Apx E - Preliminary Soils Investigation.pdf — Moreno Valley City Council, October 6, 2026

Appendix E
Preliminary Soil Investigation
Appendix E
Preliminary Soil Investigation
Kimley»Horn
SOIL

EXPLORATION
COMPANY, INC.

Soil Engineering, Environmental Engineering, Materials Testing, Geology August 12 2020
TO: Pacifica Investments
333 City Boulevard West 17fh Floor
Orange, CA 92868
ATTENTION: Oscar Graham
Project No 2096-01
SUBJECT: Preliminary Soil Investigation Infiltration Tests and Liquefaction Evaluation Report, Proposed Residential Development Site. NWC of Cactus Avenue and Redlands Boulevard, Parcel A: (APN 478-100-012 & -035), Parcel B: (APN 478-110-001) and Parcel E: (APN 478-110-003, -004, -005 & -006), City of Moreno Valley. California Introduction
In accordance with your authorization. Soil Exploration Co . Inc. has performed a preliminary soil investigation, infiltration tests and liquefaction evaluation for the subject site The accompanying report presents a summary of our findings, conclusions. recommendations, and limitations of our work for proposed two-story wood frame residential development.

Scope of Work
• Review soils, geologic. se1sm1c. groundwater data and maps in our files • Perform exploration of the site by means of thirteen 8" diameter borings, 25 to 50 feet deep, at readily accessible locations.
• Field engineer (California Registered RCE) for logging of the excavations, sampling of select soils, observation of excavation resistance. record SPT blow counts and water seepage (if any) • Perform basic laboratory testing of select SOii samples including moisture, density, expansion potential, sieve analysis, R-value, direct shear and corrosion potential (pH, chlorides, resistivity and water soluble sulfates).
• Perform digitized search of known faults within a SO-mile radius of the site. • Determine CBC (2019) seismic parameters
• Consult with civil/structural design consultants
• Perform six shallow infiltration tests at locations suggested by civil design engineer for WQMP design purposes.
• Prepare a report of our findings, conclusions and recommendations for site preparation, including overexcavation/removal depth allowable bearing value, foundation/slab-on-grade depth/thickness/reinforcement recommendations. excavation characteristics of earth materials, lateral earth pressures for retaining walls design, pavement thickness estimates. suitability of onsite soils for compacted fills, liquefaction/dynamic settlement evaluation, general earthwork and grading specifications, California Building Code (2019) seismic design coefficients. Cal/OSHA classification of soils and infiltration rate (inches/hour).

Site Conditions
The rectangular shaped, relatively flat, vacant site 1s located on the northwest corner of Cactus Avenue and Redlands Boulevard, in the City of Moreno Valley, Riverside County, California. Cactus Avenue is a paved road with curbs and no sidewalks. Redlands Boulevard is a paved road with asphalt concrete curbs Willot Street 1s Crushed miscellaneous base road between parcel A and B. Approximate 6 feet high 7535 Jurupa Ave., Unit C · Riverside, CA 92504 · Tel: (951) 688-7200 · Fax: (951) 688-7100 [email protected] • www.soilexp.com
SOIL
Ca EXPLORATION a— COMPANY, INC.

Soil Engineering,EnvironmentalEngineering,Materials Testing, Geology August 12, 2020
ProjectNo.2096-01
TO: Pacifica Investments
333 City Boulevard West, 17* Floor
Orange, CA 92868
ATTENTION: Oscar Graham
SUBJECT: Preliminary Soil Investigation, Infiltration Tests and Liquefaction Evaluation Report, Proposed Residential Development Site, NWC of Cactus Avenue and Redlands Boulevard, Parcel A: (APN 478-100-012 & -035), Parcel B: (APN 478-110-001) and Parcel E: (APN 478-110-003, -004, -005 & -008), City of Moreno Valley, California introduction
In accordance with your authorization, Soil Exploration Co., Inc. has performed a preliminary soil investigation, infiltration tests and liquefaction evaluation for the subject site. The accompanying report presents a summary of our findings, conclusions. recommendations, and limitations of our work for proposed two-story woodframe residentialdevelopment.

Scope of Work
Review soils, geologic, seismic, groundwater data and maps in our files. « Perform exploration of the site by means of thirteen 8" diameter borings, 25 to 50 feet deep, at readily accessible locations. » Field engineer (California Registered RCE) for logging of the excavations, sampling of select soils, observation of excavation resistance, record SPT blow counts and water seepage (if any). e Perform basic laboratory testing of select soil samples, including moisture, density, expansion potential, sieve analysis, R-value, direct shear and corrosion potential (pH, chlorides, resistivity and water soluble sulfates).

Perform digitized search of known faults within a 50-mile radius of the site.

Determine CBC (2019) seismic parameters.

Consult with civil/structural design consultants.

Perform six shallow infiltration tests at locations suggested by civil design engineer for WQMP design purposes.
» Prepare a report of our findings, conclusions and recommendations for site preparation, including overexcavation/removal depth, allowable bearing value, foundation/slab-on-grade depth/thickness/reinforcement recommendations, excavation characteristics of earth materials, lateral earth pressures for retaining walls design, pavement thickness estimates, suitability of onsite soils for compacted fills, liquefaction/dynamic settlement evaluation, general earthwork and grading specifications, California Building Code (2019) seismic design coefficients, CalfOSHA classification of soils and infiltration rate (inches/hour).

Site Conditions
The rectangular shaped, relatively flat, vacant site is located on the northwest corner of Cactus Avenue and Redlands Boulevard, in the City of Moreno Valley, Riverside County, California. Cactus Avenue is a paved road with curbs and no sidewalks. Redlands Boulevard is a paved road with asphalt concrete curbs. Willot Street is Crushed miscellaneous base road between parcel A and B. Approximate 6 feet high 7535JurupaAve, Unit C + Riverside,CA92504 - Tel:(951) 688-7200 - Fax:(951) 688-7100 [email protected] * www.soilexp.com
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley, California
Project No 2096-01
August12,2020
berm is located on the west portion of Parcel B and concrete channel on southeast portion. A block wall borders the parcel A on the west and north side. Existing houses are located on adjacent parcel A to the west and north. Adjacent parcel B and E to the north is vacant A vacant lot between parcel B and E.

Vegetation consists of scattered very dense weeds.

The approximate locations of the above and other features are shown on Exploratory Boring and Infiltration Test Location Map. Plate 1. The base map is plans prepared by Hillwig Goodrow, Inc. of Redlands, California
Proposed Development
We understand that the site is proposed for a single family residential development and associated improvements. The structures will be light. two-story wood frame construction with concrete floor slabs supported on prepared subgrade. Grading plans are not available for review at this time. however based on the relatively flat topography of the site; modest cut or fill grading and no significant cut or fill slopes are proposed.

Field Work
Five exploratory borings were drilled on July 24. 2020 to a maximum depth of 50 feet below existing ground surface utilizing a CME-75 and 85 mobile dnll rigs equipped with 8-inch diameter hollow stem augers. Refer to Plate 1 for boring locations. The borings were logged by a California Registered Civil Engineer Standard Penetration Tests (SPT) blow counts were recorded for the earth materials. Relatively undisturbed samples of the soils were also obtained by utilizing California Ring Sampler In general, these borings revealed that the site surface soils consist of sandy silt, silty sand and sand with silt (USCS "ML", "SM" and CL-ML") The granular earth materials are generally loose to dense. Detailed descriptions of the earth materials encountered are oresented in the form of Geotechnical Boring Logs in Appendix 8 .

USGS Geologic Map of the Sunnymead Quadrangle shows the site area is underlain with young alluvial-fan deposits (see Figure 2).

Laboratory Testing
Basic laboratory tests were performed for select soil samples. The tests consisted primarily of natural moisture contents, dry densities, sieve analysis, R-value, direct shear and corrosion potential (pH, chlorides, resistivity and water soluble sulfates). Laboratory test results are presented in Appendix C and with Geotechnical Boring Logs in Appendix B
Groundwater
Groundwater, seepage or wet soils were not encountered m our exploratory borings, drilled to a maximum depth of 50 feet, at the time this work was performed. Groundwater study is not within the scope of this work. Groundwater data from well m the vicinity of the site is tabulated below (see Figure 1, Site Location Map, for location of well).

WSE* l Date I Distance/Location I Estimated Depth
Well No. (ft) Measured I Relative to Site of Water Below Site (ft) -
EMWD 10141 1449.16 11/3/2011 I SW/O 2miles 84.8
1483 36 4/13/2016 70.6 I I . --
• WSE = Water Surface Elevation
Soil Exploration Co., Inc. Page 2
NWC of Cactus Ave. & Redlands Blvd. Project No. 2096-01 MorenoValley,California August12, 2020
berm is located on the west portion of Parcel B and concrete channel on southeast portion. A block wall borders the parcel A on the west and north side. Existing houses are located on adjacent parcel A to the west and north. Adjacent parcel B and E to the north is vacant. A vacant lot between parcel B and E.

Vegetation consists of scattered very dense weeds.

The approximate locations of the above and other features are shown on Exploratory Boring and Infiltration Test Location Map, Plate 1. The base map is plans prepared by Hillwig Goodrow, Inc. of Redlands, California.

Proposed Development
We understand that the site is proposed for a single family residential development and associated improvements. The structures will be light, two-story wood frame construction with concrete floor slabs supportedon preparedsubgrade. Gradingplansare notavailableforreviewat this time,howeverbasedon the relatively fiat topography of the site; modest cut or fill grading and no significant cut or fill slopes are proposed.

FieldWork
Five exploratory borings were drilled on July 24, 2020. to a maximum depth of 50 feet below existing ground surfaceutilizing aCME-75and85 mobiledrillrigsequippedwith8-inchdiameterhollowstemaugers. Refer to Plate 1 for boring locations. The borings were logged by a California Registered Civil Engineer.

Standard Penetration Tests (SPT) blow counts were recorded for the earth materials. Relatively undisturbed samplesof the soils were also obtained by utilizingCaliforniaRing Sampler.

In general, these borings revealed that the site surface soils consist of sandy silt, silty sand and sand with silt (USCS “ML”, “SM" and “CL-ML"). The granular earth materials are generally loose to dense. Detailed descriptions of the earth materials encountered are presented in the form of Geotechnical Boring Logs in AppendixB.

USGS Geologic Map of the SunnymeadQuadrangle shows the site area is undertain with young alluvial-fan deposits(see Figure 2).

Groundwater
Groundwater, seepage or wet soils were not encountered in our exploratory borings, drilled to a maximum depth of 50 feet, at the time this work was performed. Groundwater study is not within the scope of this work. Groundwater data from well in the vicinity of the site is tabulated below (see Figure 1, Site Location Map, for location of well):
, . Estimated Depth WSE* Date Distance/Location
Well No. (ft) Measured Relative to Site of rey low
1449.16 11/3/2011 84.8 EMWD 10141 1483 36 4/1312016 SW/0.2miles 70.6 * WSE = Water Surface Elevation
Soil Exploration Co.,Inc. Page 2
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley. California
Liquefaction Evaluation
Project No. 2096-01
August12,2020
Soll liquefaction is a process by which loose, saturated, fine granular deposits, such as fine sands, lose a significant portion of their shear strength due to pore water pressure buildup resulting from cyclic loading, such as that caused by an earthquake. In general, liquefaction potential is higher when the groundwater table is less than 30 feet below ground surface. Soil liquefaction can lead to foundation bearing failures and excessive settlements.

Based on Riverside County GIS Map, the site is located within an area of moderate liquefaction potential (see Figure 3).

Liquefaction Analysis/Dynamic Settlement: LiquefyPro
Liquefaction susceptibility using Standard Penetration Test data and laboratory Gain size test results were analyzed using LiquefyPro software (Version 5.5g). A predominant earthquake magnitude of 7.07 (USGS Interactive Deaggregation, 10% probability of exceedance in 50 years) was used. An associated ground acceleration of 0.63g (equivalent to two-thirds of PGAM), and a historic high depth to groundwater of 70 feet below the existing ground surface were used in our liquefaction evaluation. The software output is presented in Appendix E.

The main observations of the results are as follows:

Boring No. I Total settlement Differential Settlement
(inch) (inch)
B-1 1.32 0.66 to 0.871
B-6 1.18 0.591 to 0.780
B-11 1.77 0.887 to 1.171
• Onsite soils at the site in general have a Safety Factor of 5.0 against liquefaction.

Seismicity/Faultinq
The site is not located within a currently designated Alquist-Priolo Earthquake Fault Zone or County of Riverside Fault zone.

A computer search of all known Quarternary major faults within 50 miles of the site from USGS Earthquake Hazards Program 1s presented in Appendix D. Please note that it is probable that not all active or potentially active faults in the region have been identified. Furthermore, seismic potential of the smaller and less notable faults is not sufficiently developed for assignment of maximum magnitudes and associated levels of ground shaking that might occur at the site due to these faults.

Conclusions and Recommendations
Conclusions
• All vegetable matter. old fills. buried utilities/irngation lines, etc. and deleterious materials would require removal from the proposed building/grading areas. • Overexcavation and recompaction of the loose surficial soils should be anticipated to provide adequate and uniform support for the proposed structures. All surlicial earth materials encountered during our investigation can be exca\lated with normal grading equipment in good working condition. • Onsite earth materials, cleansed of oversize cobbles and boulders (over 6 inches. 1f any), should be suitable for engineered/compacted fills.

Soil Exploration Co., Inc. Page 3
NWC of Cactus Ave. & Redlands Blvd. Project No. 2096-01 Moreno Valley. California August 12, 2020
| action Ev. (|
Soil liquefaction is a process by which loose, saturated, fine granular deposits, such as fine sands, lose a significant portion of their shear strength due to pore water pressure buildup resulting from cyclic loading, such as that caused by an earthquake. In general, liquefaction potential is higher when the groundwater table is less than 30 feet below ground surface. Soil liquefaction can lead to foundation bearing failures and excessive settlements.

Based on Riverside County GIS Map, the site is located within an area of moderate liquefaction potential (see Figure 3).

Liguetaction Analysis/Dynamic Settlement: LiquetyPro
Liquefaction susceptibility usingStandardPenetrationTest data and laboratoryGain size testresults were analyzed using LiquefyPro software (Version 5.5g). A predominant earthquake magnitude of 7.07 (USGS Interactive Deaggregation, 10% probability of exceedance in 50 years) was used. An associated ground acceleration of 0.63g (equivalent to two-thirds of PGAM),anda historic high depth to groundwater of 70 feet below the existing ground surface were used in our liquefaction evaluation.The software output is presented in AppendixE.

The main observations of the results are as follows:

Boring No. Total settlement Differential Settlement
(inch) (inch)
B-1 1.32 0.66to 0.871
B-6 1.18 0.591100.780
B-11 1.77 0.887to 1.171
s Onsite soils at the site in general have a Safety Factor of 5.0 against liquefaction.

Seigmicity/Faulting
The site is not located within a currently designated Alquist-Priolo Earthquake Fault Zone or County of Riverside Fault zone.

A computer search of all known Quarternary major faults within 50 miles of the site from USGS Earthquake Hazards Program is presented in Appendix D. Please note that It is probable that not all active or potentially active fauits in the region have been identified. Furthermore, seismic potential of the smaller and less notable faults is not sufficiently developed for assignment of maximum magnitudes and associated levels of ground shaking that might occur at the site due to these faults.

Conclusions and Recommendations
Conclusions
es All vegetable matter, old fills, buried utilities/irigation lines, etc. and deleterious materials would require removal from the proposed building/grading areas. » Qverexcavation and recompaction of the loose surficial soils should be anticipated to provide adequate and uniform support for the proposed structures. All surficial earth materials encountered during our investigation can be excavated with normal grading equipment in good working condition. s Onsite earth materials, cleansed of oversize cobbles and boulders (over 6 inches, if any), should be suitable for engineered/compacted fills.

Soil Exploration Co.,Inc. Page 3
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley. California
Project No. 2096-01
August 12,2020
• Based on observation and soil classification, the expansion potential of onsite near surface silty sands is expected to be very low (El<20).
• Subsequent to site preparation, the use ot shallow spread footing foundations appears feasible for the proposed construction.
• Flooding potential of the site should be determined by the design civil engineer and considered in planning and construction.
• Site is located approximately 2.36 miles from the San Jacinto fault. The site is located in a region of generally high seismicity, as is all of Southern California. During its design life, the site is expected to experience moderate to strong ground motions from earthquakes on regional and/or nearby causative faults.
• There is a 2 percent probability 1n 50 years (24 75 year return period) that site modified peak ground acceleration at the site {PGAm) will exceed 0.95g (see Appendix 0). • Groundwater was not encountered during subsurface investigation. Our experience indicates that surface or near-surface groundwater conditions can develop in areas where groundwater conditions did not exist prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation.

Recommendations
Site Preparation/Overexcavation
Grading and backfills should be performed in accordance with the City of Moreno Valley Grading Ordinance and attached General Earthwork and Grading Specifications (Appendix E), except as modified in the text of this report.

Structures should be provided with a compacted f II mat that extends to at least 5 feet beyond the structure lines in plan and to a depth of at least 5 feet below ex1st1ng or proposed grade, whichever is deeper. The excavated bottom should be cleaned from roots, soft spots, wet spots, porous soils, old foundations, seepage pits and deleterious materials, etc. As a result, deeper excavations should not be precluded and this should be determined by observations and testing of excavated bottoms during grading.

After cleaning of the excavated bottom, the exposed surfaces should be further scarified to a depth of at least 12-inches, moisture conditioned/thorouahly watered and recompacted by utilizing heavy vibratory rollers to at least 90 percent of the maximum dry density, as determined by ASTM D1557-12 Test Method, prior to placement of fill. Oversize material (larger than 6-inch size, if any) should not be utilized for structural fills. All fills should be placed on underlying medium dense native soils and compacted to at least 90 percent of the maximum dry density.

The purpose of the above recommendations is to provide at least 3.5 feet of compacted fill mat below the foundation bottoms.

Compacted Fills/Imported Soils
Any soil to be placed as fills. whether presently onsite or import, should be approved by the soil engineer or his representative prior to its placement. All ons1te soils to be used as fill should be cleansed of any roots or other deleterious materials. Cobbles larger than 3 inches in diameter should not be placed in the vicinity of foundations and utility lines. All fills should be placed 1n 6 to 8 inch loose lifts, thoroughly watered, mixed and compacted to at least 90 percent relative compaction. This is relative to the maximum dry density determined by ASTM 1557-12 Test Method.

Soil Exploration Co., Inc. Page 4
NWCof CactusAve.& RedlandsBlvd. ProjectNo. 2096-01
Moreno Valley, California August 12, 2020
« Based on observation and soil classification, the expansion potential of onsite near surface silty sands is expected to be very low (Ei<20).
» Subsequent to site preparation, the use of shallow spread footing foundations appears feasible for the proposed construction.
» Flooding potential of the site should be determined by the design civil engineer and considered in planning and construction.
¢ Site is located approximately 2.36 miles from the San Jacinto fault. The site is located in a region of generally high seismicity, as is all of SouthernCalifornia. During its design life, the site is expected to experience moderate to strong ground motions from earthquakes on regional and/or nearby causative faults.
« There is a 2 percent probability in 50 years (2475 year retum period) that site modified peak ground acceleration at the site (PGAm) will exceed 0.95 (see Appendix D). » Groundwater was not encountered during subsurface investigation. Qur experience indicates that surface or near-surface groundwater conditions can develop in areas where groundwater conditions did not exist prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation.

Structures should be provided with a compacted fill mat that extends to at least 5 feet beyond the structure lines in plan and to a depth of at least 5 feet below existing or proposed grade, whichever is deeper. The excavated bottom should be cleaned from roots, soft spots, wet spots, porous soils, old foundations, seepagepits and deleterious materials,etc. As a result, deeper excavations shouldnotbe precluded and this should be determined by observations and testing of excavated bottoms during grading.

After cleaning of the excavated bottom, the exposed surfaces should be further scarified to a depth of at least 12-inches, moisture conditioned/thoroughly watered and recompacted by utilizing heavy vibratory rollers to at least 80 percent of the maximum dry density, as determined by ASTM D1557-12 Test Method, prior to placement of fill. Oversize material (larger than 6-inch size, if any) should not be utilized for structural fills. All fills should be placed on underlying medium dense native soils and compacted to at least90percent of themaximum drydensity.

The purpose of the above recommendations is to provide at least 3.5 feet of compacted fill mat below the foundation bottoms.

CompagctedFills/importedSoils
Any soil to be placed as fills, whether presently onsite or import, should be approved by the soil engineer or his representative prior to its placement. All onsite soils to be used as fill should be cleansed of any roots or other deleterious materials. Cobbles larger than 3 inches in diameter should not be placed in the vicinity of foundations and utility lines. All fills should be placed in 6 to 8 inch loose lifts, thoroughly watered, mixed and compacted to at least 90 percent relative compaction. This is relative to the maximum dry density determined by ASTM 1557-12 Test Method.

SollExploration Co.,Inc. Page4
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley, California
Foundation Design/Footings
Proiect No. 2096-01
August 12, 2020
Following site preparation, the use of shallow spread footings is feasible. An allowable bearing value of 1800 psf is recommended. This bearing pressure has been established based on the assumption that the footings will be embedded into compacted fill mat. Isolated column footings should be at least 24 inches wide and embedded at least 24 inches below lowest adjacent firm grade.

The above bearing value may be increased by one third for temporary (wind or seismic) loads. We recommend footings reinforcement should be at least two No. 5 bars at top and two at the bottom of footings. Conventional foundation should be in accordance with current California Building Code (CBC) 2019, with design by a qualified structural engineer. Additional recommendations for conventional foundations of one and two-story residential structures are presented on Plate 2. Please note that foundation design is under the purview of the structural engineer and structural engineer may have more restrictive requirements which will govern.

Conventional Residential Slabs-On-Grade
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 (structural recommendations govern). Slabs-on-grade should be underlain with 10-mil Visqueen moisture barrier.

The moisture barrier should be underlain by two inches of clean rolled sand.

Tentative Pavement Design
Based on the laboratory test result. a design A-value of 47 has been utilized. The recommended sections are outlined as follows:

I Traffic Index I Asphalt Concrete Aggregate Base (CAB) (Tl) (inches) (inches) I 5 I 2.5 3.5 ' I 6 I 3 4.6
' 7 I 4 5 I 8 I 5 5.5
I 9 I 6 6.5
The upper at least 12 inches of the subgrade soils below new pavements should be compacted to at least 90 percent relative compaction. Minimum relative compaction requirements for aggregated base should be 95 percent of the maximum laboratory dry density as determined by ASTM D1557-12.

Final pavement design shall be based on A-value testing of the subgrade soils at the completion of grading.

Hardscape Areas/Compaction/Concrete Joints
The upper at least 12 inches of subgrade soils for hardscape areas should be scarified and compacted to at least 90 percent.

The joints spacing for concrete slabs should be determined by the project architect. Joints should be laid out to form approximately square panels (equal transverse and longitudinal joint spacing). Rectangular panels. with the long dimension no more than one-and-one-half times the short, may be used when square panels are not feasible. The depth of longitudinal and transverse joints should be one-fourth the depth of the slab thickness.

Soil Exploration Co., Inc. Page 5
NWC of Cactus Ave. & Redlands Blvd. Project No. 2096-01 Moreno Valley, California August 12, 2020
FoundationDesign/Footings
Following site preparation, the use of shallow spread footings is feasible. An allowable bearing value of 1800 psf is recommended. This bearing pressure has been established based on the assumption that the footings will be embedded into compacted fill mat. Isolated column footings should be at least 24 inches wide and embedded at least 24 inches below lowest adjacent firm grade.

Conventional Residential Siabs-On-Grade
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 (structural recommendations govern). Slabs-on-grade should be underlain with 10-mil Visqueen moisture barrier.

The moisture barrier should be underiain by two inches of clean rolled sand.

Tentative Pavement Design
Based on the laboratory test result, a design R-value of 47 has been utilized. The recommended sections are outlined as follows:

Traffic Index Asphalt Concrete Aggregate Base (CAB)
(Th (inches) (inches)
5 25 35
6 3 4.6
7 4 5
8 5 5.5
9 6 6.5
The upper at least 12 inches of the subgrade soils below new pavements should be compacted to at least 90 percent relative compaction. Minimum relative compaction requirements for aggregated base should be 95 percent of the maximum laboratory dry density as determined by ASTM D1557-12.

Final pavement design shall be based on R-value testing of the subgrade soils at the completion of grading.

Hardscape Areas/Compaction/Concrete Joints
The upper at least 12 inches of subgrade soils for hardscapeareas should be scarified and compacted to at least 80 percent.

The joints spacing for concrete slabs should be determined by the project architect. Joints should be laid out to form approximately square panels (equal transverse and longitudinal joint spacing). Rectangular panels, with the leng dimension no more than one-and-one-half times the short, may be used when square panels are not feasible. The depth of longitudinal and transverse joints should be one-fourth the depth of the slab thickness.

