.9 I 0.178 I VIII
29.3) I 6.8 I 0.142 I VIII
33.8) I 6.5 I 0.105 I VII
35.3) I 7.0 I 0.141 VIII
38.1)1 7.4 I 0.167 VIII
38.1) I 7.3 I 0.155 VIII
38.2) I 7.0 I 0.128 VIII
38. 2) I 6. 7 I O. 103 VII
4 4 . 9) I 6. 5 I O. 0 6 6 VI
4 7 . 6) I 7 . 8 I O . 177 VI II
47.6)1 7.1 I 0.102 VII
48.4) I 7.0 I 0.094 VII
49.3) I 6.8 I 0.079 VII
52.3) I 6.9 I 0.077 VII
53.0) I 6.9 I 0.075 VII
53.0) I 7.2 I 0.097 VII
55.9)1 6.5 I 0.052 VI
59.8) I 6.5 I 0.048 VI
68.8) I 6.7 I 0.046 VI
7 0. 3 l I 7. l I 0. 0 63 VI
70.9) I 7.0 I 0.057 VI
71. 7 l I 7. 1 I 0. 0 61 VI
71.9) I 6.7 I 0.043 VI
76.0) I 6.4 I 0.031 V
76.7)1 7.1 I 0.056 VI
******************************************************************************* -END OF SEARCH- 29 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE CHINO-CENTRAL AVE. (Elsinore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.5 MILES (13.6 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3390 g -r:1,. -
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies ,,......._
~ 0 ..........
~
+-'
·--.0
ro
.0
0 s...
Cl.
(])
(.)
C:
ro
"O
(])
(])
. (.)
X
w
PROBABILITY OF EXCEEDANCE
CAMP. & BOZ. (1997 Rev.) AL 1
100
90 80
70 60
50 40
30 20
10 0
0.00 I • I 25 yrs
I ■ I
75 rs
I • I 50 yrs
I T I
100 rs
0.25 0.50 0. 75 1.00 1.25 1.50
Acceleration (Q)
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies SEC Victoria Ave. and La Sierra Ave.
RiveJside, California
2010 CBC-SEISMIC PARAMETERS
Mapped Spectral Response Acceleration Ss = 1.50
Site Coefficients (Class "D") Fa= 1.00
Maximum Considered Earthquake (MCE) SMs = 1.500 Spectral Response Acceleration Design Spectral Response Acceleration Sos= 1.000 Parameters Seismic Design Category
References:
• Earthquake.usgs.gov/research/hazmaps/design
D
Project No. 13167-01
January 24, 2014
S1 = 0.60
Fv = 1.50
SM1 = 0.900
S01 = 0.600
• 2010 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Section 1613, Earthquake Loads
Soil Exploration Co., Inc.
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies
APPENDIX E
PR-2024-001656 (TM) Exhibit 8 - MND and Technical Studies