Beaumont City Council
March 3, 2026

Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

2.2.1.2 Topsoil/Slopewash/Colluvium (Qcol)
Colluvium, topsoil, and slopewash materials are considered interchangeable designations for the purposes of this report and are typically referred to herein as "colluvium." These materials were observed locally mantling natural slopes untouched by prior mining or grading activities as well as (rarely) observed beneath undocumented fill materials. Topsoil and colluvial materials are a result of weathering processes of the underlying bedrock materials.

These materials were typically observed to be less than approximately 3 feet thick but do vary in thickness locally up to approximately 8 feet as observed in KTP-3, and were not considered a mappable unit on the attached Geotechnical Maps.

These materials were generally observed to consist of sandy clay and silty sand and were damp to moist. These materials also ranged from very loose to loose and soft to stiff and contained plant roots and rodent burrows.

2.2.1.3 Alluvium (Qal)
Holocene alluvial fan deposits (Qa1/Qyfs) were observed during our exploratory drilling in the canyon and drainage areas. Holocene aged Younger alluvium was encountered overlying Pleistocene aged older alluvium (alluvial fan) deposits in twenty-three (23) of our exploratory borings. As encountered in our exploratory borings alluvium generally consisted of silty sand with minor interbeds of sandy silt, clayey sand or sandy clay and traces of fine to coarse gravel. The younger alluvial deposits are locally porous, generally damp to moist, and loose to medium dense in the upper 5 feet to 30 feet and slightly porous; damp to wet, and medium dense to dense below. Older alluvium was encountered underlying the Younger alluvium at depths of approximately 5 to 50 feet in Borings KB -1 through KB -4, and KB -1B through KB -4B, KB -6B, KB -8B through KB -10B, KB -12B, and generally consisted of dense to very dense silty sand, silty sands with gravel, very stiff to hard sandy and clayey silt and sandy clays which were damp to moist (Appendix B). The results of the laboratory analyses for dry density and moisture contents of the alluvium are presented on the boring logs (Appendix B). Laboratory testing indicates that shallower younger alluvium exhibited collapse potential as much as 5.5 percent, considered "moderate" collapse. Deeper younger alluvium and older alluvium deposits exhibited collapse potential averaging slightly less than 2 percent, considered "slight" collapse potential per ASTM D 5333 (Appendix C).

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

2.2.2 Bedrock Unit

2.2.1.4 San Timoteo Formation (Tst)
Pliocene aged San Timoteo Formation (Tst) bedrock was observed during our investigation predominantly in the hillside areas and underlying the alluvial deposits at depth. The San Timoteo Formation has previously been mapped within the region by Dibblee (Reference 8) and Matti, et al (Reference 17), and in the site vicinity by Kling Consulting Group (References 12 and 13). Within the site, the San Timoteo Formation is composed of laminated and cross - bedded, to massive bedded arkosic and lithic sandstones, as well as some conglomerates, and some interbedded siltstone and claystone layers. The San Timoteo Formation as encountered is poorly to moderately indurated and locally cemented and friable. The San Timoteo Formation is typically damp to moist. The San Timoteo Formation ranged from dense to very dense and stiff to hard where encountered during this study. The upper, approximately 5 to 8 feet of the San Timoteo Formation bedrock was moderately to heavily weathered with moderate fracturing where encountered in our site exploratory excavations. Geologic Structure
Based on our subsurface exploration within the site, site vicinity, geologic mapping and review of geologic and geotechnical literature for the region, the geologic structure reflects folded and warped bedding as exhibited by generally northwest trending anticlines and synclines mapped across the site and site vicinity.

Typically, bedding within the San Timoteo Formation (Tst) bedrock is generally massive to poorly developed. Locally bedding is moderately well developed, where cross bedding, non - gradational contacts are present or silt/clay beds are present.

Bedding was typically observed and measured to be striking northwest to northeast and predominantly southerly dipping (into or roughly sub -parallel to planned cut slopes) with some northerly dips (out of slope). Bedding was measured during our field reconnaissance mapping and subsurface exploration dipping approximately 3 degrees to 19 degrees to the southwest and southeast. Locally bedding was also measured dipping
approximately 8 to 20 degrees to the northeast, and 17 degrees to the northwest.

Jointing and fracturing within the San Timoteo Formation bedrock where observed was generally poorly developed and steeply inclined, and generally trending northerly to northwesterly with steep dips to the west-southwest and east-northeast.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
Relatively thin silt/clay layers/seams and beds are locally present within the San Timoteo Formation and were observed in several of the exploratory large diameter borings and trenches/test pits, dipping southerly.

Several northwest striking inactive faults have been mapped in the vicinity of the site and observed on the adjacent Hidden Canyon project to the east. Some minor, high angle, steeply dipping inactive faults with relatively minor offsets were observed in our large diameter borings. No active faulting was evident during our field mapping and exploration.

No evidence of recent active faulting was observed at the site during the course of previous investigation and is not documented in our review of the available geologic and geotechnical literature of the site.

2.3 Groundwater
Groundwater was encountered during previous investigations by KCG of the site.

Groundwater was encountered during field subsurface exploration of the overall project in four of our borings within the low-lying drainage areas in the northern - northwest portion of the site ranging from 40 to 65 feet below the ground surface (bgs). Groundwater was encountered at approximately 40 feet below the ground surface (bgs) in Boring KB -5, within the Phase I grading area. It should be noted that variations in groundwater may result from fluctuations in the ground surface topography, subsurface stratification, rainfall, irrigation, and other factors that may not be evident at the time of our subsurface exploration.

2.4 Seismic Hazards
Seismic hazards evaluated during our geotechnical investigation include active faulting, ground acceleration due to seismic shaking, seismically induced slope failures, and liquefaction.

2.4.1 Faulting
No evidence of active faulting was observed on -site during our site exploration. Maps reviewed during our investigation did not indicate the presence of active faulting at the site and no County Fault Hazard Zones are located within the subject site or adjacent properties per the Riverside County TLMA GIS website as indicated in Appendix A. Additionally, the site is not located within an Alquist-Priolo Earthquake Fault Hazard Zone (References 4 and 10). However, the Southern California region is seismically active with faults capable of producing seismic shaking at the site.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
It is anticipated that the site will periodically experience ground acceleration from exposure to moderate to large magnitude earthquakes occurring on nearby and distant faults. Additionally, active "blind thrust faults" (faults which lack surface expression, commonly associated with fold belts and compressional deformation) or other potentially active sources (currently not zoned) may be capable of generating earthquakes.

Blind thrust faults were responsible for both the 1987 Whittier Narrows (M5.9) and the 1994 Northridge (M6.7) earthquakes.

We performed a computer aided search of known active and potentially active faults within a 50 -mile (80 -km) radius of the site and have researched the available geologic literature to determine the maximum magnitude earthquakes that may be expected to be generated on each fault.

The site is located on the USGS El Casco, California 7.5 minute Quadrangle map, with the approximate center of the site being at latitude

33.9390°N and longitude 117.0481°W. Table 1 below, summarizes 12 of the known active and potentially active faults, which, in our opinion, may have the greatest impact on the site. Selection of these faults was based on the proximity of the fault to the site, and the potential of the fault to generate moderate to large ground motion at the site.

Table 1 was generated from information provided on the USGS online resource (USGS, 2014, National Seismic Hazards Maps, Source Parameters, Reference 23), with the approximate center of the site being at latitude 33.9390°N and longitude 117.0481°W. It is our opinion that the most significant faults that may affect the site are the San Jacinto and the San Andreas Fault systems during an earthquake event along those faults.

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Beaumont Pointe Partners LLC
June 5, 2025
Table 1
Major Significant Faults in the Project Site Vicinity
Fault Name
Approximate
Distance from Site
[Miles (km)]
Maximum
Event (Moment
Magnitude),
Mw
San Jacinto- San Jacinto Valley

3.4(5.4)

7.9 S. San Andreas — San Bernardino

9.3 (15.0)

8.1 Pinto Mountain

20.3 (32.7)

7.3 Elsinore -Glenn Ivy

25.1 (40.4)

6.9 Elsinore- W+ Glenn Ivy

25.1 (38.7)

7.3 Cleghorn

25.4 (40.9)

6.8 Elsinore — Glenn
Ivy+Temecula+J+CM

25.6 (41.2)

7.4 Elsinore — Temecula+Julian

26.2 (42.2)

7.5 Cucamonga

28.1 (45.2)

6.7 North Frontal (West)

29.0 (46.7)

7.2 Helendale — S. Lockhardt

29.7 (47.8)

7.4 Chino -Alt 2

30.8 (49.6)

6.8 PN 18060-08
The closest fault to the subject site is the San Jacinto Fault located approximately three miles from the site (USGS online resource, USGS, 2014, National Seismic Hazards Maps, Source Parameters, Reference 23). The estimated site modified peak ground acceleration (PGAM) is 0.859g as generated from information provided on the SEAC/OSHPD online resource (Reference 22).

2.4.2 Liquefaction
The site is not located within a State of California Seismic Hazard Zone (California Geologic Survey (CGS)/California Department of Conservation) indicating a susceptibility for liquefaction potential.

Information available in the County of Riverside Safety Element, 2021, (Reference 7) indicates that portions of the site may have "very low" to "low" potential for liquefaction and information available on the Riverside County Mapping and Spatial Data Portal, GIS data, September 2019 (Reference 20) indicates that portions of the site are in "Zone 109" and may have a "moderate" susceptibility to liquefaction.

Portions of the site appear to be susceptible to relatively minor amounts of liquefaction settlement at depth. The magnitudes of seismic —induced liquefaction settlement appear to be relatively minor and somewhat localized, occurring in layers of younger alluvial deposits generally below depths of 40 feet where groundwater was encountered in four (4) of our borings.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
The total earthquake -induced liquefaction settlement potential was calculated using the LiquefyPro software. Our evaluation was based on the site class and adjusted peak ground acceleration of 0.859g, as presented in the Seismic Design Parameters Table above, and a probabilistic 2,475 year modal magnitude of 8.1. Our analysis indicates the estimated settlement due to earthquake -induced liquefaction settlement will vary from approximately 0.0 inches to approximately 2 inches. Due to the lack of a shallow static groundwater level and the materials encountered underlying the site overall relatively dense and stiff nature, the materials are not considered to be susceptible to significant amounts of liquefaction induced seismic settlement. With the proposed fill depths, recommended remedial earthwork, and loads imposed from the fill, liquefaction potential will be reduced significantly and therefore considered negligible after site grading.

The potential for lateral spreading is low based on our analysis and information which indicates that the site is not considered susceptible to significant amounts of liquefaction induced settlement and the liquefaction potential will be reduced significantly as discussed above. Additionally, there are no significant free slopes adjacent to the project. The results of our analysis are included herein in Appendix D —Seismic Settlement Analysis.

2.4.3 Seismically Induced Dry Settlement
The total earthquake -induced dry sand settlement potential was calculated using the LiquefyPro software. Our evaluation was based on the site class and adjusted peak ground acceleration of 0.859g, as presented in the Seismic Design Parameters Table above, and a probabilistic 2,475 -year modal magnitude of 8.1. Total earthquake -induced dry sand settlement was calculated using Boulanger and Idriss (2014) analysis method and the SPT blow counts from our borings. Our analysis indicates the estimated settlement due to earthquake -induced dry settlement ranges from approximately 0.6 inches to a little over 11 inches. The majority of the seismic induced dry settlement occurs in the upper 5 to 30 feet within the younger alluvial materials, with most of the significant settlement in the upper 5 to 10 feet.

The majority of the alluvium that is potentially susceptible to seismic induced dry settlement would be removed during remedial earthwork and consolidation of remaining alluvium due to fill loading would further reduce the seismic induced settlement potential significantly. The Older Alluvial materials underlying the younger alluvium are dense and the seismic induced dry settlement potential is considered minor to negligible S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc 16

Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
within these materials. Results of our analysis are included herein (Appendix D).

2.4.4 Seismic Slope Stability — Post Earthquake
Dynamic settlement/lateral spreading/seismic slope stability that can occur post -earthquake has been evaluated using the SLIDE 9.0 (Rocscience 9) computer program for the perimeter fill slopes underlain by alluvium. For the proposed perimeter fill slopes underlain by alluvium on the northern property lines, cross sections 1-1' was evaluated as presented in Appendix E. The soil parameters and geometry used in the stability evaluations are considered representative of subsurface conditions across the north and west property lines. The analysis incorporates our recommended remedial earthwork that should result in the substantial removal of younger alluvium and replacement with compacted fill.

The evaluation of lateral spreading/seismic slope stability represents the stability of the slope after earthquake shaking stops. This analysis utilizes dynamic shear strengths (for licuefied soil) without seismic loading. The factor of safety (FS) obtained for the lateral spreading/seismic stability evaluation (post -earthquake) condition was 1.19 for the north side of the property (Cross -Section 1-1').

Given the very short timeframe of elevated pore water pressures, factors of safety greater than 1.0 are considered acceptable for post -earthquake stability. The following simplifying assumptions and modeling techniques were utilized in our evaluation of lateral spreading/seismic stability:
• We assumed that the subsurface conditions encountered on the site extend laterally to the north and northwest and beyond the property lines (including seismic induced dry sands settlement and liquefiable materials). • The analysis assumed uniform pressure of 1,000 psf to account for building loads.
• The analysis assumed high groundwater depths ranging from 15 to 35 feet below the existing ground surface. The conditions assumed in the stability model may not be the same as those present during the design earthquake.

Based on the results of our evaluation, it is our opinion that there is a low potential for post -earthquake lateral spreading/seismic instability to occur on the perimeter fill slopes north side of the subject Phase I portion of the property (Cross -Section 1-1').

The results of the stability evaluation are provided in Appendix E.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

2.4.5 Seismically Induced Slope Instability/Landslides
The site is not mapped within a State of California designated Hazard Zone for Slope Instability. Information available in the County of Riverside Safety Element, December, 2015, (Reference 7) indicates that portions of the site may have "low" to "moderate" susceptibility for seismic induced slope instability. The potential for seismic induced slope instability is considered in section 3.2 of this report.

2.4.6 Flooding
According to the Federal Emergency Management Agency (FEMA), the subject site is located within an area of minimal flood Hazard- Zone X (Reference 9). It is our understanding the overall subject site will be elevated by proposed design grading to be situated well above local drainage courses. As such, the risk for flooding of the site is considered relatively low.

2.5 Surface Runoff and Erosion
Surface runoff within the site is generally directed to the west. Several small washes were observed during the course of our site investigation. The site grading would direct the finished surface to the east.

Bedrock units include the San Timoteo Formation (Tst) and the surficial units include undocumented artificial fill (Afu), colluvium (Qcol), and alluvium (Qal) Bedrock encountered during this investigation was moderately hard to hard and is considered to be slightly to moderately erodible. In general, surficial soils encountered are typically granular and appear to be readily erodible as evidenced by their soft to loose state and localized erosion gullies.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

3.0 GEOTECHNICAL ENGINEERING ANALYSIS
The results of our geotechnical engineering analysis performed during our investigation are discussed and presented below.

3.1 Laboratory Testing
In order to perform the geotechnical analysis considered necessary for this project, soil mechanics laboratory testing was performed on selected soil samples obtained from the exploratory borings. The laboratory tests performed included moisture/density determinations, maximum density, sieve analysis, direct shear, consolidation, collapse potential and classification tests. Consolidation -related (dry) and hydro -collapse potential (wet) was evaluated along with the time -rate of settlement. Direct shear tests were performed on both relatively undisturbed ring samples as well as samples remolded to 90 percent relative compaction to represent both insitu and fill conditions. The consolidation and hydro -collapse testing was performed on relatively undisturbed insitu soil samples (natural soil deposits) in order to determine the long-term settlement deformation in response to the proposed fill loading. The exploratory boring and test pit logs for exploration conducted during our previous investigations is presented within Appendix B. Laboratory test results are presented in Appendix C.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

3.2 Slope Stability
Approximate 2:1 (horizontal to vertical) cut and fill slopes of variable height are proposed. Deep seated slope stability analysis was performed on selected geologic cross -sections considered representative of the various proposed slope configurations. The computer program Slide version 9.0 by Roc Science was used for slope stability calculations. The sections assigned for stability analysis included both proposed fill and cut slopes. Stability analyses were conducted utilizing conventional limit equilibrium methodologies for both force and moment equilibrium. The results of our analysis are presented below and summarized in Appendix E. The locations of the cross -sections are presented on Plates 1 through 21 and the cross sections are presented on Cross -Sections 1-1', 9-9', and Plates 22 and 23- Cross -Sections A -A' and B -B'.

Samples collected from exploratory borings were tested for direct shear. The soil strength parameters utilized for analysis presented below are based on laboratory determined shear strength as well as past and recent experience with similar materials on projects in the vicinity.

Soil Strength Parameters
Material Type
Unit Weight,
y
[pcf]
Cohesion, c
[psf]
Friction
Angle,
[degrees]
Artificial Fi11 (Af)
120
300
30 Alluvium (Qal)
110
150
30 San Timoteo Formation (Tst-Bedrock)
120
300
30 Stability analyses performed on the geologic cross sections are indicated in the table below. Each cross section was analyzed for both static and psuedostatic conditions with a horizontal acceleration coefficient "K" of 0.184. Results of the analysis are presented below. Minimum factors of safety of 1.5 and 1.1 are required by building code and standard of practice for static and psuedostatic conditions, respectively. The results of our analysis indicates proposed 2:1 fill slopes and 2:1 cut slopes are grossly stable in the absence of adverse geologic conditions.

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Beaumont Pointe Partners LLC
June 5, 2025
Slope Stability Analysis- Fill and Cut Slopes
Cross Section
Factor of Safety
Static
Pseudostatic
(Seismic)
1-1' (Fill)

1.74 1.16
9-9'(Fill)

2.03 1.38
16-16'(Fill)

1.58 1.05
13-13'

1.85 1.23
14-14'

1.81 1.19
15-15'

1.89 1.24
17-17'

1.76 1.16
PN 18060-08
The results of detailed stability analyses summarized above are presented in Appendix E.

3.3 Surficial Slope Stability
Proposed 2:1 fill slopes analyzed for surficial stability (infinite slope analysis) resulted in a factor of safety against surficial failure greater than 1.5 and therefore considered surficially stable. Our analysis is summarized in Appendix E.

3.4 Erosion Potential
Fill slopes constructed with granular materials derived from on -site sandstone bedrock may be susceptible to erosion.