SoilExplorationCo.,Inc. Page5
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley, California
Project No. 2096-01
August12, 2020
Joint layout should be adjusted so that the joints will line up with the corners of structures, small foundations and other built-in structures. Acute angles or small pieces of slab curves as a result of joints layout should not be permitted.

Concrete Curing
Fresh concrete should be cured by protecting it against loss of moisture, rapid temperature change and mechanical injury for at least 3 days after placement. Moist curing, waterproof paper, white polyethylene sheeting, white liquid membrane compound, or a combination thereof may be used. After finishing operations have been completed the entire surface of the newly place concrete should be covered by whatever curing medium 1s applicable to local conditions and approved by the engineer The edges of concrete slabs exposed by the removal of forms should be protected immediately to provide these surfaces with continuous curing treatment equal to the method selected for curing the slab surfaces. The contractor should have at hand and ready to install before actual placement begins. the equipment needed for adequate curing of the concrete
In hot or windy weather (80°F or 15 mph). the contractor must take appropriate curing precautions after the placement of concrete. The use of mechanically compacted low slump concrete (not exceeding 4 inches at the time of placement) 1s recommended. We recommend that a slipsheet (or equivalent) be utilized if grouted tiles or other crack sensitive flooring is planned directly on concrete slabs Special Considerations/Excess Soils from Foundation Excavations Excess soils generated from foundation excavations should not be placed on slabs and driveways subgrade without proper moisture and compaction Slab subgrade 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 The addition of fiber mesh in the concrete and careful control of water/cement ratios may lessen the potential for slab cracking.

Lateral Earth Pressures/Retaining Walls
The following lateral earth pressures and soil parameters, in conjunction with the above-recommended bearing value (1800 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 (yt)
35 pcf (EFP), drained, yreld1ng
55 pcf (EFP), drained, non-yielding (part of building wall) 250 pcf (EFP). drained, maximum of 2500 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.

Seismic Considerations
The site is located approximately 2.36 miles from the San Jacinto fault. Moderate to strong ground shaking can be expected at the site and there is a 2 percent probability in 50 years (2475 year return period) that site modified peak ground acceleration at the site (PG.Am) will exceed 0.95g The site soil profile is Class D. The structural engineer must consider City/County local codes, Caltfornia Building Code (CBC) 2019 seismic data presented in this report (Appendix D), the latest requirements of the Structural Engineers Association. and any other pertinent data tn selecting design parameters.

Soil Exploration Co., Inc. Page 6
NWC of Cactus Ave. & Redlands Blvd. Project No. 2096-01 Moreno Valley, California August 12, 2020
Joint layout should be adjusted so that the joints will line up with the comers of structures, small foundations and other built-in structures. Acute angles or small pieces of slab curves as a result of joints layout should not be permitted.

In hotor windy weather(80°For15mph}, thecontractor musttakeappropriatecuringprecautionsafterthe placement of concrete. The use of mechanically compactedlow slumpconcrete(not exceeding4 inchesat the time of placement) is recommended. We recommend that a slipsheet (or equivalent) be utilized if grouted tiles or other crack sensitive flooring is planned directly on concrete slabs.

Special Considerations/Excess Soils from Foundation Excavations Excess soils generated from foundation excavations should not be placed on slabs and driveways subgrade without proper moisture and compaction. Slab subgrade 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. The addition of fiber mesh in the concrete and careful control of water/cement ratios may lessen the potential for slab cracking. ateral EarthPressures/Retainin lls
The following lateral earth pressures and soil parameters, in conjunction with the above-recommended bearing value (1800 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:

ActiveEarth Pressure with level backfill(Ps) 35 pcf(EFP), drained, yielding At Rest Pressure (Po) 55 pef(EFP), drained, non-yielding(part of building wall) PassiveEarth Pressure (Pp) 250 pef(EFP), drained, maximum of 2500 psf HorizontalCoefficientof Friction (u) 0.30
Unit Soil Weight (yt) 120 pct
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 backfilis should be properly compacted to at least 90 percent relative compaction.

Seismic Considerations
The site is located approximately 2.36 miles from the San Jacinto fault. Moderate to strong ground shaking can be expected at the site and there is a 2 percent probability in 50 years (2475 year return period) that site modified peak ground acceleration at the site (PGAm) will exceed 0.95g. The site soil profile is Class D. The structural engineer must consider City/County local codes, California Building Code (CBC) 2019 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.

SoilExploration Co.,inc. Page6
NWC of Cactus Ave. & Redlands Blvd
Moreno Valley, California
Expansion Index and Corrosion/Soluble Sulfates
Project No. 2096-01
August 12, 2020
Based on obseNation and soil classification, the expansion potential of the near surface sandy soils is anticipated to be very low (El<20)
Results of tests performed by Enviro - Chem, Inc. of Pomona. California on a select soil samples are summarized as below:

Sample PH Resistivity Sulfate Content
Location ohm-cm %
~~~~~~~
B-2 7.86 6330 0.0020 +-~~~ ~
..___ -1 0~~~~~~~ ~7. '--~~-'--1~07 -~~~~..L-:...0.~0~01~5~9~~~...J.-.;;.~~~~~~~-' Based on test results soil indicates negligible soluble sulfate exposure (less than O 1 percent water soluble sulfates by weight). Therefore, there is no restriction on cement type. Based on resistivity test results. soil is mildly to moderately corrosive and ferrous metals/pipes/reinforcement should be protected. Concrete, mix, placement and curing for concrete should comply with ACI guidelines. If critical, these should be further verified by your structural or a corrosion engineer Drainage
Positive drainage must be provided and maintained for the life of the project around the perimeter of the structures and all foundations toward streets or approved drainage devices to minimize water infiltration into the underlying 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 and slopes via nonerosive devices Water, either natural or by irrigation, should not be permitted to pond or saturate the foundation soils.

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:
a ) The shoring should be designed by a qualified engineer experienced in the shoring design. b.) The tops of any temporary unshored excavations should be barricaded to prevent vehicle and storage loads within a 1 1 line projected upward from the bottom of the excavation or a minimum of 5 feet, whichever is greater If the temporary construction embankments, including shored excavations, are to be maintained during the rainy season, berms are suggested along the tops of the excavations where necessary to prevent runoff from entering the excavation and eroding the slope faces. c ) The soils exposed in the excavations should be inspected during excavation by the soils engineer so that modifications can be made 1f vanat1ons in the soil cond1t1ons occur. d.) All unshared excavations should be stabilized within 30 days of initial excavation.

Foundation Plan Review/Additional Observations and/or 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 be reviewed and verified during construction and revised if necessary.

Soil Exploration Co., Inc. should review the foundation plans and obseNe and/or test at the following stages of constructionSoil Exploration Co., Inc. Page 7
NWC of Cactus Ave. & Redlands Bivd.

MorenoValley,California
ProjectNo. 2096-01
August 12, 2020
Expansion Index and Corrosion/Soluble Sulfates
Based on observation and soil classification, the expansion potential of the near surface sandy soils is anticipated to be very low (Ei<20).

Results of tests performed by Enviro - Chem, Inc. of Pomona, California on a select soil samples are summarizedas below:

Sample Sample | PH Resistivity Sulfate Content { Chioride Content Location Depth (ft) {ohm-cmn) {%) {ppm}
B-2 0-2.0 7.86 6330 0.0020 45.0
B-10 0-5.0 7.74 10700 0.00159 35.0
Based on test results, soil indicates negligible soluble sulfate exposure (less than 0.1 percent water soluble sulfates by weight). Therefore, there is no restriction on cement type. Based on resistivity test results, soil is mildly to moderately corrosive and ferrous metals/pipes/reinforcement should be protected. Concrete, mix, placement and curing for concrete should comply with ACI guidelines. If critical, these should be further verifiedby your structuralor a corrosionengineer. ina
Positive drainage must be provided and maintained for the life of the project around the perimeter of the structuresand all foundations toward streets or approveddrainage devices to minimize water infiltrationinto the underlying 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 and slopes via nonerosive devices. Water, either natural or by irrigation, should not be permitted to pond or saturatethefoundationsoils.

VOSHA Classification/Trench Excavations/Backfills
in general Cal/OSHAclassificationof onsite soils appears to be Type B.

Temporary trenchexcavationsdeeperthan5 feet shouldbeshoredor slopedat1:1orflatterin compliance with Cal/OSHArequirements:
a.) The shoring should be designed by a qualified engineer experienced in the shoring design. b.} The tops of any temporary unshored excavations should be barricaded to prevent vehicle and storage loads within a 1:1 line projected upward from the bottom of the excavation or a minimum of 5 feet, whichever is greater. If the temporary construction embankments, including shored excavations, are to be maintained during the rainy season, berms are suggested along the tops of the excavations where necessary to prevent runoff from entering the excavation and eroding the slope faces. c.) The soils exposed in the excavations should be inspected during excavation by the soils engineer so thatmodificationscanbemadeif variationsin thesoilconditionsoccur. d.) Ali unshored excavations should be stabilized within 30 days of initial excavation. unda Pian Review/Ad 0 S or Tes
The recommendations provided in this report are based on preliminary design information and subsurface conditionsas interpreted from limited exploratory work. Our conclusions and recommendations should be reviewedandverifiedduringconstructionandrevisedif necessary.

SoilExplorationCo.,Inc. shouldreviewthefoundationplansandobserveand/ortestat thefollowing stages of construction:

SoilExplorationCo.,Inc. Page7
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley, California
• During all overexcavations and fill placement
• Following footing excavations and prior to placement of footing materials Project No. 2096-01
August12, 2020
• During wetting of slab subgrade (1 2X optimum to a depth of at least 6") and prior to placement of slab materials.
• During all trench and retaining wall backfills
During subgrade preparation/compaction, pr or to paving • When any unusual conditions are encountered.

Final Compaction Report
A final report of compaction control should be prepared subsequent to the completion of rough grading.

The report should include a summary of work performed, laboratory test results, and the results, locations and elevations of field density tests performed during 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 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 are 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 c 1ent s needs, directions and requirements at the time.

This report is not authorized for use by and 1s 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.

Soil Exploration Co., Inc. Page 8
NWCof CactusAve.& RedlandsBlvd. ProjectNo. 2096-01
Moreno Valley,California August 12, 2020
During all overexcavations and fill placement.
+ Following footing excavations and prior to placement of footing materials.

During wetting of slab subgrade(1.2X optimum to a depth of at least 6) and priorto placement of slab materials. o During all trench and retaining wall backfills.

During subgrade preparation/compaction, prior to paving.

When any unusual conditions are encountered.

Final Com ion Re)
A final report of compaction control shouid be prepared subsequent to the completion of rough grading.

The report should include a summary of work performed, laboratory test results, and the results, locations and elevations of field density tests performed during 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 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 are due to natural processesor 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 cient'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. fromand againstany 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.

SollExploration Co.,Inc. Page8
NWC of Cactus Ave & Redlands Blvd.

Moreno Valley, California
Closure
Project No. 2096-01
August12, 2020
If you should have any questions or concerns regarding this report, please do not hesitate to call our office.

We appreciate this opportunity to be of service
Very truly yours,
Soil Exploration Co
~ Gene K Luu PE 53
Project Engineer
Distribution:

Attachments
Soil Exploration Co., Inc.
[1) Addressee ([email protected])
[1} Robert Beers ([email protected])
Figure 1
Figure 2
Figure 3
Figure 4
Plate 1, 1A
Plate 2
Plate 3
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Appendix G
Site Location Map
USGS Geo og1c Map
Riverside County GIS Map
U.S Geological SuNey Faults Map
Exploratory Boring and Infiltration Test Location Map
Minimum Foundation and Slab Recommendations for Expansive Soils Retaining Wall Backfill and Subdrain Backfill
References
Geotechnical Boring Logs
Laboratory Test Results
USGS National Seismic Hazard Maps-Source Parameters
and CBC (2019) Seismic Parameters
General Earthwork and Grading Specifications
Infiltration ~est Procedures and Test Results
Liquefaction Analysis Summary

Page 9 ends

NWC of Cactus Ave. & Redlands Blvd. Project No, 2006-01 MorenoValley,California August12,2020
Closure
if you should have any questions or concerns regarding this report, please do not hesitate to call our office.

We appreciate this opportunity to be of service.

Very truly yours,
SoilExplorationCo
be
Gene K. Luu, PE 534
Project Engineer
Distribution: [1] Addressee ([email protected])
[1] RobertBeers {imbeers777 @hotmail,com)
Attachments: Figure1 SiteLocaticnMap
Figure2 USGSGeologicMap
Figure 3 Riverside County GIS Map
Figure 4 U.S. Geological Survey Faults Map
Plate 1, 1A Exploratory Boring and Infiltration Test Location Map Plate 2 Minimum Foundation and Slab Recommendations for Expansive Soils Plate 3 Retaining Wall Backfill and Subdrain Backfill
Appendix A References
Appendix B GeotechnicalBoring Logs
Appendix C Laboratory Test Results
Appendix D USGS National Seismic Hazard Maps-Source Parameters and CBC (2018) Seismic Parameters
Appendix E General Earthwork and Grading Specifications Appendix F Infiltration Test Procedures and Test Results AppendixG LiquefactionAnalysisSummary
Soil Exploration Co., inc. Page 9
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City of Moreno Valley, California
Soil Exploration Co., Inc.

Project No.: 2096-01
Date: August 10, 2020
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Qvofia: very old alluvial fan deposits, Unit 1(early Pleistocene)-Mostly well-dissected, well-indurated, reddish-brown sand deposits.

Cactus Ave.

City of Moreno Valley, California
Soil Exploration Co. Inc.

Project No.: 2096-01
Date: August 10, 2020
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LEGEND
B-13 • Approximate Location of Boring
1-6 A Approximate Location of Infiltration Test
Soil Exploration Co., Inc.

Project No. 2031-01 August 12, 2020
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EXPLORATORY BORING & INFILTRATION TEST

LOCATION MAP
PLATE 1A
LEGEND
8-13 • Approximate Location of Boring
1-6 A Approximate Location of Infiltration Test
Soil Exploration Co., Inc.

Project No. 2031-01 August 12, 2020
ALTNNSPS LAND mLE SURVEY
RIDGE PARK MORENO VALI.EY
PREPA88J FOR: 4

ROBERT M BEERS
8175 LIMONITEAVENUE., STE E
RIVERSIDE. CA 92509
Flt F.11.

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Approximate Location of Boring
1-8 A Approximate Location of Infiltration Test
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SollExploration Co., Inc.

Project No. 2031-01
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ALTA/NSPSLAND TITLESURVEY

RIDGE PARKMORENOVALLEY
Far: | #&
ROBERT
MBEERS
8175 LIMONITE AVENUE,STEE
RIVERSIDE,CA 82508
FA. !

SIE SUMNER MOIES
31497OuterHighway $0eRadi, CA923730(900)79-2673
LandSurveying- CFS Burveps - Acslal
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- - - i EXPANSION INDEX (ASTM D 4829) I
0-20

I VERY LOW EXPANSION I
1-Story Footings All footings at least 18' deep. Reinforcement for continuous I I (See Note l footings Two No. 5 oars toe ana two No. 5 bars bottom I _2-Sto[l'. Footings All footings at least 18" deep. (See Note 1 Reinforcerient for con:inuous footings: Two No. 5 bars top and I I two No. 5 bars bottorr
Minimum Footing Cantin uous: 15" for 1-story I
Width Continuous. ~ 5" to~ 2-s:o~
I Pad Footings Isolated column: 24" wide and 24" deep, tied to continuous footings in two directions I
Garage Door A grade beam 18" deep by 15" wide for ~ - and 2-sto[l'. should be Grade Beam provided across the garage entrance and other large openings I (See Note 2 I
Living Area Floor 4 " thick slab No. 3 rebar at 18 inches on-center reinforcement at Slabs" mid-height with 1 O-m1I Visqueen moisture barrier above 2" sand (See Notes 3 4 and 5) base
Garage Floor 4" thick slab No. 3 rebar at 18 inches on-center reinforcement at Slabs* mid-height with 10-mil Visqueen moisture barrier above 2" sand (See Notes 4 and 6) base Garage slabs should be quarter-sawn. -- Presoaking of (1.2) times optimum moisture to a depth of at least 5•· I I
Living Areas & I
Garage Slabs
Subgrade*"
The Above Are Minimum Recommendations.

All Work Should Comply with Applicable/Governing Agency Codes and Requirements • Based on California Green Code. a 1 thicK base of Y2 inch or .a·ger clean aggregate shall be used below the Visgueen . .. 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 Equ•valent (SE) or 30 or greater (e g wasned concrete sand) Post-Tensioned Slabs
As an alternative to conventional foundatiors. building may be suoporteo on post-tensioned slabs. to be designed by a structural engineer in consultation with the geotechnical consultant. In ado1bon, a post-tensioned slab 1s 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 2019 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 E1=21-50 use Pl-25, and El=51 -90 use Pl=35.

Minimum Foundation and Slab Recommendations
~ Soil Exploration Co. Inc.

For Expansive Soils
Plate: 2
ONE- AND TWO-STORY_ RESIDENTIAL BUILDINGS
EXPANSION INDEX (ASTM D 4829)
0-20

VERY LOW EXPANSION
1-Story Footings | All footings at least 18’ deep. Reinforcement for continuous {See Note 1) | footings: Two No. 5 bars top and two No. 5 bars bottom 2:Stoy Footings ' All footings at least18" deep.
(See Note 1) ' Reinforcement for continuous footings: Two No. § bars top and . two No. § bars bottom
Minimum Footing | Continuous: 15" for 1-story
Width _ Continuous: 15” for
Pad Footings Isolated column: 24" wide and 24" deep, tied to continuous { footings in two directions
| Garage Door ~~ A grade beam 18” deep by 15” wide for 1- and_2-story should be Grade Beam | provided across the garage entrance and other iarge openings (See Note2)
| Living Area Floor |, 4" thick slab. No. 3 rebar at 18 inches on-center reinforcement at Slabs* | mid-height with 10-mil Visqueen moisture barrier above 2" sand (See Notes 3. 4 and 5) base
Garage Floor | 4” thick slab. No. 3 rebar at 18 inches on-center reinforcement at Slabs* | mid-height with 10-mil Visqueen moisture barrier above 2" sand (SeeNotes4 and 6) pase. Garage siabs shouldbe quarter-sawn.

Presoaking of (1.2) times optimum moisture to a depth of at least 6” Living Areas & |
Garage Slabs
Subgrade** |
The Above Are Minimum Recommendations.
l All Work Should Comply with v Applicable/Governing Agency Codes and Requirements ~Bresosking of living areasSanddead peshould be observed and tested by theproject geotechnical engineer.

NOTES:

Depth of interior or exterior footings to be measured from lowest adjacent finish grade.

The base of the grade beam should be at the same elevation as that of the adjoining footings.

Living areas slabs may be tied to the footings as directed by the structural engineer.

We recommend the use of at least No. 3 bars at 18 inches on-center, each way, for all siabs. 10-mil Visqueen sheeting welded at laps has proved successful. Equivalents are acceptable.

Garage slabs should be isolated from stem wall footings with a minimum 3/8" felt expansion joint.

Nome
Sand base should have a Sand Equivalent (SE) of 30 or greater (e.g.. washed concrete sand). wN
Post-Tensioned Slabs
As an alternativeto conventionalfoundations.buiidingmay be supportedon post-tensioned slabs, to be designed by a structural engineer in consultation with the geotechnical consultant. In addition, a2 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 depih 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 s0il lots using conventional foundation should comply with 2099 CBC. For very high expansion potential (Expansion Index grester 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 EI=21-50 use Pi-25, and E!=51-80 use Pl=35, Minimum Foundation and Slab Recommendations i Soil Exploration Co. inc.

For Expansive Soils
Plate: 2

ONE-AND TWO-STORY RESIDENTIALBUILDINGS
SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX s 50 OPTION 1 PIPE SURROUNDED WITY
CLASS 2 PERMEABLE MATERIA1...

A:.. -e~P~oc: · .. ~
SEE Ge· .. eR;. .. ~-es t

GENERAL NOTES
,\\Tr'i P'<O"ER
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~·~;ERl~c SEE GRAC~TJQ•,
'.·\~TE pP~OOFING
SEE GEN:il.r.L 'iO;es
v',EEF HOLE
S~E ' '0TE:
-' 1· .. =.., :l~METE;;
"ERFORHEO PIPE
SEE :;-e 3
t.EVEL Og
SLOPE
Class 2 Filter Permeable Material Graoauor.

Per Caltrans Spec1ficalions
Sieve Size f'erceni Passing
1 00
314" 90-100
3/8 .. 40-100
No. 4 25-40
No. 8 18-33
No. 30 5. - - :>
No. 50 0-7
No.200 0-3
• 'llaterproofing should be provided where moisture nuisance problem through the wall is undeslreable. ·water proofing of the walls 1s not under the purview of the geo1ecnn1cal eng1nee ·All drains should have a gradient of 1 percent minimum.

OPTION 2 GRAVEL WRAPPED

IN FILTER FABRIC
.f. i}~ Pi:tC?Erl
SURF.:.ce ORAJr•~GE
•1ATIVE
FILTER F•SRIC
SEE 'IO""E~
12· 1,11N1MUM
' • 70 • '·'2 INC~ SIZE
GRAVEL 'l\'R.r.PPEOIN •IL7EP
•-.BRIC
·outlet portion of the subdrain should have a 4-incn d1amater sohd pipe discharged into a su1table disposal area designed by 1he pro1ect engineer. The subdra1n pipe should be accessible for maintenance 1rodd1ng1
·Other subdra1n backfill options are sub1ect to the review oy the geotechn1cal engineer and mod1ficat1on of design parameters Notes
) Sand shoulc have a sand eauivalenr of 30 or grea1er and rnay be dens1fieo by water ietting 21 ~ Cu. ft. per ft of 114 - to 1 1/2 -inch size gravel wrapped in filter faonc 3 1 Pipe tyoe should be ASTM 01527 ~crylon1tnte Bu1adlene Styrene 1ABSl SDR35 or ASTM D1785 Polyvinyl Chlonse plashc (PVC). Schedule 40. Armco A2000 PVC or approved equivalent Pipe should be installed with oertorauons down Per.orations snould be 318 -•nch in diameter claced at the ends of a 120-degree arc 1n two rows at 3-inch on center (staggered'
4) Filter Fabric snould be M1rafi 140NC or approved equivalent 5l Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals if exposure 1s permitted weepholes should be located ~2-mches aoove finished grade If exposure is not permitted such as for a wall adjacent to a sidewalk/curb. a pipe under the sidewalk to be discharged throllgh the curb face or equivalent shOuld be provided For a basement-type wan a proper subdra1n outlet svstem snould be provided 6) Retaining wall plans should be reviewed and approved by the geotechn1cal engineer. 7> Walls over six feet 1n ne19nt are subiect to a spec.al review bv the geotechr'l1cal engineer and mod1fica11ons to the above requirements

RETAINING WALL BACKFILL AND SUBDRAIN DETAIL PLATE
3 SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX _<50 ON 1;PIP RROU TH PTION 2° GRA p
CLASS 2 PERMEABLE MATERIAL INFILTERFABRIC
WITri PROPER MTH PROPER SURFACEDRAINAGE SURFACEDRAINAGE

SLOPEOR SLOPEOF

LEVEL LEVEL
J !
Fa 12
T | )
WATERPACCFING —a WATERPROOFING EE : SEE GENERALNOTES! SEEGENERALNOTES: : a rik phiepng — 12° MINIMUM A co. CiASS2PERMEABLEFILTER — : 12”MINIMUM
WEEPHOLE MATERIAL(SEEGRADATION NEEPHOLE Lo
SEE NOTE§ SEENOTE Sl me, 4 INCH CIAMETER. TO H2 INCH SIZE

PERFORATEDPIPE GRAVELWRAPPEDIN FILTER

SEENOTEY FABRIC

LEVELOR LEVELOR
Swope SLOPE
Class 2 Fliter PermeableMaterialGradation
Per CaltransSpecifications
Sieve Size FercantPassing
1" 100
3/4" 80-160
ki 40-100
No. 4 25-40
No. 8 18-33
Na. 30 5-15
No.50 0-7
No. 200 0-3

GENERAL NOTES
“Waterproofing should be provided where moisture nuisanceproblemthroughthewall is undesireable. “Water proofing of the walls 1s not under the purview of the geotechnical engineer. “All drains should have a gradient of 1 percent meumum. “Outlet portion of the subdrain should have a 4-inch diamater solid pipe discharged into a suitabledisposal area designedby the project engineer. Thesubdrainpipe should be accessible for maintenance (rodding).
“Other subdrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters.

Notes.
1} Sand should have a sand equivalent of 30 or greater and may be densifiedby water jetting. 2 1?Cu. ft. per ft. of 1/4 - to 1 1/2 -inch size grave! wrapped in filter fabric 3} Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or ASTM D1785 Polyvinyl Chlorise plastic (PVC), Schedule 40. Armco A2000 PVC. or approved equivalent Pipe should be installed with perforations down. Perforations should be 3/8 -inch in diameter placed at the ends of 8 120-degrec arc in two rows at 3-inch on center(staggered). 4) Filter Fabric shauid be Mirafi 140NC or approved equivalent. 8) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. if exposure is permitted, weepholes should be located12-inches above finshed grade. If exposure is not permitted. such as for a wall adjacent to a sidewalk/curb. a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided, For a basement-type wall. 3 proper subdrain outlet system should be provided. 8) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above reguirements, —— RETAININGWALLBACKFILLANDSUBDRAINDETAIL PLATE
3 —

APPENDIX A
1-
~

APPENDIX A
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley. California

REFERENCES
Project No. 2096-01
August 12,2020
• USGS Geologic Map of the Sunnymead 7.5' Quadrangle, Riverside County, California. • Riverside County GIS Liquefaction Map.
• U.S. Geological Survey - Earthquake Hazards Program, 2008 National Seismic Hazard Maps - Source Parameters.
• U.S. Geological Survey Faults, 2014.

Soil Exploration Co., Inc. Appendix A
NWCof CactusAve.& RedlandsBlvd. ProjectNo.2096-01
Moreno Valley, California August 12, 2020

REFERENCES
¢ USGSGeologicMapof theSunnymead7.5’Quadrangle,RiversideCounty,California. + Riverside County GIS Liquefaction Map.
+ U.S. Geological Survey — Earthquake Hazards Program, 2008 National Seismic Hazard Maps — Source Parameters.
e U.S. Geological Survey Faults, 2014.

