Thousand Oaks City Council
June 23, 2026

COTTON, SHIRES AND ASSOCIATES, INC.

1.2 Purpose and Scope of Work
Our primary objective for this study was to generally characterize the soil, bedrock and groundwater conditions within the anticipated grading and construction limits of the currently proposed project components. A summary of the work we performed is outlined as follows.

1.2.1 Research and Review of Available Data – We researched, reviewed, and compiled data from available historic aerial photographs and published and readily available documents, including previous geotechnical investigations on and near the site, and partial as-built geotechnical information and record drawings for the site to gain background data regarding previous site uses, development history, and geotechnical conditions. Specifically reviewed documents are discussed in the following section.

1.2.2 Previous Investigations
x A geotechnical and geologic constraints evaluation was conducted by CSA in 2023-24 for the City’s proposed CAP expansion. The results of our evaluation, including limited field exploration and laboratory testing, are incorporated into this report. x The geotechnical investigation for the existing CAP Campus was conducted by Dames & Moore between 1990 and 1991. During their investigation, Dames & Moore excavated a total of 28 exploratory borings ranging in depth from about 15 to 55 feet and retained Endacott & Associates to conduct a total of 5 seismic refraction lines.

Dames & Moore generally characterized subsurface conditions at the site as colluvium/alluvium underlain by very weathered to weathered volcanic conglomerate underlain by moderately to slightly weathered and hard to very hard Conejo Volcanics (note: the slightly weathered very hard basalt bedrock is colloquially known as “blue rock”). Earth materials encountered during Dames and Moore’s exploration programs are generally consistent with the materials encountered in our exploration program.
x A Rough Grading Compaction Test Report was prepared in 1992 by Gorian and Associates, Inc. for the existing CAP building pads, parking garage building pad, eastern access road, and adjacent cut and fill slopes.
x Pacific Materials Laboratory, Inc. (PML) conducted a geotechnical investigation in 2001 for a two-story commercial building at 1868 Thousand Oaks Boulevard, which is located directly north of the proposed CAP campus expansion area. During their investigation, PML excavated a total of three exploratory borings ranging in depth City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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from about 10 to 20 feet. PML generally characterized subsurface conditions at the site as surficial artificial fill underlain by native soils (alluvium) identified as moderately firm clayey sand and firm sandy clay. Earth materials encountered during PML’s exploration program are generally consistent with the materials encountered in our exploration program.
x Gorian and Associates conducted a geotechnical evaluation in 2017 for a multi-story multi-use development on the former Lupe’s Restaurant site at 1710 Thousand Oaks Boulevard which is located west of the proposed CAP campus expansion area. Gorian and Associates compiled previous geotechnical information and excavated three exploratory borings ranging in depth from 20.5 to 28 feet. Three seismic refraction lines were also performed to evaluate rippability characteristics of the site bedrock.

Gorian generally characterized subsurface conditions at the site as thin fill underlain by alluvial soils and volcaniclastic bedrock in the flatter portion of the site and volcaniclastic bedrock with minor deposits of colluvial soil in the incised drainages in the hilly portion of the site. Earth materials characterized at the site are generally consistent with the materials encountered in our exploration of the CAP site.

1.2.3 Subsurface Exploration – CSA completed multiple data collections for the City’s Master Plan project. Preliminary exploration was conducted in December 2023 and consisted of seismic refraction survey lines and exploratory test pits at various on the western portion of the site. Additional exploration was conducted in January and February 2025 and consisted of exploratory hollow-stem auger borings and rock coring and percolation tests across the site. The exploration locations are shown in Figures 2 through 8. Summaries of field exploration procedures and exploration logs are presented in Appendix A – Site Exploration.

Exploratory Test Pits. We explored subsurface conditions at the site by means of seven (7) exploratory test pits excavated within the proposed improvement areas to depths ranging from about 7.5 to 17 feet bgs. Test pits were conducted near the seismic refraction lines to evaluate medium-sized excavator characteristics (a Hyundai 235 LRC-9 excavator was used) compared to the compression wave velocities interpreted from seismic refraction lines. The excavator was provided by DE Eddings of Acton, California. A summary of field exploration procedures and the test pit logs are presented in Appendix A – Field Exploration.

Exploratory Hollow-Stem Auger and Rock Coring. We completed fourteen (14) exploratory hollow-stem auger borings and five (5) percolation test holes between January 27, 2025 and February 4, 2025, to depths ranging from about 20.5 to 39 feet bgs. In three (3) of the City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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borings, rock coring was used to sample intact rock material below the depth of hollow-stem refusal. Drilling services were provided by 2R Drilling, Inc. of Chino, California. A summary of field exploration procedures and the boring and percolation hole logs are presented in Appendix A.

Seismic Refraction Survey Lines. We evaluated subsurface conditions at the site by means of six (6) non-invasive seismic refraction survey lines to investigate subsurface velocity (compression wave velocities) conditions of the development area, and to evaluate the rippability of subsurface earth materials using published correlation of compression wave velocities to rippability with various types of excavation equipment. These survey lines were conducted by CSA’s registered geophysicist. Summaries of survey line procedures and conclusions, and interpreted subsurface velocity models, are presented in Appendix B – Seismic Refraction Survey.

1.2.4 Geotechnical Laboratory Testing – Laboratory tests were performed on select soil samples obtained from the test pits and borings. Laboratory tests consisted of moisture content, wet and dry unit weight determinations, particle size analysis, Atterberg limits, consolidation, direct shear strength, maximum unit weight/optimum moisture content, Expansion Index, Rvalue, and general corrosion (resistivity, pH, sulfates, and chlorides). A summary of the laboratory testing program is presented in Appendix C – Laboratory Testing.