Bedrock units include the San Timoteo Formation (Tst) and the surficial units include undocumented artificial fill, colluvium (Qcol), and alluvium (Qal). Bedrock encountered during this investigation was dense to very dense and moderately hard to hard and is considered slightly to moderately erodible. In general, near surface soils are typically granular and appear readily erodible as evidenced by their relative loose state and localized erosion gullies.

The erosion potential of cut slopes exposing on -site bedrock materials may range from low to medium depending on the bedrock materials exposed, as well as the orientation of bedding and joint planes within the slope. In general, cut slopes exposing well -indurated and/or cemented sandstones should have a low to moderate susceptibly to erosion. Friable, poorly cemented, sandstones should have a moderate to high erosion susceptibility.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

3.5 Surface Drainage
Surficial drainage of the proposed development could significantly affect strength and compression characteristics of the proposed engineered fills, as well as the on -site bedrock materials. Maintenance of positive drainage from proposed roadways, building pad areas and slopes is paramount to the long-term performance of the site improvements, especially erosion on slopes.

Recommendations for surface drainage are included in Section 5.5 below.

3.6 Rippability
The degree of rippability of bedrock material is, in general, dependent upon several factors including lithology of the bedrock, geologic structure, degree of weathering as well as the type of earth moving equipment employed.

Difficult excavation could be encountered locally at depth within the San Timoteo Formation (Tst). In general, the upper 15 to 30 feet of bedrock affected by long- term weathering processes should exhibit easier excavation characteristics.

Deeper excavations could pose some difficulty, although we believe would be excavatable due to large diameter borings penetrating well over 100 feet into bedrock; and excavations over 125 feet (in same formation) were completed just east of the project site utilizing conventional earth moving equipment. However, local indurated or very hard zones could exist rendering excavation difficult by conventional means and potentially requiring special techniques including single shank rippers, rock breakers mounted to excavators, and other methods.

Although not anticipated, in the unlikely event non-rippable materials are encountered and blasting is required, a qualified, experienced licensed blasting contractor should perform the blasting using current and professionally accepted methods, products, and procedures to maximize safety during blasting operations in accordance with applicable laws and ordinances. The contractor would be responsible for all required permits, blasting procedures, safety, methodology, pre -blast monitoring, monitoring during blasting and post -blast monitoring, including appropriate pre -blast, blast and post -blast warning signals.

The blasting contractor should incorporate procedures that protect personal safety, property, and produce blast rock of appropriate sizes, make sure the blast will prevent/minimize production of fly rock and air blast hazards, minimize peak particle velocities, and minimize over -blasting. Oversize materials generated from excavations and/or blasting can be used as fill (Section 5.3) and placed in accordance with oversize material placement (Section 5.7) as recommended in General Earthwork and Grading Specifications presented in Appendix F.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

3.7 Fi11 Suitability
Materials generated from the excavation of undocumented fill (Afu), alluvium (Qal) and the bedrock unit San Timoteo Formation (Tst) are considered suitable for use as engineered fill (Afe), provided they are free of deleterious materials such as trash or organics.

3.8 Settlement Potential
The existing alluvium materials (Qa1) have been evaluated for settlement. Loose younger alluvium should be removed as recommended in Section 5.3. Relatively dense alluvium considered competent can be left in place within the canyons beneath the proposed building pads and proposed design fill slopes of variable heights and configurations.

Suitably dense alluvium should experience only limited settlement that would occur during grading from progressive fill loading. However, the settlement from water -induced collapse (hydro -collapse) could occur much later, should the alluvium gain sufficient moisture. Based on our analyses, the amount of hydro - collapse settlement varies from slight to high -moderate. Collapse potential evaluations based on ASTM D 5333 guidelines classifies collapse potential as the change in volume upon wetting at a normal load of 2 tons per square foot (tsf) equivalent to 200kPa. This collapse potential classification assisted our evaluation of unsuitable alluvium removal depths. Based in part on prior experience in similar soil conditions and the laboratory testing performed for this evaluation, we utilized the criterion of a minimum dry density of 108 pounds per cubic foot (pcf) and maximum collapse potential of about 3 percent at 2.0 tsf (200kPa) as suitable to remain in place. However, in general, the majority of alluvium expected to remain in -place upon completion of remedial removals should have a higher density and lessor collapse potential especially at depth where it transitions to very dense "older" alluvium. Both younger and older alluvium is predominantly sand with relatively small amounts of silt and very little clay. As such, this soil has a relatively low "dry strength" which allows compression to occur even at lower insitu moisture contents. The proposed fill loading is expected to effectively compress the alluvium such that the actual "hydro -collapse" potential upon completion of grading would be negligible.

Compacted fill settlement was also evaluated. In general, compacted fills are dense and exhibit limited settlement. However, with granular soils with limited proportions of silt and clay (SM soils typically) if not compacted with sufficient moisture, could experience small amounts of hydro -collapse within the deeper design fill loads. To help mitigate this potential, our grading recommendations include minimum moisture content for fill placement. In order to ensure the potential settlement has transpired after grading, recommendations for fill drains were presented to reduce the time required to reach equilibrium in deep fill areas.

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Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
However, for the Phase 1 grading, the maximum fill thicknesses are not considered significant enough to warrant fill drains. We expect the majority of the predicted settlement to have occurred by the end of grading. However, in order to ensure the settlement has abated, we suggest settlement monuments be located at strategic locations within the deepest fill areas. The monuments should be read periodically for a period of six months and the results evaluated by the geotechnical consultant. The monitoring could be terminated sooner when survey readings indicate less than 1/8 -inch per month vertical settlement.

3.9 Expansion Potential
The onsite geologic formations are comprised of mostly sandstone, which generates soils that are generally sandy and therefore low in expansion potential; however, siltstone/clay layers subject to excavation would produce clayey soils, which would be expansive. Minor amounts of clay/siltstone exist onsite that if placed at pad grade would produce moderately expansive soils. Expansion potential of the soils exposed at finished grade should be evaluated at the completion of grading.

3.10 Earthwork Shrinkage and Bulking
The volume change of excavated on -site materials upon excavation and placement as engineered fill will vary with bedrock/soil type, location and compactive effort.

However, the overall earthwork shrinkage/bulking and subsidence of the onsite soils may be approximated by the following parameters based on our subsurface exploration, laboratory testing and analysis:
• San Timoteo (Tst)
• Alluvium (Qal)

1.5% shrinkage
12% shrinkage; 0.10 Subsidence
Please note: These estimates are based on assumed relative compaction in the field between 93% and 95% relative compaction. In addition, for fills deeper than 50 feet, the relative compaction required is 95%. These values have been averaged across the site so can be used universally. Subsidence of alluvium should be anticipated, as indicated.

4.0 CONCLUSIONS
The following conclusions are based on our review of the available geotechnical data as well as the results of our previous field investigation, laboratory testing and engineering analysis. It is our opinion that the subject property investigated herein is considered geotechnically suitable and feasible for the development of proposed improvements discussed above, provided recommendations presented herein are implemented during further design, grading, and construction. If the recommendations in this report are S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025
incorporated into design and construction of the project, the proposed grading should not adversely affect adjoining sites.
• Generally, undocumented fill, topsoil/colluvium and younger alluvium are considered potentially compressible, portions of the younger alluvium prone to hydrocollapse. • Alluvium left in place may support proposed fills provided the recommendations discussed in Section 5 are incorporated into grading operations and site development/design;
• Alluvial soils are subject to settlement upon loading by proposed fill soils, however the majority of the settlement is expected to occur during grading and within a few months thereafter. In addition to deep fill soils placed at recommended elevated moisture contents are also expected to settle as pore water pressures dissipate upon completion of grading. Settlement monuments, if any, should be installed at strategic locations within deeper fill areas of the project;
• Stability analyses indicate that the design cut and fill slopes are grossly stable under static and pseudostatic conditions, and generally should not be subject to earthquake induced failures or excessive deformation under seismic conditions in the absence of adverse geologic conditions provided recommendations in this report are implemented. Stability calculations are included in Appendix E. • Site soils subject to earthwork operations are generally sandstone and sandy alluvium.

Fill materials derived from these types of materials will typically exhibit a very low to low expansion potential. However, a limited amount of siltstone and clay onsite could generate moderately expansive soil at finished surface and should be evaluated at the completion of grading;
• Sandstone bedrock should be rippable and generally suitable for use as fill materials, provided they are free of vegetation, debris and over -sized cobbles and/or boulders.

Deeper cuts of bedrock materials may locally be difficult to excavate by conventional methods and may generate oversize rocks. Local indurated or very hard zones could exist, which would make excavation difficult by conventional means, which may require special techniques including the use of single shank rippers, rock breakers mounted to excavators, or other means. Blasting is considered unlikely, however, oversize materials generated from excavations and/or blasting can be used as fill (Section 5.3 and 5.8) and placed in accordance with oversize material placement as recommended in General Earthwork and Grading Specifications presented in Appendix F.
• No active faulting is known to exist at the site and the risk of surface fault rupture is considered to be very low. However, the project site lies within a region of historical seismicity and will likely be subject to seismic shaking in the future; S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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• Groundwater was encountered during previous investigations by KCG of the site.

Groundwater was encountered during field subsurface exploration of the overall project in four of our borings within the low-lying drainage areas in the northern - northwest portion of the site ranging from 40 to 65 feet below the ground surface (bgs). Groundwater was encountered at approximately 40 feet below the ground surface (bgs) in Boring KB -5, within the Phase I grading area. Groundwater levels are not expected to have an impact on the project;
• The younger alluvium is also subject to minor amounts of liquefaction settlement of less than 2 -inches at depths of 40 feet, which is not considered significant. Proposed fill loading should consolidate the younger wet alluvium and significantly reduce the seismic induced settlement potential for liquefaction. Therefore, liquefaction settlement is considered negligible. The upper portion of the younger alluvium is subject to seismic -induced dry settlement, which would occur primarily in the upper 5 to 30 feet. The maximum seismic induced settlement that could occur (prior to earthwork) would be on the order of approximately 0.6 -inches to a little over 11 inches. The majority of the alluvium susceptible to seismic induced dry settlement would be removed during remedial earthwork. Remaining alluvium would also be subject to consolidation from fill loads, which would further reduce potential settlement significantly;
• Settlement monitoring. Remedial grading recommendations include leaving alluvium in place within the canyons. It is considered prudent to place survey settlement monuments at selected locations in deep fill areas or possibly near cut/fill transitions.

5.0 RECOMMENDATIONS
Recommendations presented below are based on our understanding of the intended industrial/commercial site use and the geotechnical information gathered and analyzed to date. Recommendations contained herein are preliminary in that they could be subject to modifications due to revisions to the grading plans and they also require verification in the field during grading based on exposed conditions. Additional subsurface exploration may be necessary to further characterize the site conditions in areas not explored, if deemed necessary during grading. Specifically, cut slope areas where the subsurface exploration was impractical due to steep hillside conditions and southeast portion of the site was not accessible due to the existing residential property. Exploration of these areas, if deemed necessary, would be possible after rough grading has progressed sufficiently to allow access.

5.1 General Earthwork and Grading
Grading should be performed in accordance with the General Earthwork and Grading Specifications presented in Appendix F, unless specifically amended below, and should also conform to applicable governing agency requirements.

Prior to commencement of grading operations, all vegetation, organic topsoil, and man-made structures (i.e., tanks, pipes, fences, etc.) should be cleared and S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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disposed of off -site. Areas receiving fill should be scarified about 6 to 12 inches deep and/or over -excavated, moisture -conditioned to at least two percent above optimum moisture content, and compacted to a minimum of 90 percent relative compaction for areas to receive new fills up to 50 vertical feet and 95 percent for areas to receive greater than 50 feet of fill. All earthwork and grading operations should be performed under the observation and testing of the geotechnical consultant.

5.2 Fill Placement and Compaction

5.2.1 Fill Lifts
Fill material shall be placed in near -horizontal layers not exceeding 8 inches in loose thickness. Should abundant cobbles up to 12 -inches in diameter be exposed, fill lift thicknesses could be increased to this dimension. Rocks greater than 12 inches should be collected and placed as over -sized material. Each fill layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer.

5.2.2 Fill Moisture
Fill layers at moisture contents less than optimum shall be watered and mixed, and 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 uniformly processed at a minimum of two percent above optimum moisture content.

5.2.3 Fill Compaction
After each layer has been evenly spread, moisture -conditioned, to a minimum of two percentage points above optimum moisture content and mixed, it shall be uniformly compacted to not less than 90 percent for fills up to 50 feet in depth, and 95 percent for fills greater than 50 feet in depth, of the maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction.

5.3 Remedial Grading
Remedial grading recommended for this project is based on the findings and conclusions generated during previous geotechmical investigations as discussed herein and with the expectations and specifications of the client based on the ultimate site development. As such, the remedial grading recommendations presented herein dependent on site -specific project development and site S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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conditions. Undocumented fill and surficial topsoil and colluvium should be completely removed and recompacted during remedial earthwork. Remedial removals of the alluvium range from approximately 5 feet to 30 feet below existing grades or greater and 3 to 5 feet for the San Timoteo Formation bedrock.

Recommended remedial earthwork removal depths are presented on Plates 1-21, Geotechnical Maps.

5.3.1 Over -excavation Along Cut/Fill Transitions
Areas of cut -fill transitions and with terrain steeper than 2:1 (H:V) the steep slope areas should be laid back to 3:1 (H:V) in lieu of the standard overexcavation of 1/3 of the maximum depth of fill in the shallower fill portions of the pad (Appendix F-GD3). Areas anticipated to have steep cut -fill transition condition are identified on Plates 1-21, Geotechnical Maps and a typical detail of the transition layback is included as Figure 3.

All areas where steep transitions may not be identified and should be evaluated during grading based on actual field conditions and 40 -scale grading plans.

5.3.2 Over -excavation of Cut Areas
In order to limit the fill differential between cut and fill, provide uniform foundation conditions and allow for deeper utility and underground improvements proposed cut areas are recommended to be over -excavated prior to placing fill. In general, the over -excavation of the cut area should be at least 10 feet below design finish pad grades. The over -excavation of cut areas is illustrated on Plates 1-21. However, all cut areas may not be identified and actual over -excavation work should be based on final grading plans. Manufactured Slopes
All design slopes should be constructed in accordance with City of Beaumont, County of Riverside requirements along with
recommendations contained herein. Keyway backcuts, greater than 5 feet in height should not be made steeper than a 2:1 slope gradient unless approved by the geotechnical consultant. Vertical benches with a minimum height of 4 feet should be established for all fills placed on ground sloping steeper than 5:1 (horizontal:vertical). Keyways should be constructed as depicted in the Grading Details (Appendix F) or as determined by the geotechnical field representative during grading. Slope maintenance guidelines are provided in Appendix M.

5.3.3 Slope Stabilization and Buttresses
Each fill slope stabilization, if any, should be provided with a subdrainage system as outlined in Appendix F. Keyways should be a minimum of 3 S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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feet deep and a minimum of 15 feet wide, or half the slope height (whichever is greater). The locations of slope stabilization and buttress keyway dimensions should be evaluated and confirmed during grading.

All keyways and backcuts for proposed slope stabilization, if any, should be observed by the geotechnical consultant during grading. Keyway dimensions may be modified based on the actual geotechnical conditions encountered during grading. Stabilization and buttress fills should be provided with backdrains constructed in accordance with the specifications contained in Appendix G and applicable City of Beaumont or County of Riverside grading ordinances.

5.3.4 Fi11 Slopes
All fill slopes should be provided with fill key excavated to a minimum depth of 3 feet into bedrock, or into alluvial materials after removals have been conducted, as determined by the geotechnical consultant during grading. Slopes higher than 30 feet should be provided with a keyway that has a minimum width of one-half the slope height and a depth of at least 3 feet into bedrock, or competent materials as determined by the geotechnical consultant during grading. Larger keyways may be required depending on slope height and soil conditions encountered beneath the proposed fill slopes. Vertical benches with a minimum height of 4 feet should be established for all fills placed on ground sloping steeper than 5:1. Oversize or cohesionless sandy material should not be utilized near the slope face. Fill slopes should be constructed of well -blended mixtures of sands, silts and clays where possible. Where considered necessary, fill slopes should be provided with backdrains constructed in accordance with the specifications contained in Appendix F and applicable City of Beaumont or County of Riverside grading ordinances.

5.3.5 Cut Slopes
In general, cut slopes proposed in the Timoteo Formation are considered stable when cut to design gradients of 2:1 horizontal to vertical, in the absence of adverse geologic conditions.

All cut slopes should therefore be geologically mapped during grading. Cut slopes found during grading to expose adverse geologic structure should be provided with replacement stability fills constructed in accordance with the specifications presented herein and in Appendix F or with additional analysis laid back to flatter inclinations. Furthermore, consideration for replacement fill slopes when cut slopes expose earth materials susceptible to erosion.

Keyway backcuts greater than 5 feet in height should not be made steeper than a 2:1 slope gradient. Stabilization fills should be provided with S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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backdrains constructed in accordance with the specifications contained in Appendix F and applicable City of Beaumont and County of Riverside grading ordinances.

5.3.6 Cut/Fill Transition Slopes
In general, slopes that will have a cut/fill transition and bedrock/alluvium transitions can be cut to grade. However, where the resulting fill would be too thin, we would recommend replacement. Where bedrock/alluvium transitions occur, they should be evaluated in the field for suitability, and be treated with a replacement slope with keyways and drains as determined by the geotechnical consultant.

5.4 Surface Drainage
Appropriate surface drainage measures should be provided by the civil engineer, including terrace drains, surface gradients, and suitable non -erosive collection devices in accordance with the applicable California Building Code and City of Beaumont regulations. Surface drainage should never be allowed to flow toward or over the top of slopes.

5.5 Subdrainage
Canyon fills and stabilization fills will require appropriate subdrain installation in accordance with the recommendations described in Appendix F, or as modified by the geotechnical consultant during grading. Subdrains should be installed in canyon bottoms with tributary drainages installed after the overexcavation of unsuitable soil materials, prior to the placement of compacted fills. Subdrainage should also be provided under proposed detention basins and for any significant seepage encountered during grading. Recommended locations of subdrains are presented on the Geotechnical Maps, Plates 1-21.

Fill drains are not anticipated for the Phase 1 grading. However, they are anticipated for Phase 2 grading where deep fill areas where total fill depths exceed 75 feet. In general, fill drains can consist of two -foot by two -foot trench, with open graded aggregate wrapped in filter fabric with 4 -inch perforated plastic pipe (Schedule 40 or SDR 35) pipe is placed roughly centered. The fill drain systems placed at 25 -foot spacing (vertical and horizontal) within the deep fill canyons and outlet through the slope face. The drains should not be shallower than 40 feet from finish surface. The subdrains should be constructed essentially the same as described in Appendix F.