Soil ExplorationCo.,Inc. Appendix A

APPENDIX APPENDIX BB
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MAJOR DIVISIONS
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GRAVELS
(More than Y. of
coarse fraction > No
4 sieve size)
SANDS
(More than /, of
coarse '•ac:;or. < \;o
4 sieve size)

SIL TS & CLAYS
LL< 50

SILTS & CLAYS
_L >SC
HIGHLY

ORGANIC SOILS

SYMBOLS TYPICAL NAMES
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
Pt
I:: ~~ :j Well-graded gravels or gravel-sand mlxtures, lit:le or no fines ... ">·a-:-::- . · · · Poor!y graded gravels or g:ravef·sand mOOures. little or no fines 0 000 00 l
oo o o o I ooc 0 o 0 o
t IJllllLl'.
·, . ··i ...

Silty gravels, gravel-sand·sil: mixtures
C layey grave!:), 9r::ivol-e:i11d-cl::iy m1XlurQ,;
w e· ... 9~ade::! sar.ds or s·a11e:y sarids, li!•'e er no fines i'oor:y gradeo sa:-:os er graveily sanes. :: e oc :io f:::es s•::y sar.ds. sa~c-sa t IT'iXlJ:es
c:ayey sanes sar.d-day m'x'.vres
no:-gar.'C s. !s a~:: ve~ r.::e sa'l::!s •ock nc:..· s-'!y er clayey :.-e sar.es o• clayey silts w1:r. slight plast<c1ty.

Inorganic clays of .cw to i"'1edun piast c.ty, g:2vel;y clays. sa..,dy c;;ys s ,:y c:ays ·ea" c·ays
ro~;a"":C s;.:s :~cec~s C"' c a:~:-a~~c:.:s r.,e sar.dy er s:.:y soils. e·as:ic S 1!S
lnorc;an•c c ays o: ;r:ecn.::n :c •,c;r p as:<c.:y. o:c;an<c si.:y c.ays. cr9a1;c s :s
o~c;ar.:c c'a;;s c' ::-e(;!;~:"l tor. :;r p·as:1::1:y o·c;anic s:l:y clays, o:gar .. c 5;.:5
CLASSIFICATION CHART ~U Nlt:: ED SOIL CL.ASS1=1cATION SYSTEM~ RANGE OF GRAi"l S'ZES
CLASSIFICATION ~. . Starda·d Grain Size 1n
Sieve s ;ze Millirr. e:ers
BOULDER ABOVE 12 ABOVE 3C5
COBBLES 3 ~o i 2 3C5 to 75 2 s:

GRAVEL 3 :o \ o. t. 7€2 :c 1. 1e
COARSE 3"TOW 76.2 to 19 ',
FINE Y.'"to No. 4 9 ... :o I.. -5
SAND \o. t. :o 20C t..76 !c C C7t.

COARSE No. a to 10 4.76 !O 2 .00
MED1UM No. 10 to 40 2 00 !OJ t.20
x
~ :: 0
~ o
~ '\~
u -"
f:: 20 Cl)
«= !\ E Ne t.0 to 200 0 t.20 ·o 0. 07 t.

SILT & CLAY BE'.....OW Ne S!::LOV\I 0 07t. 200
<t ~J ...J
c.. -
4 ' ... Al
: v~ &OL
0 ·o 20 30 40 50 60 7C 80 so :oc

GRAIN SIZE CHART PLASTICITY CHART
Ji \i NR No "{ecovery Ciass:ficat:on ,, accordance with ASTM 02487 RinQ Samo.e _ 3ag Sa~o:e ;:esc 'ptior, ar.d visua: obser1ation in accordance w1:h ASTM 02488 '""'--7-'-'.:;.;.;:'-===--r1-:;;;;;4111f'iiiii.~.::o.....::::..::.:.~.:::..__,. ________ Ail Sieve Sizes snowr are US Standard ll
SPT Sample = Seepage SPT Re'usa' is defired as one of the following 11 iO blows for no apparent displacement
SC otows for ess tha1 5 incnes advancemeri
• 00 blows for 6 ;o 18 inches advancement
: —— MAJOR DIVISIONS TYPICAL NAMES
.: Weil-gradedgravelsor gravei-sandmixtures,litle ornofines z GRAVELS 0 » 2 re | Poortygradedgravelsor gravel-sandmixtures,litie or no fines a 3 {More thanJ of 0
[7] & coarsefraction> No. GM 7 jl Siltygravels, gravel-sand-siltmixtures 2 g 4 gieve size)
Z Iv GC Cleyoy gravels, gravei-sand.ciay mixtures
2 2 SW "-l Well.gradedsands or gravely sands,little or no fines

LE SANDS
& S SP #oorly grades sands or gravelly sands, tiie or no fines [] H (More than 4 of Tt © 3 coarse fraction < No. SM 1% Sity sands, sand-salt minutes 2 4 sleve size)
| SC Clayay sands. sand-clay mixtures
ML inorganic sits and very fine sands, rock ficur, silty or clayay fine sands 4 or clayey silts with slight plasticity. © ~N SILTS & CLAYS - " , - = Ss cL inorganic clays of lew tc medium plasticity, gravelly clays, sandy ciays, ; 2 Zz | i silty clays, lear clays. hd LL<50 Y
! g 35 {. Crganic sits anc argamc sly ciays of low siasticity 4 -— > [3]
i < M £ norganic sis. caceous or digicnacecus fing sandy or silty soils, elastic = slits | 8
g z § | swTsacLAYs Inorganic clays of medium ic high pizsticity, — organic silly clays, organic— gE 3 LL>50 Telli ~
: = . Orgaric clays of medium 1c high plasticcy organic silty clays, organic ! i J 154
ORGANIC o OILS Pt Fea: and ctrer Nigriy organic Sis
FCO] CLASSIFICATION CHART
(UNIFIED SO!L CLASSIFICATION SYSTEM)
| RANGE OF GRAIN SIZES |
| CLASSIFICATION U.S.Standard Grain Size in |
Sieve Size Millimeters ,
|BOULDER . ABOVE 12° | ABOVE30S|
| COBBLES 31012" | 30510752 | ec, Lo |
i GRAVEL 3"to No. 4 7620 4 76 x so | | co A |
COARSE 3 TO% 762t0 185 . & Eo
FINE %"ta No.4 19110475 |
= a0 | | CL]
| SAND No. 410200 | 4.7610C.074 E wl len) : COARSE Ne.4 to 10 47610200 + RB To Te MEDIUM No. 101040 | 2.00 to 0.420 a *__1 le A]
FINE No. 40to 200 | 0.420! 0.074 < EZ Fo mH
a 7 ; SILT & CLAY BELOWNe. | ge ow 0.074 | « To of A 200 i Le og — SMa lao] | TT 0 10 20 30 40 50 50 7C 80 SO 00

GRAIN SIZE CHART PLASTICITY CHART
] I. Sample |
mT
=! BagSample
i NR No Recovery i Classification in accordance with ASTM D2487 X SPT Sample
|
wr
Seepage |
|
Cescription and visual! shservation in accordance with ASTM D2488 i All Sieve Sizes shown: are US Standard + SPTRefusal is defined as one of the following:
' 10 blows for na apparent displacement
50 blows for less than § inches advancement
© 100 blows for 6 to 18 inches advancement

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-1
Date: 7/24/20 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 85
Ho I e Diameter: 8" D riv. e W e. 1g h t: 140 lb s. D rop: 30" El eva f ion: 1571 ±

DEPTH TYPE SAMPLE BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY 1•1.1 CLASSIFICATION LOGGED BY~ TEST 6 INCH (%} uses SAMPLED BY GL
1 ML
SANDY SILT: Pale brown, dry, loose
2 3 x '21414 106 I Slightly moist
4 5
6 ,x 4/4/5 12 2 Pale brown, slightly moist, loose
% Passing #200 sieve = 62
7 I
8 9
10 11 iX 4/4/4
Pale brown, dry loose
12 13
14 I
15 16 x 2/415

12.0 I Brown, fine to medium grained, slightly moist. loose 17 % Passing #200 sieve = 58
18 19
20 21 x 7113/17 CL-ML
SANDY SILTY CLAY: Brown, slightly moist, very stiff
22 23
24 25

GEOTECHNICAL BORING LOGS
Drill Hole No. B-1
Date: 7/24/20 Project No._2006-01__
Drilling Company:_____ One Way Drilling Type of Rig: CME 85 Hole Diameter: _8- Drive Weight: 140 1bs_ Drop: 30" Elevation: 15713 DEPTH TYPE | SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICALDESCRIPTION (feet) OF TEST PER DENSITY %) CLASSIFICATION LOGGEDBY __GL TEST &INCH (%) USCS SAMPLEDBY GL
1 ML SANDY SILT; Pale brown, dry, loose
2 3 orld 106 Slightlymoist
Palebrown,slightlymoist,loose
8 aus 12.2 % Passing #200 sieve = 62
10 1 aisle Pale brown, dry, loose
12 13
14 16
16 2415

12.0 Brown,fineto mediumgrained,slightlymoist,loose
17 % Passing #200 sieve = 58
18 19
20 Ly manT CL-ML Y Y: Brown, slightlymoist,very stiff
22 all Evnbtasatlian Pa las

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-1
Date: 7124120 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 85
Hole Diameter: 8" Drive . W. e1g h t: 14 0 lb S. D rop: 30" El evat1on: 157 1 ±

DEPTH TYPE SAMPLE BLOWS ORY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY ("4) CLASSIFICATION LOGGED BY _.m..._ TEST 6 INCH 1%1 uses SAMPLED BY GL
26 x SM SIL TY SAND: Yellowish light brown, fine to medium 8/12/15 grained, slightly moist medium dense 27 28
29 30
31 x 10/10/5 10 3 I Light brown, slightly moist, medium dense % Passing #200 sieve = 44
32 33
34 35
I
36 x 3f7/9 I
Olive light brown, slightly moist, medium dense
37 I
38 39
40 I
41 x 6/9112
Olive light brown, slightly moist, medium dense
- 42
43 44
45 46 x ML SANDY SILT: Olive light brown. slightly moist, medium 6/8/8 dense
47 48
49 SM SIL TY SAND: Light greenish gray, dry, dense
50 x 17/15/16
Total depth = 50', No groundwater, No caving
Date:__ 7/24/20 _ Drilling Company: OneWay Drilling

GEOTECHNICAL BORING LOGS
Drill Hole No. B-1
Hole Diameter: 8" Drive Weight: 140 Ibs. Drop: 30° _ Elevation: 15 DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION {feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY _ GL TEST 6INCH {%) uscs SAMPLEDBY:
26 SM SILTY SAND: Yellowish light brown, fine to medium 8n2ns grained, slightlymoist, mediumdense
27 28
29 30
Light brown, slightly moist, medium dense
3 110s 103 % Passing #200 sieve = 44
32 33
34 _— Clive light brown, slightly moist, medium dense
ar
38 39
#1 6/8/12 Olive light brown, slightly moist, medium dense 42 43
44 45
SANDY SILT: Olivelightbrown,slightlymoist,medium 46 61818 ML dense 47 48
4 SM SILTY SAND: Light greenishgray,dry,dense
50 17/1518
Cail CBvninratinm Ma Inn
Total depth = 50’, No groundwater, No caving

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-2
Date: 7124120 Project No. 2096-01
Drilling Company :_--'O::;..;n..:.:e'-W.:...:..::;a ... y-=D"""r""'ill""'"in'"'q.___ Type of Rig: CME 75 Hole Diameter: 8" Drive Weight : 1401bs Drop: 30" Elevation: 1572 ±

DEPTH TYPE SAMPLE BLOWS ORY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY __ru._ TEST 6 INCH {%) uses I SAMPLED BY GL
1 SM I SILTY SAND: Light brown, fine to medium grained, dry, medium dense
2 I I Slightly moist, medium dense 3 916/10 112.5 10.2
4 5
6 5/618 Slightly moist, medium dense
7 ML SANDY SILT: Pale brown, slight moist. medium dense 8 9
10 11 >< 5/8/9
Pale brown, slight moist, medium dense
12 13 I
14 15 I
16 x SM SIL TY SAND: Light brown, fine to medium grained, 6113112 slightly moist, medium dense 17 18
19 20
21 IX 12115125 Slightly moist, dense
22 23
24 ML SANDY SILT: Pale brown, slightly moist, dense
25 x 9112119
Total Depth= 25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-2
Pate: __ 7/24/20 Project No.__2096-01
Drilling Company: One Way Drilling TypeofRig:__CME 75
Hole Diameter: 8" Drive Weight: 140 lbs Drop: 30" Elevation: + DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE So GEOTECHNICALDESCRIPTION (feet) OF TEST PER DENSITY %) CLASSIFICATION LOGGED BY: _ GL TEST 6INCH {%) USCS _ SAMPLEDBY:
1 SM SILTY SAND: Light brown, fine to medium grained, dry, medium dense
2 3 98/10 112.5 10.2 Slightlymoist,mediumdense
4 8
6 58 Slightly moist, medium dense
y ML SANDYSILT:Palebrown,slightmoist,mediumdense
8 8
10 ” i Pale brown, slight moist, medium dense
12 13
14 18
SILTY SAND: Light brown,fine to mediumgrained,
1 enanz SM slightly moist, medium dense
17 18
19 20
2 1218/28 Slightlymoist,dense
23 2 ML SANDY SILT: Pale brown, slightly moist, dense
Cail Bvnlarmtian Ca Ine
TotalDepth= 25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-3
Date: 7/24120 Project No. 2096-01
Drilling Company:_~O~n~e~W~a .... v~D~r_ill_in_g~- Type of Rig: CME 85 Hole Diameter: 8" Drive WeiQht: 140 lbs. Drop: 3 0 " E I evat1on: 157 3 .5 ±

DEPTH TYPE SAMPLE BLOWS I ORY I MOISTURE SOIL I GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY {%) CLASSIFICATION I LOGGED BY __Q1__ TEST 61NCH (%) uses SAMPLED BY GL
1 ML I SANDY SILT: Very pale brown, dry, loose
2 I I
3 x 3/3/3 7.5 Pale brown, slightly moist, loose
4 1
5 6 IX 3/4/4 14 8 I Pale brown, slightly moist, loose
7 I
8 I 9 I 10
11 x 41618
Pale yellow, shghtly moist, medium dense
12 13
14 15
16 x 9/9/15 SM SIL TY SAND: Light brown, fine to medium grained, slightly moist, medium dense .•
17 18
19 20
21 x 8/10110 slightly moist. medium dense
22 23
I
24 25 x 10/12/18 I Yellowish light brown, slightly moist, medium dense I
Total Depth= 25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-3
Date:__ 7/24/20 Project No._ 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 85
Hole Diameter: 8" Drive Weight: 140 Ibs. Drop: 30° Elevation: 1573.

DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE SOL GEOTECHNICALDESCRIPTION (feet) OF TEST PER DENSITY %) CLASSIFICATION LOGGEDBY. _ GL, TEST 6 INCH {%} Uscs SAMPLED BY:
1 ML SANDYSILT: Very pale brown, dry, loose
2 3 ars 75 Palebrown,slightlymoist,loose
4 5
8 avaia 14.8 Pale brown, slightly moist, loose
7 8
9 10
1 i Pale yellow, slightly moist, medium dense
12 13
14 15
16 or SM SILTY SAND:Light brown, fine to medium grained, 5 slightlymoist,mediumdense
17 18
19 20
24 81010 slightlymoist, medium dense
23 2 SE Yellowish light brown, slightly moist, medium dense Lall Evnlavatian Ma Irn
Total Depth= 25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-4
Date: 7/24/20 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 75
H oe I o· 1ame t er: 8" 0 n. ve W e1g . ht 140 lb s. D rop: 30" El eva ti on: 1570 ±

DEPTH TYPE SAMPLE BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY W•l CLASSIFICATION LOGGED BY _QL_ TEST 6 INCH 1%1 uses SAMPLED BY GL
1 Ml SANDY Sil T: Very pale brown, slightly moist, loose 2 I
I I Slightly moist, loose 3 1x1 5i5/4 9 1
4 5
6 x 4/515 70 I Very pale brown, slightly moist, loose
7 8
9 10
11 x 41617 Slightly moist, medium dense
12 I
13 14
15 I
16 x 618/10 SM SIL TY SAND: Light brown, fine to medium grained, slightly moist, medium dense
17 18
19 20
I slightly moist, medium dense 21 IX 10/14119
22 23
24 IX, 15120120
Dense
25 Total Depth= 25', No caving, No groundwater
Date: 7/24/20
Drilling Company:

Hole Diameter: 8"

GEOTECHNICAL BORING LOGS
One Way Drilling
DEPTH
{feet)
"TYPE
OF
JEST
SAMPLE
TEST
BLOWS
PER
6INCH
DRY

DENSITY
04)
Drill Hole No.

Drive Weight: 140 Ibs. Drop:

MOISTURE
%)
B44 — Project No.__ 2008-01
Type of Rig: CME75
Elevation: 1570 +
SOIL

CLASSIFICATION
USCS

GEOTECHNICAL DESCRIPTION
LOGGED BY: __GL
SAMPLED BY:
1 2
55/4
4518
10 1"
12 13
487
14 15

9.1 7.0
ML SANDY SILT: Verypalebrown, slightlymoist,loose
Slightly moist, loose
Verypale brown, slightlymoist,loose
Slightly moist, medium dense
18 17
18 19
21 8/8/10
10/14/19
23 15/20/20
SM SILTY SAND: Light brown, fine to medium grained,
slightly moist, medium dense
slightly moist, medium dense
Dense
Canil Evalacabian Me Irv
Total Depth= 25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-5
Date: 7/24/20 Project No. 2096-01
Drilling Company· One Wav Dnllina Type of Rig· CME 85
Hole Diameter: 8" Drive Weight: 140 lbs. Drop: 30" Elevation: 1572 ±

DEPTH TYPE SAMPLE BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY _fil._ TEST &INCH (%) uses SAMPLED BY GL
1 ML I SANDY SILT: Gray, slightly moist. medium dense
2 I
3 3/5/5 101 .3 14.9 Gray, slightly moist, medium dense
4 s
6 31517 92.2 11 3 Gray, slightly moist, medium dense
7 8
9 10
11 x 315/8 I Gray, slightly moist. medium dense
12 13
14 15
16 x 6/8111 Gray, slightly moist, medium dense
17 18
19 I
I
20 I
21 x 3/11/15 I SM I SIL TY SAND: Light brown, fine to medium grained, slightly moist. medium dense
22 23
24 25 x 616/10 I
I
Total Depth= 25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-5
Date: 7/24/20 _ Project No._2006-01 Drilling Company: One Way Drilling Type of Rig: CME 85 Hole Diameter; 8" Drive Weight: 140Qlbs I. Drop: 30° _ Elevation: 15722 DEPTH TYPE | SAMPLE | BLOWS ORY MOISTURE SOIL GEOTECHNICALDESCRIPTION {feat) OF TEST PER DENSITY (%) CLASSIFICATION LOGGEDBY __GL TEST 8 INCH {%) USCS SAMPLEDBY:
3 ML SANDY SILT: Gray, slightly moist, medium dense
2 — 82.2 11.3 Gray, slightly moist, medium dense
3 sis 101.3 14.9 Gray,slightlymoist,mediumdense
4 10
11 5/8 Gray,slightlymoist,mediumdense
12 13
14 18
16 8/8/11 Gray, slightlymoist, mediumdense
17 18
19 20
SILTY SAND: Light brown, fine to mediumgrained,
2 ynns SM slightly moist, medium dense
3 25 8/10
TotalDepth=25',Nocaving,Nogroundwater
Cnll Buwnlnenéinm Ma Ins

GEOTECHNICAL BORING LOGS
Drill Hole No. B-6
Date: 7/24/20 Project No. 2096-01
Drilling Com pany:_~O~n"""e~W~a .... D~r~ill in .... g.___ Type of Rig: CME 85 Hole Diameter: 8" Drive Weiaht: 140 lbs. Drop: 30" Elevation: 1575 ±

DEPTH TYPE SAMPLE BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION I LOGGED BY~ TEST 6 INCH 1%1 uses SAMPLED BY GL
1 ML SANDY SILT: Very pale brown. dry, loose
2 3 x 313/3 16.1 Very pale brown. slightly moist, loose 4 5
6 x 4/4/4 10.5 I Slightly moist, medium dense
% Passing #200 sieve = 65
7 8
9 10
11 rx 5nt9
I Dry, medium dense
12 13
14 15
16 x 418/10
17 18
19 20
21 X1 9/16121 SM SIL TY SAND: Light brown, fine to medium grained, slightly moist, medium dense
22 23
24 25 lX I
C:nil C:vnlnr'3tinn r.n lnr

GEOTECHNICAL BORING LOGS
Drill Hole No. B-6
Date:__ 7/24/20 Project No._ 2006-01 _ Drilling Company: OneWay Drilling Type of Rig: CME85 Hole Diameter: 8" Drive Weight. 140 lbs, Drop: 30" Elevation: 1578 3 DEPTH TYPE | SAMPLE | BL DRY MOISTURE son GEOTECHNICAL DESCRIPTION {feet} OF TEST PER DENSITY (%) CLASSIFICATION LOGGEDBY. __GL TEST 6 INCH (%) USCS SAMPLED BY:
1 ML SANDY SILT: Very pale brown, dry, loose
3 — 16.1 Very pale brown, slightly moist, loose
Slightlymoist,mediumdense
8 aia 10.5 % Passing#200 sieve=65
10 1" “me Dry, medium dense
12 13
14 18
18 4/8110
17 18
19 SILTY SAND: Lightbrown,fineto mediumgrained, 21 9118/21 SM slightly moist, medium dense 23 1
=
nil Evnilaratinn Ca Ine

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-6
Date: 7/24/20 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 85
Hole Diameter: 8 " D . w . h 1 0 lb rive e1g t: 4 s. D rop: 30" El evat1on: 1575 ±

DEPTH TYPE I SAMPLE BLOWS DRY MOISTURE SOIL I GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY ___GL_ TEST 6 INCH 1%1 uses I SAMPLED BY r.1
26 x H.12118 ML I SANDY SILT: Light brown, slightly moist, dense 27 28 !
29 I
I
30 I I
31 l[Xl 5/9110 I I Slightly moist, medium dense
I I
32 I '
33 I 1
34 35 l
36 x 517rT 12.2
I Light brown, fine to medium grained. slightly moist,
medium dense
37 % Passing #200 sieve = 54
38 39
40 i
41 XI 6/6rT I Light brown, slightly moist, medium dense '
42 43 l I
44 45
I Slightly moist, medium dense 46 XI 618110
I I
47 48 l
49 I
SM SIL TY SAND: Light brown, fine to medium grained,
slightly moist, dense
50 x 7/15/23
Total Depth= 50', No caving, No groundwater

GEOTECHNICALBORINGLOGS
Drill Hole No. B-6
Date: 7/24/20 _ ProjectNo._2096-01
Drilling Company:___One Way Drilling Type of Rig:___CME86 Hole Diameter: 8" Drive Weight: lbs Drop: 30" Elevation: 157.

DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICALDESCRIPTION (fet) OF TEST PER DENSITY %) CLASSIFICATION LOGGED BY. __GL, TEST 6 INCH (%) uscs SAMPLED BY:
28 111218 ML SANDY SILT: Light brown, slightly moist, dense 27 28
31 819/10 Slightly moist, medium dense
32 33
36 — Lightbrown,fineto mediim grained,slightlymoist,

12.2 mediumdense
a7 % Passing#200sieve=54
3s
39 40
4 aner7 : Lightbrown, slightlymoist,mediumdense
42 | di [ —
45 48 8/10 Slightlymoist,mediumdense
47 48
48 SM SILTY SAND: Light brown,fine to mediumgrained,
slightly moist, dense
50 » M523
Call Cunlaratian mA Ine
Total Depth= 50’, No caving,No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-7
Date: 7124120 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 75
Hole Diameter: 8" Drive Weioht: 140 lbs. Droo: 30" Elevation: 1576 ±

DEPTH TYPE SAMPLE BLOWS ORY MOISTURE I SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY~ TEST 6 INCH (%) uses SAMPLED BY GL
1 ML SANDY SILT: Very pale brown, dry, dense
I
2 I Very pale brown, slightly moist. medium dense
3 10/19'16 108.2 13.2
4 5
6 4/12/12 111 .8 I 85 I Slightly moist, medium dense
7 I I
8 I
9 10 l I dry, medium dense 11 IX s1sn
12 I I
13 I 1 I I
14 I
I
15 16 1><1 7/14115 dry. medium dense
l
17 I I
18 I
19 20
21 C><1 5/8/10 I dry. medium dense
22 23 I
24 SM I SIL TY SAND' Light brown, fine to medium grained, slightly moist, medium dense
25 C>< 519112
I
Total Depth= 25', No caving, No groundwater
~nil Cvnlnr.,.+inn t"'n lnr

GEOTECHNICAL BORING LOGS
Drill Hole No.____B-7__
Date: 7/24/20 Project No._ 2006-01
Drilling Company: One Wi ili Type of Rig:___CME75
Hole Diameter: 8" Drive Weight: 140 ibs Drop: 30° Elevation: 1376 + DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICALDESCRIPTION {foet) OF TEST PER DENSITY {%) CLASSIFICATION LOGGEDBY. _GL TEST 6INCH {%) USCS _ SAMPLEDBY:
1 ML SANDY SILT: Very pale brown, dry, dense
2 3 wonens| 1082 | 132 Very pale brown, slightlymoist, medium dense 4 5
aE RE Starymt adn sr
7 8
9 10
1 a7 dry, mediumdense
12 13
14 15
18 7418 dry, medium dense
17 18
19 20
24 5810 dry, medium dense
24 SM ; Light brown, fine to medium grained,
slightly moist, medium dense
28 sigNn2
TotalDepth=25’,Nocaving,No groundwater
nil Bvnlaratinn "An Ine

GEOTECHNICAL BORING LOGS
Drill Hole No. B-8
Date: 7/24/20 Project No. 2096-01
Drilling Company: _ ___.O""'n=e~W'-=ay--=D~ri=lli~na..___ Type of Rig: CME 75 Hole Diameter: 8" Drive Weiaht: 140 lbs. Drop: 30" Elevation: 1576 ±

DEPTH TYPE SAMPLE BLOWS ORY I MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY ('.4) CLASSIFICATION LOGGED BY _g__ TEST 6 INCH (%) uses SAMPLED BY GL
1 ML SANDY SILT: Light brown, dry, medium dense
2 3
-- x 51615 86 Slightly moist, medium dense
4 5 . 6 XI 515n 10 4 I Slightly moist, medium dense
7 8
9 10
11 C>< 12/12111 Slightly moist, medium dense
12 13
14 15
16 !X 5/8/12 Light grayish olive, slightly moist, medium dense . 17 I
18 l
19 I
20 21 >< 41518 Light gray olive, slightly moist. medium dense 22 23
24 25 x 5nl9 J slightly moist, medium dense
I
Total Depth= 25', No caving, No groundwater
C:nil C:vn1,,,,.,,.+;,,,,.. (".,,, lnr

GEOTECHNICALBORINGLOGS
Drill Hole No. B-8
Date:__ 7/24/20 Project No._ 2006-01
Drilling Company: ne Wa lin, Type of Rig:__ CME 75
Hole Diameter: 8" Drive Weight: 140]bs Drop: — Elevation: 1576 + DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION {fent) OF TEST PER DENSITY {%) CLASSIFICATION LOGGED BY: _Gl TEST 8INCH {%) USCS SAMPLEDBY:
p ML SANDY SILT: Light brown, dry, medium dense
2 3 80 8.6 Slightlymoist,mediumdense
4 8
6 ss 10.4 Slightly moist, medium dense
T
8 |]
10 1" 1211311 Slightlymoist,mediumdense
12 13
14 15
18 S112 Light grayish olive, slightly moist, medium dense 17 18
19 2
2 pn Light gray olive, slightly moist, mediumdense
22 23
24 slightly moist, medium dense
25 51719
Cail BEvnlarvatinn CA Ine
TotalDepth=25’,Nocaving,No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-9
Date: 7/24120 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 85
H ole Diameter: 8 ' D nv. e W e1g . h t: 140 lb s D rop: 30" Elevation: 1578.5 ± DEPTH TYPE SAMPLE BLOWS ORY MOISTURE l SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY ("h) CLASSIFICATION LOGGED BY __g_.i.__ TEST 6 INCH 1%) uses SAMPLED BY GL
1 ML SANDY SILT: Light brown, slightly moist, loose
2 3 x 21212 16.7 Slightly moist, loose
4 I
5 l
6 x 6/8/8 9.9 I Slightly moist, medium dense
7 I
8 9
10 x 6/10/10 medium dense
11 12
13 14
15 I Very pale brown, slightly moist. medium dense 16 IX 315/8 I 17
I
18 I
19 20 I
21 IX 316/7
Pale brown, slightly moist, medium dense
22 23
24 SM I SIL TY SAND: Yellowish, fine to medium grained, slightly moist, medium dense
25 IX 10110/10 I
Total Depth= 25', No caving, No groundwater
~nil l=Ynlnr~tinn Co .. Inc.

GEOTECHNICAL BORING LOGS
Drill Hole No.___ B-9
Date: 7/24/20 _ Project No._2096-01__
Drilling Company: One Way Drilling Type of Rig: CME85