1.2.5 Geotechnical Evaluation and Reporting – Geotechnical evaluation of the subject site consisted of characterizing field and laboratory test data and developing conclusions and recommendations regarding geotechnical and seismic hazards, excavatability and rippability, and preliminary foundation design criteria. Based on data obtained from our subsurface exploration and geotechnical laboratory testing programs, we have provided geotechnical opinions regarding site conditions and geotechnical hazards, and provided preliminary recommendations for the conceptually-designed improvements, including the following items, descriptions or recommendations:
x Site exploration and geotechnical map, engineering geologic cross sections, boring logs, test pit logs, percolation testing logs, seismic refraction line sections, and laboratory test results;
x Soil, rock and groundwater conditions at the site;
x Geohazard evaluation consisting of strong ground shaking, fault surface rupture, liquefaction potential, seismically-induced settlement, and expansive/ collapsible soils;
x Geotechnical and seismic design parameters for use with the California Building Code;
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x Site preparation and grading and compaction requirements for fill placement; x Excavatability/rippability and temporary excavations (maximum cut slope heights for loaded and unloaded conditions);
x Subgrade stabilization measures for soft or yielding subgrade conditions; x Suitability of onsite and import soils proposed for use as compacted fill; x Design criteria of foundations (depth and type of foundations, over-excavation recommendations, maximum allowable bearing pressures and potential foundation settlement);
x Resistance to lateral loads based on passive soil pressures and friction coefficients; x Utility trench backfill;
x Design criteria for pavement areas and slabs-on-grade; x Percolation testing results and design recommendations; and x General corrosion potential of onsite soils for buried metal and concrete.

2.0 SITE CONDITIONS

2.1 Surface Conditions
The project site is located south of Thousand Oaks Boulevard, west of The Lakes Drive, north of the CAP parking structure, and on both sides of Dallas Drive, which runs north-south between Thousand Oaks Boulevard and the existing parking structure at the toe of the State Highway 101 embankment (Figure 1). The site also includes existing one- to two-story commercial buildings and associated asphalt parking lots along the south side of Thousand Oaks Boulevard and west of Dallas Drive.

The western portion of the site, which consists of the existing buildings and open field to the south, slopes gently to the north and west with elevations ranging from about +821 feet (relative to the NAVD88 datum) near the toe of the ascending slope to about +812 feet near the site’s western property line. There is an approximately 9-foot-high earthen access ramp ascending from this flatter portion of the site to the north end of the Oakwood Drive cul-de-sac, which is situated at about elevation +825 feet.

South of the open field and east of the Oakwood Drive cul-de-sac is an approximate 19- foot-high slope with elevations ranging from about +821 feet at the toe of slope to about +840 feet at the top of slope along the north side of the existing parking structure. Locally, slope gradients range from about 3:1 to 2:1 (H:V).

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Elevations along Dallas Drive range from about +816 feet near Thousand Oaks Boulevard to about +840 feet at the entrance to the parking structure. Dallas Drive is situated atop an embankment fill with a variable-height descending slope (partially supported by a retaining wall) on the west side of Dallas Drive, toward the flatter area of the site, and on the east side, toward an existing asphalt paved parking area and loading dock for the Ahmanson Forum at about +830 feet. A significant grade break exists between Dallas Drive and the access road to Kavli Theater, and the Ahmanson Forum loading dock. This grade break is supported by retaining walls ranging in height from 1 to 16 feet.

Between Dallas Drive and The Lakes Drive, the site generally slopes down to the southwest towards a rock drainage where the minimum elevation is about +815 feet, which then slopes up towards the south with the maximum elevation of about +852 feet on the slope south of the Fred Kavli Theater access road. Along Thousand Oaks Boulevard, the elevation generally rises gently towards the northeast with elevations ranging between +809 feet near the medical building at 1868 Thousand Oaks Boulevard and +823 feet at the intersection of Thousand Oaks Boulevard and The Lakes Drive.

2.2 Geologic Setting
The site is located in the southern part of the west-central portion of the Transverse Ranges Physiographic Province of Southern California. The general structural and geomorphic trend of the Transverse Ranges is east-west in contrast to the dominant northwest-southeast trend of both the Coast Range Province to the northwest and the Peninsular Ranges Province to the south. The primary geologic structure in the Transverse Ranges Province is a series of broad east-west trending anticlinal and synclinal folds which form structural "highs" (e.g., Santa Monica Mountains, Simi Hills, and north of the Simi Valley) and "lows" (Conejo, Las Virgenes, San Fernando and Simi Valleys).

Geologic units in the region consist of Tertiary marine sedimentary and volcanic rocks, along with local accumulations of Quaternary alluvium and valley fill. The subject site is located along the northern flank of the foothills of the Santa Monica Mountains along the southern edge of Arroyo Conejo, a narrow west-northwest trending valley located between the Conejo Valley to the west and the Russell Valley to the southeast.

The northern half of the site is relatively flat-lying and the southern half of the site is characterized by low hills with gentle to steep slopes. The site is underlain by Miocene volcanic conglomerate (Calabasas Formation of Campbell, et al., 2014, also mapped as Detrital Sediments of Lindero Canyon by Dibblee, 1993) which crops out in the hills that make up the southern City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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portion of the site and Holocene to late-Pleistocene age colluvium and alluvium which cover the flatter northern half of the site. Data obtained from our study and previous investigations by others indicate that hard to very hard volcanic basalt of the middle Miocene Conejo Volcanics (possibly the Basaltic Lower Zone of the Conejo Volcanics of Campbell, et al., 2014) underlies the volcanic conglomerate and colluvial/alluvial soils. Regional geology is shown on the attached Figure 9 – Regional Geologic Map.

2.3 General Site Subsurface Conditions
The project area is characterized by sloping hillside topography covered by shallow artificial fill and/or topsoil/slopewash, colluvial soils and/or alluvium overlying volcaniclastic (detrital) bedrock of the Calabasas Formation and volcanic bedrock of the Conejo Volcanics Formation. These materials are generally depicted in the test pit, boring, and percolation hole logs in Appendix A, and their corresponding compression wave velocities are represented in the seismic refraction results in Appendix B. The soil and bedrock materials encountered during our study have properties consistent with the materials and velocities described in previous nearby studies by Dames & Moore (1990 and 1991) and PML (2001), as well as with published geologic maps (Figure 9). Generalized earth unit descriptions are provided in the following sections.