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5.6 Oversized Rock Materials
Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant.

Any oversized materials, with a maximum dimension of 36 -inches, generated during excavation that cannot be broken down to less than 12 inches nominal size should be disposed off -site or placed within a rock windrow as illustrated on Detail GD-5 in Appendix F. Oversize material shall not be placed within 10 feet vertically or within 20 feet horizontally of any finished surface, unless specifically recommended by the geotechnical consultant during grading. Oversized disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill.

Individual rocks with a maximum dimension of 36 -inches to 72 -inches may be disposed of within fill areas under the direction of the geotechnical consultant on a case by case basis. Individual oversized rock disposal operations shall be such that the oversize material is completely surrounded by compacted or densified fill.

Individual oversize material shall not be placed within 20 feet vertically or within 20 feet horizontally of any finished surface, unless specifically recommended by the geotechnical consultant during grading.

5.7 Deep Fill Areas/Settlement Monitoring
Based upon our understanding of the proposed grading plan, fills are not expected to exceed 75 feet. However in Phase 2, fills on the order of 125 feet deep (design grading) are planned. Engineered fills deeper than 50 feet should incorporate a minimum relative compaction of 95 percent, and a moisture content of at least two percentage points above optimum moisture content. Compaction requirements may be revised based on hydrocollapse testing conducted while fill is being placed. A settlement monitoring program should be implemented consisting of the surveying of surface monuments to monitor settlement of alluvial soils left in -place and/or proposed fills deeper than 50 feet.

Survey monument readings for both deep fill areas and possibly for fill over natural ground (Qal) if determined necessary during grading, should be performed following the completion of fill placement. These areas would preliminarily include the fill slopes along the north edge of the site and over the main north - south trending canyons/drainages under the proposed building pads. Survey monument locations should be selected by the geotechnical consultant.

Construction of the monuments may be completed by the contractor or the geotechnical consultant in accordance with our grading details SM-2 and SM-3 (Appendix F). Survey readings should be taken weekly for the first month and on S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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a bi-weekly basis thereafter until vertical movement of the fill mass achieves 90 percent of primary compression. Settlement monitoring can be considered completed when readings do not exceed 1/8 -inch over a period of one month.

Construction of proposed structures should not commence until approved by the geotechnical consultant based on the results of the settlement monitoring.

The survey bench marks used for the monitoring should be confirmed with the geotechnical consultant prior to initial readings being performed. Based on our analyses, we estimate primary consolidation settlement of fill and buried alluvium would probably require from a month to six months following the completion of fill placement provided all recommendations presented herein have been implemented. It should also be remembered that the site improvements should be designed for a deflection ratio based on settlement monitoring. Settlement is expected to occur in the deep canyons and fill areas. A major portion of fill/alluvium settlement is also expected to occur during grading.

5.8 2022 CBC Seismic Design Parameters
Presented below are the site seismic parameters utilizing geologic, seismic and geotechnical data gathered for the site. Presented below are the site seismic parameters utilizing generic geologic, seismic, and geotechnical data gathered for the site using the SEAC/OSHPD web based tool in accordance with 2022 CBC and ASCE 7-16. Please note that a site specific ground motion analysis was not performed for the site and a site specific ground motion analysis may not be required based on exceptions listed in ASCE 7-16, 11.4.8. The project structural engineer should verify whether exceptions are valid for this site and if a Site Specific Ground Motion Analysis is required. The seismic design coefficient, Cs, should be determined per the parameters below and using equation 12.8.2 of ASCE 7-16. All structures should be designed for earthquake -induced strong ground motions in accordance with the 2022 CBC procedures utilizing the following parameters:

Site Class (Soil Profile)
D
Latitude, Longitude

33.9390°, -117.0481°
Short Period Spectral Acceleration, Ss:

1.849
1 -Second Period Spectral Acceleration, S1:

0.727
Site Coefficient, Fa:

1.0 Site Coefficient, Fv:

1.71 Maximum Considered Earthquake Spectral
Response Acceleration, SMs:

1.849
Maximum Considered Earthquake Spectral
Response Acceleration, SM1:

1.24 Design Spectral Response Acceleration, SDS:

L233
Design Spectral Response Acceleration, SD1:

0.827
Site Modified Peak Ground Acceleration,
PGA.

0.859
Seismic Design Category
D
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5.9 Foundation Recommendations
All foundation criteria are considered minimum requirements that may be superseded by more stringent requirements from the architect, structural engineer, or governing agencies.

The following preliminary geotechnical design parameters are provided for the design of foundations. The proposed buildings may be supported by continuous and square pad footings utilizing an allowable bearing pressure of 2000 pounds per square foot. The width of the continuous footings should be a minimum of 18 - inches and embedded to a minimum depth of 18 -inches below the lowest adjacent grade. For square pad footings, the recommended width be at least 24 -inches embedded a minimum of 18 -inches below the lowest adjacent grade. Bearing pressures may be increased by 250 pounds per square foot per additional foot of width or depth to a maximum allowable bearing pressure of 3,000 pounds per square foot. A coefficient of friction of 0.40 may be used, along with a passive lateral resistance of 250 pounds per square foot per foot of embedment to a maximum of 3000 psf. Footings should bear on at least two feet of compacted fill.

If normal code requirements are used for seismic design, the allowable bearing value and coefficient of friction may be increased by 1/3 for short duration loads, such as the effect of wind or seismic forces.

If any utility lines are within a 1:1 (horizontal: vertical) projection from the bottom of a footing, they may be within the influence zone of the proposed footing load. If this condition exists, the proposed footing should be deepened so that the utility is outside the zone of influence; the utility line could also be relocated or encased with concrete slurry. These conditions should be evaluated on a case by case basis.

5.10 Retaining Walls
General guidelines are provided below for low CMU block retaining walls up to ten feet in retained height.

Retaining walls should be designed to resist an equivalent fluid pressure of 40 pounds per cubic foot for level backfill and 55 pounds per cubic foot for 2:1 sloping backfill. Backfill materials should consist of granular material (S.E. > 30) or approved onsite sandy soil, and drainage systems should be installed as shown on retaining wall details in Appendix F. Please note that drainage recommendations are provided only as a means to create a drained condition behind proposed retaining walls. Surface drains should not be connected to retaining wall sub -drainage. These drains are not intended as a means of waterproofing. If moisture or salt deposition is not desired, or if stone facing, stucco, or paint is to be applied to the wall outer surface, the wall should be provided with suitable waterproofmg. The waterproofing system for the wall S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

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should be designed by a qualified waterproofing consultant. Any waterproofing or drainage system damaged by soil placement and compaction efforts should be repaired prior to completion of backfilling.

Foundations for proposed retaining and perimeter (non -retaining) walls which are to be founded into compacted fill materials may be designed utilizing an allowable bearing pressure as presented above for conventional foundations.

The seismic lateral earth pressure for walls retaining more than six feet of soil under level backfill conditions may be assumed equal to 19 pcf and added to active or at -rest earth pressures. The seismic pressure therefore becomes part of the triangular earth pressure from static earth pressure, with zero pressure at the top and maximum at the base.

5.11 Sulfate Potential
Based on the soluble sulfate test results at this time, the on -site soils possess a sulfate exposure that is considered "Class SO". For preliminary purposes, concrete should be designed in accordance with ACI 318, Section 19 Table 3.1.1, utilizing "Class SO" sulfate exposure. Near surface Soil samples should be obtained after grading to confirm sulfate content and recommendations revised if warranted.

5.12 Corrosion Potential
Laboratory testing on surficial deposits within the subject site preliminarily indicated the soil as "highly -corrosive" to ferrous metals when the soil is saturated, as per Caltrans guidelines

5.13 Preliminary Pavement Design
Asphalt Concrete Pavement
For "preliminary" design, parameters are provided below. Laboratory R - Value test results indicated R -Values ranging from 13 to 41 on surficial soils tested. We have assumed an R -Value of 25 for preliminary design purposes and to account for soil variability. Additional R -Value testing should be performed on subgrade soils at the completion of rough grading to confirm final structural pavement sections. The selection of actual traffic index should be the purview of the project civil or traffic engineer.

Should near -surface soil existent after grading indicates R -values greater than 25, the structural sections for asphalt pavement could be revised accordingly in conjunction with final traffic index determinations.

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Preliminary Pavement Section Design
R -Value
Traffic
Index
Multiple Layered
Asphalt
Concrete
(inches)
Aggregate
Base*
(inches)
25 5.0

3.0 6.0
25 6.0

3.0 9.0
25 7.0

4.0 11.0
25 8.0

5.0 12.0
*Aggregate base material shou d consist of Class 2 aggregate base materials or Crushed Miscellaneous Base (CMB).

Portland Cement Concrete Pavement
PN 18060-08
For ordinary low volume truck and vehicular traffic areas, we recommended concrete pavement consisting of 6 -inches of concrete underlain by at least 4 -inches of either Class 2 or crushed miscellaneous base (CMB) be used for preliminary design. Concrete Compressive strength should be 4000 psi or greater. Aggregate base material should be compacted to a minimum of 95 percent relative compaction as per ASTM D1557. Subgrade soil should be compacted to at least 90 percent of the laboratory maximum dry density in accordance with ASTM D1557. If concrete crack control is desired, the slabs should be minimally reinforced with No. 4 rebar, placed every 24 inches on center, both ways. A 10 -foot square or less grid system should be used in the construction of continuous sections of concrete pavement or as recommended by the structural engineer.

For heavy truck traffic and trash enclosures, concrete pavement should consist of a minimum 8 -inch thick concrete slab placed over a minimum of 6 -inches of either Class 2 or crushed miscellaneous base material, compacted to 95 percent relative compaction. Concrete should have a minimum strength of 4000 psi and be reinforced with a minimum of No. 4 bars placed at 24 inches on center, in each direction, positively supported (with concrete chairs or other devices) at mid -height in the slab. Crack control joints should be placed at a 10 -foot maximum spacing in each direction in the slab or as recommended by the structural engineer.

Concrete mix design should incorporate the recommendations presented in the slab on grade section of this report for improved geotechnical performance. Final reinforcement and design should be determined by the structural engineer
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5.14 Temporary Excavations
Temporary excavations and trench walls to a depth of four feet may be made vertically without shoring, subject to verification of safety by the contractor.

Deeper excavations should be no steeper than 1.5:1 (horizontal to vertical) or braced or shored in accordance with CAL OSHA standards and guidelines. The contractor is assumed responsible for maintaining safety at the jobsite. All excavation work should be in compliance with current CAL OSHA standards.

Under no circumstances should excavations be made deeper than four feet or below groundwater without shoring, bracing or laying -back, in accordance with CAL OSHA standards and guidelines. No surcharge loads should be allowed within five feet from the top of the cuts.

Existing utility lines, roadways and other easements/right-of-ways may be impacted by the temporary excavations may require shoring to obtain the full depth of the excavation.

5.15 Grading Plan Review
Our office should any review revisions to the 40 -scale grading plans, if any, produced in the future. Grading plan review will be necessary to verify that our recommendations in this report remain relevant and to provide updated geotechnical recommendations specific to the plans as necessary.

5.16 Geotechnical Testing and Observation
Geotechnical observation and testing should be conducted during the following stages of grading:
• Upon the completion of clearing and grubbing;
• During all phases of grading, including benching, backcut and key excavation, cut slope excavation, remedial removals of surficial soils, backdrain/subdrain/filter material installation and engineered fill placement;
• During Settlement Monument placement;
• During roadway subgrade preparation and compaction of roadway aggregate base;
• When any unusual conditions are encountered during grading.

6.0 PROFESSIONAL LIMITATIONS
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Geotechnical services are provided by KCG in accordance with generally accepted professional engineering and geologic practice in the area where these services are to be rendered. Client acknowledges that the present standard in the engineering and geologic and environmental profession does not include a guarantee of perfection and, except as expressly set forth in the conditions above, no warranty, expressed or implied, is extended by KCG.

All excavations used for subsurface exploration were backfilled prior to leaving the site.

As with any backfill, consolidation and subsidence may result in depression of the excavation area and a potentially hazardous condition. The client and/or owner of the property are hereby advised to periodically examine the excavation areas, and if necessary backfill any resulting depressions. KCG shall not be responsible for injury or damage resulting from subsidence of backfill.

Geotechnical reports are based on the project description and proposed scope of work as described in the proposal. Our conclusions and recommendations are based on the results of the field, laboratory, and office studies, combined with an interpolation and extrapolation of soil conditions as described in the report. The results reflect our geotechnical interpretation of the limited direct evidence obtained. Our conclusions and recommendations are made contingent upon the opportunity for KCG to continue to provide geotechnical services beyond the scope in the proposal to include all geotechnical services. If parties other than KCG are engaged to provide such services, they must be notified that they will be required to assume complete responsibility for the geotechnical work of the project by concurring with the recommendations in our report or providing alternate recommendations.

A11 locations of borings, limits of fill, contacts, elevations, etc., are represented herein to the best of our abilities. The approximate locations depicted on all plates and figures are based upon available control as provided in the field by others. Where no information was provided by others, locations were approximated using limited measuring methods and crude instrumentation. We do not verify the locations or elevations reported herein as accurate in survey or void of error. KCG assumes no responsibility for any future costs associated with errors in the area of survey.

It is the reader's responsibility to verify the correct interpretation and intention of the recommendations presented herein. KCG assumes no responsibility for misunderstandings or improper interpretations that result in unsatisfactory or unsafe work products. It is the reader's further responsibility to acquire copies of any supplemental reports, addenda or responses to public agency reviews that may supersede recommendations in this report.

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APPENDIX A

REFERENCE S

Beaumont Pointe Partners LLC PN 18060-08
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APPENDIX A

REFERENCES

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

2. American Society for Testing and Materials (ASTM), 2018, Annual Book of ASTM Standards, Volume 04.08, Construction: Soil and Rock (I), Standards D 420 - D 5876.

3. California Building Standards Commission, 2022, California Building Code, Volume 2.

4. California Division of Mines and Geology (CDMG), 2000, California Department of Conservation, Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region, DMG CD 2000-003.

5. California Geologic Survey (CGS), Compilation of Quaternary Surficial Deposits:
https://maps.conservation.ca.gov/cgs/qsd/app/ , Accessed June, 2025.

6. California Geological Survey, 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publications 117.

7. County of Riverside, Revised 2021, "General Plan — Chapter 6: Safety Element," September 28, 2021.

8. Dibblee, T.W, Jr.., 2003, "Geologic Map of the El Casco Quadrangle, Riverside County, California," Dibblee Geology Center Map #DF-113.

9. Federal Emergency Management Agency (FEMA), Flood Map Service Center, Map numbers 06065C0785G and 06065C0795H, Effective August 28, 2008 and August 18, 2014, https://msc.fema.gov/portal/search , accessed October, 2022.

10. Hart, E.W., and Bryant, W.A. (Hart and Bryant), 1997, Fault -Rupture Hazard Zones in California: California Department of Conservation, Division of Mines and Geology, Special Publication 42.

11. Jennings, C.W., and Bryant, W.A., (Jennings and Bryant) 2010, Fault Activity Map of California and Adjacent Areas: California Geologic Survey, Map Sheet No. 6, scale 1:750,000.

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APPENDIX A

REFERENCES
(Continued)

12. Kling Consulting Group, 2012, Addendum Geotechnical Feasibility Evaluation, Proposed Industrial Park, Beaumont, California, PN 03801-02, dated January 31.

13. Kling Consulting Group, 2012, Geotechnical Investigation and 40 -scale Grading Plan Review, APN's 421-020-001 and 421-020-006, Proposed Hidden Canyon Industrial Park, Beaumont, California, PN 03801-03, dated August 7.

14. Kling Consulting Group, 2021, Revised Preliminary Feasibility Geotechnical Investigation, Proposed Beaumont Pointe Specific Plan, 539.9 Acre Industrial/Commercial Development, Jackrabbit Trail, Beaumont area, Riverside County, California, PN 18060-01, dated July 23.

15. Kling Consulting Group, 2022, Supplemental Geotechnical Investigation, Proposed Beaumont Pointe Specific Plan, 539.9 Acre Industrial/Commercial Development, Jackrabbit Trail, Beaumont area, Riverside County, California, PN 18060-06, dated October 18.

16. Leighton and Associates, Inc., 1989, "Geotechnical Evaluation, Portions of Sections 1, 2 and 12, T3S, R2W, Residential Development, San Timoteo Canyon, Beaumont Area, California," Project No. 6890650-01, dated April 28, 2019.

17. Matti, J.C., Morton, D.M., and Langenheim, V.E., 2015, Geologic and Geophysical Maps of the El Casco 7.5 -minute Quadrangle, Riverside County, southern California, with accompanying Geologic -Map Database, USGS Open File Report 2010-1274.

18. Proactive Engineering Consultants West, Inc., 2025, Phase 1 Rough Grading Plans, Parcel Map No. 38161, City of Beaumont, CA," dated March 24, 2025, scale 1 inch = 40 feet, Job No. 01.174.100, 21 sheets.

19. Proactive Engineering Consultants West, Inc., 2022, Grading Plan Base, "Grading Base Plan, Jackrabbit Trail, Beaumont, CA," dated August 3, 2022 (received August 30, 2022), scale 1 inch = 100 feet.

S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

Beaumont Pointe Partners LLC PN 18060-08
June 5, 2025

APPENDIX A

REFERENCES
(Continued)

20. Riverside County Land Information System, September 9, 2019, Website, https://gisopendata-countyofriverside.opendata.arcgis.com/ , accessed May, 2025.

21. Rocscience, 2022, SLIDE — Slope Stability Analysis Software, Version 9.024, released August 5, 2022.

22. Structural Engineers Association of California (SEAC)/Office of Statewide Health Planning and Development OSHPD:

Seismic Design Maps: https://www.seismicmaps.org/ , accessed June, 2025.

23. USGS, Earthquakes Hazard Program, National Seismic Hazards Maps, Source Parameters: https://earthquake.usgs.gov/hazards/interactive/ June, 2025.