Hole Diameter: 8" Drive Weight: 140 ibs. Drop: 30 Elevation: 1578.5 DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION {toot) OF TEST PER DENSITY %) CLASSIFICATION LOGGED BY: _ GL TEST 6INCH {%) USCS SAMPLEDBY:
4 ML SANDYSILT: Light brown,slightlymoist,loose
2 3 J 16.7 Slightly moist, loose
4 ]
8 oo 9.9 Slightlymoist, medium dense
7 8
9 10 81010 mediumdense
11 12
12 14
15 16 I Very pale brown, slightly moist, medium dense
17 18
19 20
249 - Pale brown, slightly moist, medium dense
22 23
24 SM SILTY SAND: Yellowish,fineto mediumgrained,
slightlymoist,mediumdense
28 10/10/10
Kail Fyniaration Co... Inc.

Total Depth=25', No caving, No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-10
Date: 7/24120 Project No. 2096·01
Drilling Company :_~O~ne~W~av~Dri~lli_ng __ Type of Rig: CME 75 Hole Diameter: 8" Drive Weii:iht: 140 bs. Drop: . 30' E . 0 levatton: 158 ±

DEPTH TYPE SAMPLE BLOWS ORY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY GL TEST 61NCH 1%\ uses SAMPLED BY·-m:--
1 SM SIL TY SAND: Light brown. fine to medium grained,
slightly moist, medium dense
2 I slightly moist, medium dense 3 51817 103.5 14.6
4 5
6 6/9/9 93.4 I 3 1 I slightly moist, medium dense
7 I
8 9
10 11 x 2/4i4 Dry. loose
12 13
14 l
15 I
16 x 9/10/12
1 Fine to coarse grained, dry, medium dense
17 I 18 I
19 I
20 j .... 21 x 7/9/9
Fine to medium grained, slightly moist, medium dense
22 I
23 1
24 I slightly moist. medium dense
25 x 71919 I
I I
Total Depth= 25', No caving, No groundwater
~nil l=vnlnr:dinn r.n lnr.

Date
Drilling
Hole Diameter: 8" Drive Weight: _1401bs. Drop: 30
DEPTH
(feat)
7/2

GEOTECHNICALBORINGLOGS
Company:___ One Way Drilling___
TYPE
OF
TEST
SAMPLE
TESY
BLOWS
PER
6INCH
ORY

DENSITY
0]
Drill Hole No.

MOISTURE
(*%)
B-10
Project No.__ 2098-01
Type of Rig: CME 75
Elevation: 1

CLASSIFICATION
USCS

GEOTECHNICAL DESCRIPTION
LOGGED BY. _GL
SAMPLED BY:
1 10
1 12
13 14
15 16
17 18
19 20
ry)
23 ar1o/t2
7/918
78 103.5

93.4 14.6

3.1 SM SILTY SAND: Lightbrown,fineto mediumgrained,
slightlymoist,mediumdense
slightlymoist,mediumdense
slightly moist, medium dense
Dry,loose
Fine to coarse grained, dry, medium dense
Fine to mediumgrained, slightly moist, medium dense
slightly maist, medium dense
Rail Fynlaratinn Cn Ine
TotalDepth=25',No caving,No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. 8-11
Date: 7/24/20 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 85
H oe I D" 1ameter: 8" D. nve W e1g . h t: 140 lb s. D rop: 30" Elevation: 1594.5 ±

DEPTH TYPE SAMPLE BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY _fil.__ TEST 6 INCH (%) uses SAMPLED BY GL
1 SM SIL TY SAND: Light brown, fine to medium grained, dry, loose
2 I I
3 rx 21212 52 I Dry, loose
4 l I
I
5 I I
6 IX 3/3(7 3 1 I Dry, medium dense
% Passing #200 sieve = 21
7 I
8 I
9 I
10 I
11 x sms I
1 Dry, medium dense
12 l
13 14
15 16 x 7f7f7 Dry, medium dense
17 18
19 20
21 IX 515/5 75 Slightly moist, medium dense
1 % Passing #200 sieve = 23
22 23
24 25
~nil t=vnlnr:atinn r.n lnr

GEOTECHNICAL BORING LOGS
Drill Hole No. B-11
Date: 7/24/20 Project No._2096-01
Drilling Company: Ona Way Drilling Type of Rig: CME 85
Hole Diameter: 8" Drive Weight: 140 lbs, Drop: - Elevation: 1504.

DEPTH TE SAMPLE | BLOWS DRY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (faut) TEST PER DENSITY {%) CLASSIFICATION LOGGED BY: _GL TEST 6 INCH 1%) USCS SAMPLED BY
1 SILTY SAND: Light brown, fine to medium grained, dry, SM loose Dry,loose
Dry, medium dense
% Passing #200 sieve = 21
10 1" 57775 Dry, medium dense
12 13
14 15
18 — Dry. medium dense
17 Slightly moist, medium dense
81516 7.5 % Passing #200 sieve = 23
Qnll Fenlaration Cn Ine

GEOTECHNICAL BORING LOGS
Drill Hole No. B-11
Date: 7124120 Project No. 2096-01
Drilling Company· One Wav Drilling Type of Rig· CME 85
Hole Diameter: 8" Drive Weight : 140 lbs. Drop: 30" Elevation: 1594.5 ±

DEPTH TYPE SAMPLE BLOWS ORY MOISTURE SOIL GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY~ TEST 6 INCH 1%1 uses SAMPLED BY Gl
26 x 3f7/7 SM I SIL TY SAND: Light brown, fine to medium grained, slightly moist. medium dense
27 28
29 I
30 I
31 x 7/8111 8.7 Slightly moist. medium dense
% Passing #200 sieve = 32
32 33
34 35
36 x 8191 10 Slightly moist. medium dense
37 38
39 40
41 x 518/11 73 Slightly moist, medium dense
% Passing #200 sieve = 27
42 I
43 I
44 45
I I Slightly moist, medium dense 46 IX I
919/12
47 I
48 I
I
I
49 50 [X 9/15121 I Sllghlly moist. dense
Total Depth= 50', No caving, No groundwater
~nil ~vnlnr~tinn r.n lnr.

GEOTECHNICAL BORING LOGS
Drill Hole No. B-11
Oate:___7/24/20 _ Project No._2006-01
Drilling Company: One Way Drilling Type of Rig:___CME 85 Hole Diameter: 8" DrivePog 140 lbs. Drop: 30° Elevation: 1594.5 + DEPTH | TYPE | SAMPLE DRY MOISTURE SOIL GEOTECHNICALDESCRIFTION {foet) OF TEST Cher DENSITY (%) CLASSIFICATION LOGGEDBY’ _ GL TEST § INCH {%) Uscs SAMPLEDBY:
26 SM SILTY SAND: Light brown, fine to medium grained,
ar slightlymoist,mediumdense
27 28
28 a0
Slightlymoist,mediumdense
i Hen 8.7 % Passing #200 sieve = 32
32 a3
34 35
a8 so Slightlymoist,mediumdense
37 as
39 40
Slightly moist, medium dense “ sem 73 %Passing#200sieve=27 42 43
44 45
46 I Slightly moist, medium dense
47 48
49 50 11521 Slightly moist, dense
TotalDepth=50°,No caving,No groundwater
Rail Fyniaration Cn Ine

GEOTECHNICAL BORING LOGS
Drill Hole No. B-12
Date: 7124120 Project No. 2096-01
Drilling Company :_-'O"""n"'"''-.....,. ay D ..... ri""lli na...__ Type of Rig: CME 85 Hole Diameter: 8" Drive Weiqht: 140 lbs. Drop: 30" El evation: 1 588 i

DEPTH TYPE SAMPLE BLOWS ORY I MOISTURE SOIL I GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICATION LOGGED BY __fil__ TEST 6 INCH (•lo) uses I SAMPLED BY. GL
1 ML J SANDY SILT: Very pale brown, dry, medium dense
2 3 8110112 109.8 5.0
4 SM I SIL TY SAND: Light brown. fine to medium grained, dry medium dense
5 6 618/1 2 107.1 I 36 Dry medium dense
7 I
8 9
I
10 I
11 x 61818
I Fine to coarse grained. dry, medium dense
12 13
14 15
16 x 10/10110 J Fine to medium grained, slightly moist. medium dense I
17 I 18
I I
19 20 l
21 ~x 6i6/10
I Fine to coarse grained, slightly moist, medium dense
22 l
23 24 I
25 x 1or10n
I Fine to coarse grained, slightly moist, medium dense
Total Depth= 25', No caving, No groundwater
So il F x n lnr:.t inn Cn .. lnr:.

GEOTECHNICAL BORING LOGS
Drill Hole No. B-12
Date: Project No._2096-01 _ Drilling Company: One Way Drilling Type of Rig: CME 85 Hole Diameter: 8" Drive Weight: 140 Ibs. Drop: 30° — Elevation:

DEPTH TYPE SAMPLE BLOWS pay MOISTURE c SON ON GEOTECHNICALDESCRIPTION fleet TEST 8 INCH %) uscs SAMPLEDBY: GL
’ ML SANDY SILT: Very pale brown, dry, medium dense
2 3 sionz | 109.8 5.0
“ SM SILTY SAND: Lightbrown,fineto mediumgrained,dry
mediumdense
[]
- ne NO I Dry medium dense
7 8
8 10
7 J. Fine tocoarse grained,dry,mediumdense
12 13
14 18
16 — Fine to medium grained, slightlymoist, medium dense 17 18
19 20
21 610 Fine to coarse grained, slightly moist, medium dense 22 23
24 28 - Fine to coarse grained, slightly moist, medium dense Soll Exnloration Cn.. Inc.

TotalDepth=25',Nocaving,No groundwater

GEOTECHNICAL BORING LOGS
Drill Hole No. B-13
Date: 7/24/20 Project No. 2096-01
Drilling Company: One Way Drilling Type of Rig: CME 75
H oe I o· 1ameter: 8" D rive . W e1g . ht 140 lb s. D rop: 30" El evat1on: 1 60 5± I DEPTH TYPE SAMPLE BLOWS ORY I MOISTURE SOIL I GEOTECHNICAL DESCRIPTION (feet) OF TEST PER DENSITY (%) CLASSIFICA TlON I LOGGED BY _QL_ TEST 6 INCH (%) uses SAMPLED BY G l
1 I SM I SIL TY SAND: Light brown, fine to medium grained, dry, I loose 2 I Fine to medium grained, dry, loose 3 x 31212 4.8
4 5
6 x 5/3/3 3.7 Fine to medium grained, dry, loose
7 8 I
9 I 10
11 x 619'10 I Fine to coarse grained, dry, medium dense I 12
13 14
15 16 x 5nl9 Fine to coarse grained, dry, medium dense
17 18
19 20
21 C>< 6/12/1 4 Fine to coarse grained, dry, medium dense 22 23
24 I
25 IX 8/8/17
Fine to coarse grained, dry, medium dense
Total Depth= 25', No caving, No groundwater
~nil Fxnlor~tinn Co .. Inc.

GEOTECHNICAL BORING LOGS
Drill Hole No. B-13
Date: 7/24/20 Project No._ 2006-01
Drilling Company: One Way Drilling Type of Rig:___CME 75 Hole Diameter: _8" Drive Weight: 140Ibs Drop: Elevation:

DEPTH | TYPE | SAMPLE | BLOWS DRY MOISTURE cLASSOGATION GEOTECHNICALDESCRIPTION (feet) OF TEST PER LOGGEDBY: __GlL, TEST 6INCH (4) uscs — SAMPLEDBY:
4 SM SILTY SAND: Light brown, fine to medium grained, dry, lvose
2 3 22 48 Fine to medium grained, dry, loose
4 5
6 sa 37 Fineto mediumgrained,dry,loose
7 8
9 10
1" 6/0010 Fineto coarsegrained,dry,mediumdense
12 13
14 15
18 — Fine to coarsegrained,dry,mediumdense
17 18
19 20
21 6112/14 Fine to coarse grained, dry, medium dense
24 25 8/817 Fine to coarse grained, dry, medium dense
Knil Fxnloration Co. Inc.

Total Depth= 25’, No caving, No groundwater

APPENDIX APPENDIX CC

SIEVE SIZE
3/8"
No. 4
No. 8
No. 16
No. 30
No. 50
No. 100
No. 200

SIEVE SIZE
3/8"
No. 4
No. 8
No. 16
No. 30
No. 50
No. 100
No. 200
Soil Exploration Co., Inc.

Cactus Avenue (Parcels A, B, & E)
City of Moreno Valley, CA 92555

LABORATORY TEST RESULTS
B-1 @5' B-1 @15' B-1 @30'
% PASSING % PASSING % PASSING
100 100 100
100 100 99
99 98 99
97 93 97
94 88 95
89 ' 83 85
80 74 64
62 58 44

SIEVE ANALYSIS TEST DATA
B-6@35' B-11 @ 5' B-11 @20'
% PASSING % PASSING % PASSING
100 100 100
99 98 93
98 90 80
95 76 69
93 61 58
88 46 46
76 32 33
54 21 23

SIEVE ANALYSIS TEST DATA
B-11 @40'
% PASSING
100
96 88 I
72 60 I
47 35
27 I

SIEVE ANALYSIS TEST DATA
Project No. 2096-01
B-6@5'
% PASSING
100
100
99 97
93 87
78 65
B-11@ 30'
% PASSING
100
96 88
77 66
53 42
32 Appendix C
Project No, 2086-01
Cactus Avenue (Parcels A, B, & E)
City of Moreno Valley, CA 92555

LABORATORYTESTRESULTS
SIEVE SIZE B1@5%’ B-1 @15’ B-1@ 30’ B6@§&
% PASSING % PASSING % PASSING % PASSING
378" 100 100 100 100
No. 4 100 100 99 100
No. 8 99 98 99 89
No. 16 97 93 97 87
No. 30 94 88 95 93
No. 50 89 83 85 87
No. 100 80 74 64 78
No. 200 62 58 44 65

SIEVE ANALYSIS TEST DATA
SIEVE SIZE B-6 @ 35’ B-11@5' B-11 @ 20’ B-11 @ 30’
% PASSING % PASSING % PASSING % PASSING
3/8” 100 100 100 100
No. 4 99 98 93 96
No. 8 98 80 80 88
No. 16 95 76 69 77
No. 30 93 81 58 66
No. 50 88 48 46 53
No. 100 76 32 33 42
No. 200 54 21 23 32

SIEVE ANALYSIS TEST DATA
SIEVE SIZE B-11 @ 40’
% PASSING
3/8" 100
No. 4 96
No. 8 88
No. 16 72
No. 30 60
No. 50 47
No. 100 35
No. 200 27

SIEVE ANALYSIS TEST DATA
Soil Exploration Co., Inc. Appendix C
v1ro - Chem Inc.
9115e- Tei 9091 590·5905 Fax 1909) 590-5907

LABORATORY REPORT
CUSTOMER: Soil Exploration Company
7535 Jurupa Ave. , Suite C
Riverside , CA 92504
Tel: (909)374-5429 E- Mail: [email protected]
?ROJSCT : Pacific Investments
MATRIX : sor::.,
I 2096-01
SAMPLING DATE : 07/28/20
REPORT ':'O : Mr. GENE !< . I...Ut:

SAMPLE ::::.C.: B-2 @ 0-2

PARAMETER SAMPLE RESULT
RESISTIV:TY 6330
$l,;LFAT!-~ ?0 . 0
CHLORIDF. 45.0
UNIT

OHMS- CM
mgL K_
mg/i\ •
DATE RECEIVED :07/28/?0
JATE AXALYZED :07/28&30/20
JATE REPORTED :07/30/20
LAB i . D.: 200728-3
TEST

PQL DF METHOD
100000" CALTRANS
10 F:PA _C303f!
i O EPA 9253
~-.. "-: ~6 ··HLUNIT EPA 9045C

COMMENTS
c= = DILUTION FACTOR
PQL = PRACTICAL QUANTI~ATION LIMIT
ACT;AL DETBC~TON MT m ~. X PQL
rrg/l(g - :--11:.r.IGRAM J?F'R KI:.OGRAM -= ?l':-i
OHMS C~ = OHMS-CEKTi~E~ER
RES!S~:V:TY = CO~ UC~I~IT~
• = HIGH !.::::M::::T
pH ANALYSIS CONDUCTE:D ON l: 1 S [. ' ~ J,, .•· : I ... , ER !::X1'RAC'l'ION , I DA'~ !-. i{EV::: ENEC AND 7'.PPROVED BY: .. ~ 1.

CAL-DHS ELA? CERTI21CA':'E No .: ~5 5
Enviro - Chem, Inc.
torr Lexngror Avgue Bamanz TA 91744 Tey 1909) 590-5905 Fax (909) 590-5907

LABORATORY REPORT
CUSTOMER: Soll Exploration Company
7535 Jurupa Ave., Suite C
Riverside, CA 92504
Tel: (909) 374-5429 E-Mail: [email protected]
PROJECT: Pacific Investments / 2096-01
MATRIX: SOIL DATE RECEIVED:07/28/20
SAMPLING DATE:07/28/20 DATE ANALYZED:07/28&30/20
REPORT TO:Mr. GENE XK. LUU DATE REPORTED:07/30/20
SAMPLE I.D.: B-2 @ 0~2' LAB I.D.: 200728-
TEST

PARAMETER SAMPLE RESULT UNIT PQL DF METHOD
RESISTIVITY Ed * - I CALTRANS
SULFATE 20.0 _ma/lK. 10 FPA _9038
CHLORIDE 45.0 ma/K: 10 . EPA 9253
Pa Co 7.86 ~H/UNIT ~~ EPA 9045C

COMMENTS
DF = DILUTION FACTOR
PQL = PRACTICAL QUANTITATION LIMIT
ACTJAL DETECTION LIMIT = Dt X PQL
mg/Kg = MILLIGRAM PER KILOGRAM = PPM
CHMS-CM = OHMS-CENTIMETER
RESISTIVITY = 1/CONDUCTIVITY
* = HIGH LIMIT
pH ANALYSIS CONDUCTED ON 1:1 SiBT/ff Liv iUii- wd ER EXTRACTION DATA REVIEWED ANC APPROVED BY: _ %/.

CAL-DHS ELAP CERTIFICATE No.: 15358
Fnvlfo - Chem, Inc
'"I .,, CA • 6 Tel 909J 590 5905 Fax (909) 590-5907

LABORATORY REPORT
CUSTO'."IER : Soil Exploration Company
7535 Jurupa Ave. , Suite c
Riverside , CA 92504
Tel: (909) 374-5429 E-Mail: [email protected]
PROJf:.Cr: Pacific Investments
:-1ATRIX :sor:.

I 2 0 96-01
SAMPLING DATE : 07/28/20
R~PORT TO ~r . GENE K. LUu
SAMPLE I . D.: B-10 @ o-s·

PARAMETER SAMPLE RESULT
RESISTiv:::·ry J 1:
su:..:A'!'E 1~. .

CH:.ORIDE '-.
'nlIT

OHMS-CM
tidl I,·:
_lll.L'.l....~:

DATE RECSIVED : 07/28/20
JATE ANALYZED:07/28&30/20
JATE RE?ORTED:07/30/20
LAB:.~ : 200728-4
PQL OF
lCO~
1 I
] l
TEST
METHOD
EPA 9038
EPA 9253
rl -: . ., ·1 _.:_,H/U" I':' F.PA 9045C

COMMENTS
~F = DILUTION FACTO~
?C- ~ ?RACTIC.l\L QUAN'l'ITl\TION LTMI'I'
ACTUAL DETECTION LIM!'!' = Df X ?QI.
mg/Kg=- ~ll.LTGRAM PER K:lOGR!,).1 - ??M
OHMS-CM = OHMS-CENTIMETER
RESIST1VITY = l/CONJUCT!V!TY
· = HIG!i LlMIT
pH ANALYSIS CONDUCTED ON 1 : 1 S0 .1.·-~ 0N:~~D WATER EXTRACTION / / Dtl.T.ll. REV: EWE::> AND APPROVED BY:----
CA~ OHS ELAP CER~IF!CA7E No .: 1555
Enviro- Chem, Inc.
00d FE Lexnplon Avenue Pomiong CA 31756 Tel (908) 590-5305 Fax (909) §90-5907

LABORATORY REPORT
CUSTOMER: Soil Exploration Company
7535 Jurupa Ave., Suite C
Riverside, CA 92504
Tel: (909) 374-5429 E-Mail: [email protected]
PROJECT: Pacific Investments / 2096-01
MATRIX:SOlL DATE RECEIVED:07/28/20
SAMPLING DATE:07/28/20 DATE ANALYZED:- [28830720
REPORT TO:Mx,GENE K. LQU DATE REPORTED:07/30/20
SAMPLE I. D.: B-10 @ 0~5' LAB I.D.: 200728- 4
TEST

PARAMETER SAMPLE RESULT UNIT PQL DF METHOD
RESISTIVITY = ution QHMS-CM 100000= _-- _ CALTRANS _
SULFATE ds we He pal : EPA 9038
CHLORIDE YR miaibg 1 EPA 9253
gt ] T.4 $.H/UNTIT _ == == EPA 9045C

COMMENTS
DF = DILUTION FACTCR
PCL = PRACTICAL QUANTITATION LIMIT
ACTUAL DETECTION LIMIT = DF X PQL
mg/Kg = MILLIGRAM PER KILOGRAM = PPM
OHMS-CM = OHMS-CENTIMETER
RESISTIVITY = 1/CONDUCTIVITY
* = HIGH LIMIT
pH ANALYSIS CONDUCTED ON 1:1 SO.L/iLONIZED WATER EXTRACTION Pe
DATA REVIEWED AND APPROVED BY: 77
CAL-DHS ELAP CERTIFICATE No.: 1555
PROJECT No.

DATE:

BORING NO.

R - VALUE
46253
8/5/2020
Pacifica Investments, 7 /31/2020
P.N. 2096-01

DATA SHEET
SAMPLE DESCRIPTION: _____ B_r_o_w_n_S_il-'ty'-S_a_n_d ____________ _ ........ - ................................................... ' .... . .. .

ESTIN(fo~~ ;.Qhi:Es ,,. Qr
Mold ID Number
Water added, grams
Initial Test Water,%
Compact Gage Pressure,psi
Exudation Pressure, psi
Height Sample, Inches
Gross Weight Mold, grams
Tare Weight Mold, grams
Sample Wet Weight, grams
Expansion, Inches x lOexp-4
Stability 2,000 lbs {160psi)
Turns Displacement
R-Value Uncorrected
R-Value Corrected
Dry Density, pd
Traffic Index
G.E. by Stability
G. E. by Expansion
Equilibriu m R-Value
Gf =

SPECIMEN ID
a b
1 2
80 60

11.1 9.3
55 3SO
203 413

2.62 2.52
3140 3114
1954 1946
1186 1168
14 32
30 I 61 20 I 37

5.53 4.76
42 64
45 64
123.4 128.5

DESIGN CALCULATION DATA
Assumed: 4.0

1.25 0.56
047
47 by

EXPANSION

4.0 0.37

1.07 Examined & Checked:

0.0% Retained on the
REMARKS: 3/4" Sieve.
c
3 55

8.8 350
756

2.52 3126
1958
1168
49 17 I 30

4.71 70
70 129.1

4.0 0.31

1.63 8 /5/ 20
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, State of California, Materials & Research Test Method No 301.

LaBelle Marvin Inc I 2700 South Grand Avenue I Santa Ana, CA 927051 714-546-3468

R-VALUE DATA SHEET LM
LaBelle ~1arvin
PROJECT No. 46253
DATE: 8/5/2020
BORINGNO. PacificaInvestments, 7/31/2020
P.N. 2096-01
SAMPLE DESCRIPTION: Brown Silty Sand
e ve 4 6 = » 4 as e a 8 = ba so a a ss moa e a eos sow moa ox N 8 se 8 a e ee 8 4 es se + = 3 oes 8 bos 8 ss oe nos oe ow ose sw R-VALUE TESTINGDATA | CA TEST 301

SPECIMEN ID
a b c
Mold ID Number 1 2 3
Water added, grams 80 60 55
Initial Test Water, % 111 9.3 8.8
Compact GagePressure,psi 55 350 350
ExudationPressure,psi 203 413 756
Height Sample, Inches 2.562 2.52 2.52
Gross Weight Mold,grams 3140 3114 3126
Tare Weight Mold, grams 1954 1946 1958
Sample Wet Weight, grams 1186 1168 1168
Expansion, Inches x 10exp-4 4 32 49
Stability 2,000 lbs (160psi) 30 / 61 20 / 37 17 / 30
Turns Displacement 5.53 4.76 4.71
R-Value Uncorrected 42 64 70
R-Value Corrected 45 64 70
Dry Density, pct 123.4 128.5 129.1

DESIGN CALCULATION DATA
Traffic index Assumed: 40 4.0 4.0
G.E.by Stability 0.56 0.37 0.31
G.E.by Expansion 0.47 1.07 1.63
47 Examined& Checked: 8 /5/ 20
Equilibrium R-Value by

EXPANSION
Gf = 1.25

0.0% Retained on the
REMARKS: 3/4" Sieve.

The data above is based upon processing and testingsamples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation,State of California, Materials & ResearchTest Method No. 301.

LaBelle Marvin, Inc. { 2700South Grand Avenue | Santa Ana, CA 92705 | 714-546-3468 u R-VALUE GRAPHICAL PRESENTATION
LaBelieM "''"

PROJECT NO
DATE:

BORING NO.
800
]
46753
8 /5/ 2020
Pacifica Investments, 7 /31 /201.0
P.N. 2096-01
700 GOO 500
I 1_; __
1_
REMARKS:
400 ]00 100 100 0
I ._l_'.. I.· I [ 40 - I ----l ---J 80
i;: H 70 z'
~ I 0
::>
~ 30 ---- ' 60
..
... . ' ' ..
::: t z ' . + 1S
x 2.S · "---'- -- so ... . a:
.. ' + > 0
u t
40 30
20 10
o.o.V-.- L I t I I ,. : I .. t I w .
t t.. I . t 1 ~ I o
00 o.s 10 l.S 20 2.S 30 l.S 4.0
COVER TIUCKNESS BY EXPANSION, fl.
• fXUO. T vs E•pan T & R-VALUE vs. EXUO. PRES.
400
50 ..
~
.. <OD
a "'
:::
~
a: 100 0
~ :i;
0 u 100
0 78 88 9.8 108 11.8
MOISTURE("! Al fABlllCAITOH
11 so
11 tM
II z 0
~ 0
::>
x
~ z
0 ~ ~.O ..
x
..
,...
..

E
z
"' u
i
... I • l
~ 2.0 :>
0 u
11 1.0
00 18 8 8 9.8 10.8 ll8
MOISTURE(")
&EXPANSION aCXUOAllON
L
aBelle Mia vin

R-VALUEGRAPHICALPRESENTATION
PROJECT NO. 46253
DATE: 8 /5/ 2020 REMARKS:

BORINGNO. Pacificainvestments, 7/31/2020
P.N.2096-01
COMPACTORPRESSUREvs MOISTURE%
COVER THICKNESSBYEXUDATIONvs COVER THICKNESSBYEXPANSION 800 700 &00 500 400 00 200 100 o
54 100
+ 1 4 . .
45 . - 90
[I i . ' |
f H— H - |
: : : \ Oo ; an . H A Jey
. Lo | . . PENI . . t Lo FT
PE i | 4. li ‘
15 ih

I EE I ETE NI RE IIS
COVERTHICKNESS8YEXUDATION,FT.
||
5 1] . Ce 1 N ,
. - 1 | . - . -
a ' - 0 i H Ps CY : :
{ : by
er - vo LE Fs ro t : oN IRE

1.5 F L 1 H i 0
Co eo. . . Chee _ M r 1 1 T cb [} |
{ | ‘ ‘ NN ESE FER Zul BERR BREESE EERE al El ~N. Lf EE Co . , Co i | . poe NG dO REE SU DERNBEE EE
08 dl : NESE NO. te J RENTRAS EN IPS
TTA
4 ee a
- ee — 8
1 ERD
be BY — + ~~“ I i 1 RR a] IEE J ES I
on i | 1 : Pt : i ir ft 0
a9 05 10 15 in 25 10 15
COVER THICKNESS BY EXPANSION,FT. WMEXUD,T vs. Expan. T AR-VALUEvs.EXUD.PRES. 40 —- _—
10 .— = w Co - . C304 FURUEDUINYIEalies= EEE
SN 2 |. BREENEEEERENEES ES ERS
EE NURS Ao BER _ £ | 2 ONL
A FE BREE No | ¢

SN EEE E BE CHING
8 polio SN SER 5 VERERENYES
In
orto HARE i HE be SEEEE HE IH Po : 0
18 as In 08 51.8 MOISTURE[%] ATFABRICAITOR COVER THICKNESSvs MOISTURE % 50 |
by ' ' I
: Cb
SY : & -! x se 2
F3a
Z 20 8
»
3=z3 ; £
20>8
”
-
| =s
0 3a
Cal Land Engineering, Inc.
dba Quartech Consultants
Geotechnical, Environmental & Civil Engineering
576 E. Lambert Road, Brea, CA 92821; Tel: 714-671-1050, Fax: 714-671-1090 August 14, 2020
Soil Exploration Company Inc.
7535 Jurupa Avenue, Unit C
Riverside, California 92504
Attn: Mr. Gene Luu
RE: LABORATORY TEST RESULTS/REPORT
Client: Pacific Investments
Project No.: 2096-01
QCI Job No.: 20-183-008b
Gentlemen:

We have completed the testing program conducted on sample for above project. The tests were performed in accordance with testing procedures as follows:

Direct Shear: [Figure 1]
We appreciate the opportunity to provide testing services to Soil Exploration Company Inc.

Should you have any questions, please call the undersigned.

Sincerely yours,
Cal Land Engineering, Inc. (CLE)
dba Quartech Consultants (QCI)
_____________ __ ____________________________
Jack C. Lee, GE 2153 Giovani Valdivia
Principle Engineer Project Engineer
Cal Land Engineering, Inc.
dba Quartech Consultants
Geotechnical, Environmental & Civil Engineering
August 14, 2020
Soil Exploration Company Inc.
7535 Jurupa Avenue, Unit C
Riverside, California 92504
Attn: Mr. Gene Luu
RE: LABORATORY TEST RESULTS/REPORT
Client: Pacific Investments
Project No.: 2096-01
QCI Job No.: 20-183-008b
Gentlemen:

We have completed the testing program conducted on sample for above project. The tests were performed in accordance with testing procedures as follows:

Direct Shear: [Figure 1]
We appreciate the opportunity to provide testing services to Soil Exploration Company Inc.

Should you have any questions, please call the undersigned.

Sincerely yours,
Cal Land Engineering, Inc. (CLE)
dba Quartech Consultants (QCI)
W/o Lee
Jack C. Lee, GE 2153
Principle Engineer
Giovani Valdivia
Project Engineer
576 E. Lambert Road, Brea, CA 92821; Tel: 714-671-1050, Fax: 714-671-1090 Dry Density: 88.4 pcf
QCI Project No.: 20-183-008b
500 9.6 33.3
1000 9.6 32.9
2000 9.6 32.6
8/20
□
Moisture
Content After
Test (%)
N/A N/A RING 210 23
Pacific Investment
ML
SYMBOL
BORING
NO.

SAMPLE
TYPE
SOIL
TYPE

COHESION
(PSF)

FRICTION
ANGLE
(DEG)
Vertical Loads
(PSF)
Moisture
Content
Before Test
(%) 2096-01
DEPTH
(FT)
SAMPLE
NO.

N/A
FIGURE 1

DIRECT SHEAR
(ASTM D3080)
CalLand Engineering, Inc
dba Quartech Consultants
Geotechnical, Environmental & Civil
Engineering Services
Project:

Soils Exploration Co, Inc.
0 500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000

SHEAR STRESS (PSF)

NORMAL PRESSURE (PSF)
Peak
4000
3500
3000
2500
[TH
[72]
a
[7,]
[Ve]
& 2000
ir
S Peak _—] w
& 7
1500
1000 god
=
AT
0 0 500 1000 1500 2000 2500 3000 3500 4000

NORMAL PRESSURE (PSF)

FRICTION

BORING SAMPLE DEPTH SAMPLE SOIL COHESION

SYMBOL ANGLE
NO. NO. (FT) TYPE TYPE (PSF) (DEG)
0 N/A N/A N/A RING ML 210 23
Dry Density: 88.4 pcf
QCl Project No.: 20-183-008b
CalLandEngineering, Inc Project:

Moisture H H
; Soils Exploration Co, Inc. Vertical Loads | Content Moisture dba Quartech Consultants S P (PSF) Before Test Content After | |Gagtechnical, Environmental & Civil Pacific Investment (%) Test (%) Engineering Services 2096-01
500 9.6 33.3
1000 9.6 32.9 DIRECT SHEAR