2.3.1 Artificial Fill (caf and af) – Based upon the information provided to us, the fill materials encountered in our explorations are either documented as certified (map symbol “cafG92”), believed to be certified, but no documentation has been provided (map symbol “caf”) or undocumented (map symbol “af”). Compacted fill placed during rough grading of the CAP buildings, parking structure, and east access road is documented by Gorian and Associates (1992) and the approximate limits of this fill (map unit “caf-G92”) are illustrated on our Engineering Geologic Map (Figure 2) and applicable Engineering Geologic Cross-Sections (Figures 3 through 8). The fill materials that are believed to be certified as compacted fills include Dallas Drive south of Thousand Oaks Boulevard to the CAP parking structure, and the City Hall lower parking lot area.

Undocumented fill was generally encountered outside of the 1992 CAP improvement areas; specifically, within the areas of Buildings A, B and C. Some of this fill, including beneath and above the existing 8’ x 16’ reinforced concrete box storm drain, may have been certified, but was placed in the 1960’s at compaction standards that are considered outdated today. We have estimated the approximate limits of these fills on our Engineering Geologic Map (Figure 2) based upon comparisons of original and proposed grade elevations on the grading plan record drawing (map unit “af” on Figure 1). Limits of fills are also interpreted on Cross-Sections A-A’ through F-F’ (Figures 3 through 8).

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2.3.2 Colluvium (Qc) and Alluvium (Qal) – Native soils consisting of colluvium and alluvium were encountered at the surface or beneath the fill materials, and generally overlie bedrock. Encountered colluvial and alluvial soils generally consisted of medium dense clayey and silty sand, and stiff to very sandy clay with varying amounts of gravel. Based on our laboratory testing and historical data, native soils generally demonstrate low to moderate expansion potential, low to moderate compressibility, and very low potential for hydroconsolidation.

2.3.3 Bedrock (Tcbvc and Tcv) – Bedrock underlying the natural soils at the site consists of detrital volcanic conglomerate assigned to the Calabasas Formation (map unit “Tcbvc”) overlying basalt and andesite-dacite breccia or agglomerate (map unit “Tcv”) and believed to be correlative with the Basaltic Lower Zone of the Conejo Volcanics Formation per the stratigraphic nomenclature of Campbell, et al. (2014). The nearest regionally-mapped outcrops of the Conejo Volcanics-Basaltic Lower Zone are located south of the 101 Ventura Freeway.

As observed in our exploration, the volcanic conglomerate consisted of a firmly consolidated, moderately cemented, very weathered to weathered dark yellowish-brown to orange-brown silty clayey sand and gravel with cobbles and rare boulders (Dames & Moore, 1990, 1991). The clasts are typically subangular to subrounded and consist of basalt and andesite derived from the Conejo Volcanics (Gorian and Associates, 2017; Dibblee, 1993). We observed this unit in the 2:1 cut slope ascending south from the parking structure to the 101 Ventura Freeway, where it was generally moderately weathered following ~32 years of exposure after the CAP development.

Underlying the volcanic conglomerate is an upper layer of yellowish-brown, moderately weathered andesite-dacite breccia in a weathered basaltic matrix of the Conejo Volcanics Formation. As encountered in our exploration, this layer is moderately hard, grading to hard, tightly fractured and jointed, and oxidized.

The upper layer of weathered to moderately weathered basalt is generally underlain by slightly/little weathered and much harder, dark bluish-gray to dark gray basalt of the Conejo Volcanics (i.e., “blue rock”), as reported by Dames & Moore (1990 and 1991) and corroborated by the seismic refraction lines conducted for this study. This harder layer was not encountered in our exploration as the equipment met refusal in the aforementioned overlying bedrock materials.

However, Dames & Moore (1990) reported very difficult drilling and boring refusal within this material during their initial field exploration. This material was subsequently sampled with City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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continuous coring in three borings (B-18 through B-20) in the southern portion of the CAP site during their supplemental investigation (Dames & Moore, 1991).

2.4 Building-Specific Subsurface Conditions
The following sections provide encountered subsurface conditions and lab testing summaries for each major building site.

2.4.1 Building A Site
Earth Materials: Undocumented artificial fill underlies the majority of the proposed Building A footprint and generally consisted of loose to medium dense clayey sand with gravel to depths ranging between about 0.5 and 4 feet below ground surface (bgs). Native soils consisting of colluvium and alluvium were encountered at the surface or below the artificial fill in the test pits, and borings to depths ranging between 9.5 and 18.5 feet bgs. Native soils were underlain by completely weathered to moderately weathered volcanic conglomerate consisting of clay with varying amounts of gravel and sand, and sand with varying amounts of gravel and clay, to depths ranging between about 16.25 to 23 feet bgs. The volcanic conglomerate was underlain by weathered to unweathered Conejo Volcanics to the maximum depth explored.

Groundwater: Static groundwater was encountered in the borings and test pits completed within the footprint of proposed Building A at elevations ranging from about +799 feet to +802.25 feet.

Engineering Properties:
x The tested dry unit weights ranged from about 87.1 to 108.5 pcf in the alluvium, from about 96.7 to 106.2 pcf in the volcanic conglomerate, and from about 88 to 116.2 pcf in the Conejo Volcanics.
x The tested moisture contents ranged from about 6 to 9.7 percent in the artificial fill, from about 7.3 to 29.6 percent in the alluvium, from about 9.5 to 26.9 percent in the volcanic conglomerate, and from about 14.1 to 34.3 percent in the Conejo Volcanics.
x The tested fines contents ranged between about 33.7 and 46.4 percent in the granular alluvium, and between about 50.4 and 52.7 percent in the cohesive alluvium.
x The plasticities of the tested materials indicated liquid limits (LLs) of 23 to 37, and plasticity indices (PIs) of 1 to 22, indicating low to moderate plasticity.