S:\Projects\KCG\2018\18060 Landstar Jack Rabbit Trail\18060-08\18060-08 40 -Scale GPR Beaumont Pointe 6-25hk.doc

APPENDIX B
EXPLORATORY LOGS BY KCG (2022)

a
CO
0 CD
CO
0 U
m
q
F
U
0 0
0 -
CO
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -1
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/25/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2348.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
Il
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2345
5 -2340
- 10-
-2335 -
15----H14
-2330 -
20-
- -
-2325 -
25 -2320 -
'' '
V
3 3
3 9
10 12
10 6
11 105
102
111
103
124
117
Surface - TOPSOIL
DS
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet -Sandy SILT (ML olive -brown, some mica
grains, damp.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME: some calcium carbonate.
@ 7.5 feet - SAME:trace clay.
@10.0 feet - SAME
Older Alluvium (Qoa):
@ 15.0 feet -Silty SAND (SM): grey -brown, fine to
medium -grained, some mica grains, little quartz grains, little feldspar grains, damp, dense.
@ 20.0 feet - SAME:trace gravel up to 3/4".
@ 25.0 feet - SAME: large vein of calcium carbonate,
trace gravel up to 1/4", very dense.

KC KLING
Consulting
-- - Group, Inc.

N
a
CO
0 C7
0 U
m
q
m
m
0 U
0 m
0 a
F-
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -1
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/25/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2348.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2315 -
- 35-
- -
—2310 -
40-
-2305 -
45-
- -
-2300 -
50-
H
,
H
V
21 34
44 21
50/3"
24 50/5°-
27 50/3"
15 37
50 28
19 99
101
@ 30.0 feet -Silty SAND (SM): light grey -brown,
@ 35.0 feet -
thin clay layer at
the top of the
sample.
fine-grained, some mica grains, some quartz grains, damp, very dense.
@ 35.0 feet - Silty SAND (SM): grey -brown, fine to
medium -grained, some mica grains, little gravel up to 1.0", trace clay, moist, very dense.
@ 40.0 feet - Sandy SILT (ML : olive, trace clay, moist, hard.
@ 45.0 feet -Sandy SILT (ML): grey -brown, some mica
grains, trace clay, some orange staining, moist, hard.
@ 50.0 feet - SAME: no clay, no staining.

Total Depth: 51.5 feet.

No groundwater.

No caving.

Hole backfilled on 6/25/2019.

KC KLING
Consulting
-- - Group, Inc.

N
a
CO
O
C7
CO
Vl
U
m
a
F
0]
U
0 0
0 -
CO
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -2
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/25/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2343.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
„9/SMO18 NNN NML() 00 CO «f CO LO 'fCn CO LO CO I- CO
Moisture
Content [%]
Dry Density,
[pcf]
Il
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m cs)0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2340
5-
_
-2335 -
- 10-
_
-2330 -
15-
-2325 -
20-
-2320 -
- 25-
-2315 -
'' '
.
.
.
.
.
r
9 8
11 11
11 10
101
107
104
107
107
110
Surface - TOPSOIL
El
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet -Sandy SILT (ML):olive-brown, trace clay,
trace rootlets, moist.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME:trace mica grains, trace coarse sand, no roots.
@ 7.5 feet - SAME
@ 10.0 feet - SAME:trace gravel up to 1/4".
@15.0 feet - SAME
@ 20.0 feet - SAME: no gravel, stiff.
@ 25.0 feet - Silty SAND (SM): brown, fine to
medium -grained, little mica grains, few quartz grains, moist, medium dense.

KC KLING
Consulting
-- - Group, Inc.

N
a
CO
0 C7
Vl
U
m
q
m
m
0 U
0 m
0 a
F-
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -2
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/25/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2343.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2310
35-
-2305 -
- 40
H
,
2 3
4 5
5 8
8 29
32 50/3"
29 50/6"
12 11
110
111
@ 30.0 feet -Sandy SILT (ML): olive -brown, trace
CN
medium and coarse sand, moist, medium stiff.
@ 35.0 feet - SAME:trace calcium carbonate, stiff.
-
-2300 -
45-
- -
-2295 -
50-
_
II15
Older Allluvium (Qoa):
@ 40.0 feet - SAME: some calcium carbonate, few mica
grains, hard.
@ 45.0 feet -SILT (ML): brown, some mica grains, trace
calcium carbonate, trace orange staining, moist, hard.
@ 50.0 feet -Silty SAND (SM): grey -brown, fine to
coarse -grained, some mica grains, trace granitic gravel up r\to 3/4", damp, very dense. / Total Depth: 51.0 feet.

No groundwater.

No caving.

Hole backfilled on 6/25/2019.

KC KLING
Consulting
-- - Group, Inc.

m
CO
N
U
a
0 m
Vl
U
m
a
F-
m
U
o
0 oo
m
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -3
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2334.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
Il
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
_
-2330
_ 5
_ _
-2325 -
10—
-2320 -
15-
-2315 -
20 -2310 -
25 -2305 -
'' '
2 3
10 14
5 6
11 6
96 104
114
111
104
109
Surface - TOPSOIL
El
GS
CN
GS
Younger Alluvium (Qa :
@ 0.5 feet -Sandy SILT (ML):olive-brown, some mica
grains, some calcium carbonate, trace rootlets, damp.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME:trace gravel up to 1/8", moist.
@ 7.5 feet - Silty SAND (SM): olive -brown, fine to
coarse -grained, some gravel up to 1/4", some mica grains, moist, medium dense.
@ 10.0 feet - SAME
@ 15.0 feet - SAME: some gravel up to 1.0".
@ 20.0 feet - SAME:some gravel up to 1/2".
@ 25.0 feet - SAME

KC KLING
Consulting
Group, Inc.

N
CO
a
0 O
U
a
U
m
m
0 U
o
m
0 0
a
F
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -3
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2334.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2300
- 35-
- -
-2295 -
- 40-
-2290 -
45-
-2285 -
50-
-
'
'34
7 13
22 50/6"
22 50/3"
23 50/3"
50/4"
11 16
106
105
@ 30.0 feet -Silty fine SAND (SM):grey-brown,
fine-grained, some mica grains, moist, dense.

Older Alluvium (Qoa):
@ 35.0 feet - SAME:very dense.
@ 40.0 feet - SAME: olive.
@ 45.0 feet - SAME: grey brown.
@ 50.0 feet - SAME
Total depth: 50.9 feet.

No groundwater.

No caving.

Hole backfilled on 6/24/2019.

KC KLING
Consulting
-- - Group, Inc.

a
CO
0 CD
Vl
U
m
q
F
U
0 0
a
co
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -4
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2308.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m cs)0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2305
5 _
-2300
- 10-
-2295 -
15-
-2290 -
20-
-2285 -
25-
-2280 -
'' '
k
N
3 5
5 8
8 8
6 7
101
108
106
109
110
107
Surface - TOPSOIL
DS
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet -Sandy SILT (ML):grey-brown, trace calcium
carbonate, trace rootlets, damp.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME: moist.
@ 7.5 feet - SAME
@ 10.0 feet - SAME: some calcium carbonate.
@ 15.0 feet -Silty SAND (SM): brown, fine to
medium -grained, some mica grains, damp, medium dense.
@ 20.0 feet -Silty fine SAND (SM):olive-brown,
fine-grained, some mica grains, moist, medium dense.
@ 25.0 feet -Silty SAND (SM): olive -brown, fine to
medium -grained, some mica grains, some quartz grains,
moist, medium dense.

KC KLING
Consulting
-- - Group, Inc.

m
CO
CD
0 Vl
U
m
q
m
m
0 U
0 m
0 a
F-
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -4
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 1401b / 30in
Ground Elev. [ft]: 2308.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
Eo
m3
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2275 -
35-
-
-2270 -
40-
-
-2265 -
45-
-2260 -

r
9 10
11 6
7 7
11 11
12 7
15 13
14 50/6"
12 4
107
114
@ 30.0 feet -Silty gravelly SAND (SM):olive-brown, fine to coarse -grained, gravel up to 1/2", some mica grains, some quartz grains, moist, medium dense.
@ 35.0 feet - SAME:gravel up to 1/4", trace feldspar
grains.
@ 40.0 feet - SAME:trace clay.
@ 45.0 feet -Gravelly silty SAND (SP):grey-brown, fine
to coarse -grained, gravel up to 1/2", some mica grains, some quartz grains, damp, medium dense.
50 _
Older Alluvium (Qoa):
@ 50.0 feet -Silty fine SAND (ML):olive, some calcium
/�
carbonate veins, some mica grains, moist, very hard. /
Total depth: 51.0 feet.

No groundwater.

No caving.

Hole backfilled on 6/24/2019.

KC KLING
Consulting
-- - Group, Inc.

m
CO
N
U
a
0 C7
0 0
U
m
a
U
m
m
U
0 0
oo
cn
m
S
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -5
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2261.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
m()
Moisture
Content p/o]
Dry Density,
[pcf]
Il
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
m ~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2260
-2255
10 -2250
15 -2245
20 -2240
25 -2235
' ':
3 4
3 3
2 7
8 CN
6 10
9 5
5 3
99 98
99 100
117
115
Surface - TOPSOIL
El
AL
CN
Younger Alluvium (Qa :
@ 0.5 feet - Sandy SILT (ML): brown, some calcium
carbonate, little rootlets, damp.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME: moist.
@ 7.5 feet - SAME:trace gravel up to 1/4".
@ 10.0 feet -Sandy CLAY (CL): brown, some calcium
carbonate, little rootlets, damp, stiff.
@ 15.0 feet - SAME:trace calcium carbonate, damp, very
stiff.
@ 20.0 feet - SAME:stiff.
@ 25.0 feet -Silty clayey SAND (SM):brown, fine to
coarse -grained, some gravel up to 1/2", trace mica grains, damp, medium dense.

KC KLING
Consulting
-- - Group, Inc.

m
CO
N
C
a
0 CD
0 U
m
q
m
m
0 U
o
m
0 0
a
F-
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -5
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2261.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2230
35-
-2225
- ao—
-2220
45-%
-2215 -
50-/
-2210
Y
r
4 10
6 6
1 g
15 9
2 7
11 68
1O
15 16
109
113

@ 30.0 feet - Silty SAND (SM): brown, fine to
coarse -grained, some gravel up to 3/4", little mica grains, moist, medium dense.
@ 35.0 feet -Silty SAND (SM):olive-brown, fine to
medium -grained, trace clay, trace mica grains, moist,
medium dense.
a@ 40.0 feet -Silty SAND (SM): grey -brown, fine to
coarse -grained, some mica grains, some gravel up to 1/4", moist, dense.
@ 45.0 feet -Clayey SAND (SC):olive-brown, fine to
1 medium -grained, some mica grains, wet, stiff.
@ 50.0 feet - Silty SAND (SM): brown, fine to
coarse grained, some mica grains, trace clay, wet, medium —\dense.

Total depth: 51.5 feet.

Groundwater encountered at 40.0 feet.

No caving.

Hole backfilled on 6/24/2019.

KC KLING
Consulting
-- - Group, Inc.

N
CO
a
0 CD
0 0
U
m
a
U
m
U
0 0
a
co
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -6
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2276.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
m()
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
m ~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2275 -
-2270
10—
-2265
15-
-2260
20-
-2255 -
' ':
2 1
2 2
2 11
11 9
12 11
4 96
102
110

106
112
114
Surface - TOPSOIL
DS
GS
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet - Sandy SILT (ML): brown, trace mica grains, trace rootlets, moist.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME
@ 7.5 feet - Silty SAND (SM): olive -brown, fine-grained, some mica grains, trace clay, moist, loose.
@ 10.0 feet -Silty SAND (SM): olive -brown, fine to
coarse -grained, some mica grains, moist, loose.
@ 15.0 feet -Silty gravelly SAND (SM):brown, fine to
coarse -grained, some feldspar grains, some mica grains, moist, dense.
@ 20.0 feet -Sandy SILT (ML): brown, some mica
grains, trace quartz grains, moist, very stiff.
25 -2250 -
Older Alluvium (Qoa):
@ 25.0 feet - Gravelly silty SAND (SP):light brown, fine to coarse -grained, gravel up to 1.0", damp, very dense.

KC KLING
Consulting
-- - Group, Inc.

N
CO
a
0 CD
O
U
a
U
m
m
0 U
o
m
0 0
a
F
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -6
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/24/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2276.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
Il
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
m cs)0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2245
35- 41
-2240
- 40A
-2235
45-
-2230 -
50-
1 H
2050
9 50/3°
20 50
37 50/3"
50 20
11 111
141
@ 30.0 feet - SAME:trace quartz grains, moist.
@ 35.0 feet -Silty sandy CLAY (CL):olive, some orange
@ 50.0 feet -
Poor recovery
staining, moist, hard.
@ 40.0 feet -Silty fine SAND (ML):olive-brown, some
mica grains, moist, hard.
@ 45.0 feet -Silty SAND (SM): brown, fine to
medium -grained, some mica grains, trace clay, moist, very dense.
�@ 50.0 feet - SAME:fine-grained, no clay. —
Total depth: 50.5 feet.

No groundwater
No caving.

Hole backfilled on 6/24/2019.

KC KLING
Consulting
-- - Group, Inc.

m
CO
N
U
a
0 C7
CO
Vl
0 m
a
F
O
0 0
0 -
CO
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -7
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2238.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
Il
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m cs)0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2235
5 _
-2230
- 10-
-2225 -
15-
-2220 -
20-
-2215 -
25-
-2210 -
'' '
k4
r
2 2
11 12
11 13
12 12
99 106
106
112
106
116
Surface - TOPSOIL
CN
Younger Alluvium (Qa :
@ 0.5 feet -SILT (ML): olive -brown, trace mica grains, trace rootlets, moist.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - SAME: few calcium carbonate stringers.
@ 7.5 feet - SAME: few mica grains, no rootlets.
@ 10.0 feet -Sandy SILT (ML :olive -brown, little mica
grains, trace calcium carbonate, moist, medium stiff.
@ 15.0 feet - SAME:trace clay.
@ 20.0 feet -Sandy SILT (ML): brown, few mica grains,
trace clay, moist, medium stiff.
@ 25.0 feet - SAME: little mica grains, trace gravel up to 1/4".

KC KLING
Consulting
-- - Group, Inc.

m
CO
a
0 C7
Vl
U
m
q
m
m
0 U
o
m
0 0
a
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -7
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2238.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2205
35-
-2200 -
- 40-/
-
-2195
J/
9 8
6 6-
4 6
10 24
41 12
14 20
15 16
113
120
@ 30.0 feet -Sandy SILT (ML): olive -brown, little quartz CN
grains, trace quartz gravel up to 3/4", trace clay, moist, stiff. @ 35.0 feet -Sandy SILT (ML): olive -brown, little mica grains, few clay, moist, stiff.
@ 40.0 feet -Silty CLAY (CL): grey -brown, few mica
grains, moist, very stiff.
45 -2190 -
50-
N14
V
Older Alluvium (Qoa):
@ 45.0 feet - Clayey sandy SILT (ML):olive, fine sand,
few mica grains, moist, hard.
1 @ 50.0 feet - SAME
Total depth: 51.5 feet.

Groundwater encountered at 48.0 feet.

No caving.

Hole backfilled on 6/26/2019.

KC KLING
Consulting
-- - Group, Inc.

m
CO
N
U
a
0 C7
Vl
0 m
a
F
m
0 0
m
0 a
F
co
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -8
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2295.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m cs)0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
_ _
-2290 5-
_ _
_
-2285 10-
-
-2280 15-
-227520-
-2270 25-
'' '
N
N
r
3 3
8 9
10 11
8 11
104
110
110
107
105
115
Surface - TOPSOIL
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet -Sandy SILT (ML):grey-brown, fine to
medium sand, trace gravel up to 1/4", damp.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - Sandy SILT (ML):grey-brown, few calcium
carbonate stringers, trace mica grains, trace clay, moist, medium stiff.
@ 7.5 feet - SAME
@ 10.0 feet -Sandy SILT (ML :olive -brown, few calcium
carbonate stringers, trace mica grains, trace clay, moist, medium stiff.
@ 15.0 feet - SAME
@ 20.0 feet - SAME:trace gravel up to 3/4", no calcium
carbonate.
@ 25.0 feet - SAME: damp, stiff.

KC KLING
Consulting
-- - Group, Inc.

N
CO
a
0 CD
Vl
U
a
m
m
0 U
0 m
0 a
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -8
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2295.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2260 35-
-2255 40-
-
8 8
7 7
10 12
4 s
18 50/3"
oI
50 5
5 114
110
@ 30.0 feet -Silty fine SAND (SM): brown, fine-grained, GS
AL
trace mica grains, trace gravel up to 1/8", moist, medium dense.
@ 35.0 feet -Silty gravelly SAND (SP):grey-brown, fine
to medium -grained, gravel up to 1/4", moist, medium dense. @ 40.0 feet -Sandy SILT (ML :olive -brown, fine to
medium sand, moist, stiff.
—225045
-2245 50-
v
Older Alluvium (Qoa):

45.0 feet -Silty SAND (SM): re brown, fine to
@ grey-brown,
few quartz grains, damp, very dense.
�@ 50.0 feet - SAME
Total depth: 50.5 feet.

No groundwater.

No caving.

Hole backfilled on 6/26/2019.

KC KLING
Consulting
-- - Group, Inc.

N
CO
a
0 0
0 m
a
F-
m
m
0 0
m
0 a
co
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -9
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2239.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
_ -
-2235
5 _ _
-2230
10-
-2225 -
15-
-2220 -
20 -2215 -
25 -2210 -
'' '
3 4
9 12
10 7
5 4
109
101
110
98 117
114
Surface - TOPSOIL
DS
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet - Sandy SILT (ML): brown, few quartz grains, few mica grains, damp.
@ 2.5 feet - SAME: medium stiff.
@ 5.0 feet - Sandy SILT (ML): olive -brown, few calcium carbonate stringers, few mica grains, moist, medium stiff. @ 7.5 feet - SAME: little calcium carbonate, few gravel up to 1/2", stiff.
@ 10.0 feet -SILT (ML): brown, some calcium
carbonate, damp, stiff.
@ 15.0 feet -Sandy SILT (ML): brown, trace feldspar
grains, damp, very stiff.
@ 20.0 feet -Sandy SILT (ML): olive -brown, little quartz grains, little feldspar grains, trace granitic gravel up to 3/4", moist, very stiff.
@ 25.0 feet - SAME: brown, gravel up to 1/2", little mica grains, stiff.

KC KLING
Consulting
Group, Inc.

N
CO
a
0 m
0 U
a
m
0 U
0 m
0 a
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -9
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2239.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
in
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2205
35-
-
-2200 -
ao-
-2195 -
a5-
-2190 -
r3
3 4
4 5
6 9
4 5
6 9
9 20
27 9
10 111
109
@ 30.0 feet -Sandy SILT (ML): olive -brown, moist,
CN
medium stiff.
@ 35.0 feet - SAME:trace clay, stiff.
@ 40.0 feet - Silty SAND (SM): brown, fine-grained with trace medium sand, trace mica grains, moist, loose.
@ 45.0 feet - SAME:trace gravel up to 1/4", medium
dense.
50 Older Alluvium (Qoa):
@ 50.0 feet -Silty SAND (SM): olive -brown, fine to
coarse -grained, trace gravel up to 1/2", trace mica grains, trace cuartz grains, moist, dense.