2000 9.6 32.6 (ASTM D3080)
8/20 FIGURE 1

APPENDIX APPENDIX DD
7117/2020 2008 National Seismic Hazard Maps - Source Parameters U.S. Geological Survey- Earthquake Hazards Program
2008 National Seismic Hazard Maps - Source Parameters
Now Search

2.36 San JaC1'1IO:SB\i+SJV-h CA n/a 90 v
strike
slip
0 16 134

2.36 s~,, Ja:c1~to:SJV-A -CC CA n1a 90 v
strike
slip
0 16 136

2.36 Sa .. 'a/ .. tc~ CA 18 90 strike v slip 0 16 43

2.36 S?~ Jaci~;Q :S '.'•S.'V-A CC-~-s· ~ CA n'a 90 v
strike
slip

0.1 15 241

2.36 Sac JaCi'ljO;SJ\:-A-CC-8 CA n, a 90 v strike
slip 0.1 15 170

2.36 San JacjQto;SBV+SJV-A .. CC-B CA r./a 90 v
strike
slip 0.1 15 21S

2.36 Sil~ t.:;ri..,tc;Sfilb-SJ\~ CA n/a 90 v
strike
slip 0 16 181

2.3E Sati Ja,..in~o;SS\· -s 1v-~-c CA n/a 90 v
strike
slip
0 17 181

2.36 s~n J3d ... to:~ CA n/a 90 v
strike
slip 0 16 88

2.36 Sa" Jaci~to:S., "t- C CA n·a 90 v strike
0 17 136 slip

2.36 S?r'\ acmto;SJV+A CA n·a strike 90 v 0 17 89 slip

2.36 Sar. Jacinto:S.'V-A-CC-tB-SM CA n/a 90 v
strike
slip

0.1 15 196

3.2: ~~r Jac .... :o;6 CA 9 90 v
strike
slip 0 17 71
3 2: Sa~ Jaci ... ~p;A-CC-s CA n/a 90 v
strike
slip 0.1 15 152

3.21 Sa" JacirtoA<C•B+S~ CA nfa 90 v
strike
slip 0.1 15 178

3.21 53-. .. ac.i"tO~ CA n.'a 90 v
strike
slip 0 17 118

3.21 Sar Jafr1to;&.Q; CA n,a 90 v
strike
slip 0 16 ll8
https://earthquake.usgs.gov/cfusionlhazfaults_2008_search/query_results.cfm 1/5 7/17/2020 * . 2008NationalSeismicHazardMaps-SourceParameters U.S.Geological Survey - Earthquake HazardsProgram
2008 NationalSeismic HazardMaps - SourceParameters
haw Search
strike 2.36 San Jacinto;SBVSJV+A CA n/a 20 v slip 0 16 134

2.36 San_tacingo: SIVA CA n/a 30 Vv i 0 16 136
rire ] strike
236 San JaCingiSy CA 18 90 v slip 0 16 43

2.36 SanJacinto:SBYSS VrA+CCR+SM cA n'a 30 v i 0.1 15 241 - strike } 2.36 230 Jacinto:SIV+A-CC+B CA na 90 Vv slip ol 15 170 236 SanJaCintoiSBYSIV=A+CCx cA nla 9% v ne 01 15 21s
’ strike 2.36 San Jacinto:SBY«SJV=A+LC CA n/a 90 Vv slip 0 16 181

2.38 rn 1aCinio:SBY +S J+A CA n/a 80 Vv strike 0 17 181 slip

2.36 into SRY : strike SanJaginto:SBY+SJV CA n/a 80 Vv stip 0 16 88

2.36 -S Veh strike . SagJacinto SVsAC CA nja 50 v slip 0 17 136

2.36 Sap4acinto;SIVA cA na 90 v Se 0 17 89 stip
236 SanJacintoiSIv+A-CCeBrSM cA na % v He 01 15 19
321 Ssn ia CA 9 90 v strike 0 17 n
stip

3.21 n Hal {opt -! " strike San Jacintgia=CC~8 CA n/a 90 Vv lip 0.1 15 152 Crp” , strike ir S80 Jacinto A-CC-B+OM CA n/a 90 Vv slip 0.1 15 hy] au San JacintoA+C cA n/a 90 Vv pi I] 17 118
, strike 32 San Jacipro:A+CC CA n/a 90 v siip 0 16 18
hitps://fearthquake.usgs.goviciusionhaziaulls_2008_search/query_results.cim 7(1712020 2008 National Seismic Hazard Maps - Source Parameters

8.59 Sa" Jacinp;~ CA 6 90 v strike 0 16 45
slip

13.57 S. Sari "nrh·a<:CC-t-BB+'l~.l·S'.~+"ISB-SS5 · SG+CQ CA n1a 86 strike 0.1
slip
13 449

13.57 S. San Andreas:CC+SB•NM .. 5~1-r.;SE•SSB•BG CA nia 85 strike
slip
0 14 380
: 3.5"' S. s~~ ;,,Q'?•< !""+31'l-""l•S\h'JS6 .. SSB CA n.'a 90 str;ke v
slip
0 14 322

13.57 c:. Sa"
~;CH-CC-BB NM-rSr. -NSB-SSB-BG+CQ nfc 86 strike 0.1 13 512 slip

13.57 S. San r.r:dreas;SSS+BG CA nfa 71
strike
slip
0 13 101

13.57 s. San AOdreas:NSS-SSB-BG-CO CA n/3 79
strike
slip

0.2 12 206

13.5i S. San -<ridreas:NM+SM+NSS+SSB•BG-CO CA n:a 84
strike
slip 0.1 13 340

13.57 s Sa:i !rd•eas:Be-·~ J-S .'-NSB-SSEl-3G+CQ CA n1'a 85 strike
slip

0.1 13 390

13.51 s. San ;r:;i-eas;Bc- . -s !S3-SC:E-3G CA n}a 84 strike slip
0 14 321

13.ST s. Sa:i ..\r veas:B5-'~M-S '.H6!;.-SSe CA r/a 90 v strike
slip
0 14 263

13.57 S. San 6ndreas;SSB+6G-CO CA nfa 77
strike
Slip

0.2 12 170

13.57 s. San AilC'f:iU:ss.6. CA 16 v
strike 90 0 13 43 slip

13.51 s San ~nd·eas SM•NSB+SSB+BG-CO CA n/a 83 strike
slip 0.1 13 303

13.57 s Sen .,rQ·eas;sv-~s2-sss-s;; CA n1a 81 strike
slip 0 13 234

12.57 S s~., ;nc~i;as;s•.~ ... o..;53+553 CA n/a 90 v
strike
slip
0 13 176

13.57 S.San
CA strike
~;PK+CH+CC-BB+NM+S: .. ~l\SS+SSB+BG-·:O n/a 86 0.1 13 548 slip

13.57 ~
jrgr .. as;PK-C '-1-CC-BB+N '.hS!M tJ,SS~sss+eG CA r./a 86 strike slip

0.1 13 479

13.57 S. San Aogreas;PK•CH .. CC+BB-NM .. SM+f\JSB+SSB CA n/a 90 strike v
slip 0.1 13 421

13.57 s. S?" .:.ri;;;•eas:t\Se-sss-eG CA n1a 75 str1ke
slip
0 14 136

13.57 S San ~nd·eas:NSf:.-555 CA n/a 90 v
str:ke
slip
0 13 79

13.s~ S. San ~nd~eas:N'.'~$~.·~~:$3-SSB•BG CA n/a 83 strike 0 14 271 https://earthquake.usgs.gov/cfus1onfhazfaults_2008_search/query_ results.cfm 215 7/17/2020 2008NationalSeismicHazardMaps -SourceParameters 8:59 SanJacinto;SBV cA 6 90 v stk @ 16 45
slip
strike . 13.57 {CL+BB+NM-SM-NSB-+SSB+BG+ ca n/a 86 slip [18] 13 449 strike

13.57 5 AndreasTCeBB-NM+SMeNSB+SSBrBG San A ne 8s i 1 380 strike
1357 S530Andreas:CC4BR-NM-SMrNSA-SSA CA na 90 vo TE 0 1 a ssn strike
.. 512

1.57 Andreas;CH+CC+BB-NM+SM+NSB-S$8+BG+CO cA na 8 slip od 3 1357 S520Andreas:SSB+BG cA nis 7 oe 0 13 101
1357 §.SanAndreasiNSB-SSBSBC.CO A ne 79 on 02 12 206
1357 5 AndreasNMeSMeNSB+SSBBG-CO San a na 84 a 01 3 240 1357S Son Andreas:BBeNM-SMeNSBSSBeBG+CO A na 85 01 13 290

13.57 San BE~NM+SH + ~ + CA va 84 strike [+} 14 21 slip

13.57 1235; +S +NS B= CA r/a 90 Vv strike [+] 14 263
slip
Tik 1357 5.Sa0Andreas:SSB+BGACO A 7 oh ® 02 12 170
1357 5.SanAndreas:SSB cA 18 9 v ne 0 13 a

13.57 5.5an Andreas:SMeNSB+ - cA n/a 83 Toe 0.1 13 03
1357 S.5anAngreas;SMenSBSSBeBG cA na 81 ne 0 13 234
1357 §.5anAndreas:SHoNS34SSE CA na 90 v ria 0 13 178
S.5an strike 57
13 Andreas;PKCHCCrBRINMISMENSBISSBBGCO n/a od slip ot B - . 5.San strike 13.57 PK CH-CC BR NM SIs NSB+5SEs CA n/a 86 slip 0.1 bk} 478 1357 S.SanAndreasiPHeCHsCCoBB-NMeSMINSBSSSECA n/a 9% v pe 0.1 13 a 1357 5 AndreasNSBeSSBBG San A na 7s a 0 1 13
1357 5 .SanApdreasNSB-SS8 CA na 50 v ri 0 13 1

13.57 reas:HM SM+ +88 8+ CA n/a £83 strike 0 14 7
hitps:/iearthaguake.usgs.govicfusion/hazfaults_2008_ssarchiquery_results.cfm 7/1 7/2020 2008 National Seism c Hazard Maps - Source Parameters slip

13.57 S. Sa., ~rcreas:N'-'•S'.'+NS8 .. SSS CA nia 90 v strike shp
0 13 213

13.57 S, Sqn .:.roreas;C'"t+CC•BB•NM- SM-!\.!S6•SS3•3G CA ~fa 86 strike
slio
0 14 442

13.57 S $?r • .:.nd·eas:CH·CC •BB-1\;M-SM·NSB+SSB CA ri/a 90 strike
v
slip
0 14 384

16.87 5. Sa,. Anc•eas:~ CA 22 90 v stri~e
slip
0 13 35

16.87 S. S:n Anci•eas:Po<<"i•CC-Bs-·~. ·S'-'·~;SQ CA n1'a 90 v strike
slip

0.1 13 377

16.87 5. S-?~ Ar-:reas::9"""'~'-"·S· •..-f\!SE CA n'a 90 v strike
slip
0 14 220

16.87 S Sa" A"dreas:SM+NSS CA n/a 90 v Strike
slip 0 13 133

16.87 S. Sar· Andrtas:CC•BB·NM -,5 11.•-~1SB CA r/a 90 v strike
slip 0 14 279

16.87 S. San Aodreas:CH CC+BB•NM-S'.HJSB CA n/a 90 v
strike
slip
0 14 341

16.87 S San Aodreas:NM·S1
.!•NS6 CA n/a 90 v
strike
slip
0 13 170

19.83 ~;~ CA 5 90 v
strikQ
shp
0 13 37
l9.S3 i's• 1'0'?:W-Go CA Dia 81 NE strike
slip
0 14 83

19.85 ~:W·Gl-T CA nia 84 NE strike
slip 0 14 124

19.85 Ets;1:re;~ CA s 90 v
strike
s!ip
0 14 78

19.SS ='s ~o~e~G'·T· .. CA o/a 86 NE strike
sup
0 17 153

19.85 ~.~-"'!)re·Gl-1"- CH CA nla 86 NE strike
slip
0 16 195

19.SS E'" ,..~ .. ,.. \•V- G ·-~,. CA a.la 84 stri~e NE slip 0 16 199

19.SS Els'nore:W-GI• T-x .. CM CA o/a 84 NE strike
slip
0 16 241

20.72 S. San ..\pdreas:~ CA o/a 58
strike
slip 0 13 56

20.72 S San Ardreas;~ CA n1 a 72
strike
slip 0.3 12 125

21.20 lli.:.:lQre:~ CA nla 86 NE strike 0 17 127
slip
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 3/5 TH712020 2508NationalSsismicHazardMaps-SourceParameters slip

13.57 S. Andreas; San NM-SMNSB». cA n/a 90 vy Ske 12 213 slip
) strike 13.57 5. Andreas: San CH-CC+ M + CA n/a 86 slip 0 18 442 ~ strike 13.57 S.San Andreag:.CH+CC+BB-NM+SM+NSB+SS8 CA nfa 80 Vv stip 0 14 384

16.87 5.SanAndreas:NSB cA 2 30 v a 0 13 25

16.87 +CHeCCBRANMESMH cA nia %0 v nn 0.1 13 mn
strike 16.87 S$.5an Andreas:B8+NM+SU-NSR CA n/a 80 Vv slip 0 14 20 strike 16.87 5. San Andreas;SM+NSB CA n/a 2 \J ship 0 n 133 strike 16.87 5. San Andreas;CCrBRyNM+SM+NSB CA r/a 20 Vv slip 0 14 bg

16.87 5.SanAndreas:CH+CC+BBYNM+SM-NSR ca n/a 30 v i 0 14 M1 - strike } 16.87 £, SanAndraas;NM+SMPNSB CA na 90 v stip 0 3 ito 1983 ElsinoreGl ca 5 50 v po 0 13 37
, strike A 18.83 Elsinore:W+Gi CA n/a 81 NE slip 0 14 a

18.85 Elsinore;W+GieT . strike N CA n/a 84 NE ” 0 14 124 Pp
a strike 19.85 Elsinore;Gi=T CA 5 80 v slip 0 14 78
ee strike 19.85 Elsinore:Gl+T+) CA n/a 86 NE slip [J 17 153 Elsi . . strike 19.85 Elsinore:GleT+ CM CA n/a 86 NE slip 0 16 195 } 8 strike 19.85 Elsinore: W-GI~T-, CA nja 84 NE slip ] 16 198 NN strike 19.85 Elsinorg;W+GI-T- CM ca n/a 84 NE slip 0 16 241

20.72 S.8an Andreas;BG CA n/a 58 a. 0 13 56
’ strike 20.72 S.5anAndreas;BG+CO ca n/a 7” slip 0.3 12 125

21.20 Elsinore:T+) Cx n/a 86 NE strike 0 17 127
slip
hiips://sarthquake.usgs.gov/cfusion/nazfaults_2008_search/query_results.cim 711712020 2008 National Seismic Hazard Maps - Source Parameters

21.20 ~::::: CA 5 90 v
strike
slip
0 14 52

21.20 ~;7•J-CM CA n1a 85 NE strike
slip
0 16 169

24.:6 ~.E,l CA 65 sv.
strike
slip
0 14 29

24.67 C!.(i!Oj)IC.~Q CA 5 45 N thrust 0 8 28

25.L.5 ~:"11 CA 2.5 75 NE str;ke
slip
0 14 46

25.54 Chj,..a.kl.l CA l 50 SW
strike
0 9 24
slip

25.67 ~g~ CA 3 90 v
Str1i<e
slip
0 16 25

27.03 =>in~o Mtn CA 2.5 90 v
strike
slip
0 16 74

28.69 •Jc-;h cr::Na ~ CA 49 s reverse 0 16 50

33.57 ~ CA 0.5 74
strike
NW
slip
0 15 20

34.66 l-lelendale-So 1 ockn1Jrt CA 0.6 90 v
strike
slip
0 13 114

35.80 S San Ar.dreas;~ CA nfa 90 v
str;ke
slip 0 14 134

35.80 S 'an A.rdreas;BB-Nv-sr.,~ CA n,'a 90 v
str;ke
slip
0 14 184

35.80 S. San Andreas:CH~CC+BB-NM•S\1 CA 11a 90 v
strike
slip
0 14 306

35.SO S. San !r.dreas~P~-C-l-:C+BS•NJ/,• $\., CA n1a 90 v strike
slip

0.1 13 342

35.SO 5. S?"' !..,..,d'eas:CC-96-N>-•-S". 1 CA n/a 90 v S!rike
slip
0 14 243

35.80 S. San Af'ld"eas:SM CA 29 90 v
strike
slip
0 13 98

35.83 Non.ti F'ron:vl ~ CA 0.5 41 s thrust 0 16 27

36.44 s·e•ra '·'aon• Co,,~ecteo CA 2 51 reverse 0 14 76

36.44 S:erra Madre CA 2 53 N reverse 0 14 57

36.73 ~~ CA 0.5 23 SW thrust 2 13 27
4:l.24 ~;J-;'.'.I CA 3 84
striKe NE
slip
0 17 118

40.24 ~;,!. CJ.. 3 84 NE strike
slip
0 19 75
https:J/earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 4/5 T117/2020

21.20 220

24.16 24.87

25.45 25.67

27.03 28.69

33.57 34.66

35.80 35.80

35.80 36.44

36.44 36.73

40.24 40.24
Elsinore:T
Elsinore;T+J+CM
Lucamanga
Elsinore
Ching.atl
Sleghom
Merth Frontal Weer’
S.5an AndeeagiNM+SM
S.San Andreas:BB-NM-SM
+CCrBR+NM+

3. Andreas:PR-CH+CI+BR«NI-GM 5an

4.San Andreas; CC+RB-NM-SM
S.San Andreas:Sid
North Frontal (East!
San JoaquinHills
Elsinore, 4CM
Elsiqgre:s
2008NationalSeismicHazardMaps-SourceParameters
CAcc £2 2
¢
S
n/a
25 25

0.5 0.6
nfa
n/a
nfa
n/a
n/a
29 0.5
05 hitps:/iearthquake.usgs.govicfusionhazfauits_2008_search/query_results.cfm 80 45
78 49
74 a
51 NE
NE
NW
NE
NE
strike
slip
strike
slip
strike
slip
thrust
strike
slip
strike
slip
strike
slip
strike
slip
reverse
strike
slip
strike
stip
strike
slip
strike
slip
slip
strike
slip
strike
stip
strike
stip
thrust
reverse
reverse
thrust
strike
slip
strike
slip

0.1 1
15 14
14 16
16 16
14 14
14 16
14 14
13 17
19 52
169
25 bl}
24 23
74 114
184
306
342
243
1 76
57 7
18 75
7/17/2020 2008 National Seismic Hazard Maps - Source Parameters

40.75 P•iep:~ f'. s 1:::cy~ CA 0.7 26 N thrust 2.8 15 17 4:.22 '."n1.,coC .o~i<ha<J-Old woman SQ!ing~ CA 0.9 90
strike
v
slip
0 13 145
!4.C4 2Jrnt J.~ .... CA 0.6 67 w
strike
slip
0 16 21

45.48 Cla,..,sherl.Sa\\ ~ CA 0.5 50 NW reverse 0 14 16

45.83 Landers c;, 0.& 90 v
strike
shp
0 15 95

46.05 ~QQ!l.!nglewood Connected alt l CA 1.3 89
strike
slip
0 11 208

46.05 ~;{;;'i··"g~ o~shore CA 1.5 90
strike v slip 0 10 66

46.05 ::!!fi...;:c-1;"'!ge·.-1ol"':: Crv ... r-:er!e.;1~-'2 CA 13 90 v strike
slip
0 11 208

46.20 E~rf><? P,;a" CA C.6 90 v
strike
siip
0 15 19

46.75 Sa~ Jacjrto:CW CA n/a 90 v
strike
slip

0.2 14 77

46.75 sa~ Jacl:'lto:" CA 4 90 v
strike
shp 0 16 43

46.75 Sa~ J"c;nto;CC~B~C::M CA n/a 90 v
strike
slip

0.2 14 103
.!7.17 sa~ .aci--t.::C CA 14 90 v
strike
slip
0 17 41

48.60 . onnso.., Vai.e)'_ /:.!Q CA 0.6 90 v strike
slip 0 16 35

49.15 tlmRQ..!::t:!ag~ • .2.GJ. CA 1 88
strike
slip
0 15 65

49.40 "us;nt~ Hi!,~ SaMc ~ .. S;;r·r:g$ CA 0.7 29 N thrust 2.8 15 11 https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 515 7/17/2020

40.75 4228

45.83 46.05

46.05 46.05

46.20 46.75

46.75 48.75

47.17 48.60

49.15 49.40
Fuente Hills (LoyoreHills!
Burnt Min
Clamshell-Sawpit
Landers
Newport Inglewood Connected ait1
Newpgrt-inglev.ood ‘Offshore:

NewportIngiewiood Connecteg aid
EurekaPeaj
San Jginte:CC+8
San Jcinto:CC
2/ALCINQCCIBYSN
Pe . ~
Newgort-Inglewgod. alt]
PuenteHilig (Santa FeSprings!
2008NationalSeismicHazardMaps~SourceParameters
CA
CA

0.7 0.9

0.6 0.5

0.6 13
15 13
06 n/a
n/a
14 0.6

0.7 hips/fearthquake.usgs.gov/clusion/haziauits_2008_search/query_results.cfm 26 20
50 83
90 20
90 90
N
NW
thrust
strike
slip
strike
slip
reverse
strike
slip
strike
slip
strike
slip
slip
strike
slip
strike
slip
strike
slip
slip
strike
stip
slip
strike
slip
thrust

2.8 0.2

0.2 28
16 14
10 11
14 16
14 17
16 17
145
16 95
208
12 43
103
47 35
65 11
'SWC ot cactus Ave. & Redlands Blvd.

Moreno Valley, California
CBC (2019) Seismic Parameters
The CBC 2019 update is tabulated as follows
Pro1ect No. 2096-01
August12, 2020
2019 CBC- SEISMIC PARAMETERS
Site Coordinates Latitude I Longitude
I 33.9111 I -117.1593
Mapped Spectral Response Acceleration Ss = 2.046 S1 = 0.811 Site Coefficients (Class " D") Fa=1.00 Fv = 1.7
Maximum Considered Earthquake (MCE) SMs = 2.046 SM1 = 1.379 Spectral Response Acceleration Design Spectral Response Acceleration Sos = 1.364 So1 = 0.919 Parameters Seismic Design Category E
Peak Ground Acceleration (PGA) 0.864
Site amplification factor at PGA 1.1
Site modified peak ground 0.95 acceleration (PGAM)
• Earthqua1<e.usgs.gov/resea1 ch/haz.maps/design
• 2019 California Building Code, California Code of Regulations. Title 24, Part 2, Volume 2 of 2, Section 1613, Earthquake Loads
Soil Exploration Co. Inc.

BWC of Cactus Ave. & Redlands Blvd.

MorencValley,California
Project No. 2096-01
August 12, 2020
CBC (2019) SeismicParameters
The CBC 2019 update is tabulated as follows:
2019CBC- SEISMICPARAMETERS
. Latitude Longitude
Site Coordinates 33.9111 117.1593
Mapped Spectral Response Acceleration S, = 2.046 $+ =0.811 Site Coefficients (Class “D") Fa=1.00 Fe=17
Spectral Response Acceleration
Maximum Considered Earthquake (MCE) Sus= 2.046 Su = 1.379 Design Spectral Response Acceleration
acceleration (PGAM)
Parameters Sos=1.364 Spi = 0.918
Seismic Design Category E
Peak Ground Acceleration (PGA) 0.864
Site amplification factor at PGA 11
Site modified peak ground 0.95
s Earthquake.usgs.gov/research/hazmaps/design
s 2019CaliforniaBuildingCode,CaliforniaCodeof Regulations,Title24,Part 2, Volume2 of 2, Section1613,EarthquakeLoads
SoilExplorationCo.Inc.

APPENDIX APPENDIX EE

GENERAL EARTHWORK AND GRADING SPECIFICATIONS

1.0 GENERAL INTENT
These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installations of subdrains and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict.

Evaluations performed by the consultant during the course of gradi'lg may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report.

2.0 EARTHWORK OBSERVATIONS AND TESTING
Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observations so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly.

It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and approveo grading plans. If, in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture conditions. inadequate compaction, adverse weather, etc., are resulting 1n a quality of work less than required in these specifications. the consultant will be empowered t:> reject the work and recommend that construction be stopped until the unsatisfactory conditions are rectified.

Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society of Testing and Materials, test method ASTM 01557-09.

3.0 PREPARATION OF AREAS TO BE FILLED

3.1 Clearing and Grubbing
All brush, vegetation, and debris shall be removed or piled and otherwise disposed of.

3.2 Processing
The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which 1s not satisfactory shall be overexcavated as specified in the following section. Scarification shall conbnue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction.

3.3 Overexcavation
Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant.

3.4 Moisture Conditioning
Overexcavated and processed soils shall be watered, dned-back, blended, and/or mixed, as required to attain a uniform moisture content near optimum.

3.5 Recompaction
Overexcavation and processed soils which have been properly mixed and moisture-conditioned shall be recompacted to a minimum relative compaction of 90 percent.

Soil Exploration Co., Inc. Appendix E-1
GENERALEARTHWORKANDGRADINGSPECIFICATIO!
10 G6 INTE!
These specificationspresentgeneralproceduresandrequirements for gradingandearthwork as shownon the approvedgradingplans,including preparationof areas tobefilled,placementof fill,installations of subdrains,andexcavations. Therecommendations containedin thegeotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict.

Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specificationsortherecommendationsofthegeotechnicalreport. 20 EARTHWORK OBSERVATIONSANDTESTING
Priortothecommencementofgrading,aqualifiedgeotechnicalconsultant(soilsengineerandengineeringgeologist,andtheirrepresentatives)shall beemployedforthepurposeof observingearthworkproceduresandtestingthefillsfor conformancewiththerecommendationsofthegeotechnical reportandthesespecifications. 1twillbenecessary thattheconsultantprovideadequatetestingandobservationssothathemaydeterminethatthe workwasaccomplishedasspecified. It shallbetheresponsibilityofthecontractorioassisttheconsultantandkeephimapprisedof workschedules andchangessothathemayschedulehispersonne!accordingly.

Itshallbethesoleresponsibilityof thecontractortoprovideadequateequipmentandmethodstoaccomplishtheworkinaccordancewithapplicable gradingcodesor agencyordinances,thesespecificationsandapprovedgradingplans. If,intheopinionoftheconsultant,unsatisfactoryconditions, such as questionable soil, poor moisture conditions, inadequate compaction, adverse weather, efc., are resulting in a quality of work leas than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be stopped uni the unsatisfactoryconditionsarerectified.

Maximum dry density tests usedto determine the degree of compactionwillbe performedin accordance with the AmericanSociety of Testing and Materials,testmethodASTMD1557.09.
30 PREPARATIONOFAREASTOBEFILLED

3.1 ClearingandGrubbing
Allbrush,vegstation,anddebrisshallberemovedorpiledandotherwisedisposedof. 32 Processing
The existinggroundwhichisdeterminedto besatisfactory for support offill shallbe scarifiedto aminimumdepth of 6inches, Existing ground which is notsatisfactory shallbeoverexcavatedas specifiedin the followingsection. Scarificationshall continueuntil the soils are broken down andfree of largeclaylumpsorclodsanduntiltheworkingsurfaceisreasonablyuniformandfreeofunevenfeatureswhichwouldinhibituniformcompaction. 33 Overexcavation
Soft,dry,spongy,highly fractured or otherwise unsuitable ground,extending fosuch depththat surfaceprocessing cannot adequately improve the condition,shaltbeoverexcavateddownIofirmground,approvedbythaconsultant. 34 MoistureConditioning
Overexcavatedandprocessedsoilsshallbewatered,dried-back,blended,and/ormixed,asrequiredtoattainauniformmoisture contentnear optimum.
35 Recompaction
Overexcavation andprocessed soils which have been properly mixed andmoisture-conditioned shallbe recompacted to a minimum relative compactionof90percent.

SoilExploration Co., Inc. AppendixE-1

3.6 Benching
Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal : vertical). the ground shall be stepped or benched.

The lowest bench shall be a minimum of 15 feet wide, shall be at lec:st 2 feet deep, shall expose firm materials, and shall be approved by the consultant. Other benches shall be excavated in firm materials for a minimum width of 4 feet. Ground sloping flatter than 5:1 (horizontal vertical) shall be benched or otherwise overexcavated when considered necessary by the consultant.

3.7 Approval
All areas to receive fill, including processed areas. removal areas and toe-of-fill benches shall be approved by the consultant prior to fill placement.

4.0 FILL MA TE RIAL

4.1 General
Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant.

Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by consultant or shall be mixed with other soils to serve as satisfactory fill material

4.2 Oversize
Oversize materials defined as rock. or other irreducible material v.ith maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesbng of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifcally approved by the consultant

4.3 Import
If importing of fill material is required for grading, the import material shall meet the requirements of Section 4.1

5.0 FILL PLACEMENT and COMPACTION
Approved fill matenal shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer.

5.2 Fill Moisture
Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content at or near optimum.

5.3 Compaction of Fill
After each layer has been evenly spread, moisture-conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density Compaction equipment shal be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficienUy achieve the specified degree of compaction.

Soil Exploration Co., Inc. Appendix E-2
36 Benching
Where fills are to beplacedongroundwith slopes steeper than5:1(horizontal: vertical), thegroundshallbe steppedor benched.

Thelowestbenchshallbeaminimumof15feetwide,shallbeatleast2feetdeep,shallexposefirmmaterials,andshallbeapproved by theconsultant. Otherbenchesshallbeexcavatedinfirmmaterialsforaminimumwidthof4feel. Groundslopingfiatterthan5:1 {horizontal: vertical)shallbebenchedorotherwiseoverexcavatedwhenconsiderednecessarybytheconsultant. 37 Approval
Allareas foreceivefill,includingprocessedareas,removalareas and toe-of-fillbenches shallbeapprovedby the consultantpriorto fillplacement.
40 FILLMAT
41 General
Materialtobe placed as fill shallbe freeof organic matter and other deteterious substances, and shall beapprovedby the consultant.

Soilsof poor gradation,expansion,or strengthcharacteristicsshallbeplacedinareasdesignatedby consultantor shallbemixed with other soils toserve assatisfactory fill material.