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x The alluvium had tested peak friction angles ranging from about 28 to 32 degrees and peak cohesion ranging from about 96 to 438 psf.
x The near-surface earth materials had tested Expansion Indices (EIs) ranging from about 11 to 79, indicating low to medium expansion potential.

2.4.2 Buildings B1, B2, and C1 Sites
Earth Materials: Undocumented artificial fill was encountered in the upper 3 to 4 feet bgs at these proposed building sites and generally consisted of clayey sand with varying amounts of gravel. Deeper undocumented fill is interpreted to be present beneath, above, and adjacent to the existing 8’x16’ reinforced concrete box storm drain, portions of which were constructed along (and within?) a natural drainage channel that traversed the site pre-development (i.e., evident in early aerial photographs dating between 1928 and 1947). Documentation of grading and compacted fill placement associated with the storm drain and/or backfilling of the natural drainage channel has not been provided or located.

Alluvium was encountered below the artificial fill to depths ranging between 18 and 24 feet bgs and generally consisted of sand with varying amounts of clay and gravel and clay with varying amounts of sand and gravel. Alluvium deposits were underlain by completely to slightly weathered volcanic conglomerate consisting of gravel with clay and sand and clayey gravel with sand to the maximum depth explored.

Groundwater: Static groundwater was encountered in the borings completed within the footprint of proposed buildings B1, B2 and C1 at elevations ranging from +800.5 to +803.2 feet.

Engineering Properties:
x The tested dry unit weights ranged from about 99.9 to 102.5 pcf in the artificial fill, from about 93.4 to 109.9 pcf in the alluvium, and from about 89.5 to 115.7 pcf in the volcanic conglomerate.
x The tested moisture contents ranged from about 6.7 to 19.0 percent in the artificial fill, from about 12.3 to 27.6 percent and alluvium, and from about 16.7 to 26.6 percent in the volcanic conglomerate.
x The tested fines contents ranged from about 12.8 percent and 46.4 percent in the granular alluvium, and about 66.8 percent in the cohesive alluvium. x The plasticity of the tested material indicate a liquid limit (LL) of 20, and a plasticity index (PI) of 19, indicating moderate plasticity.

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x The alluvium had tested peak friction angles ranging from 28 to 33 degrees and peak cohesion ranging from 90 to 324 psf.
x The tested near-surface materials had a maximum dry unit weight of about 119.2 pcf and an optimum moisture content of about 11.3 percent.

2.4.3 Hotel Site
Earth Materials: At the proposed Hotel site, artificial fill was encountered in the upper

6.5 to 6.75 feet of the borings (BH-8 and BH-11) and generally consisted of clayey sand with varying amounts of gravel. This fill currently underlies/supports Dallas Drive and the City Hall parking lot and was likely placed as a controlled and tested fill; however, no documentation of this grading has been provided or located at this time. In Boring BH-9, the artificial fill was underlain by weathered volcanic conglomerate. In Boring BH-11, the artificial fill was underlain by alluvium consisting of clayey sand with varying amounts of gravel to depths of about 9 feet bgs. The alluvium was underlain by completely weathered volcanic conglomerate which consisted of sand with varying amounts of clay and gravel, and clay with varying amounts of sand and gravel, to depths ranging from about 20 to 21 feet bgs. The volcanic conglomerate was underlain by the Conejo Volcanics to the maximum depth explored.

Groundwater: Static groundwater was encountered within the proposed Hotel footprint at an elevation of about +801.75 feet.

Engineering Properties:
x The tested dry unit weights ranged from about 108.6 to 116.1 pcf in the artificial fill, from about 114.0 pcf in the alluvium, and from about 86.4 to 118.7 pcf in the volcanic conglomerate.
x The tested moisture contents ranged from about 13.2 to 19.4 percent in the artificial fill, about 13.7 percent in the alluvium, and from about 12.0 to 33.6 percent in the volcanic conglomerate.
x The tested fines content was about 42.5 percent in artificial fill, about 47.8 percent in the granular alluvium, and about 15.6 percent in the volcanic conglomerate. x The plasticities of the tested materials indicated liquid limits (LLs) of 31 to 41, and plasticity indices (PIs) of 10 to 22, indicating low to moderate plasticity. x The alluvium had tested peak friction angles ranging from about 25 to 30 degrees and peak cohesions ranging from about 522 to 792 psf. The tested volcanic conglomerate had a peak friction angle of about 36 degrees and peak cohesion of about 546 psf.

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x Tested near-surface materials had maximum dry unit weights ranging from about 118.0 to 118.1 pcf and optimum moisture contents ranging from about 12.4 to 12.9 percent.
x Tested near-surface materials had an Expansion Index (EI) of 40, indicating low expansion potential.

2.4.4 Café Site
Earth Materials: A significant portion of the proposed Café footprint is underlain by certified artificial fill documented by Gorian and Associates (1992). This fill appears to have been placed, in part, above an existing 12’x8’ RCB storm drain and may have been an excess fill disposal area. Artificial fill was encountered in the upper 2.5 feet of the boring and our percolation test hole located about 70 feet west of the proposed Café building, and generally consisted of silty sand with gravel. Alluvium was encountered below the artificial fill to a depth of about 20 feet bgs. The upper 6.5 feet of alluvium consisted of alternating layers of silt with sand, silty sand, and sand with a clay layer from 3.5 to 4.5 feet bgs. This was underlain by alternating layers of sand with varying amounts of clay and gravel and clay with varying amounts of sand and gravel. Alluvium was underlain by completely weathered to unweathered volcanic conglomerate consisting of a sand with clay and gravel matrix to the maximum depth explored.