Total depth: 51.5 feet.

No groundwater.

No caving.

Hole backfilled on 6/26/2019.

KC KLING
Consulting
-- - Group, Inc.

a
CO
0 CD
0 U
m
q
F
U
0 0
a
co
cn
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Jack Rabbit Trail Boring No.: KB -1 0
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2258.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-2255
5 - _
-2250
- 10-
-2245 -
15-
-2240 -
20-
-2235 -
25-
-2230 -
'' '
k
2 2
7 9
14 12
16 6
10 80

106
104
102
104
100
Surface - TOPSOIL
El
CN
CN
Younger Alluvium (Qa :
@ 0.5 feet -Sandy SILT (ML):olive-brown, trace clay,
trace mica grains, moist.
@ 2.5 feet - SAME: stiff.
@ 5.0 feet - Sandy SILT (ML):olive-brown, few calcium
carbonate stringers, few mica grains, trace clay, moist, medium stiff.
@ 7.5 feet - SAME
@10.0 feet - SAME
@ 15.0 feet -Silty SAND (SM): brown, fine to
coarse -grained, few mica grains, damp, medium dense.
@ 20.0 feet - SAME:trace gravel up to 1/4", loose.
@ 25.0 feet - Silty SAND (SM): brown, fine-grained with trace medium and coarse sand, some mica grains, damp,
loose.

KC KLING
Consulting
-- - Group, Inc.

a
CO
0 CD
Vl
U
m
q
m
m
0 U
0 m
0 a
F-
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 2
Project: Jack Rabbit Trail Boring No.: KB -1 0
Project Number: 18060-01 Driller: Cal Pac Drilling
Date Drilled: 6/26/19 Drill Type: Hollow Stem
Logged By: DKL Hammer Wt. / Drop: 140Ib / 30in
Ground Elev. [ft]: 2258.0
Elevation
[ft]
Depth
[ft]
Graphic Log
Sample Type
io
m
Moisture
Content p/o]
Dry Density,
[pcf]
_
Standard
Split Spoon
California
■
X
Shelby a Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
y
m 0
~
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-2225 -
35-
-2220 -
- 40-
-2215 -
45-
-2210 -
50-
- -
r,17
V
9 13
9 9
16 20
14 9
9 3
5 5
8 8
106
108
@ 30.0 feet -Silty SAND (SM): grey -brown, fine to
medium -grained with few coarse sand, little mica grains, few gravel up to 3/4", damp, medium dense.
@ 35.0 feet -Silty gravelly SAND (SP):grey-brown, fine
to coarse -grained, gravel up to 1/2", some quartz grains, little feldspar grains, little mica grains, damp, medium dense.
@ 40.0 feet - SAME: gravel up to 1.0", dense.
@ 45.0 feet -Silty fine SAND (SM):olive-brown,
fine-grained, trace gravel up to 1/4", trace quartz grains, trace mica grains, moist, medium dense.
@ 50.0 feet - SAME: loose.

Total depth: 51.5 feet.

No groundwater.

No caving.

Hole backfilled on 6/26/2019.

KC KLING
Consulting
-- - Group, Inc.

h.
0 w
0 U
m
q
w
U
Z
cc
H
Qm
Y
U
0 0
0 F-
m
0)
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-1
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/8/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
m
N
Fa
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
_
Standard
Split Spoon
California
■
X
Shelby Q Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-x
0 ,, ,
i, >-,•
o t, . ,
i,
I. 0 /
(A)
@ Surface - TOPSOIL
X X
X X
X X
X X
x x
x x
x x
x x
x x
x x
X X
X X
x
x x
x x
x x
x x
x x
(B)San Timoteo Formation (Tst):
@ 2.0 feet -SILTSTONE: olive -grey, severely weathered, closely fractured, weak, one 3" interbedded layer of
polished claystone, calcium carbonate -rich, trace rootlets. ( C)
@ 4.0 feet -SILTSTONE: olive, severely weathered,
moderately fractured, weak, some calicum carbonate.

Total depth: 6.0 feet
No groundwater.

No caving.

Trench backfilled with spoils on 7/8/2019.
•
•
•
•
•
•
•
•
Rootlets'
)
•
Claystone
--
—
_
•
•
.
.

Layer
: --
©
.•
•
•
•
•
•
•
•

KCG KLING
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —10
Pit Orientation: N 79 W

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

c
ti
00 F
0 0
0 cn
0 q
ffi
Fa
ce
U
z
C-
I-
m
U
0 0
m
a
F-
m
x
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-2
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/8/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
a
o u
Graphic Log
Sample Type
Zo
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
W
Standard
Split Spoon
California
■
u
/ \
Shelby a Water Level
Tube ATD
Bulk y Static Water
Sample Table
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
5-x
0 I,
I,. 01
Fl
11 108
(A)
@ Surface - TOPSOIL
AL
CN
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x x
x
x x
x x
x x
x x
x x
(B)San Timoteo Formation (Tst):
@ 1.0 foot - Clayey SILTSTONE: olive -brown, severely
weathered, closely fractured, weak, calcium carbonate -rich, some rootlets.
(C)
@ 2.5 feet - Sandy SILTSTONE: olive -brown, severely
weathered, closely fractured, weak, calcium carbonate -rich, trace rootlets.

Total depth: 6.0 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/8/2019.

Rootlets
Z
A
Claystone
Layer
i
KCG KLnI NG
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —4
Pit Orientation: N 49 E

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

m
0 U
a
c�
0i
U
Z
W
F-
H
F
0]
m
K
0 U
0 0
m
0 ro
a
F-
QD
x
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-3
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/8/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
Zo
E
Fa
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
_
Standard
Split Spoon
California
■
>/
/\
Shelby 2 Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
_
-
5-
-
10-
_
15-
X
X
12 114
(A)
\@ Surface - TOPSOIL
DS
RV
::

(B)Colluvium (Col):
@ 1.0 foot - Silty gravelly SAND (SM): brown, fine to
coarse -grained, gravel up to 1.0", some calcium carbonate, trace granitic fragments, porous, moist.
(C)San Timoteo Formation (Tst):
@ 8.0 feet - Silty SANDSTONE: brown, fine-grained,
severely weathered, moderately fractured, weak, some
calcium carbonate.

Total depth: 16.0 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/8/2019.

Rootlets

Granitic
MO
, -n
fragments
C
•

KCG KLI NG
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —4
Pit Orientation: N 42 W

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

U
O
0 m
0 m
c
0 U
W
2 U
z
I-
r
a
U
0 0
0 0
a
I-
m
x
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-4
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/8/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
Zo
3 o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Standard
Split Spoon
California
■
Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
->,'
-
5—
-x
-
-
-
x x
x x
x x
x x
x x
x x
x
x x
x x
x x
x x
x x
x x
x
x x
x x
x x
x x
x x
x x
x x
v
21 106
@ 3.0 feet - B: N 55 W,
8SW
(A)San Timoteo Formation (Tst):
@ Surface - SILTSTONE: light brown, severely
weathered, moderately fractured, weak, calcium
carbonate -rich.
(B)
@ 3.0 feet - CLAY Layer: dark olive -brown, severely
weathered, closely fractured, weak, highly polished,
sheared, oxidized, slightly plastic.
(C)
@ 3.3 feet - Sandy SILTSTONE: grey -brown, severely
weathered, closely fractured, weak, calcium carbonate -rich. (D)
@ 7.0 feet - CLAY Layer: dark olive -brown, severely
weathered, closely fractured, weak, highly polished,
sheared, oxidized, medium plasticity.
(E)
@ 7.6 feet - Clayey sandy SILTSTONE: dark brown,
10 severely weathered, moderately fractured, moderately strong.

Total depth: 10.0 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/8/2019.

O
©

KEG K L I RI G
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —13
Pit Orientation: N 57 W

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

0)
U
O
0 OI
O
U
a-
cri
Z
W
H
F
Fa
U
Q
0 0
m
0 LU
a
m
0)
x
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-5
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/8/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
Zo
o
E
Moisture
Content [%]
Dry Density,
[Pct.]
Geologic
Notes
Standard
Split Spoon
California
■
X
Shelby jZ Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-
5-6•
-
0 /, ,
A
4 112
(A)
\@ Surface - TOPSOIL
1 '.

1. b
q
. le
(B)San Timoteo Formation (Tst):
@ 0.5 feet - Silty SANDSTONE: grey -brown, fine to
medium -grained with few gravel up to 1/2", severely
weathered, closely fractured, weak, some calcium
carbonate.
(C)
@ 3.5 feet - CONGLOMERATE: grey -brown, fine to
coarse -grained with gravel up to 3" and cobbles up to 5", severely weathered, moderately fractured, weak, some
calcium carbonate.
(D)
@ 6.0 feet - Silty SANDSTONE: brown, fine to
medium -grained, severely weathered, moderately
fractured, weak, some calcium carbonate.
10 Total depth: 10.0 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/8/2019.

Q•
•
.
. o
o
. 0
Gravel
°
0 °
0 O
°
o °
0 °
°
° o
O
O
KCG KLI NlG
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —6
Pit Orientation: N 5 W

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

U
0 O
O
U
N
LU
O
U
m
0 0
LU
F
m
0 0
CD
O
co
a
H
m
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-6
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/8/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
io
N
mo
Moisture
Content [%]
Dry Density,
[pct]
Geologic
Notes
_
Standard
Split Spoon
California
■
>/
/\
Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-x
-
-
5-
-.4.
10-'4
s� i,,
1, 01

(A)
-� @ Surface - TOPSOIL
x x
x x
x
xx x
x x
x x
x x
x x
x x
x x
x x
X x
. V
b
��
.4.
le b
(B)San Timoteo Formation (Tst):
@ 1.0 foot -Sandy clayey SILTSTONE:olive-brown,
severely weathered, moderately fractured, weak, trace
calcium carbonate, trace rootlets.
(`+)
@ 3.0 feet -Sandy SILTSTONE: olive -brown, severely
weathered, moderately fractured, weak, few calcium
carbonate veins, trace rootlets.
(D)
@ 6.5 feet -CONGLOMERATE: light brown, fine to
coarse -grained with clasts up to 6.0", severely weathered, moderately fractured, weak, some calcium carbonate.
(E)
@ 10.0 feet -Silty SANDSTONE:grey-brown, fine to
coarse -grained, severely weathered, moderately fractured, weak, trace Gravel up to 1/2".

Total depth: 11.0 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/8/2019.

Y}il.OA
?.

Rootlets
I
),
fl
.

Calcium
Veins
Carbonate
p , .
. O
O
Gravel
o�
0 >
o
. O O
'Oo >

KCG KLING
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —2
Pit Orientation: N 19 E

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

n
ti
cn
0 0
O
O
U
o)
a
U
w
I
U
Z
w
F-
F
H
co
cc
0 d
F
co
U
I
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-7
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/9/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
to
N
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
_
Standard
Split Spoon
California
■
X
Shelby Q Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-
5-
-
-
::
::

X
(A)San Timoteo Formation (Tst):

DS
El
SU
@ Surface - Silty SANDSTONE: grey -brown,
fine-grained, severely weathered, very closely fractured, friable, calcium carbonate -rich.
(B)
@ 6.0 feet - Silty gravelly SANDSTONE: grey -brown,
fine to medium -grained, severely weathered, closely
fractured, weak, gravel up to 2.0", calcium carbonate -rich.

Total depth: 9.5 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/9/2019.

Fractures
Gravel
•

KCG KLI NG
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —6
Pit Orientation: N 40 E

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

a
0 0
U
a
U
Z
W
F-
F
H
Fri
CD
U
0 0
0 w
d
F
CD
LOG OF EXPLORATORY TEST PIT Sheet 1 of 1
Project: Jack Rabbit trenches Test Pit No.: TP-8
Project Number: 18060-01 Contractor: Bob Turner
Date Drilled: 7/9/19 Backhoe: John Deere 410K
Logged By: DKL Hammer Wt. / Drop:

Ground Elev. [ft]: ---
Depth
[ft]
Graphic Log
Sample Type
io
N
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
_
Standard
Split Spoon
California
■
X
Shelby Water Level
Tube ATD
Bulk 1 Static Water
Sample Table
Pocket Pen.
[tsf]
Lab
Tests
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
-x
_x
5-x
-x
-
-
x x
x x
X X
x x
x x
x
x x
x x
x
x x
x x
x x
x
x x
x x
x
x x
x x
x x
x
x x
x x
x x
x x
10 (A)San Timoteo Formation (Tst):
@ Surface - Sandy SILTSTONE: grey -brown, severely
weathered, very closely fractured, weak, calcium
carbonate -rich, trace mudstone interbedded.
(x B)
@ 7.0 feet - Sandy SILTSTONE: grey -brown, severely
weathered, closely fractured, weak, some calcium
carbonate.

Total depth: 9.5 feet.

No groundwater.

No caving.

Trench backfilled with spoils on 7/9/2019.

Mudstone—�
interbed
Fractures

KEGKLING
Consulting
Group, Inc.

Scale: H 5 [ft]
V 5 [ft] Natural Slope Angle: —6
Pit Orientation: N 24 W

B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 5/31/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2374 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5—
10-
15 _
20-.' _
_
_
25 _
-
•
"'
. :': .

H10
H very
6 10
[20]
6 g

4.1 4.6

5.3 5.9

4.9 104.4
108.9
115.9
115.6
113.9
Alluvium (Qal)

3.5 4.25
> 4.5
> 4.5
> 4.5
CN
CN
MAX
Difficulty Drilling
@ 0 feet -Top Soil: organic silt, dry brush and shrub
@ 0.5 feet - Silty Sand (SM): brown, fine grained, dry. @5 feet - same: trace amount of gravel: up to 1/8th inch diameter, subangular to subrounded, medium dense.
@ 10 feet -same: trace amount of clay, minor gravel: up to 1.0", subrounded, medium dense.
@ 15 feet -same: trace amount of clay, minor gravel: up to 1.0", subrounded, medium dense.
@20 feet -same: trace amount of clay, minor gravel: up to 1.0", subrounded, medium dense.

Older Alluvium (goal)
@22.5 feet -same: minor gravel: up to 1.0", subangular, dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
M
O
0 0
0 0
:1)
m
0 0
0 00
I-
a
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 5/31/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2374 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-
r25
F26

22 50
3 minor gravel: up to 0.5", subrounded.
@40 feet -same: very dense.
@45 feet -same: dark brown, moist, minor clay, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
c7;-",
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 5/31/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2374 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m /\
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
7 :
19 37
50 for 3"
[50]

24.3 106.3
@ 50 feet - Sandy Clay (CL): dark brown, lean, moist, hard. > 4.5
Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
c7;-",
0 3.
0 0
U
0)
a
0 o
0 0
0 00
a
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -2B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 5/31/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2357 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Blows/6"
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
Remarks
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
rzz
Alluvium (Qal)
@ 0 feet -Top Soil: organic silt, dry brush and shrub
@ 0.5 feet -Clayey Sand (SC): dark brown, fine grained, dry.

Jam/
5 )2
4 @5 feet - same: moist, medium dense.
6 7.2
108.7
> 4.5
CN
7 :
j
[13]
10 4
@ 10 feet -same: moist, minor gravel: up to 1/8th inch diameter, 0 5

8.4 109.5
subangular, medium dense.
> 4.5
8 CN
[9]
/4
15 4
@ 15 feet -same: moist, minor gravel: up to 1/4 inch diameter, > 4.5
CN
6 9.6
109.0
subangular, medium dense.
8 [10]
20 3
5 10.3
107.4
@20 feet -same: moist, minor gravel: up to 1/4 inch diameter, > 4 5
CN
8 subangular, medium dense.

VI
[8]
/4
Blow count in bracket represents (N1)60 value.
25 LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
M
O

0. O
0 0
O
:1)
m
0 4
0 0
00 a
I-
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -2B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 5/31/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2357 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30 3
5 f
minor gravel: up to 1/8th inch diameter, subrounded, very dense. @40 feet -same: olive brown, moist, minor clay, very dense. @45 feet -Clayey Sand (SC): olive brown, moist, very dense, ;�:
micaceous.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
M
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -2B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 5/31/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2357 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m /\
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
50 for 6"
[50]

9.9 97.2
@ 50 feet - Silty Sand (SM): olive brown, medium grained, moist,

2.00 very dense.

Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -3B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2345 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
3 4
7 [11]
4 6
6 minor gravel: up to 1/8th inch diameter, subangular, loose. @ 15 feet -same: medium dense.
@20 feet -same: trace amount of clay, moist, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
s
0 3.
0 O
0 U
0 :1)
o
0 0
0 00
a
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -3B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2345 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30 4
4 3
5 8
f
dense.
@ 45 feet -same
Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
O
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -3B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: S.W. and J.H. Hammer Wt. / Drop: 140Ib / 18in Ground Elev. [ft]: 2345 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
o
Remarks
Bulk 1 Static Water
California
m
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
'. .
17 @ 50 feet - same
18 31
[37]
Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.
55-
-
60-
65 -
70 -
Blow count in bracket represents (N1)60 value.
75 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -4B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2333 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
M LC) 6) LC) N. C) V (C) c M co Cr)

8.4 7.6

8.3 10.0
101.0
106.7
108.2
108.0
Alluvium (Qal)
> 4.5
> 4.5
>4.5
> 4.5
CN
CN
CN
CN
@ 0 feet -Top Soil: organic silt, dry brush and shrub
@ 0.5 feet - Sandy Silt (ML): brown, fine grained, dry. @5 feet - Clayey Sand (SC): dark brown, fine grained, damp to 10 15/
20 25
/
./47

1. /
j'
/
/
,../7
/
1/j
moist, minorgravel: up to 1/4 inch diameter, subangular, loose. g
@ 10 feet - same
@15feet -same
@20 feet -same: moist, loose.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
O
O
0 m
0 a
O
:1)
m
co
4 O
00 a
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -4B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2333 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Blows/6"
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
Bulk 1 Static Water
California
Remarks
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
8 Older Alluvium (Qoal)
12 13.4
113.9
@25 feet - Clayey Sand (SC): dark brown, fine grained, moist, > 4.5
19 minor gravel: up to 1/8th inch diameter, subangular, medium dense. [18]
14 @27.5 feet - Sandy Clay (CL): light brown, fine grained, moist, 21 21.1
111.2
hard.
> 4.5
48 [38]
Bedrock: San Timoteo Formation (Tst)
30 @ 30 feet -same: transitions to brown clayey sand (SC), moist 19 50

13.4 117.2
bedrock fragments, hard/very dense.
> 4.5
for 6"
[50]
16 21

9.9 107.6
@32.5feet-Clayey Sand (SC): olive brown, fine grained, moist, > 4.5
dense.
32 [27]
35 @ 35 feet -same: dense.
9 26
46 [35]
14 @37.5 feet -Sandy Clay (CL): dark brown, moist, minor gravel:
30 50

14.8 103.3
up to 1/4 inch diameter, hard.
> 4.5
for 6"
[38]
40J//
9 ��
18 @40 feet -same: hard.
28 [39]
45 @45feet-Clayey Sand (SC): brown, moist, dense.
13 26

11.6 124.9
> 4.5
43 [29]
Blow count in bracket represents (N1)60 value.
50 _zzz
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
O
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -4B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2333 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
o
Remarks
Bulk 1 Static Water
California
m
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
'1;:j40
@ 50 feet - same : dense.
26 > 4.5
22 [36]
Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.
55-
-
60-
65 -
70 -
Blow count in bracket represents (N1)60 value.
75 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0
O.
0 0
U
0 c‘:13'
m
0 4
0 co
a
F
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -5B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/8/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2463 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-
10 19
31 [38]
25 50
f
@ 15 feet -Sandy Clay (CL): dark brown, moist, hard.
@20 feet - Clayey Sand (SC): olive brown, medium grained, moist, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0
a
0 O
0 a
0 O
0 m
0 4
0 0
co
a
F
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -5B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/8/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2463 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-%/--.
35-
V.
-,
/
15 36

16.3 16.9

11.7 14.3

10.6 3.3

13.8 116.6
115.4
109.0
118.7
111.5
116.6
104.9
@25 feet -Sandy Clay (CL): dark brown, moist, iron oxide staining, > 4.5
> 4.5
> 4.5
> 4.5
> 4.5

3.75 moist, hard.
@27.5 feet -same: hard.
@30 feet -Clayey Sand (SC): reddish brown, fine grained, moist, very dense.
@ 32.5 feet -same: very dense.
@ 35 feet -same: very dense.
@40.0 feet -Silty Sand (SM): light brown, medium grained, damp, 40-
;'
gravel: up to 1/4 inch diameter, subangular, very dense. @45.0 feet -Clayey Sand (SC): reddish brown, fine grained, moist, 45 •
7 �//j.'
50 _//i`
very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -5B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/8/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2463 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m /\
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65-
-
70 -
75 _
50 for 5'
[50]
@ 50 feet -same: very dense, no recovery.

Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -6B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2308 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)

4.9 4.3

5.0 3.0
104.1
110.1
113.2
113.4
Alluvium (Qal)

4.25 > 4.5
>4.5
CN
CN
CN
DS
@ 0 feet -Top Soil: organic silt, dry brush and shrub
@ 0.5 feet - Sandy Silt (ML): brown, fine grained, dry. @5 feet - Clayey Sand (SC): dark brown, fine grained, damp, 10 15
7 ./47
,,�
,
4 H5
3 4
5 [9]
4 8
minor gravel: up to 1/4 inch diameter, subrounded, loose. @ 10 feet -same: medium dense.
@ 15 feet -same: medium dense.

Older Alluvium (Qoal)
@20 feet -Silty Sand (SM): brown, fine grained, damp, gravel:
20 25 _
. .
up to 1/4 inch diameter, subangular, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
s
O
a
0 0
0 :1)
m
0 4
0 0
00 a
a
2 LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -6B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2308 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/ \
X
Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-
35-:,
;
,' _
5 10
1 moist, medium dense.
@42.5 feet -same: medium dense.
@45 feet -Clayey Sand (SC): dark brown, damp to moist, medium ,,;/‘
dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
O
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -6B Project Number: 18060-06 Driller: Martini DRILLING
Date Drilled: 6/1/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2308 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
o
Remarks
Bulk 1 Static Water
California
m
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
6 @50 feet -Silty Sand (SM) : dark brown, fine grained with clay,

8. 10

6.2 114.1
damp to moist, medium dense.

4.00 14
[10]
Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.
55-
-
60-
65 -
70 -
Blow count in bracket represents (N1)60 value.
75 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0
0 O.
0 0
U
0 c‘:13'
m
co
4 0
co
a
F
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -7B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/8/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2446 +/- 1
Depth
[ft]
Graphic Log
Sample Type
m
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-:,
10-'
15 —
20 25 _
3 35
50 for 5"
[50]
50 for 6"
f
very dense.
@ 15 feet -same: olive brown, moist, very dense.
@17.5 feet - Sandy Clay (CL): dark brown, moist, hard.
@20 feet - Clayey Sand (SC): dark brown, fine grained, moist, dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0
0 a
0 O
U
0 B
0 m
0 co
0 a
a
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -7B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/8/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2446 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
o
m
Split Spoon Tube ATD
■
Remarks
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
».
20 50
for 5"

14.9 118.6
@25 feet -same: very dense.
> 4.5
[50]
30-
2 28
@30 feet -same: olive brown, very dense.
50 for 6"

12.8 104.9
> 4.5
_
[50]
35-7
21 @ 35 feet -same: very dense.
50 for 5'

10.9 115.2
> 4.5
[50]
40-::
24 50

4.9 106.7
@40.0 feet -Silty Sand (SM): light brown, medium grained, damp, ;'
very dense.
-•
for 6"
•
[50]
45 50
@45.0 feet -same: gravel: up to 1/4 inch diameter, subangular, Hfor
6"

4.2 118.8
very dense.
•
[50]
Blow count in bracket represents (N1)60 value.
50 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -7B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/8/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2446 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m /\
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
20 50
for 5'
[50]

12.9 103.6
@ 50 feet -same: olive brown, fine grained, moist, some clay, very dense

4.25 55-
-
60 -
65 -
70 -
75 _
Total Depth: 51.0 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -8B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/6/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2309 +/- 1
Depth
[ft]
Graphic Log
Sample Type
m
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
3 5
6 f
moist, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -8B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/6/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2309 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-.
_..
,,:.. :
30-::
35-
40-..
45 50 _
H
H19
:.
]
15 33

8.3 5.0

6.0 3.8

4.4 5.5
118.7
112.5
111.8
112.0
112.9
110.5
@25 feet -same: fine grained, moist, very dense.
@27.5 feet -same: fine grained, damp to moist, very dense. @30 feet -same: fine grained, damp to moist, very dense. @35 feet -same: minor gravel: up to 1/4 inch diameter, subangular, fine grained, damp, very dense.
@40.0 feet -same: fine grained, damp, very dense.
@45.0 feet -same: fine grained, damp, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values. > 4.5
>4.5

4.00 KCG KLING
Consulting
Group, Inc.

N
N
0 O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -8B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/6/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2309 +/- 1
Depth
[ft]
Graphic Log
1 Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
23 50
for3'
[50]

10.1 103.4
@ 50 feet -same: moist, very dense.

3.25 Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -9B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/6/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2344 +/- 1
Depth
[ft]
Graphic Log
Sample Type
m
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
M r• CO 1- In CO fu L CO CO O r` 0) N

5.2 6.0

6.4 2.2
108.7

95.7 117.0
117.4
Alluvium (Qal)
> 4.5
> 4.5
> 4.5
CN
CN
MAX
@ 0 feet -Top Soil: organic silt, dry brush and shrub
@ 0.5 feet - Sandy Silt (ML): brown, fine grained, dry. @5 feet - Clayey Sand (SC): dark brown, fine grained, damp, 10 15 _

7. 0
I
medium dense.
@ 10 feet - same: loose.
@ 15 feet -same: minor gravel: up to 1/4 inch diameter, subrounded, medium dense.

Older Alluvium (Qoal)
@20 feet -Silty Sand (SM): light brown, medium grained, damp, 20 25 _
. .
gravel: up to 1 inch diameter, subangular, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0
a
0 m
O
0 U
0 0
e
m
0 0
a
a
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -9B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/6/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2344 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
;!
4 H20
10 39
f
5 @45 feet -Silty Sand (SM): dark brown, fine grained, damp, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
0 O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -9B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/6/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2344 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
o
m /\
Remarks
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
@ 50 feet -same: very dense.

T14
30 33
[44]
Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.
55-
-
60-
65 -
70 -
Blow count in bracket represents (N1)60 value.
75 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N-
0 O
0 0
U
0 E
m
0 9
0 0
a
F
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 OB Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/7/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2278 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
3 3
7 4
f
@20 feet -Clayey Sand (SC): reddish brown, fine grained, damp to moist, iron oxide staining, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0

3. 0
0 U
rn
a
U
0 m
co
4 0
0 00
a
I-
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 OB Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/7/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib I 18in
Ground Elev. [ft]: 2278 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Blows/6"
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
Remarks
California X Bulk 1 Static Water
/ \ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
V
20 50
for6"

9.0 122.2
@25 feet -same: very dense.
> 4.5
y [50]
30 @ 30 feet -same: very dense.
20 50
for 4"

11.8 112.6
> 4.5
[50]

0. 35J
:
18 @35 feet -Sandy Clay (CL): reddish brown, moist, minor gravel:
50 for 4"

13.9 121.9
up to 1/4 inch diameter, subangular, hard.
> 4.5
40 .",
[50]
@40.0 feet -Clayey Sand (SC): olive brown, fine grained, moist, 26 50
fort"

10.7 117.3
very dense.

4.00 [50]
45 20
@45.0 feet -Sandy Clay (CL): olive brown, moist, cemented, hard. 50 for 3"

13.4 122.3
> 4.5
[50]
i.

Blow count in bracket represents (N1)60 value.
50 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
0 O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 OB Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/7/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2278 +/- 1
Depth
[ft]
Graphic Log
1 Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
17 50
for 5'
[50]

17.5 106.3
@50 feet -Sandy Silt (ML): olive brown, moist, iron oxide staining, > 4.5
hard.

Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0)
0 0
0 O
O
co
0 0
0 00
a
F
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -11B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/09/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2330 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
12 14
24 [33]
7 14
2 @ 10 feet -same: dense.
@ 15 feet -same: moist, minor gravel: up to 1/4" diameter, subangular, dense.
@ 17.5 feet -same: moist, dense.
@20 feet - same: moist, dense.
@22.5 feet - same: damp, gravel: up to 1/4" diameter, subangular, dense Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -11B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/09/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2330 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30 0I10
l ..
'''
11 3
4 very dense.
@40.0 feet -Silty Sand (SM): dark brown, fine grained, damp to 40 45
50 _
moist, trace of clay, minor gravel: up to 1/4 inch diameter, subangular, very dense.
@45.0 feet -same: light gray, damp, gravel: up to 1/4 inch diameter, subangular, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
0 O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -11B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/09/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2330 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
50 for 6"
[50]

3.7 111.6
@ 50 feet -same: very dense.

Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -12B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/7/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2330 +/- 1
Depth
[ft]
Graphic Log
Sample Type
m
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
4 6
10 [14]
6 1
medium dense.
@ 10 feet -same: damp, medium dense.

Older Alluvium (Qoal)
@ 15 feet -same: minor gravel: up to 1/4 inch diameter, subangular, damp to moist, medium dense.

Bedrock: San Timoteo Formation (Tst)
@20 feet -Sandy Clay (CL): dark brown, moist, white laminations, medium dense.
@22.5 feet - Clayey Sand (SC): brown, fine grained, moist, dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0

3. 0
0 U
0 O
a
m
co
4 0
0 0
a
F
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -12B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/7/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2330 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-:: .::
35-:
40 -,ice
45 50 _//i`
J
���
50 50
f
5 minor gravel: up to 1/4 inch diameter, subangular, hard. @45.0 feet -Clayey Sand (SC): olive brown, fine grained, moist, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
0 O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -12B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/7/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2330 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m /\
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65-
-
70 -
75 _
50 for 6'
[50]
@ 50 feet -same: very dense, no recovery.

Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
0 0
O.
0 0
U
0 0
m
0 4
0 0
0 00
a
I-
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 3B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/10/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2444 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
12 20
35 [49]
11 20
3 @ 10 feet -Sandy Clay (CL): dark brown, moist, hard.
@ 15 feet -same: very stiff
@20 feet - same: hard.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 3B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/10/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2444 +/- 1
Depth
[ft]
Graphic Log
Sample Type
m
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30 il
'.''
10 15
[
minor gravel: up to 1/4 inch diameter, subangular, dense. @32.5 feet -same: gravel: up to 2" diameter, subangular, very dense.
@35 feet -same: gravel: up to 1/4 inch diameter, subangular, very dense.
@37.5 feet -same: gravel: up to 2" diameter, subangular, very dense.
@40.0 feet -Silty Sand (SM): olive brown, fine grained, damp to moist, trace of clay, minor gravel: up to 1/4 inch diameter, subangular, very dense.
@45.0 feet -same: medium to coarse grained, iron oxide staining, damp, trace of clay, dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
O
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 3B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/10/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2444 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
12 50
for 6"
[50]

13.3 122.6
@50 feet -Clayey Sand (SC): brown, moist, very dense.
55-
-
60-
65 -
70 -
75 _
Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
M
O
O
0 .)
C.)
0 O
0 0
0O
a
F
2 LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 4B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/13/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2265 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
:.
5 6
8 [12]
8 5
5 3
5 9
[9]
4 6
9 [9]
6 6
9 minor gravel: up to 1/4 inch diameter, subangular, medium dense. @ 10 feet -same: moist, loose.
@ 15 feet -same: moist, no gravel, medium dense.
@ 17.5 feet -same: moist, no gravel, medium dense.
@20 feet -same: moist, medium dense.
@22.5 feet -same: moist, no gravel, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
M

3.7 O.

O
0 0
U
0 B
o
0 O
00 a
I-
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 4B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/13/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2265 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Blows/6"
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
Remarks
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
co N- o rn co 0 w m co rn in r` w Vn CO co 0 0 CO

10.1 121.3
@25 feet -same: medium dense.
> 4.5
@27.5 feet -same: medium dense.

10.4 120.3
> 4.5
30-/
@30 feet -same: medium dense.
f/.

8.7 122.0
> 4.5
DS
35-//
@ 35 feet -same: rock fragments, medium dense.

9.3 119.8
> 4.5
Older Alluvium (Qoal)
40-/
@40.0 feet -Silty Sand (SM): brown, damp, minor gravel: up to 1/4

9.8 120.0
inch diameter, subangular, medium dense.
> 4.5
/ /'
Bedrock: San Timoteo Formation (Tst)
45 /
@45.0 feet -Gravelly Sand (SP): light brown/white, damp, up to

8.6 124.1

2.5 inch diameter, subangular, medium dense.
> 4.5
/
50 %�/. ... Blow
count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
M
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 4B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/13/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2265 +/- 1
Depth
[ft]
Graphic Log
1 Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
8 10
18 M0]

9.6 123.6
@ 50 feet -Silty Sand (SM): brown, moist, minorgravel: up to 1/4 > 4.5
inch diameter, subangular, medium dense.

Total Depth: 51.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 5B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/13/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2252 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
y :.
5 6
9 [ 13]
4 5
8 6
6 9
[ 10]
3 5
1 minor gravel: up to 1/2 inch diameter, subangular, medium dense. @ 10 feet -same: moist, medium dense.
@ 15 feet -same: moist, gravel up to 1 inch, medium dense. @20 feet -same: moist, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
M
0 a
0 O
0 U
0 B
0 0
0 00
a
F
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 5B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/13/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2252 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Blows/6"
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
Bulk 1 Static Water
California
Remarks
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
V.
4 5

10.5 114.7
@25 feet -same: medium dense.
> 4.5
9 [7]
30-/
@30 feet -same: medium dense.
5 10.8
121.1
> 4.5
10 22
[15]
5 @ 32.5 feet -same: moist, medium dense.
6 14.8
114.9
> 4.5
12 [8]
35-
6 @35 feet -same: gravel: up to 0.75" diameter, subangular, medium dense. 12 12.5
112.6
> 4.5
14 [11]
4 7

14.9 114.2
@37.5 feet -same: moist, medium dense.
> 4.5
10 [7]
40-/
@40.0 feet -same: moist, rock fragments, medium dense.
6 12

14.8 120.0
> 4.5
15 [11]
6 @42.5 feet -same: moist, no gravel, medium dense.
7 15.1
112.7

3.50 9
[6]
45 / :
@45.0 feet -same: gravel: up to 1.5" diameter, subangular, wet, dense.

T
7 15

11.5 124.4

3.50 22
[14]
i
10 @47.5 feet -same: wet, medium dense.
17 10.2
126.6

3.50 15
[12]
Blow count in bracket represents (N1)60 value.
50 LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
M
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 5B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/13/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2252 +/- 1
Depth
[ft]
Graphic Log
1 Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
o
Remarks
Bulk 1 Static Water
California
m
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
8 8

17.5 108.8
@ 50 feet -same: wet, medium dense

2.25 12
[7]
Total Depth: 51.5 feet.

Groundwater encountered at 45 feet below ground surface.

No Caving.
55-
-
60-
65 -
70 -
Blow count in bracket represents (N1)60 value.
75 _
LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
O
a
-65
0 0
B
m
0 0
0 00
m
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 6B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/15/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2480 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/ \
X
Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-
10-'
15-
-
20-
-
-
25 _
:'
:.:
.

H
-H
13 23
30 [46]
12 19

6.1 5.7

5.0 3.1
111.6
110.4
124.2
125.8
Bedrock: San Timoteo Formation (Tst)
> 4.5
> 4.5
> 4.5
>4.5
MAX
@ 0 feet -Top Soil: organic silt, dry brush and shrub
@ 0.5 feet - Sandy Silt (ML): brown, fine grained, dry. @5 feet - Silty Sand (SM): light brown, fine grained, damp, dense.
@ 10 feet - same: dense.
@ 15 feet -same: gravel: up to 1" diameter, subangular, very dense. @20 feet - same: gravel: up to 1" diameter, subangular, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
O
0 0
U
0 B
0 m
0 co
co
a
I-
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 6B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/15/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2480 +/- 1
Depth
[ft]
Graphic Log
Sample Type
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby a Water Level
Split Spoon Tube ATD
■
o
Remarks
Bulk 1 Static Water
California
m
/\\/
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
13 22

9.1 129.1
@25 feet -Silty Sand (SM): dark brown, damp, trace clay, minor > 4.5
gravel: up to 1/4 inch diameter, subangular, very dense. •
50 [36]
30-:.:. .
16 @30 feet -same: light brown, fine grained, damp, very dense. 27 6.1
119.2
> 4.5
41 [31]
35-:•
24 @35 feet -same: gravel: up to 1/2" diameter, subangular, very dense. .
50 3.1
117.1
for 6'
[50]
40-:.
: :.
21 @40.0 feet -same: dark brown, fine grained, trace clay, moist, 50 10.1
112.8
very dense.
> 4.5
for 4"
•
[50]
45 -
•.
18 @45.0 feet -same: light brown, damp, gravel: up to 1/4 inch diameter, 50 4.1
115.7
subangular, very dense.
for 6"
[50]
Blow count in bracket represents (N1)60 value.
50 _
.•
:.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
to
O
O.