4.2 versize
Oversizematerialsdefinedasrock,orotherirreduciblematerialwithmaximumdimensiongreaterthan12inches,shallnotbeburied orplacedin fills,unlessthelocation,materials,anddisposalmethodsarespecificallyapprovedbytheconsultant. Oversizedisposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surroundedby compactedor densifiedfill. Oversizematerialshailnotbeplacedwithin10feetverticallyoffinishgradeorwithinthe rangeoffutureutilitiesorundergroundconstruction,unlessspecificallyapprovedby theconsuitant. 43 import
ifimportingoffillmaterialisrequiredforgrading,theimportmaterialshallmeettherequirementsofSection4.1. $.0 FILL PLACEMENT andCOMPACT
51 FillLifts
Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughlymixedduringspreadingtoattainuniformityofmaterialandmoistureineachlayer. §.2 FillMoisture
Fill layers at a moisture content less than opimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shallbe blendedwith drier material. Moistureconditioningandmixingof fill layers shallcontinueuntil the fill materialisatauniformmoisturecontentatornearoptimum.
53 CompactionofFill
After each layer hasbeen evenly spread,moisture-conditionad,andmixed,it shallbe uniformly compactedtonotless than90 percentofmaximumdrydensity. Compactionequipmentshalbeadequatelysizedandshallbeeitherspecificallydesignedforsol compactionorofprovenreliability,toefficientlyachievethespecifieddegreeofcompaction.

Soil Exploration Co., Inc. AppendixE-2

5.4 Fill Slopes
Compacting of slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent.

5.5 Compaction Testing
Field-tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment.

6.0 SUBDRAIN INSTALLATION
Subdrain systems, if required, shall be installed 1n approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultan~ however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrain.

7.0 EXCAVATION
Excavations and cut slopes will be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill-over-cut slopes are to be graded, unless othel"Wlse approved, the cut portion of the slope shall be made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope.

8.0 TRENCH BACKFILLS
Trench excavations for utility pipes shall be backfilled under engineering supervision.

After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand.

The onsite materials, or other soils approved by the soil engineer, shall be watered and mixed as necessary prior to placement in lifts over the sand backfill.

The controlled backfill shall be compacted to at least 90 percent of the maximum dry density as determined by the ASTM 01557-09 test method
Field density tests and inspection of the backfill procedures shall be made by the soil engineer during backfilling to see that proper moisture content and uniform compaction is being maintained The contractor shall provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing.

Soil Exploration Co., Inc. Appendix E-3
54 Fill Slopes
Compactingof slopes shallbeaccomplished,inadditiontonormalcompactingprocedures,bybackrofiingof slopes withsheepsfoot rollers at frequentincrements of 2to3feetin fill elevationgain,or byother methods producing satisfactory results. At thecompletion of grading,therelative compactionof theslope out to theslope face shallbeatleast 90 percent.

8.5 orm, Tastin
Fieid-tests fo check the fill moisture and degree of compaction wilbe performed by the consultant. The locationand frequencyof testsshallbeattheconsultant'sdiscretion. Ingeneral,thetestswillbetakenatintervalsnotexceeding2feetinverticalriseand/or 4,000cubic yardsofembankment.

6.0 SUBORAININSTALLATION
Subdrainsystems,if required, shallbeinstalledinapprovedgroundtoconformto theapproximatealignmentanddetailsshownon fheplansorherein. Thesubdrainlocationor materialsshallnotbechangedormodifiedwithouttheapprovaloftheconsultant.The consultant,however,mayrecommendanduponapproval,directchangesinsubdrainline,gradeormaterial. Allsubdrainsshouldbe surveyedforlineandgradeafterinstallationandsufficienttimeshailbeallowedforthesurveys,priortocommencementof fillingover thesubdrain.
70 VATIO
Excavationsandcutslopeswillbeexaminedduringgrading. Ifdirectedbytheconsultant,furtherexcavationoroverexcavationand refillingof cutareasshallbeperformed,and/orremedialgradingof cutslopesshallbeperformed. Wherefill-over-cutslopesareto be graded,unlessotherwiseapproved,thecut portionof theslope shallbemadeand approvedby the consultantprior toplacement of materials for constructionof the fill portion of theslope.

8.0 TRENCHBACKFILLS
Trenchexcavationsforutilitypipesshallbebackfilledunderengineeringsupervision, Aftertheutility pipehas been laid, the space under and around thepipe shallbebackfilled with clean sand or approvedgranular soit to a depth of atleast one foot over the top of the pipe. The sand backfillshallbeuniformly jetted into place before thecontrolled backfill is placed over the sand.

The onsitematerials,or other soils approvedby the soilengineer,shallbe watered andmixedas necessarypriorio placementinlifts overthe sandbackfill,
The controlledbackfillshallbe compacted to at least 90percentof the maximum dry density as determinedby the ASTM D1557-08 test method.

Field density testsandinspectionof thebackfillproceduresshallbemadeby thesoilengineer duringbacifilingtoseethatproper molsture content and uniform compaction is being maintained. The contractor shallprovidetest holesand exploratorypits as requiredbythe soilengineerto enable samplingandtesting.

SoilExploration Co.,Inc. AppendixE-3

APPENDIX APPENDIX FF
NWC of Cactus Ave. & Redlands Blvd.

Moreno Valley, California
Infiltration Test (Boring Percolation Test Procedure)
Project No. 2096-01
August 12, 2020
The percolation test data from 1-1 thru 1-6 was used to estimate infiltration rates using the Porchet Inverse Borehole Method, in accordance with Riverside County Stormwater Quality Best Management Practice Design Handbook for Low Impact Development, dated June 2014.

Six 8-inch diameter, 6-deep test holes (1-1 thru 1-6), were drilled at the random selected locations. The soil at the test locations was visually classified as sandy silt and silty sand. To mitigate any possible caving or sloughing of the test holes, a 6-inch diameter perforated pipe was placed in the hole. The bottom of the hole was covered with 2 inches of gravel.

Infiltration Test/Tabulated Test Results
Test Depth of Infiltration Rate Design
No. Test Earth Material (in/hr) Infiltration Rate
(feet) (in/hr)
1-1 6 Sandv Silt <MU 0.43 0.215
1-2 6 Sandv Silt (ML) 0.46 0.23
1-3 6 Sandv Silt (ML) 0.16 0.08
1-4 6 Silty Sand !SM) 0.61 0.31
1-5 6 Silty Sand (SM) 0.48 0.24
1-6 6 Silty Sand (SM) 0.53 0.27
• A minimum required factor of safety of 2 was applied to the measured infiltration rates. • The distance between the infiltration facility and t1e adjacent private property, any building and walls shall be a minimum of 10 feet
• Based on the test results, the design infiltration rate obtained from the field is less than 0.3 inches per hour. Therefore, soils are considered unfeasible for infiltration.

Soil Exploration Co., Inc. Appendix F
NWC of Cactus Ave. & Redlands Bivd. Project No. 2096-01 Moreno Valley, California August 12, 2020
1 tion Bori | T r ure]
The percolation test data from I-1 thru 1-6 was used to estimate infiltration rates using the Porchet Inverse Borehole Method, in accordance with Riverside County Stormwater Quality Best Management Practice Design Handbook for Low Impact Development, dated June 2014.

Six 8-inch diameter, 6-deep test holes (I-1 thru 1-6), were drilled at the random selected locations. The soil at the test locations was visually classified as sandy silt and silty sand. To mitigate any possible caving or sloughing of the test holes, a 6-inch diameter perforated pipe was placed in the hole. The bottom of the hole was covered with 2 inches of gravel.

The testing was conducted after presoaking. Two consecutive measurements showed that 6 inches of water seeped away in more than 25 minutes. The tests were therefore run an additional six hour with measurements taken at 30 minute intervals. Water level was adjusted to 20 inches above the bottom of the test hole after each measurement. The drop that occurred during the final reading was used for design rate purposes.
§ T u T
Depth of Nn Design ost Test Earth Material ny Infiftration Rate : (feet) (in/hr)
1-1 6 Sandy Silt (ML) 0.43 0.215
-2 6 Sandy Silt (ML) 0.46 0.23
1-3 [3] Sandy Silt (ML) 0.16 0.08
I-4 6 Silty Sand (SM) 0.61 0.31
I-8 6 Silty Sand (SM) 0.48 0.24
I-6 6 Siity Sand (SM) 0.53 0.27
« A minimum required factor of safety of 2 was applied to the measured infiltration rates. + The distance between the infiltration facility and the adjacent private property, any building and walls shall be a minimum of 10 feet
» Based on the test results, the design infiltration rate obtained from the field is less than 0.3 inches per hour.Therefore, soils are consideredunfeasibleforinfiltration.

SollExptorationCo.,Inc. AppendixF
Percolation Test Data Sheet .

Project~ 1./C""'"'.tf( c.. -~ v~ ~ n~ ProJect No: I ,;w Si 6 ..-a I Date: 17/s J J-;v Test Hole Nd: I 1:--1 Tested ay: -,:;, l) I ,
Depth of Test Hole, &1 : I 6 I USCS Soil Classification: µl Test Hole Dlm~nsions (inches} Length Width
Diameter Of round}= cr11 Sides (if rectangular~=
Sandv Soil Criteria Test*
I Greater
Time tnitia; ::1na! Change in than or
Interval, oepthto Depth to WC'!ter Equal to 611 ?
Trial No. start Time Stop Time (min.} Water (in.} Water {in.; Level {in.} (y/n} 1 /o ,,~~-: /v /IJ :(fj~·j-r, 9A 5::2 ~4.s7{ ) .<;;,/ { n 2 /; '}:; (.;,~ If I./ f'lf ~1 \ <11-- 2 ,, I
*If two~onse.cutive measurements. show that six inches of water seeps aviJsy In less than 25 minutes, the test shall be run for an additional ho;.ir with measurements taken every 10 minutes.

Other wjse, pre-soak (fill) overnight. Obtain at least twelve measurements per hole over at least six hoµ rs (approximate! 130 minute intervals) with a precisio:l of at least 0.2511 •
r.:. ... Gt I .:::~, '"""' -··
Time Initial final Change In Percoiatlon
nterva ~ Depth to Oeo1h to Water Rate
Trial No. Start Time Stop Time (min.} \Nater (in.} Water(in.) Level (in.} {min.fin.~ 1 'f-{?);j..:> J ./; 2--0 ; fJ. u 2,. ..:> 1:):1 ~4.v( .2. 1--1 2 2il,2: I 0 '], trJ:J 0 "I \1 i \.I d
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11 \ -<JJi; 16 p{fl;/ 3 '1 \,/ " ,, \.'
12 £;" ~ If 0 ) /'(., 6- lo -..;£ \j \I \\
"' /3.3 - . .13
·14
15 COMMENTS: 4 v b.-0 l. ~-~ O·lf S.-1)'1r 71f!frd1n u 7 _;;,.. 315 (4:1' (J,v-+ (~~2 KJ2)
Table 5 - Sample Test Data Form for Percolation Test
Riverside County - low Impact Ol!Ve/opmem BMP Design Handbook rev 91201 I PercolationTestDataSheet
project: |1%kihice Fave| ProjectNo:| 207 (6-0 |Date: [72/3]3% TestHoleNG: —| [Tested By: “B 7 Depth of TestHole,5: | © & / [USCSSoilClassification: ML Test Hole Dimensions {inchas} Length Width
Diameter(ifround)=] &" | sides(if rectangular)=
Sandy Soil Criteria Test*
Greater
Time initial Final Change in| thanor
Interval, | Depthto | Depthto | water |Equalto6"?
TrialNo. | Start Time | StopTime | (min.} |Water in.) |Water{in.}| Level{in.) {y/n} 11/0.28:0119-44)» 2 [CUKv APYLAI
2 53)2 gle Y 2 “
*1f twoconsecutivemeasurementsshowthat six—— of waterseepsawayin lessthan 25 minutes, the test shall berun for an additional hour with measurements taken avery16minutes, Other wise,pre-soak (fill) overnight. Obtain at ieast twelve measurementsper hole over atleast Priel ffm 12d
rd
30(lp (Bo(24-220)
six hours (approximately 30minuteintervals) with aprecisionof atleast 0.25". 4 Z. 5; AD
Time Initial Final ChangeIn |Percolation
Interval | Depthto | Depthto Water Rate
TriglNo, | Start Time | Stop Time| (min) [water {in.}|water{in.})| Level {in.} | {min.fin.} UJ) 503) [12004d 20 52 543K [2.28
2/202: Tol [240-00 \ x \J

32.030 [23134 fy \ y Nl
aC Sh sR] y \ \ N
Sio5:0k 12:27:08] \) \ \

6.012920 (2: (9:20 \4 $ \f
3:0 /-32[373/360 \ ul J)
83-93: 4¥| 4:03:44 | \f Ly
olf £714:356]1 yf | \J N
100,36: 00 |Cobia| Ml \ \ \
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15 COMMENTS:
> ou3b/hy
Table § —SampleTestDataForm for Percolation Test
Riverside County - Low Impact Development BMP Design Handbook rev. 92011 Percolation Test Data Sheet
Project: 'vPt-...,:frr~ z,,,,. • .r,,,u, .:A Project No: ~~'(.,~/ Date: 'r7 /?I /?--\J Test Hole Nb: " L. --v Tested By: ~ I I
Depth of Test Hole, Dr: 6' USCS Soil Classification: JA~ Test Hole Dimensions (inches} Length Width
Diameter (if round}= JI h Sides (if rectangular)=
Sandy Soil Criteria Test*
Greater
Time lnitial ::1nal Change if" 'than or
Interval, Depth to Depth to w ater Equal to 5"?
Trial No. Start Time Stop Time (min.} Water (in.} Water (in.j Level {in.} {y/n} 1 01kf; (.o I ()-fl): )A) -rf 5"'2- 1\4. (' ~·J y\
'l iu rl-4R l//i-Y/: lri l/ i\ K?i.rz,-5 ,:J./?A I'
•1f two consecutive measurements show that six inches of water seeps away In less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes.

Other wjse, pre-soak (fill) overnight. Obtain at least tv.tetve measurements per hote over at least six hours (approximate) ' 30 minute intervals} wii:r a precisio"1 of at !east-0.2511 • r.;.
....... I"'
-': 91 ,:_$'1
Time Initial flnal Change In ?ercoiation
Interval Depth to Depth to Water Rate
Trial No. Start Time. Stop Time (min.} Water (in.) Water fin.), Level (in.J (min.fin.) 1 I /:Jb;zo ;Jb: /$ A v i;-v §Z;.~7.1 "9.s7S
2 I />ftP: (} 3 /!J, JJ;o] \I tr '-I \I
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COMMENTS: ~ L{ )( b ) f ) 1..f} -- 0 ,4- 6 ,Aft.,,.. f tf ruh'~ ~ " z. U, · ~{4-t (h1(-vo--;.r:.7r11) Table 5 - Sample Test Data Form for Percolation Test
Riverside Ccwuy- low Impact Development BMP Design Handbook rev. 9no11 PercolationTest Data Sheet
Project: Pi dra Ivete ds Project No: 203 t—o[ Date: F173]720 TestHoleNb: ' 7-2 [TestedBy: BR rl
Depthof TestHole, Dy: | 4 ' [USCSSoil Classification: ML TastHole Dimensions (inches) Length Width
Diameter(ifround)=] §* | sides(ifrectangularj=
Sancly SoilCriteriaTest*
Greater
Time Initial Final Change in | thanor
interval, | Depthto | Depthto Water |Equalto 6"?
TrialNo. | Start Time| Stop Time| (min.) |Water{in.)| Water{in.}| Level{in. {y/n} (QU:20 Yog0°9° | Fr (A4y J 25 | nN
2jusl-44Y-4) M " KYpnd 2.4248 1 ©
*if two consecutivemeasurementsshowthat sixinchesof waterseepsawayin Jessthan 25 minutes, thetest shall be run for an additional hour with measurements taken every10minutes.

Other wise,pre-soak (fill) overnight.Obtain atleasttwelve measurementsper-hole overatleast six hours{approximately 30minuteintervals) with a precision of at least 0.25". 4% S: 5s ap
Time initial Final Changein [Percolation
interval | Depthto | Depthto | Water Rate
Trial No. | Start Time | StopTime | (min.} |Water{in.) water (in) Level{in} | {min.fin.) A [267° [:00-/0] BO 54.375 [9.375
aly8 y322408] wm u \ \
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15 . COMMENTS: 4y 6+f2.375 ‘ Dfptr AL ’ < 0b Ahr Soru+ (Zt (20-2 35) Table 5 —~SampleTestDataForm for PercolationTest
Riverside County - Low Impact Development BMP DesignHondbook -- rev.92011
Percolation Test Data Sheet
Date:

Test Hole Nb: ' 1-r - s Tested By: 74.Af I I
Qe,pth ofTest Hole, 01 : l"f" h 1 USCS Sail Classification:

Test Hole Dimensions (inches} Length Width
Diameter (if round}= t¥' ·r Sides (If rectangular)=
Sandy Soil Criteria Test*
Greater
Time Initial Final Change in than or
Interval, Depth to Depth to Water Equal to 6"?
Trial No. start Time St<>PTime (min.} Water (in.) Water (jn.t Level {in.} (y/n} 1 / 'i5 j-:: /f o I!; f07 ~v }/) 51.. i~f- .f7},,. O JI? >( / r" *If two cons~cutlv'e measurementS show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measiJrements taken every 10 minutes.

Other wise, pre-soak (fill) overnight. Obtain at ieas.t w11elve measurementS per hole over at least six hours (a ~proximate! 130 minute intervals} with a precision of at !east-0.25". ~t I""
-·· Di £',!)
Time Initial final Change In Percofatton
Interval Depth to Depth to Water Rate
Trial No. Start Time Stop Time (min.} Water (in.) Water (in.j. Level (in.) (min.fin.} 1 /!},, ?j. : ? 1,, 17 'J'('f ·'? v ~ ~/;- I))./?/{ /. /V'f 2 :'M' J'/'2, J; ~? ·J]., \I l \ t;:J.tP11 n .. -JY/f
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s /.. ;.-r:Z" S"t P23 =r=J \I I \./ 'I \I "'
10 ~;J.-1;.f::!. d').-57;./1£.-, l ( l( \, ,,
ti r:·.r'; x {,)- 1)~ y I \I q ,,
12 t. 2"i ;- >"f fp~ ~ ,.)) ' \,I \.I \.I "l -S1.f. ~
13 I
J
14 I
15 Table 5 - Sample Test Data Form for Percolation Test Riverside Cou.my - Low Impact Developmem BMP Design Handbook rev. 91201 l PercolationTest Data Sheet
project: [JuJ Invest . [ProjectNo:| oT6° | [vate: [73/2 TestHoleNd: ' 7-3 TestedBy: 212 rT
Depthof TestHole,D;: v4 uses soit Classification: M J
Test Hole Dimensions (inchas) Length Width
Diameter(ifround)=] | | Sides(ifrectangular)=
SandySoilCriteriaTest*
Graater
Time Initial Final Changein | thanor
Interval, | Depthto | Depthto | Water |Equaito6”?}
TrialNo. | StartTime | Stop Time| (min.) |water (in.} |Water {in.)| Level (in, /n [3] J:CE-3d 24 | 57% (RISES Nn
2/)47 8/1[3-20 | vw bmi lo bd] VY
*if twoconsecutivemeasurementsshowthatsixinchesof waterseepsawayinlessthan25 minutes, the test shall berun for an additional hour with measurements taken every10minutes, Other wise,pre-soak (fill) overnight. Obtain atieasttwelve measurementsper hole over atleast six hours {approximately 30minuteintervals) with aprecision of atleast 0.25".

At 15 By Lb
Time Initial Final ChangeIn {Percolation
interval | Depthto | Depthio Water Rate
Trial No. | StartTime | StopTime | (min.) _|Water {in.} | Water (in.}| Level{in.) | {minfin.} lh 2: 22002078" £Y |53./24 |] [24
2 [2000/218212] v_EY P50377
3 20 ef [vf ¢fl \/ uJ v
ay’. od 0 >$ vr \f ol \ U

51.9-4/-/3|3"VESw y N| J
BERYL ARTS ca MEY ul 1g uo
N32: 314438] u y J
NIV, EY 0 Y J
94:43 591 (23: ¥ \ \ X
w! E20 4208100 TY, \/ uf
Ee dress iik y \f v
1204.29 9px? Vi ul ul Wl 32.3
13 7 — =r {
15 COMMENTS:
$70 fle ta = 0.6471, 3ofyr (2 vdTN)
Table 5 —SampleTestDataForm for PercolationTest
Kiverside Covnty ~ Low Impact Development BMPDexignHandbook rev. 92011 Percolation Test Data Sheet
Pro.}~ct: ~1il'r-... 2kll..t<~ ;,.,, y Protect No: '11xt,....vf Date: -11~1/?C Test Hole Nb: ~ 'fll..·4 Tested By: ·--p ~ I '/
Depth of Test Hole, D1: I (./ USCS Soil Classification: ~---;:;/ Test Hole Dimensions (inches) Len;th Width
Diameter (If round}= )111 Sides (if rectangular}=
Sandy Soi1 Criteria Test ..

Great~r
Time initial Final Change in than or
Interval, Depth to Depth to Water Equal to 6"?
Trial No. Startnme StopTime (min.} Water (in.) Water (in.} Level (in.l Cv/n} 1 /r\ J 25'1 :3 C I v,,(l.b ~ ~ ~.:2 ,i;:c?/f\ . '?;7 ( Y' 2 1
'1 /; ?t'h ~ l!;r1;JJ \I II Vt"it. h ( ?-~ h( ~
•1f two consetutlve measure6ients show t hat six ir.ches of wat er seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes.

Other wise, pre-soak (fill} overnight. Obtain at least tv11elve measurements per hole over at least six hours {aooroxfmatel 130 minute intervals) w ith a precision of atfeast-0.25". lit r. .. Di i;D
Time initial iinal Change In Percolation
Interval Depth to Depth to Water Rate
Trial No. Start Time StopTime Cmin.} Water {in.) Water (in.} Level (in.} .... {min.fin.} 1 l.J XJ'"Q ': 'fV / .. ,i!?J: {"l =?1J St-- IK1t ~ -=?. , -..z;< 21/£>1 I·;- '( o/.:if 1 / \I l I \J II
3 I .. r/J.·ti I :37-J~ u \I \. f u
4 l;>J,.:.t; w _9 J tY1J ,')• .. /· u \ I ll \ I
s.:...9;>t' 1, ..s< ;_9, 41 :-({ LI \I ! \f u ' ' 6 LJ·»IJ.<, v 7 -:<.-1Z;a7 q \f t I 11

7. <-:Jn I< ~ ::<. )/.{': 1'1 11 \ I ' I I I
sl~ .1/. ')2. I lt..f; /7;:r1 q \r r
\r \.I
~ (..'t,;~ If, 4-i . /J.; IP1 '4-2- \.I u \.I \ /
10 C:d :.f--3 , ;,-; r1l. I .-.fl ll $ \I q
1l t:;; )-~:> o)( K:1? ;:vlf' \I $ \J \I
12 l/,;n i J.n h> u-,Jr ~ l.t \ 1 \\ v1 c.;_ ~ ,_ I
13 .14
15 COMMENTS:
, r 6 #" >3 ivf ->- o 6 I "'') ~ft,-Vfl7rl }'l;(ff Jo{ M ( ..2.v-+ { .AJ -,,: Ml}) . vi. y Table 5 - Sample Test Data Form for Percolation Test
Riverside County- low lmpac1 Developmem BMP Design Handbook rev. 912011 PercolationTestDataSheet
Project: Retina veciinadtorojecto:| 2g X10] |Date: [772d TestHoleNb: ° 273 TestedBy: Rr / DepthofTestHole, by: | (,/ |uscssoil Classification: Yi TastHoleDimensions(inches) Length | Width
Diameter (ifround)=! ¥" | sides (if rectangularj=
SandySoil Criteria Test®
Greater
Time initial Final Changein| thanor
intarval, | Depthto | Depthto Water [Equalto6"?
TrialNo. | StartTime| StopTime| (min.} |water(in.}|Water{in.}| Level{in}| (y/n) 1/2500 0AYrSo] VS 52 1&3 8 | Nn
2 /:20-28 joc J22 0 u w (2.671 WN
*1ftwo consecutivemeasurementsshowthat sixinchesof waterseepsawayin lessthan 25 minutes,thetest shall berun for an additional hour with measurements taken avery10minutes.

Other wise, pre-soak (fill) overnight. Obtainat leasttwelve measurementsper hole over at least sixhours (approximately 30 minuteintervals} with aprecision of at least0.25".

At C: By an
Time Initial Final ChangeIn | Percolation
Interval | Depthto | Depthto | Water Rate
Trial No. | StartTime | StopTime | {min.} |Water {in.) | Water{in} Lavel{in.}r (min.fin.} ERE BE) £2 550 [324
2/ds3[511 6/-¢5) U \J I
3 [ro ]13 [3 1) ul \ | u
al[>31, 41.9 12f ul U uy \
5095/1,31.9 \ y u uJ
slp 3-0713-3:27 \ \ Ni \l
12-10 1913-451/4] u W i
812.42 (lef:/7231| \ $ \! \l
ER AVEEAN u \ \
10] WINE 2/43] \{ $ Yi
ar ox|5430f] \) \) \J
16:00:23 £:d9-%3] M \ \ A Ale |
13 Er
15 COMMENTS: bboy 3.01 = A
IrfelAT = “Jo at(Lo(02 nsP) 0.614%
Table 5 —SampleTestDataForm for Percolation Test
Riverside County - Low Impact Development BMP Design Handbook rev. 92011 Percolation Test Data Sheet
Project ~1i7c. h(~p,..,,._k Project No: ~7 l---o I Date: '1 I .f I/~ Test Hole N6: J -i.. - _( Tested Sy: -h1( I .,
Depth of Test Hole, Ur: 6' USCS Soil Classification: r?rl Test Hole Dimensions (inches} Lenith Width
Diameter (If round)= JI II Sides (if rectangular)=
Sandy Soil Criteria Test*
Great~r
Time lnitial Final Change in than or
Interval, Oepthto Depth to ·water Equal to 611 ?
Trial No. Start Time Stop Time (min.} Water (in.) Water (in.} level {in.) (y/n} 1 /<):>~1 ff.::. l /:v J 1.f._ u I(!) 1t:" lJ.. (' ~ .. _< n 2 //:21i :.d ll!Jzo ;fL ~1 \ 1 ,, .-1
ll
*If two consecutive measurements show that six jnches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes.