Groundwater: Static groundwater was encountered in the boring near the proposed café site at an elevation of about +812.5 feet.

Engineering Properties:
x The tested dry unit weights ranged from about 86.8 to 99.6 pcf in the alluvium, and from about 122.1 to 126.3 pcf in the volcanic conglomerate. x The tested moisture contents ranged from about 8.2 to 26.8 percent in the alluvium, and from about 11.6 to 14.7 percent in the volcanic conglomerate. x The tested fines content was about 30.1 percent in the granular alluvium. x The plasticity of the tested materials indicated a liquid limit (LL) of 39, and a plasticity index (PI) of 21, indicating moderate plasticity. x The alluvium had a tested peak friction angle of about 34 degrees and peak cohesion of about 36 psf.

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2.4.5 Adaptive Reuse (City Hall) Site
Earth Materials: The existing City Hall structure is underlain by a variable thickness of certified artificial fill tested and documented by Gorian and Associates, Inc. (1992). Building and roadway area fills were compacted to a minimum of 95 percent relative compaction. General fills were compacted to a minimum of 90 percent relative compaction. Gorian reported that unsuitable soil removals were extended to either clayey soils having a minimum 90 percent relative compaction, medium dense sand and gravels (of Dames & Moore, 1991), or bedrock.

Removals ranged from 3 to 10+/- feet below the final pad grade. Bedrock exposed at pad grade was reportedly over-excavated by a minimum of 3 feet.

We have interpreted the configuration of certified fill beneath the City Hall structure on Cross-Sections E-E’ and F-F’ based upon reported minimum removal elevations and certain reported compaction test elevations. CSA’s borings (BH-9, BH-12 and BH-13) and percolation test holes (P-3 and P-5) were located just outside the limits of certified artificial fill documented by Gorian and Associates, Inc. (1992).

Artificial fill was encountered in the upper 6 feet of the borings and percolation test holes and generally consisted of sandy clay. Alluvium was encountered below the artificial fill to depths ranging from between 9 and 15 feet bgs. In BH-9, the alluvium consisted of clay with varying amounts of sand and gravel underlain by sand with varying amounts of silt and gravel, over a sandy clay with gravel layer. In borings BH-12 and BH-13, the alluvium consisted of clay with varying amounts of sand, and gravel and sand with varying amounts of clay. The alluvium was underlain by volcanic conglomerate to depths ranging between 17 and 31 feet bgs. In borings BH-9 and BH-12, the volcanic conglomerate consisted of clayey sand with gravel, silty sand, sand with gravel, and sand with silt and gravel. In boring BH-13, the volcanic conglomerate consisted of alternating layers of clayey sand with gravel, sandy clays, and gravel with clay and sand. The volcanic conglomerate was underlain by the Conejo Volcanics to the maximum depth explored.

Groundwater: Static groundwater was encountered in the borings completed around the existing City Hall building at elevations ranging from about +804.5 to +811 feet.

Engineering Properties:
x The tested dry unit weight was about 101.5 pcf in artificial fill, ranged from about

99.6 to 112.4 pcf in the alluvium, from about 84.2 to 122.0 pcf in the volcanic conglomerate, and about 127.0 pcf in the Conejo Volcanics.

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x The tested moisture contents ranged from about 10.1 to 24.5 percent in the artificial fill and alluvium, from about 9.1 percent to 43.9 percent in the volcanic conglomerate, and about 13.5 percent in the Conejo Volcanics. x The tested fines contents ranged between about 18.3 to 37.9 percent in the granular alluvium, and about 46.2 percent in the volcanic conglomerate. x The plasticities of the tested materials indicated liquid limits (LLs) of 20 to 24, and plasticity indices (PIs) of 17 to 20, indicting moderate plasticity. x The alluvium had tested peak friction angles ranging from about 32 to 42 degrees and peak cohesions ranging from about 180 to 414 psf.

2.5 Existing Pavement Sections
The following Table 1 below summarizes measured pavement component thicknesses measured during exploration at boring locations located within pavement areas.

Table 1. Summary of Existing Pavement Sections
Boring
Number
Approx.

Asphalt
Thickness (in)
Approx.

Aggregate Base
Thickness (in)
BH-7 3.5 5.0
BH-8 2.0 10.0
BH-10 3.5 9.0
BH-11 4.5 5.0

2.6 Groundwater Conditions
Groundwater was present at depths of about 14 to 17 feet below ground surface (bgs) in the test pits and borings excavated during our subsurface explorations conducted in December 2023 and January/February 2025. Groundwater was also encountered in previous explorations performed by other consultants proximal to the subject site. Dames & Moore (1990 and 1991) reported that some higher groundwater levels consisted of perched groundwater overlying relatively impermeable bedrock or occurring near the volcanic conglomerate/basalt contact.

Data published by CDMG (2000) indicate a historical high groundwater level of about 10 feet below ground surface (bgs) at the site. Fluctuations in groundwater levels may occur from variations in rainfall, irrigation, flooding and other factors, and groundwater levels may be different at different times and locations. The estimated groundwater table (as of 12/19/23) within the site alluvial deposits is shown on Cross-Section A-A’ (Figure 2). The following Table 2 presents a summary of measured groundwater levels and corresponding elevations.