O
0 U
rn
a
O
O
E
m
to
0 0
o
co
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 6B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/15/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2480 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
-
60-
65 -
70 -
75 _
50 for 6"
[50]

2.8 110.9
@ 50 feet -same: damp, very dense.

Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
a

3.7 0
O
O
U
0 0
o
0 co
a
F
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 7B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/14/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2292 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
y :
5 7
4 [ 10]
10 14
24 [24]
10 12
24 [25]
8 gravel:
11 13
[ 15]
10 9
9 loose.
@ 10 feet -same: medium dense.
@ 15 feet -same: gravel: up to 1/2" diameter, subangular, medium dense.
up to 1/2" diameter, subangular, @ 17.5 feet -same: g , medium dense.
@20 feet -same: gravel: up to 1/2" diameter, subangular, medium dense.
@22.5 feet -same: gravel: up to 1/2" diameter, subangular, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N

3.7 a
0 0
0 :1)
m
0 4
0 0
0 00
a
a
x
LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 7B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/14/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2292 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-?
-
35-7/4
-y
40-:: ....
45 50
V
/,,I
9 13
f
f
Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 7B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/14/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2292 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California /\\/ Bulk 1 Static Water
Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
26 50
for 6"
[50]

15.3 115.8
50 feet -same: moist, hard.
> 4.5
55-
-
60 -
65 -
70 -
75 _
Total Depth: 51.0 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N

3.7 0
0 0
0 :1)
m
0 0
0 00
I-
m
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 8B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/14/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2270 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
4 5
7 [11]
8 13
1 minor gravel: up to 1/4 inch diameter, subangular, medium dense. @ 15 feet -same: medium dense.
@20 feet -same: gravel: up to 1/2" diameter, subangular, medium dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 8B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/14/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2270 +/- 1
Depth
[ft]
Graphic Log
Sample Type
m
o
m
Moisture
Content [%]
Dry Density,
[pct]
Standard
Split Spoon
California
■
/\\/

Shelby a Water Level
Tube ATD
Pocket Pen.
[tsf]
Lab
Tests
Remarks
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-
35-
V`
12 15
2 moist, trace of clay, medium dense.
@45.0 feet -same: olive brown, fine grained, damp, very dense.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
N
O
O.

O
0 U
rn
a
O
O
E
m
co
0 0
0 00
a
I-
m
5)
x
LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KB -1 8B Project Number: 18060-06 Driller: Cal Pac DRILLING
Date Drilled: 6/14/22 Drill Type: Hollow Stem Auger
Logged By: J.H. Hammer Wt. / Drop: 140Ib / 18in
Ground Elev. [ft]: 2270 +/- 1
Depth
[ft]
Graphic Log
Sample Type
o
m /\
Moisture
Content [%]
Dry Density,
[pct]
Pocket Pen.
[tsf]
Lab
Tests
Remarks
Standard ■ Shelby a Water Level
Split Spoon Tube ATD
California \/ X Bulk 1 Static Water
\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
-
55-
-
60-
65 -
70 -
75 _
50 for 4"
[50]

2.8 111.6
@50 feet -same: minor gravel: up to 1/2" diameter, subangular, very dense.

Total Depth: 50.5 feet.

No Groundwater encountered.

No Caving.

Blow count in bracket represents (N1)60 value.

LaCroix & Horn conversion factor of 0.64 used to convert California Sampler blow counts to SPT values.

KCG KLING
Consulting
Group, Inc.

N
O
N
Co
0 m
U
a
m
m
x
a
0 e
m
o
0 Co
0 Co
a
I-
m
m
x
LOG OF EXPLORATORY BORING Sheet 1 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-1 B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/20/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 4500 lbs / 12 inch for 0-27 feet Backlogged By: J.B. Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
N
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5—
15 -
20—
-
-
-
25 • • ' " ' •
.
• • • • • • •
::::
• " • "•

19.3 10.1

99.8 119.1
@ 7.4 feet: F - EW 70N.

Bedrock: San Timoteo Formation (Tst)
> 4.5
> 4.5
DS
MAX
@ 0 feet - Sandstone: brownish gray, coarse grained, dry, abundant gravel: up to 2" diameter, moderately loose, Calcium Carbonate (CaCO3) stringers up to 1/4" wide, rare rootlets, weakly defined sub -horizontal bedding. Interbed and lenses of medium grained sand, weathered @ 7.4 feet - Silty Sandstone: brown, damp, dense, very irregular lower @° 10.2 feet: GB - EW 5S.
contact, lined with CaCO3 up to 1.5" wide, offset is 12" up on S, 12" diameter bleb of CaCO3 at 7.4', weathered
@ 9.0 feet - Sandstone: pale brownish gray, fine to medium grained, dense damp, uncemented, trace gravel: up to 2" diameter, subrounded, very weakly defined bedding
@ 10.2 feet - distinct contact with Siltstone: pale orange brown, abundant @ 15.5 feet: GB - N50W
CaCO3 (up to 3" thick), damp, dense, tight, fault offset is 0.4 up on S @ 11.0 feet - Sandstone: brownish gray, damp, dense, uncemented, rare 4 CaCO3 subparallel to fault, weakly defined bedding
@ 15.5 feet - Clayey Siltstone bed: 1" thick, brown, very stiff, tight, to N60W 13SW to 16SW.
abundant CaCO3
@ 15.6 feet - Silty Sandstone: brown, damp, very stiff, tight, poorly @ 17.0 feet: GB - N55W
cemented
@ 17.0 feet - Clayey Siltstone bed: 6" thick, brown, very stiff, tight 11SW to 18SW.
@ 17.5 feet - Silty Sandstone: brown, damp, firm, tight, poorly cemented @ 20.0 feet: F - N4W
@ 20.0 feet - Sandstone: pale yellowish brown, fine grained, damp, • • • ' • ' •
78W
dense, poorly cemented, trace gravel: up to 0.5" diameter, subrounded, Fault: offset is 12" down on W
@ 22.4 feet - Sandstone with gravel: gray, coarse grained, damp, dense, 5 gravel: up to 3" diameter, subrounded
@ 23.6 feet - less gravel

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

LOG OF EXPLORATORY BORING Sheet 2 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-1 B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/20/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 3552 lbs / 12 inch for 27-52 feet Backlogged By: J.B. Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
o
m
Geologic
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
@ 27.0 feet - Sandstone: brown, fine grained, damp, dense, tight, minor fault with apparent offset of 8", becomes more coarse with depth (fining upward sequence)
30—
@ 30.3 feet: GB - N35W
@ 30.0 feet - Silty Sandstone: yellowish brown, fine grained, damp to

10.9 110.8
8Sw.
moist, dense, poorly cemented, trace gravel: up to 1/4" diameter, subrounded.

Siltstone bed: 0.5" thick.

Sandstone: brownish gray, fine grained, damp, dense, tight, interbeds of siltstone and claystone
> 4.5
g
. . . . . .
@ 32.9 feet - Clayey Siltstone: brown, damp, hard, tight @ 33.3 feet - Sandstone: brownish gray, fine grained, damp, firm, tight 35—
@ 35.0 feet - Siltstone: brown with black staining, trace fine sand, hard, very tight
-
@ 35.5 feet - Siltstone: gray, very tight, very hard, nodules up to 1", very hard, subvertical joints are subparallel to fault
@ 38.4 feet - Sandstone: gray/brownish gray, damp, dense, tight, orange - brown and rare block staining, subtly bedded, fining upwards sequence 40-

15.7 111.2
@ 40.0 feet - Silty Sandstone: orange brown, fine grained, damp, > 4.5
moderately firm, poorly cemented
5 5
-
@ 41.5 feet - Clayey Sandstone: 4" thick bed, brown with white mottles, stiff, tight
@ 42.2 feet: GB - N85E
@ 42.2 feet - Silty Claystone: brown, abundant random oriented polished 10S.
surfaces
@ 44.0 feet: GB - N78W
@ 44.0 feet - Claystone: 2" thick bed, brown, very stiff, abundant random 7S.
oriented polished surfaces
45—x'
xx""
@ 44.8 feet - Sandstone: brownish gray, fine grained, very firm, tight, damp, @ 45.2 feet - Claystone: brownish gray, plastic, very stiff, damp .... .x
@ 46.3 feet - Siltstone: gray/brownish gray, very fine, damp 50 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

LOG OF EXPLORATORY BORING Sheet 3 of 3
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-1 B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/20/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 2500 lbs / 12 inch for 52-74 feet Backlogged By: J.B. Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
N
1-6
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55—
60-
-
-
-
65-
-
70-
-
-
-
75 . . . . . . .

18.5 17.1

13.3 112.6
113.7
112.8
@ 56.7 feet: GB - N87E
@ 50.0 feet - Siltstone: grayish brown, trace fine sand, damp, very firm to > 4.5
> 4.5
> 4.5
hard, tight
@ 50.5 feet - Sandstone: gray, fine grained, very dense 10 @ 50.9 feet - Siltstone: gray, damp, tight, very hard, weakly defined bedding
@ 53.0 feet - Sandstone: brownish gray, fine grained, tight, very dense, weakly defined bedding
@ 56.7 feet - coarse grained, scattered gravel: up to 1" diameter @ 57.0 feet - black staining
@ 58.0 feet - Clayey Siltstone: orange -brown, damp, tight, hard 11S.
@ 59.0 feet - Siltstone: orange -brown, damp, tight, hard @ 60.0 feet - Siltstone: brownish gray, mottled black and white, very • •
• • •
• •
tight, hard
@ 60.0 feet - Silty Sandstone: grayish brown, fine grained, damp, very • • •
• • •
• •
• •
• •
• •
15 dense, tight, trace gravel: up to 1/4" diameter, subrounded @ 62.0 feet - Sandy Siltstone: brownish gray, damp, very tight, hard @ 63.0 feet - Sandstone: orange brown, damp, tight, very dense @ 64.5 feet - scattered gravel
@ 66.0 feet - Sandstone: brownish gray, fine grained, damp, dense, tight, interbeds of sandy silt and silt, scattered gravel
@ 70.0 feet - Sandy Siltstone: yellowish brown, fine grained, damp, stiff to hard, tight, poorly cemented
8 Total Depth: 71.0 feet.

Downhole logged to 67.0 feet.

No Groundwater encountered.

No Caving.

Backfilled and tamped.

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
Co
2 0
0 U
rn
c_
a
co
co
a
0 e
0 co
a
I-
m
to
x
LOG OF EXPLORATORY BORING Sheet 1 of 4
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-2B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 4500 lbs / 12 inch for 0-27 feet Backlogged By: Ground Elev. [ft]: 2438
Depth
[ft]
Graphic Log
N
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5—
10-
-
15—
20—
-
25 xxxxx-
"""'

8.9 12.6
112.9
115.4
@ 14 feet: F - N43W 70SW.

Bedrock: San Timoteo Formation (Tst)
> 4.5
> 4.5
@ 0 feet - Silty Clay with sand: orange brown, fine to medium grained, stiff, rootlets, blocky fracture structure, weathered
@ 3.0 feet - Silty Sand: brown, fine grained, damp, medium dense, tight, abundant caliche, rare gravel: up to 1" diameter, subangular, weathered @ 6.4 feet - Sandstone: grayish brown, fine to coarse grained, damp, dense, poorly cemented, rare rootlets, subtle fining upwards sequence, weathered
@ 7.9 feet - Sandstone: grayish brown to brown, fine grained, damp, dense, abundant sub -vertical CaCo3 veins from 9' to 11', weathered @ 10.0 feet - Silty Sandstone: pale orange brown, damp, moderately • • • • • •
. . . . . •
firm, tight
@ 11.0 feet - Sandstone: brown, fine grained, damp, dense, poorly 4 cemented
@ 13.0 feet - becomes coarse to medium grained, lower contact undulatory @ 14.0 feet - Fault: 12" offset, up to N
@ 14.1 feet - Sandstone: brown, fine to medium grained, damp, hard, @ 19.2 feet: GB - N35E
subtle fining upwards sequences, minor coarse grained sand and trace grave @ 19.2 feet - interbeds of silty sand and sandy silt, discontinuous, abundant CaCo3
@ 20.0 feet - Silty Sandstone: pale orange brown and brownish gray, 6SE.
@ 24.6 feet: GB - N32W
_
moist, dense, tight, CaCo3 vein
@ 23.8 feet - Sandstone with gravel: gray, dense, damp, poorly cemented 4 trace cobbles
11SW.

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
Co
0 0
m
0 U
a
co
m
x
0 0
a
0 E
O
m
0 co
a
H
m
m
x
LOG OF EXPLORATORY BORING Sheet 2 of 4
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-2B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 3552 lbs / 12 inch for 27-52 feet Backlogged By: Ground Elev. [ft]: 2438
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
1-6
o
m
Geologic
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
@ 25.0 feet - Sandstone: gray, subtly interbedded medium and coarse grained, damp, dense, poorly cemented, scattered gravel @ 27.7 feet - indurated lens, very hard, 3" thick, discontinuous @ 28.4 feet - indurated lens, very hard, 2.5" thick, discontinuous 30-

�, •O••
@ 28.7 feet - Gravelly Sandstone: gray, medium and coarse grained, damp, dense, poorly cemented, gravel: up to 1.5" diameter, subrounded to rounded
@ 30.0 feet - Sandstone: brownish gray, fine grained, moist, dense, tight, H16.5

116.6
poorly cemented, gravel: up to 2" diameter, undulatory lower contact

30.6 feet Sandstone:
> 4.5
6 6
@31.7 feet: GB-N7E4W.
@ - brownish gray, fine to medium grained, moist,
dense, tight, poorly cemented, subtle crossbedding
@ 32.2 feet - Sandstone: brown, fine grained, damp, dense @ 33.8 feet - medium to fine grained, trace coarse, minor lenses of siltstone and sandy siltstone
35—
_
@ 38.7 feet - fine grained with blebs of brown to reddish brown silt, 1/4" to 8", irregular margins, randomly oriented, trace gravel
40-
@ 40.0 feet - Siltstone: orange brown, moist, hard, tight, white mottling > 4.5

12.0 122.6
DS
_
8 @ 43.0 feet - Siltstone: reddish brown, white mottling, very hard, tight @43.0 feet: GB - N61W
6NE.
45—
. . . . .. .
@ 45.0 feet - Sandstone: grayish brown, fine grained, damp, dense @ 48.7 feet - Clayey Siltstone: gray, very hard, black and brown staining 50 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
2 0
m
•
0 U
rn
c_
a
m
m
x
a
0 E
co
m
co
0 0
a
H
m
m
x
LOG OF EXPLORATORY BORING Sheet 3 of 4
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-2B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 2500 lbs / 12 inch for 52-74 feet Backlogged By: Ground Elev. [ft]: 2438
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
1-6
Geologic
o
m
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
N
N

15.2 120.3
@ 50.0 feet - Sandy Siltstone: brownish gray, fine grained, moist, hard, > 4.5
tight, scattered gravel: up to 1/4" diameter, angular.
1 10
@ 50.7 feet: B: N60E 4SE.
p� 50.7 feet - clay seam/clay bed, 1" thick, reddish brown, very stiff, plastic, randomly oriented polished surfaces
55 """'
@ 58.0 feet - Sandstone: grayish brown, coarse to medium grained, damp, dense, poorly cemented, fining upward sequences
60 @ 60.0 feet - Silty Sandstone: grayish brown, fine grained, moist, very H
H15.6

116.1
dense, tight
> 4.5
1 12
@ 61.0 feet - 3" gravel layer in matrix of gray sandstone, coarse Sandstone - brown, fine grained, moist, very dense, undulatory lower contact 65 @ 65.0 feet - Sandstone: grayish brown, medium to fine grained, very dense, poorly cemented
@ 67.0 to 70.0 feet - a few scattered indurated nodules/concretions, extremely hard, max 2" thick, 6" long
70 @ 70.0 feet - Silty Sandstone: brownish gray, fine grained, damp, very _
_

7.0 112.7
dense
> 4.5
1 15
@ 73.0 feet - Sandstone: brownish gray, fine grained, damp, dense, subtly crossbedded
75 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
0 0
m
•
0 U
rn
c_
a
m
m
x
0 0
a
0 E
O
0 0
m
a
H
m
m
x
LOG OF EXPLORATORY BORING Sheet 4 of 4
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-2B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 1000 lbs / 12 inch for 74-103 feet Backlogged By: Ground Elev. [ft]: 2438
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
16 Geologic
o
m
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
@ 75.6 feet - becomes fine to medium grained
@ 79.0 feet - orange brown staining, trace reddish brown clayey siltstone blebs up to 0.5", a few scattered nodules/concretions up to 3" 80-
@ 80.0 feet - Sandstone: gray, fine grained, moist, very dense, poorly N
N13.3
103.3
cemented
> 4.5
2 25/10"
85-
@ 85.0 feet - Sandstone: gray, fine to medium grained, damp, very dense, N
N5.3
123.6
poorly cemented, trace gravel
30/8"
Total Depth: 86.0 feet.

Downhole logged to 82.0 feet.

No Groundwater encountered.
-
No Caving.