Other wise, pre-soak (fill) overnight. Obtain at least tv11elve measurements per hole over at least six hours (approximate} 130 minute intervals) with a precis.ion of at least-0.2511 • r ·• r Cr .;l(> .;.H -'.:

Time initial rinal Change in Percolation
Interval Deptnto Depth to Water Rate
Trial No. Start Time Stop Time (min.} water (in.} Water(in.j. Level {in.) (min.fin.) 1 Iii.."<> 3 "f'J I L9,~~ ~:.-0 I ~ 5.:L ). '4. ?S ..-Y.:7{' 2 I ~"?'1Ji ?< />o I ';3< ,, " tlf, ( c:i). {
3 I,;/ O , I '-I 'J ; tfo;/Y- lf \.I \1 ll
4 ifK~ » 2>/(;.» q I I \ I \f
13~/7; 13 ');<.;7; .s) \I I \I I I \I
' 6 ? :i.-fO: 41.1- <=-Jo;J.1..1- d \f t I l I
1 ":{,_)t t1 {)~ ~ ;. (lf'f}i, t I q . ,,
8 -:.r /.(' 7 ~ l, 7 bi pt, 11 \I d \I t I
9~ ~~ (;<;/~ dq \I l I \I l f
1() ~-:-J1'J,,i 'H. r;. ? '\f ) JJ:.; \.' ti ,, ,,
11 r,.< J l;. ~ h --oJJ; s I \j \) \I ll
.. 1.2 '-.: 6-2 /,,. , ... 1,,,4i,;; 4~ \1 '\ \' v\ ldl... 13 ·14
15 COMMENTS:
~fJfrofr~M ~
4-x b~~J . .C- .....
o- Lts ~YA I ,.,-
?;;i( 41 (M.f ($--0 ---.2d'} 0 -
Table 5 - Sample Test Data Form for Percolation Test
Riverside CoW1ty- Low Impact Developmelll BMP Design Handbook rev. 91201 J PercolationTest Data Sheet
Project: gn Tvl bs iprojectve| B03 (0) {Date: 12/2/23
TestHole Né: = -¥ [TestedBy: “BR [ 7
DepthofTestHole,D;: i] 7 luscssoilClassification: or
TestHole Dimensions{inches} Length width
Dismeter(ifround)=| ¥'" | sides (if rectangular)=
SanclySoilCriteriaTest*
Greater
Time initial Final Changein| thanor
interval, | Depthto | Depthto | Water |Equalto6™?|
TrislNo. | Start Time| Stop Time| (min.} |water{in.}| Water(in.}| Level{in.} | (y/n} 1] [0230.4 [of 24d 29 K4 Xx | 2-5 n
2//2f RD Drof42d \ \ " "
*if twoconsecutivemeasurementsshowthatsixinchesof waterseepsawayinessthan25 minutes, the test shall be run for an additional hour with measurements taken avery10minutes.

Otherwise,pre-soak(fill) overnight.Obtainat leasttwelve measurementsper hole overatleast six hours (approximately 30minuteintarvals)withaprecisionof atleast0.25".

At Z. By ab
Time Initial final | Changein|Percolation
imerval | Depthto | Depthto | Water Rate
Trial No. | Start Time | Stop Time | {min.) [Water (in.} |Water {in} | Lavel (in.) | {min.fin.) 1 R03.0(|17:33-0(] ZO £2 57.7; Raid
2) 3%Hl[ro fz38] vo |Kh | Bf
Bly Cc/Yl/ bo¥ N vy y
agri 2¥ ul uy \l
510:]033 12:6]:351 u i] \
810200:442-20:44 Y u Y
{Et 2 3:84 30 vl Lf \/
824d [14:7] ul Al \f u
aI: 09 Gof:04] N A! u
1012500200£73420 fy \
_1ie2fs Qf > \} \) \) \)
_1214:1%: (2143 4d] WV \ v v (X
13“4A
15 COMMENTS:

Pa 4x boed Sw - 2o(Led(20+(20-951) 0-48/4y
Table 5~ Sample TestDataForm for Percolation Test
RiversideCounty- LowImpactDevelopmentBMPDesignHandbook rev. 4/2011 Percolation Test Data Sheet
Proiect! 11),.~·frcc.. 7Atv<"~~ Project No: 'Lo96-0/ Date: ~/3/fv;o Test Hole Net: I -:z_- l,, ~ I ' Tested Sy:

Depth of Test Hole, OT: (, j USCS Soil Classification: <SM Test Hole DinJensions (inches} Length Width
Diameter (if round}• »'' Sides (if rectangular)=
Sandy Soil Criteria Test*
Great1:r
Time Initial Final Change in than or
Interval, Depth to Depth to water Equal to 6
11 ?
Trial No. Start Time Stop Time (min.} Water (in.} Water (jn.} Level {in.) {y/n} 1 /O,/JJ),,J..O /h/3))-o ?A'° ~.L n ..3--=> i1>1.s:i~ i "' // ;JL/1 ... ~ I \<\ \A /l4-7f Y.7 S H *If two consecutive measurementS show that six inches of water seeps away ln less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes.

Other wise, pre-soak (fill) overnight. Obtain at least tv..ielve measurements per hole over at least .six hours (a 11proximatel 130 minute intervals) witn a precision of at least-0.25". .:1-:: r
-·- D1 .:1£"
Time Initial rinal Change In Percotation
Interval Depth to Depth to \<Vater Rate
Trial No. Start Time Stop Time (min.} Water{in.} Water (in.) Level (in.) (min.fin.) 1 )4.2>1), l:Z>I~' 4 L- 2,.0 (..,_ Ii".~ 3- ~
2 '{~Jj(; /:1 /,j:-4.f>(3. \f \I _-{(/. 76 rJ.1r /J~lJI~ /::-rtf;v) \( , , \I \f 4 J)A)J J l );f"V; /~ \.I l( \ I \f
5 /J~J J7 lJ, ~21.t-J \I \ I 1 I (./
6 _() ')(f;,.Z'f 'J-;fif'>~ d \.f \I \I
7 4 ... , ~>t&,.ro <~JL .-£11 \ t ,, \f ,,
a,..:. ~2f;o3 ,z: . .f"A' / rJ ~ ... , l( 'I "' 9i/ I,) i,"1J J I 'R' ./i.J.-10 :r/ JI \( \ I q u l<t iL ;,(;i ~a J;;oJ.;.~ J \.\ '-{ ,, -..{
11 •)7 rY1.; I;. _.t;;J,~1.!l. \J q \J \(

1.2 t:) l1i J ?'l.f... fi;ob rf \ I l1 1\ \A I cJ, '1
13 \
14 15
COMM£NTS:
1~11A/~;: 4~ b <;(. ,./. 7) - -- -? i () (4 f {fl::r~($,J-~ .. / f JJ) 0, {J3:,A~·y Table 5 - Sample Test Data Form for Percolation Test
Ri\-erstde Cowrty - LIJw Impact Development BM P Design Handbook reli. 91201 J PercolationTestDataSheet
Project: ifr InveslineJs Project No:| 20960] |Date: [<8 TestHole N6: Z-[, [testedBy: BR. r
Depth of TestHole,Dy: <7 USCSSoil Classification: or
TastHole Dimensions (inches) Length Width
Diameter(ifround)=| p) | sides{if rectangular)s
Sancly Soil Criteria Test*
Greater
Time initial Final Changein| thanor
Interval, | Depthto | Depthto Water |Equalto6"?
TrialNo. | Start Time | StopTime | (min.) [Water {in.) Water{in.}| Level(in.} | {y/n} 2//0:42010[>] 2320 24 +2 1 | 3.» n
2) [u523 [11/403] vx G77 L275 | w
*If twoconsecutive measurementsshowthat sixinchesof water seepsawayinlessthan25 minutes, the test shall be run for an additional hour with measurements taken avery10minutes, Otherwise,pre-soak(fill) overnight.Obtainat leasttwelve measurementsper hole overatleast Sixhours {appeoximateh r 30minuteintervals) with aprecision of atleast0.25", 4% ©: By AD
Time Initial Final Changein|Percolation
intervai | Depthto | Depthto Water Rate
Trial No. hirgs ANTE {min.) Ea re in} | Lavel lin.) | {min.in.) A '4L 4 20
2pC3 1470 v \l £47512.
3) lif [id :0% vf u \) v
4/2002) 210216] y \f vf
51/4: 2] h 0232 \{ uu | 4
SI Mp2 2: N | \| hi
ik: CEA Pal lN \ Y \(
82503 12:44:03] \f N |
olcr (R140 AL| X \ u
W004:02:3015702:30 \ vf u
haga [5232] u \ \J \
RINK] prob] 9 A u 70
- 13 EY
15 COMMENTS: Ie
loysbox db x
fi Zz -> O. 5 3 Mh InfltationBZ 270 (554020-975) v
Table 5 —SampleTestDataForm for Percolation Test
Riverside County - Low Impact Development BMP Design Handbook rev.9/2011

APPENDIX APPENDIXGG
UNTITLED.sum
•**•****************************************•*******•******************************* *******************

LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltechsoftware . com
**************************************•*****•••••***•*•***************************** *******************
Font: Courier New, Regular, Size 8 is recommended for this report .

Licensed to , 8/13/2020 12:03:17 PM
Input File Name: UNTITLED
Title: PROJECT NAME: Pacifica Investments
Subtitle: Proj No. 2096-01
Surface Elev.=1571
Hole No.=B-1
Depth of Hole= 50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max. Acceleration= 0 .63 g
Earthquake Magnitude= 7.10
Input Data:

Surface Elev . =1571
Hole No. =B-1
Depth of Hole=50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70 .00 ft
Max . Acceleration=0.63 g
Earthquake Magnitude=7.10
1 . SPT or BPT Calculation.

2. Settlement Analysis Method: Ishihara / Yoshimine

3. Fines Correction for Liquefaction: Idriss/Seed

4. 5 .

Fine Correction for Settlement: During Liquefaction*
Settlement Calculation in: All zones•

6. Hammer Energy Ratio,
7 . Borehole Diameter,

8. Sampling Method,
Ce = 1.25
Cb= 1
Cs= 1
9 . User request factor of safety
Plot one CSR curve (fsl=l)

10. Use Curve Smoothing: Yes*
(apply to CSR) , User= 1
* Recommended Options

Page 1 ends

UNTITLED. sum
oc ce okakeokodesole oeseok al aledeok
aac oledle ole al aeake feoeol oc de lol SedledkSk alese fesk desieofrajeolold sk deWR REF RF REFERRER REAR RFR RTE REI R FR ER RFR ERE RAEN ERY

LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltechsoftware.com
3 9 3coo ooo oeko oeoe eeke
seke 3k oe3 Be a oof a ak ok aca a aefeal ak of of 3c kesleek i a SKle of ole ok oeok 6 keoleAk de ak ek BK kaa lk ak RE Rk Rk RRR RR EER Font: Courier New, Regular, Size 8 is recommended for this report.

Licensed to , 8/13/2020 12:03:17 PM
Input File Name: UNTITLED
Title: PROJECT NAME: Pacifica Investments
Subtitle: Proj No. 2096-01
Surface Elev,=1571
Hole No.=B-1
Depth of Hole= 50.00 ft
Water Table during Earthquake= 70.80 ft
Water Table during In-Situ Testing= 70.00 ft
Max. Acceleration= 0.63 g
Earthquake Magnitude= 7.10
Input Data:

Surface Elev.=1571
Hole No.=B-1
Depth of Hole=50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max. Acceleration=0.63 g
Earthquake Magnitude=7.18

1. SPT or BPT Calculation.

2. Settlement Analysis Method: Ishihara / Yoshimine

3. Fines Correction for Liquefaction: Idriss/Seed

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio,

7. Borehole Diameter,

8. Sampling Method,
Ce = 1.25
Cb= 1
Cs=1

9. User request factor of safety (apply to CSR) , User=1 Plot one CSR curve (fsi=1)

10. Use Curve Smoothing: Yes*
* Recommended Options

Page 1 ends

UNTITLED.sum
In-Situ Test Data:

Depth SPT gamma Fines
ft pcf %

0.00 8.00 120.00 62.00

5.00 9.00 120.00 62.00

10.00 8.00 120.00 62.00

15.00 9.00 120.00 62.00

20.00 30.00 120.00 Noliq
25 . 00 27.00 120.00 44.00

30.00 20.00 120.00 44.00

35.00 16.00 120.00 44.00

40.00 21 . 00 120.00 44.00

45.00 16.00 120.00 62.00

50.00 31.00 120.00 44.00
Output Results:

Settlement of Saturated Sands=0.00 in .

Settlement of Unsaturated Sands=l.32 in.

Total Settlement of Saturated and Unsaturated Sands=l . 32 in.

Differential Settlement=0.660 to 0.871 in .

Depth CR Rm CSRfs F.S. s_sat. S_dry s_all
ft in. in. in.

0.00 0.25 0.41 5.00 0.00 1. 32 1.32

5.00 0.28 0.40 5.00 0.00 1. 29 1.29
10 . 00 0.23 0 .40 5. 00 0.00 1.12 1.12

15.00 0.23 0.40 5.00 0.00 0.86 0.86

20.00 2.30 0.39 5. 00 0.00 0.75 0.75

25.00 2.00 0.39 5.00 0.00 0.75 0.75

30.00 0.37 0.38 5.00 0 .00 0.66 0.66

35.00 0 . 26 0.36 5.00 0 .00 0.47 0 . 47

40.00 0. 31 0.35 5.00 0.00 0.27 0 . 27

45.00 0.22 0.33 5.00 0.00 0.12 0 . 12

50.00 2.02 0. 31 5.00 0.00 0.00 0.00
* F.S.<1, Liquefaction Potential Zone
(F. S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Depth = ft, Stress or Pressure = atm (tsf), Unit Weight = pcf, Settlement = in .
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user

Page 2 ends

UNTITLED.Ssum
In-Situ Test Data:

Depth SPT gamma Fines
ft pcf %

0.60 8.00 120.990 62.00

5.00 9.00 120.00 62.00

10.88 8.00 120.00 62.00

15.086 9.00 120.00 62.00

20.00 30.00 120.00 NolLig

25.00 27.00 120.00 44.00

30.00 20.80 120.00 44.00
35,00 16.00 120.00 44.00

40.20 21.90 120.00 44.00

45.00 16.90 120.00 62.00

50.60 31.00 120.00 44.00
Output Results:

Settlement of Saturated Sands=0.00 in.

Settlement of Unsaturated Sands=1.32 in.

Total Settlement of Saturated and Unsaturated Sands=1.32 in.

Differential Settlement=0.660 to 0.871 in.

Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in. in.

0.00 0.25 0.41 5.00 0.00 1.32 1.32

5.89 0.28 0.40 5.00 0.00 1.29 1.29

10.00 0.23 0.40 5.00 0.00 1.12 1.12

15.60 0.23 0.40 5.00 0.00 0.86 0.86

20.086 2.30 8.39 5.00 0.00 0.75 0.75

25.60 2.00 0.39 5.00 0.00 0.75 0.75

38.00 0.37 0.38 5.00 0.00 0.66 0.66

35.00 @.26 0.36 5.00 0.00 8.47 0.47

40.08 0.31 8.35 5.00 0.00 0.27 8.27

45.00 0.22 0.33 5.00 0.00 0.12 2.12
5e.e2 2.02 2.31 5.00 0.00 0.00 8.00
* F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Depth = ft, Stress or Pressure = atm (tsf), Unit Weight = pcf, Settlement = in.
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user

Page 2 ends

UNTITLED.sum
request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf s_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
s_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils

Page 3 ends

UNTITLED.sum
request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S_all Total Settlement from Saturated and Unsaturated Sands NolLig No-Liquefy Soils

Page 3 ends

UNTITLED. sum
******************************~***************************************************** *******************

LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltechsoftware.com
****x******************************************************************************* *******************
Font: Courier New, Regular, Size 8 is recommended for this report.

Licensed to , 8/13/2020 12:11 : 59 PM
Input File Name: UNTITLED
Title: PROJECT NAME: Pacifica Investments
Subtitle: Proj No . 2096-01
Surface Elev.=1575
Hole No.=B- 6
Depth of Hole= 50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max . Acceleration= 0.63 g
Earthquake Magnitude= 7.10
Input Data:

Surface Elev.=1575
Hole No.=B-16
Depth of Hole=50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70 . 00 ft
Max. Acceleration=0.63 g
Earthquake Magnitude=7.10

1. SPT or BPT Calculation.

2. Settlement Analysis Method: Ishihara / Yoshimine

3. Fines Correction for Liquefaction: Idriss/Seed
4 .
5 .

Fine Correction for Settlement: During Liquefaction*
Settlement Calculation in: All zones*

6. Hammer Energy Ratio,

7. Borehole Diameter,

8. Sampling Method,
Ce = 1. 25
Cb= 1
Cs= 1

9. User request factor of safety
Plot one CSR curve (fsl=l)

10. Use Curve Smoothing: Yes*
(apply to CSR) , User= 1
* Recommended Options

Page 1 ends

UNTITLED.sum
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LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltechsoftware.com
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Font: Courier New, Regular, Size 8 is recommended for this report.

Licensed to , 8/13/2020 12:11:59 PM
Input File Name: UNTITLED
Title: PROJECT NAME: Pacifica Investments
Subtitle: Proj No. 2096-01
Surface Elev.=1575
Hole No.=B- 6
Depth of Hole= 50.00 ft
Water Table during Earthquake= 78.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max. Acceleration= 0.63 g
Earthquake Magnitude= 7.10
Input Data:

Surface Elev.=1575
Hole No.=B-16
Depth of Hole=50.080 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max. Acceleration=0.63 g
Earthquake Magnitude=7.1@

1. SPT or BPT Calculation.

2. Settlement Analysis Method: Ishihara / Yoshimine

3. Fines Correction for Liquefaction: Idriss/Seed

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio, Ce = 1.25

7. Borehole Diameter, Cb= 1

8. Sampling Method, Cs=1

9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fsl=1)

10. Use Curve Smoothing: Yes*
* Recommended Options

Page 1 ends

UNTITLED. sum
In-Situ Test Data:

Depth SPT gamma Fines
ft pcf %

0.00 6.00 120.00 65.00

5.00 8.00 120.00 65.00

10.00 16 . 00 120.00 65.00

15.00 18.00 120.00 65.00

20.00 37 . 00 120.00 44.00
25 . 00 30. 00 120.00 65.00

30.00 19.00 120.00 65.00

35.00 14.00 120.00 54.00

40.00 13.00 120.00 54.00

45.00 18.00 120.00 54.00

50.00 38.00 120.00 44.00
Output Results:

Settlement of Saturated Sands=0.00 in.

Settlement of Unsaturated Sands=l.18 in.

Total Settlement of Saturated and Unsaturated Sands=l.18 in.

Differential Settlement=0.591 to 0. 780 in.

Depth CR Rm CSRf s F.S. s sat. S_dry S_all
ft in. in. in.

0.00 0.20 0.41 5.00 0.00 1.18 1.18

5.00 0.25 0.40 5.00 0.00 1.14 1.14

10.00 2.30 0.40 5.00 0.00 1.08 1.08

15.00 2.30 0.40 5.00 0.00 1.02 1.02
20 . 00 2.30 0.39 5.00 0.00 0.98 0.98

25.00 2.30 0.39 5.00 0.00 0.95 0.95
30 . 00 0.34 0.38 5.00 0.00 0.87 0.87

35.00 0.23 0 . 36 5.00 0.00 0.64 0.64

40.00 0.20 0 . 35 5.00 0.00 0.29 0. 29

45.00 0.24 0.33 5.00 0.00 0.09 0.09

50.00 2.02 0.31 5.00 0.00 0 . 00 0.00
* F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Depth = ft, Stress or Pressure = atm (tsf), Unit Weight = pcf, Settlement = in.
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user

Page 2 ends

UNTITLED. sum
In-Situ Test Data:

Depth SPT gamma Fines
ft pcf %

0.00 6.00 1206.06 65.00

5.00 8.00 128.00 65.00

10.00 16.00 120.00 65.00

15.60 18.00 120.00 65.00

20.60 37.00 120.00 44.00

25.00 30.00 120.00 65.00

30.00 19.00 120.680 65.08

35.00 14.00 120.00 54.00

40.00 13.00 120.90 54.00

45.00 18.00 120.020 54.00

50.00 38.00 120.00 44.00
Output Results:

Settlement of Saturated [email protected] in.

Settlement of Unsaturated Sands=1.18 in.

Total Settlement of Saturated and Unsaturated Sands=1.18 in.

Differential Settlement=0.591 to 6.78@ in.

Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in, in.

0.00 8.20 0.41 5.00 0.080 1.18 1.18

5.00 8.25 0.40 5.00 0.08 1.14 1.14

10.00 2.30 0.40 5.09 e.0e 1.08 1.08

15.20 2.30 0.40 5.00 @.00 1.02 1.02

25.86 2.38 9.39 S5.ee e.e8 08.95 8.95

30.00 0.34 0.38 5.80 0.09 0.87 0.87

35.00 0.23 0.36 5.00 0.09 0.64 0.64

40.00 0.20 0.35 5.00 0.09 0.29 0.29

45.00 0.24 8.33 5.08 0.00 e.09 0.09

58.20 2.02 8.31 5.00 0.09 0.00 0.00
* F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Depth = ft, Stress or Pressure = atm (tsf), Unit Weight = pcf, Settlement = in.
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratlo induced by a given earthquake (with user

Page 2 ends

request factor of
F.S.
s sat
S_dry
s_all
No liq
UNTITLED.sum
safety)
Factor of Safety against liquefaction, F.5.=CRRm/CSRsf
Settlement from saturated sands
Settlement from Unsaturated Sands
Total Settlement from Saturated and Unsaturated Sands
No-Liquefy Soils

Page 3 ends

UNTITLED. sum
************************************************~*********************************** *******************

LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltechsoftware.com
*******************************************x**************************************** ******••••*********
Font: courier New, Regular, Size 8 is recommended for this report .

Licensed to , 8/13/2020 12:18:47 PM
Input File Name: UNTITLED
Title: PROJECT NAME: Pacifica Investments
Subtitle: Proj No. 2096-01
Surface Elev.=1594 . 5
Hole No.=B-11
Depth of Hole= 50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max . Acceleration= 0.63 g
Earthquake Magnitude= 7.10
Input Data:

Surface Elev.=1594 . 5
Hole No.=B-11
Depth of Hole=50.00 ft
Water Table during Earthquake= 70.00 ft
Water Table during In-Situ Testing= 70.00 ft
Max. Acceleration=0.63 g
Earthquake Magnitude=7 .10

1. SPT or BPT Calculation.

2. Settlement Analysis Method: Ishihara I Yoshimine

3. Fines Correction for Liquefaction: Idriss/Seed

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio,

7. Borehole Diameter,

8. Sampling Method,
Ce = 1. 25
Cb= 1
Cs= 1
9 . User request factor of safety
Plot one CSR curve (fsl=l)

10. Use Curve Smoothing: Yes*
(apply to CSR) , User= 1
* Recommended Options

Page 1 ends

UNTITLED. sum
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LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltechsoftware.com
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Font: Courier New, Regular, Size 8 is recommended for this report.

Licensed to , 8/13/2@20 12:18:47 PM
Input File Name: UNTITLED
Title: PROJECT NAME: Pacifica Investments
Subtitle: Proj No. 2096-01
Surface Elev.=1594.5
Hole No.=B-11
Depth of Hole= 50.00 ft
Water Table during Earthquake= 7¢.00 ft
Water Table during In-Situ Testing= 70.008 ft
Max. Acceleration= 9.63 g
Earthquake Magnitude= 7.18
Input Data:

Surface Elev.=1594.5
Hole No.=B-11
Depth of Hole=50.00 ft
Water Table during Earthquake= 70.80 ft
Water Table during In-Situ Testing= 78.00 ft
Max. Acceleration=0.63 g
Earthquake Magnitude=7,10

1. SPT or BPT Calculation,

2. Settlement Analysis Method: Ishihara / Yoshimine

3. Fines Correction for Liquefaction: Idriss/Seed

4. Fine Correction for Settlement: During Liquefaction*

5. Settlement Calculation in: All zones*

6. Hammer Energy Ratio, Ce = 1,25

7. Borehole Diameter, Cb= 1

8. Sampling Method, Cs=1

9. User request factor of safety (apply to CSR) , User=1 Plot one CSR curve (fsi=1)

18. Use Curve Smoothing: Yes*
* Recommended Options

Page 1 ends

UNTITLED.sum
In -Situ Test Data:

Depth SPT gamma Fines
ft pcf %

0.00 4.00 120.00 21.00

5.00 10.00 120.00 21.00

10. 00 13.00 120.00 21.00
15 . 00 14.00 120.00 21 . 00

20.00 10 . 00 120 .00 23.00

25.00 14.00 120.00 23.00

30.00 19 . 00 120.00 32.00
35 . 00 19.00 120.00 32.00

40.00 19.00 120.00 27.00

45.00 21.00 120.00 27.00

50.00 36.00 120.00 27.00
Output Results:

Settlement of Saturated Sands=0.00 in.

Settlement of Unsaturated Sands=l.77 in .

Total Settlement of Saturated and Unsaturated sands=l . 77 in.

Differential Settlement=0.887 to 1.171 in.

Depth CR Rm CSRf s F.S. s_sat . S_dry s_all
ft in. in. in.

0.00 0.13 0.41 5.00 0.00 1. 77 1. 77

5.00 0.26 0. 40 5.00 0.00 1. 72 1. 72
10 . 00 0.29 0. 40 5.00 0.00 1.62 1.62

15.00 0.29 0.40 5.00 0.00 1.47 1.47

20.00 0 . 20 0.39 5. 00 0.00 1.09 1.09

25.00 0.24 0.39 5.00 0.00 0.83 0 . 83

30. 00 0.33 0.38 5.00 0 . 00 0.63 0.63
35 . 00 0.29 0.36 5.00 0.00 0.45 0.45
40 . 00 0. 25 0.35 5. 00 0.00 0.24 0 . 24

45.00 0.26 0.33 5.00 0.00 0.09 0.09

50.00 2.02 0.31 5.00 0.00 0.00 0 . 00
"' F.S. <1, Liquefaction Potential Zone
(F. S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units : Depth = ft, Stress or Pressure = atm (tsf), Unit Weight = pcf, Settlement = in.
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (wit h user

Page 2 ends

UNTITLED. sum
In-Situ Test Data:

Depth SPT gamma Fines
ft pef %

2.00 4.00 120.90 21.80

5.00 10.00 120.00 21.00

10.00 13.00 120.00 21.00

15.02 14.00 120.00 21.00

20.00 10.00 120.00 23.00

25.00 14.00 120.00 23.80

36.00 19.00 120.00 32.90

35.00 15.00 120.00 32.09

40.00 19.00 120.00 27.00

45.00 21.00 120.00 27.00

50.00 36.00 120.00 27.90
Output Results:

Settlement of Saturated Sands=0.00 in.

Settlement of Unsaturated Sands=1.77 in.

Total Settlement of Saturated and Unsaturated Sands=1.77 in.

Differential Settlement=6.887 to 1.171 in.

Depth CRRm CSRfs F.S. S_sat. S_dry S_all
ft in. in, in.
e.0e e.13 0.41 5.00 8.00 1.77 1.77

5.00 0.26 0.40 5.00 0.00 1.72 1.72

10.00 @.29 0.40 5.00 0.00 1.62 1.62

15.e6 @.29 0.40 5.00 0.00 1.47 1.47

20.00 0.20 0.39 5.00 0.00 1.09 1.089

25.06 0.24 8.39 5.00 0.00 0.83 0.83

30.06 0.33 0.38 5.00 0.00 0.63 0.63

35.00 0.29 0.36 5.00 0.00 0.45 e.4a5

40.00 0.25 0.35 5.00 0.00 0.24 0.24

45.086 0.26 0.33 5.00 0.00 0.909 0.09

50.08 2.02 8.31 5.00 0.00 9.00 0.00
* F.S.<1, Liquefaction Potential Zone
{(F.S. is limited to S, CRR is limited to 2, CSR is limited to 2) Units: Depth = ft, Stress or Pressure = atm (tsf), Unit Weight = pc¥, Settlement = in.
1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user

Page 2 ends

request factor of
F.S.
s_sat
S_dry
S_all
No Liq
UNTITLED. sum
safety)
Factor of Safety against liquefaction, F.S.=CRRm/CSRsf
Settlement from saturated sands
Settlement from Unsaturated Sands
Total Settlement from Saturated and Unsaturated Sands
No-Liquefy Soils

Page 3 ends

Moreno Valley City CouncilOctober 6, 2026

Moreno Valley City Council
October 6, 2026