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Table 2. Measured Groundwater Levels
Exploration
I.D. Firm
Measured
Groundwater
Depth (feet bgs)
Estimated
Groundwater
Elevation (feet in
NAVD88)
Measurement
Date
CSA TP-3 CSA (2023) 16.0 802.0 12/19/2023
CSA TP-5 CSA (2023) 14.0 799.0 12/19/2023
CSA TP-6 CSA (2023) 15.0 799.0 12/19/2023
CSA TP-7 CSA (2023) 17.0 798.0 12/19/2023
CSA BH-2 CSA (2025) 13.0 800.75 1/29/2025
CSA BH-3 CSA (2025) 15.8 803.2 1/28/2025
CSA BH-5 CSA (2025) 16.5 801.75 1/29/2025
CSA BH-6 CSA (2025) 15.3 800.45 1/28/2025
CSA BH-7 CSA (2025) 14.3 801.45 1/28/2025
CSA BH-8 CSA (2025) 31.5 803.25 1/27/2025
CSA BH-9 CSA (2025) 14.0 804.5 2/3/2025
CSA BH-10 CSA (2025) 20.4 802.85 1/27/2025
CSA BH-11 CSA (2025) 26.0 801.75 1/30/2025
CSA BH-12 CSA (2025) 4.8 811.7 2/3/2025
CSA BH-13 CSA (2025) 8.8 812.7 1/31/2025
CSA BH-14 CSA (2025) 10.0 812.5 2/3/2025
D&M B-9 D&M (1990) 11.0 821.5 7/27/1990
D&M B-10 D&M (1990) 18.5 814.0 7/27/1990
D&M B-12 D&M (1990) 11.5 849.0 7/30/1990
D&M B-13 D&M (1990) 18.5 807.0 7/27/1990
D&M B-14 D&M (1990) 14.5 808.0 7/30/1990
D&M B-15 D&M (1990) 16.0 806.5 7/31/1990
D&M B-17 D&M (1990) 18.0 801.5 7/30/1990
D&M B-18 D&M (1991) 27.0 845.5 4/12/1991
D&M B-19 D&M (1991) 34.0 838.5 4/11/1991
D&M B-20 D&M (1991) 20.0 820.5 4/5/1991
D&M B-23 D&M (1991) 7.0 815.5 4/4/1991
D&M B-24 D&M (1991) 11.0 811.5 4/4/1991
D&M B-25 D&M (1991) 10.0 812.5 4/4/1991
D&M B-26 D&M (1991) 13.0 809.5 4/4/1991
D&M B-27 D&M (1991) 19.0 808.5 4/8/1991
PML B-3 PML (2001) 17.0 797.0 10/5/2001
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3.0 SEISMICITY
Seismicity evaluation for the project consisted of the assessment of earthquake hazards such as seismic setting and nearby faults, CBC seismic design criteria and estimated strong ground motion, as summarized below.

3.1 Seismic Setting and Nearby Fault Sources
The project site is in a very seismically active area. Historically, this area has been subjected to strong seismic ground shaking from major earthquakes and will continue to experience strong ground shaking in the future. The Simi-Santa Rosa Fault [3] is the closest controlling active fault to the site (about 10.09 kilometers to the northwest).

3.2 2022 California Building Code Seismic Design Criteria Based on our geotechnical investigation, the site location (latitude N 34.175° and longitude W 118.849°) and our interpretation of the 2022 CBC and ASCE 7 Hazards Report for ASCE/SEI 7- 22 related to Earthquake Loads and using the online tool, we have provided the following Table 3 that lists our seismic design parameter recommendations derived from the corresponding figures and tables. The computed ASCE 7 Hazards Report is presented in Appendix C – Seismic Design Parameters.

Table 3. 2022 CBC Seismic Design Criteria
Parameter Value
Site Classification CD
Spectral Acceleration at 2 sec SS = 1.67
Spectral Acceleration at 1 sec S1 = 0.52
Spectral Acceleration at Short Periods
Adjusted for Site Class SMS = 1.88
Spectral Acceleration at 1 sec
Adjusted for Site Class SM1 = 1.04
Design Spectral Acceleration at
Short Periods SDS = 1.26
Design Spectral Acceleration at
1-Second Period SD1 = 0.70
Mapped Peak Ground Acceleration PGAM = 0.69
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3.3 Peak Ground Acceleration
We performed a probabilistic seismic hazard analysis for the site using the USGS Unified Hazard Tool. Taking into account the faults described above, the 2022 California Building Code (CBC), the ASCE 7-22 code coefficients presented in Section 3.2, the results of the peak ground acceleration, and a return period of 2475 years (i.e., 2 percent probability of being exceeded in 50 years), it is our opinion that the proposed improvements could experience a Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration (PGA) as high as

0.73g, with a corresponding estimated earthquake mean magnitude of 6.71. The computed uniform hazard response spectrum is presented graphically in attached Appendix C.

4.0 SEISMIC GEOHAZARDS

4.1 Ground Rupture Potential
The subject site is not located within a designated Alquist-Priolo Earthquake Fault Zone (CGS, 2000). Active or potentially active faults are not known to be present on or trend toward the site. As such, the potential for primary ground surface rupture due to faulting is considered to be very low.

4.2 Tsunami and Seiche Hazard
Based on the general site elevation (+812 to +856 feet) and distance to the Pacific Ocean (about 9.5 miles), potential impacts from tsunami hazard appear to be very low to nil. There are two reservoirs less than 3.5 miles away from the project site. However, based on elevation of the project site relative to the reservoirs and the regional topography, the potential impact of an earthquake induced seiche is very low.

4.3 Liquefaction Potential and Related Settlement
Liquefaction occurs when saturated, loose to medium dense, sands and low-plasticity silts and clays are subjected to seismically-induced strong shaking. Liquefiable soils typically lose a portion of or all their shear strength and regain strength sometime after the shaking stops. Soil movements, both vertical and lateral, can occur as a result of liquefaction and ground shaking.

The site is not located within a Liquefaction Hazard Zone as mapped by the State of California (CGS, 2000) under the Seismic Hazards Mapping Act of 1990. Subsurface conditions encountered during our study, which are similar to conditions encountered by others in previous City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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studies proximal to the subject site, generally consist of medium dense and stiff native alluvial soils with moderately plastic fines overlying bedrock with variable depths of perched groundwater within the native soils. Based on these conditions, liquefaction is not considered a significant hazard at the site.