Backfilled and tamped.
90-
_
95-
_
-
_
_
100

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
N
Co
2 0
0 0
rn
0 Co
x
0 a
c
0 e
0 m
0 0
Co
a
I-
m
0)
x
LOG OF EXPLORATORY BORING Sheet 1 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-3B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21-22/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 4500 lbs / 12 inch for 0-27 feet Backlogged By: Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
1-6
o
m
Geologic
Notes
>/ Bulk 1 static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
Bedrock: San Timoteo Formation (Tst)

@ 0 feet - Sand with clay: orange brown, dry, medium dense, weakly developed, blocky fracture structure, weathered
@ 2.0 feet - Silt with sand: brown/ reddish brown, fine grained, damp, hard, tight, slightly cemented, scattered gravel: up to 1" diameter, subangular, weathered
5—
@ 8.8 feet - Silty Sandstone: brown, damp, dense, poorly cemented 10-
@ 10.0 feet - Sandstone: pale brownish gray to orange brown, fine

3.9 118.6
grained, damp, dense

10.3 feet Sandstone:
> 4.5
3 3
@ - pale yellowish brown, fine to medium grained,
damp, dense, massive, fining upwards, lower contact is undulatory, marked by CaCo3 and indurated concretions up to 4"
@ 13.1 feet: C C. N28E 15SE.
@ 13.1 feet - Sandy Siltstone: brown, fine grained, damp, dense, a few CaCo3 mottles up to 1/4"
@ 14.0 feet - Silty Sandstone: brown, fine grained, damp, dense 15—
@ 17.3 feet - abundant CaCo3 mottles and scattered gravel up to 1/4" @ 18.2 feet - Sandy Siltstone: brown, damp, hard, poorly cemented

19.4 feet - Sandstone: brown, damp, dense, poorly cemented 20-
@ 20.0 feet - Silty Sandstone: pale yellowish brown, moist, dense, tight,

20.6 fe
scattered caliche, clasts of clayey silt, reddish brown, up to 1" y y-•••••••................ .@
> 4.5

20.7 feet - Sandstone: yellowish brown, fine grained, moist, dense, poorly cemented
@ 23.7 feet - Sandy Siltstone: pale brownish gray, damp, very hard, very tight, abundant CaCo3, scattered black mottles
25 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
N
Co
2 0
•
0 U
rn
c_
a
co
0 0
a
0 e
co
co
Co
0 co
a
I-
m
co
x
LOG OF EXPLORATORY BORING Sheet 2 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-3B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21-22/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 3552 lbs / 12 inch for 27-52 feet Backlogged By: Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
1-6
o
m
Geologic
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
@ 26.4 feet - Sandstone: pale brownish gray, damp, dense @ 27.0 feet: F - N63W 70N.
@ 28.7 feet: CS - N43E
@ 28.7 feet - clay bed, reddish brown, damp, very stiff, plastic, abundant, randomly oriented polished surfaces, 1/2" to 2" thick, truncated by fault 13 SE.
30-
@ 29.0 feet - Sandstone: pale yellowish gray, fine grained, damp, dense

6.9 120.8
> 4.5
' '
' ' '
' '

@ 30.9 feet - Siltstone: reddish brown - Sandstone: gray, coarse grained - Sandstone: pale yellowish brown, fine grained, interbedded and fault truncated, abundant CaCo3 veins
@ 32.6 feet: CS - N7E 5 E.
@ 32.6 feet - clay bed, grayish brown, plastic, very stiff, undulatory, 1-2" thick @ 32.8 feet - Sandstone: brownish gray, fine grained, damp, dense, uncemented, rare indurated concretions up to 4"
35-
-

39.6 feet - Siltstone with sand: brownish gray, very hard, black staining
40-
@ 40.0 feet - Siltstone: pale brown to pale yellowish brown, moist, very > 4.5

16.3 112.5
stiff, mottled
3 -
@ 42.3 feet - Siltstone: gray, damp, hard
@ 43.7 feet - Siltstone with clay: reddish brown, hard, tight, black and white mottles, gradational lower contact
@ 44.5 feet - Sandstone: orange brown, fine to medium grained, trace 45—
. . . . . . .
coarse, very dense, tight, rare gravel: up to 1/4" diameter, subangular, repeating fining upwards sequences
DS
-
MAX
@ 47.7 feet - irregular lower contact marked by CaCO3 blebs up to 1" • •
• • •
• •
@ 48.5 feet - Siltstone: reddish brown, damp, hard
@ 48.6 feet - Sandy Siltstone: pale yellowish brown, hard, scattered to trace gravel: up to 1/4" diameter, angular
50 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
N
Co
0 0
•
U
rn
c_
a
m
m
x
a
E
CC
m
Co
0 0
m
a
H
0)
x
LOG OF EXPLORATORY BORING Sheet 3 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-3B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21-22/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 2500 lbs / 12 inch for 52-74 feet Backlogged By: Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
N
1-6
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
55-
60-
65—
75 . . . . .. •
0 O
'C
O
O
O
.0...1

14.1 7.7

2.4 122.9
122.3
123.1
@ 50.7 feet: N60E 4SE.
@ 50.0 feet - Silty Sandstone: orange brown, fine grained, moist, dense, > 4.5
> 4.5
> 4.5
trace gravel: up to 1/4" diameter
@ 54.0 feet - Sandstone: reddish brown, fine to medium grained, moist, 7 dense
@ 55.4 feet - Sandstone: pale yellowish brown, medium to coarse grained, moist, dense, abundant gravel: up to 1/2" diameter, subangular @ 55.4 feet - Sandstone: pale yellowish brown, fine to medium grained, dense, poorly cemented
@ 60.0 feet - Sandstone & Silty Sandstone: grayish brown and orange brown, fine grained, moist, very dense, poorly cemented @ 64.6 feet - becomes coarse grained with abundant gravel @ 65.2 feet - Gravelly Sandstone: gray, medium to coarse grained, 10 gravel: up to 2" diameter, subrounded, crudely defined cross -bedding @ 70.0 feet - Gravelly Sandstone: pale gray, fine to coarse grained, damp, very dense, gravel: up to 1" diameter, subrounded 15 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
N
0 0
rn
•
0 U
rn
c_
a
m
x
0 0
a
0 E
O
0 0
0 0
I-
m
x
LOG OF EXPLORATORY BORING Sheet 4 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-3B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21-22/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 1000 lbs / 12 inch for 74-103 feet Backlogged By: Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
1-6
o
m
Geologic
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
lower contact is irregular
@ 75.4 feet - Sandstone: gray to brownish gray, orange brown staining, fine grained with lenses of medium to coarse, subtle cross bedding @ 76.0 feet - Sandstone; gray, coarse to medium grained, dense @ 77.5 feet - Sandstone: grayish brown, fine grained, dense, poorly cemented
80-
@ 80.0 feet - Silty Sandstone: pale orange brown, fine grained, moist, N

10.6 118.0
very dense
> 4.5
DS
25 @ 81.4 feet - indurated concretions up to 3" thick
@ 82.2 feet: GB - N59E
@ 82.2 feet - Siltstone: reddish brown, minor clay, minor fine sand, hard, 14SE.
tight, scattered black mottles
@ 83.4 feet - indurated coarse sandstone bed, 3" thick, 18" long (discontinuous) • •
• • •
• •
@ 83.8 feet - Sandstone. grayish brown, fine grained, damp, very dense 85-
_
90—
@ 90.0 feet - indurated clast 2" thick and 8" long
> 4.5
H

6.5 118.5
25 @ 94.3 to 95.5 feet - channel incision, highly undulatory 95_
Sandstone with gravel: gray, coarse grained, dense, gravel: up to 1" diameter, subrounded
@ 98.0 feet - subtle bedding
Sandstone: coarse grained, scattered gravel: up to 1/2" diameter, abundant high angle, sub -vertical faults, offsets up to 2", faults are not distinct in 100
unit below, lower contact is undulatory.

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
N

0. Co
O
0 U
a
m
m
x
'9c2
0 a
0 E
m
co
Co
0 0
Co
a
H
m
m
x
LOG OF EXPLORATORY BORING Sheet 5 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-3B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/21-22/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 1000 lbs / 12 inch for 103-120 feet Backlogged By: Ground Elev. [ft]: 2478
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
16 o
m
Geologic
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)

10.4 112.5
@ 100.0 feet - Sandy Siltstone: pale yellowish brown, fine grained, > 4.5
damp, hard, poorly cemented
3 30
@ 102.0 feet - Sandstone: gray, fine grained, very dense 105-
' ' ' ' ' ' '
@ 105.0 feet - Sandstone: gray, coarse to fine grained, fining upwards sequence, a few indurated clasts up to 6"
110-
@ 110.0 feet - Sandy Siltstone: pale yellowish gray, fine grained, moist,

14.5 110.3
hard, poorly cemented
> 4.5
1 15
115—
@ 115.0 feet - Silty Sandstone: pale yellowish gray, fine grained, damp,

6.7 119.9
hard, poorly cemented
> 4.5
10 Total Depth: 116.0 feet.
-
Downhole logged to 112.0 feet.

No Groundwater encountered.

No Caving.

Backfilled and tamped.
120-
125

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
2 0
•
O
U
m
a
co
x
a
0 E
0 m
0 0
Co
I-
x
LOG OF EXPLORATORY BORING Sheet 1 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-4B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/23/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 4500 lbs / 12 inch for 0-27 feet Backlogged By: Ground Elev. [ft]: 2496
Depth
[ft]
Graphic Log
N
1-6
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5-
10-
-
-
15—
20-

• • • • • • •
:::::.

o
9 : ; : ;•
P, • , •

9.6 4.7
114.3
116.1
@ 4.2 feet: GB - N3W 8E
Bedrock: San Timoteo Formation (Tst)
> 4.5
> 4.5
DS
MAX
@ 0 feet - Sandstone: pale gray, medium grained, dry, hard, poorly cemented, abundant subvertical CaCo3 veins up to 1" wide, trace CaCo3 blebs up to 8"
@ 3.3 feet - becomes fine grained
@ 4.0 feet - becomes medium to coarse grained with rare gravel @ 4.4 feet - Silty Sandstone: brownish gray, fine grained, damp, dense, @ 11.0 feet: GB - N22W
tight
@ 5.2 feet - Sandstone: gray, fine to medium grained with some coarse, damp, dense, crudely bedded, fining upwards sequences, trace gravel: up to 1" diameter, subrounded
@ 10.0 feet - Sandstone: gray and yellow brown, fine grained, moist, dense, poorly cemented
@ 13.5 feet - Gravelly Sandstone: gray, damp, dense, uncemented, 17NE
@ 18.0 feet: GB - N15W
subtly bedded, gravel: up to 3" diameter, subrounded
@ 19.4 feet - Sandstone: brownish gray, medium to coarse grained, damp 18NE
to very damp, poorly cemented
@ 20.0 feet - Sandstone: pale gray, fine to medium grained, damp, dense, poorly cemented
@ 21.9 feet - Gravelly Sandstone: brownish gray to gray, coarse 3 grained, damp, dense, poorly cemented, gravel: up to 1/2" diameter @ 23.0 feet - Sandstone: gray, medium to coarse grained, damp, dense, poorly cemented
@ 23.9 feet - Gravelly Sandstone: brownish gray, medium to coarse grained, dense, uncemented, gravel: up to 1/2" diameter

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

LOG OF EXPLORATORY BORING Sheet 2 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-4B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/23/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 3552 lbs / 12 inch for 27-52 feet Backlogged By: Ground Elev. [ft]: 2496
Depth
[ft]
Graphic Log
N
1-6
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
30-
35-
-
-
40-
-
45—
-
50 �
•9
0 ' ' ' ' '

4.5 9.8

127.3
105.5
@ 33.2 feet: GB - N52W
Bedrock: San Timoteo Formation (Tst)
> 4.5
@ 30.0 feet - Gravelly Sandstone: pale gray, medium to coarse grained, damp, dense
@ 31.6 feet - Sandstone: grayish brown, fine grained, damp, dense, 8 trace gravel: up to 1"
@ 33.2 feet - Sandy Siltstone: brown, damp, very hard, 5" thick 12 NE.
@ 41 feet: B - N58W
@ 36.5 feet - Sandstone with gravel: gray, medium to coarse grained, damp,dense
@ 37.3 feet - Sandstone & Silty Sandstone: brown and grayish brown, fine grained, weakly bedded
@ 40.0 feet - Sandstone: pale brown, fine grained, moist, dense,

; ; ; ;•
p, •
slightly cemented
@ 41.6 feet - Silty Clay: grayish brown, 1" thick
8 NE
@ 41.7 feet - Sandstone & Silty Sandstone: brown and grayish @ 49.7 feet: GB - N74E
brown, fine grained
@ 44.5 feet - Conglomerate: gray, subround to subangular gravel up to 3" diameter in matrix of fine to coarse sand, uncemented
@ 45.0 feet - Sandstone: gray and grayish brown, interbedded medium to coarse and fine to medium grained, discontinuous lenses of gravel @ 49.7 feet - Gravelly Sandstone: gray, coarse grained, gravel: up to 17 N.
1/2" diameter

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

LOG OF EXPLORATORY BORING Sheet 3 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-4B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/23/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 2500 lbs / 12 inch for 52-74 feet Backlogged By: Ground Elev. [ft]: 2496
Depth
[ft]
Graphic Log
Moisture
Content [%]
Dry Density,
[pcf]
Pocket Pen.
[tsf]
Lab
Tests
Standard Shelby Q Water Level
N
Split Spoon Tube ATD
■
1-6
o
m
Geologic
Notes
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)

25.2 104.8
@ 50.0 feet - Clayey Siltstone & Sandstone: brown and grayish > 4.5
brown, fine to medium grained, hard
1 10
@ 52.0 feet - Sandy Siltstone: grades to:
_•_._._._•
@ 54.0 feet - Silty Sandstone: grades to:
55-
@ 56.0 feet - Sandstone
@ 58.4 feet - Siltstone: brown, very hard, tight, trace black staining • • • • • . •
@ 59.5 feet - Sandstone: brownish gray, fine grained, damp, dense, poorly cemented
60-
@ 60.0 feet - Sandstone: grayish brown, fine to medium grained, damp,

4.9 122.7
dense, poorly cemented
_

@ 60.7 feet - Sandstone with gravel: gray, medium grained, damp, very DS
15 dense, gravel: up to 1" diameter
-
@ 62.0 feet - Sandstone: gray, medium grained becoming coarse grained with gravel, damp, dense
65—
@ 65.3 feet: GB - N60W
@ 65.3 feet - Sandstone: gray, fine to medium grained, becomes coarse 12 NE.
with depth, damp, dense
�,

• • • • • • •
@ 66.3 feet - Gravelly Sandstone: weakly bedded, repeating fining upwards sequences
I)
•• •
70-

70.0 feet - Gravelly Sandstone: gray, fine to coarse grained, very dense, uncemented
.g
..................... @
•
19 NE.
75 KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
M
N
0 0
rn
•
0 U
rn
c_
a
m
x
1 0
a
0 E
mco
0 0
co
0 a
H
m
m
x
LOG OF EXPLORATORY BORING Sheet 4 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-4B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/23/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 1000 lbs / 12 inch for 74-103 feet Backlogged By: Ground Elev. [ft]: 2496
Depth
[ft]
Graphic Log
N
1-6
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
80-
85—
-
- •••• •••
90-
95—
100

14.6 9.4
117.4
107.4
@ 87.9 feet: GB - N51 W
Bedrock: San Timoteo Formation (Tst)
> 4.5
> 4.5
@ 77.5 feet - Conglomerate: gray, fine to coarse sand matrix, uncemented, subrounded gravel and cobbles up to 8"
@ 80.0 feet - Sandy Siltstone: grayish brown, fine grained, damp, very N
N
hard, moderately cemented
@ 80.1 feet - Clayey Siltstone: brown, damp, hard, grades to • • • • • • •
: : : : : : :
• •
g
...9
8 80
@ 82.4 feet - Sandy Siltstone: grayish brown, fine grained, hard @ 85.7 feet - clay bed, brown, very stiff, randomly oriented polished surfaces, 1" thick
@ 85.8 feet - Clayey Silt: reddish brown, very hard, minor black staining @ 86.5 feet - Silty Sandstone: brownish gray, fine grained, poorly cemented
@ 87.7 feet - Sandstone: gray and brownish gray, fine to medium grained, dense, moderately cemented, interbeds of silty sandstone @ 90.0 feet - Silty Sandstone: brownish gray, fine grained, damp, very 16NE.
dense, moderately cemented
@ 92.1 feet - Sandstone: gray and brownish gray, fine to coarse grained 35 in fining upwards sequence
@ 98.2 feet - Gravelly Sandstone: gray, very dense, uncemented, gravel: up to 2" diameter

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
N
2 0
0 co
O
U
m
0 m
m
x
C)
a
E
Co
0 0
Co
a
H
m
m
x
LOG OF EXPLORATORY BORING Sheet 5 of 5
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-4B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/23/2022 Drill Type: Bucket Auger
Logged By: W.D. Kelly Bar Wt. / Drop: 1000 lbs / 12 inch for 103-120 feet Backlogged By: Ground Elev. [ft]: 2496
Depth
[ft]
Graphic Log
N
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
105—
110-
-
115-
_
120-
-
125
s •

51....O
�
.O
41 o
.....�
• • •• • • •

4.1 9.9

11.6 117.0
124.9
124.8
@ 105.0 feet: GB - N60W
@ 100.0 feet - Gravelly Sandstone: gray, fine to coarse grained, damp, > 4.5
> 4.5
DS
very dense, uncemented, gravel: up to 1/4" diameter, subrounded @ 103.9 feet - Silty Sandstone & Sandy Siltstone: brown and 45/8"
grayish brown, coarsens to sandstone, repeating upwards fining sequences @ 105.0 feet - Sandstone: gray, coarse to fine grained, fining upwards 12NE.
sequence, a few indurated clasts up to 6"
@ 110.0 feet - Sandy Siltstone: brownish gray, fine grained, damp, hard, moderately cemented
@ 115.2 feet - Gravelly Sandstone: lens 6" thick and 18" long 15 @ 120.0 feet - Silty Sandstone: grayish brown, fine grained, moist, very dense, moderately cemented
20 Total Depth: 121.0 feet.

Downhole logged to 117.0 feet.

No Groundwater encountered.

No Caving.

Backfilled and tamped.

KCG KLING
Consulting
Group, Inc.

GB - Generalized Bedding
B - Bedding Plane
J - Joint
C - Contact
F - Fault
S - Shear

N
N
2 0
m
0 U
rn
c_
0 0
Co
co
a
0 e
O
Co
0 Co
a
H
m
_
LOG OF EXPLORATORY BORING Sheet 1 of 2
Project: Beaumont Pointe, Beaumont, CA Boring No.: KBA-5B Project Number: 18060-06 Driller: Daves's Drilling
Date Drilled: 6/28/2022 Drill Type: Bucket Auger - Limited Access Track Rig Logged By: W.D. Kelly Bar Wt. / Drop: 140 Ibs / 12 inch Backlogged By: Ground Elev. [ft]: 2459
Depth
[ft]
Graphic Log
N
o
m
Moisture
Content [%]
Dry Density,
[pcf]
Geologic
Notes
Pocket Pen.
[tsf]
Lab
Tests
Standard ■ Shelby Q Water Level
Split Spoon Tube ATD
>/ Bulk 1 Static Water
_ California /\ Sample Table
SOIL DESCRIPTION and CLASSIFICATION (USCS)
5—
10-
-
-
-
15—
20-
25 3.6