4.4 Earthquake-Induced Landslides
The subject site is not located within an Earthquake-Induced Landslide Hazard Zone as mapped by the State of California (CGS, 2000), and no evidence of landsliding was observed during our study.

5.0 CONCLUSIONS AND RECOMMENDATIONS
The conclusions and preliminary recommendations for site grading and foundation design, as presented below, are based on our field explorations for the subject site performed in October and December 2024, and January and February 2025, limited laboratory testing, and our experience with similar projects. Recommendations presented below are preliminary and are intended to address potential constraints, facilitate feasible design finish floor elevations, advance the project beyond the conceptual entitlement stage, and identify data gaps where further investigation is necessary. Some recommendations are likely to be modified based upon designlevel geotechnical investigations which should be performed for final project design.

Recommendations should be incorporated into the project plans and specifications and should be adhered to during construction. Prior to contract bidding, site grading and foundation plans should be reviewed by Cotton, Shires and Associates, Inc. for consistency with our recommendations.

5.1 Site Development and Grading

5.1.1 Site Preparation – Prior to commencing grading operations, soil materials containing debris, organics, pavement, or other unsuitable materials should be stripped from the building areas. Demolition of on-grade improvements should include removal of old foundations, pavements, slabs, abandoned utilities, and soils disturbed during the demolition process. All existing undocumented artificial fill (af) located within the footprint of proposed buildings and retaining walls (as determined by a CSA representative in the field) should be removed and replaced with engineered compacted fill (if required for design grades).

Depressions or disturbed areas left from the removal of such material should be replaced with compacted fill.

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5.1.2 Soil Excavatability and Bedrock Rippability – The artificial fill and native soil materials encountered at the subject site were excavated by a mid-size excavator and hollow-stem augers with minor to moderate effort. These materials should be considered excavatable using standard construction earthwork equipment.

Excavations into the volcanic conglomerate will be required based on our understanding of the conceptual design and anticipated building pad elevations. Dames & Moore (1990) found that measured seismic velocities in the volcanic conglomerate ranged from about 4,000 ft/sec to 8,500 ft/sec and they stated that a range of 5,000-6,000 ft/sec is generally indicative of the upper range of hard to very hard ripping in rock; however, due to the sandy/gravelly nature of the volcanic conglomerate, they anticipated that this unit would be rippable without blasting. To our knowledge, no blasting was performed for the construction of the existing CAP project.

Excavations extending into the volcanic basalt bedrock may be planned during future site grading, but should be avoided in the project design if possible. While the uppermost weathered basalt (Tcvweath unit on our cross-sections) may be rippable, the use of heavy equipment and special methods of excavation should be anticipated in the basalt. The Caterpillar (2019) handbook charts suggest that volcanic bedrock materials are rippable with a D9R/D9T bulldozer with single- or multi-shank rippers up to compression velocities of about 7,600 ft/sec, marginally rippable up to about 8,000 ft/sec and non-rippable over about 8,600 ft/sec. Dames & Moore (1990) measured seismic velocities in the range of 8,000 ft/sec to 12,000 ft/sec in the underlying weathered and slightly weathered basalt bedrock.

Velocities exceeding 8,000 ft/sec were recorded at this site at depths of approximately 11 to 40 feet below the ground surface (with one anomalous area only a few feet below ground surface described below), with the shallower high velocities measured within and near the slope at the south end of the site (i.e., north of the parking structure). An example is presented on Engineering Geologic Cross-Section A-A’ (Figure 2) which depicts the interpreted upper extent (i.e., velocity horizon) of bedrock exceeding a compression velocity of 8,000 ft/sec based upon a projection of data from Seismic Line L-2. The 8,000 ft/sec velocity horizon reaches an elevation as high as 795 feet along Seismic Line L-2; however, this peak in the velocity horizon is located about 20 feet below existing grade.

The potentially most critical area based upon our seismic refraction data is along Engineering Geologic Cross-Section B-B’ (Figure 3) at Seismic Line L-3. At this location, an undulatory horizon of bedrock exceeding a compression velocity of 8,000 ft/sec and increasing with depth up to 12,000 ft/sec is present below elevation 825 feet (the top of this velocity horizon City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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is depicted with a blue dashed line on Engineering Geologic Cross-Section B-B’. However, an anomalous high velocity zone (~8,000 ft/sec) was also interpreted within a few feet of the ground surface in a zone about 25 to 60 feet west of the east end of Seismic Line L-3. This zone appears, in part, to be underlain by lower velocity materials in the 4,000-6,000 ft/sec range before increasing back to the 8,000-12,000 ft/s range at depth. This anomaly could be representative of a zone of moderately to slightly weathered (and marginally rippable) bedrock but could also be due to interference from the concrete V-ditch that runs parallel to the seismic line. Subsurface exploration would be necessary about 50 feet west of the east end of Seismic Line L-3 to resolve this anomaly. Please refer to Appendix B for further descriptions of measured bedrock seismic velocities and equipment/interpretation limits.

5.1.3 Temporary Excavations – Temporary excavations will be required during the construction of the project. The temporary excavations are expected to expose artificial fill, colluvium and alluvium, and weathered bedrock. The temporary excavations and shoring are to be performed in compliance with all applicable codes and the minimum recommendations discussed below.

Temporary excavations in artificial fill, colluvium and alluvium, and weathered bedrock, which are not surcharged, may be excavated vertically up to five feet (5') in height. Vertical excavations that exceed the previous heights are to have the upper portion trimmed to a 1:1 (H:V) gradient.

The above temporary excavation recommendations are not applicable for materials with a high moisture content, including excavations below the groundwater level. The above temporary excavation heights do not take any surcharge loads into consideration; accordingly, any surcharge load is to be kept back from the top of the excavation a minimum horizontal distance equal to the depth of the excavation.

Where sloped embankments are utilized, the tops of the slopes should be barricaded to prevent vehicles and storage loads near the top of slope within a horizontal distance equal to the depth of the excavation. If temporary construction embankments are to be maintained during the rainy season, berms are suggested along the top of slopes where necessary to prevent runoff water from entering the excavation and eroding slope faces. Water should not be allowed to pond on top of the excavation nor flow toward it.

Temporary slopes and excavations should conform to Federal Occupational Safety and Health Administration (OSHA) and/or California Division of Occupational Safety and Health (DOSH) regulations and other applicable local ordinances and building codes, as required.

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However, the contractor should be made responsible for all safety issues regarding open excavations.

Excavations which will be surcharged by adjacent traffic or structures, or do not permit adequate room to slope lay back, should be shored. Lateral pressures applicable for the design will depend on the type of shoring system selected by the contractor, surcharge loads due to construction equipment and traffic, and any dewatering methods that are used. The final temporary bracing/shoring design shall be provided by the project shoring engineer. CSA can provide shoring recommendations during the design stage after building configurations and excavation depths have been determined.

5.1.4 Dewatering – As summarized in Section 2.6 above, groundwater was encountered in sixteen (16) of the test pits and borings completed for this investigation, and dewatering may be required within those excavation areas depending upon the final design subgrade elevations.

If dewatering is required, a dewatering system capable of temporarily dewatering project construction excavations will need to be designed and installed by an experienced contractor specializing in groundwater dewatering systems. A dewatering system should be capable of lowering the groundwater surface to a depth of at least 3 feet below the required depth of excavation.

Flow rates for dewatering systems are considerably difficult to estimate. Therefore, a qualified dewatering consultant, such as a licensed Civil Engineer and/or Certified Hydrogeologist, should be engaged to evaluate the potential groundwater impacts to determine an appropriate dewatering system flow rate, and to provide the final design of any recommended temporary dewatering system.

5.1.5 Subgrade Stabilization – Excavations within high moisture content areas could lead to difficulty in achieving required compaction levels requiring the use of subgrade stabilization measures. Special subgrade stabilization measures that have been successfully used on other projects consist of:
• Placing a 1- to 2-foot-thick layer of 3- to 4-inch rock on the excavation bottom; x Placing a 1- to 2-foot-thick layer of ½-inch to ¾-inch clean crushed drain rock sandwiched by two layers of filter fabric; and/or
• Use of a geosynthetic placed beneath a minimum 1-foot lift of gravel or rock fill.

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Whether these measures are required will depend on the condition of the subgrade at the time of construction, the moisture content of the subgrade materials, and the nature of the construction activities (e.g., equipment type and loading, number of equipment passes, etc.).

5.1.6 Foundation and Pavement Area Over-excavation – Over-excavation and recompaction of artificial fill and upper alluvial materials in the building, retaining wall and pavement areas is recommended to reduce the potential for settlement and to provide uniform bearing conditions. Over-excavation recommendations presented below are based on the test pit and boring data obtained from our geotechnical exploration and laboratory testing of representative samples of earth materials.

Certified engineered fill, colluvium, and alluvium within building, retaining wall, and pavement areas should be over-excavated to a depth of at least 2 feet below existing grade, 2 feet below finish grade, or 2 feet below proposed foundations, whichever is deeper. As stated in Section 5.1.1, all undocumented artificial fill (af) material should be removed within building footprint and retaining wall areas to native materials. An effort should be made to procure missing documentation of likely compacted fill placement for the existing CAP development areas and the RCB storm drain areas noted above in Section 2.4.3 and 2.4.2, respectively.

At the discretion of the Project Geotechnical Engineer and their observation of field conditions, certified engineered fill beneath pavement and hardscape area may be left in place.

However, excavation bottoms should be deepened, as needed, to remove loose artificial fill or organic soil if encountered (as determined by CSA personnel in the field).

After observation of building, retaining wall, or hardscape excavation bottoms, the exposed surface should be scarified to a depth of 8 inches, aerated or moisture conditioned to within 2 percent of optimum moisture content, and compacted at a minimum of 95 percent of relative compaction, as determined from ASTM D1557.

5.1.7 Compacted Fill – Following compaction of the excavation bottoms, excavations may be backfilled with engineered, compacted onsite excavated materials or imported granular select fill materials. We recommend that, unless otherwise noted, general, and select fill materials should be compacted to at least 95 percent of the maximum dry unit weight, determined from ASTM D1557.

General and select fill should be placed and compacted at a moisture content within 2 percent above optimum moisture. Each layer should be spread evenly and should be thoroughly blade-mixed during the spreading to provide relative uniformity of material within each layer.

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Soft or yielding materials should be removed and be replaced with properly compacted fill material, prior to placing the next layer.

When the moisture content of the fill material is below optimum moisture, water should be added to the fill. While water is being added, the soil should be bladed and mixed to provide relatively uniform moisture content throughout the material. When the moisture content of the fill material is excessive, excavated materials should be spread and disced or scarified to aerate.

Compacted fill materials should be spread in lifts no thicker than approximately 6 inches prior to being compacted. Fill and backfill materials may need to be placed in thinner lifts to achieve the recommended compaction depending on the compaction equipment being used.

Rocks, gravel and other oversized material, greater than 4 inches in diameter, should be removed from the fill material being placed. Rocks less than 4 inches in diameter should not be nested and voids caused by inclusion of rock in the fill should be filled with sand or other approved material.

5.1.8 Onsite Soils Used As Compacted Fill – Based on the exploration and laboratory test results, artificial fill, colluvium/alluvium and bedrock materials may be reused as compacted fill.

Rocks larger than 4 inches in maximum dimension should be removed from the compacted fill materials prior to placement. Cobble-size clasts exceeding this dimension are likely to be encountered within the previous stream bed alignment that may be exposed during excavation for Buildings B1/B2/C subterranean level.

5.1.9 Cut/Fill Slope Design – Any new permanent cut slopes should not exceed an inclination of 2:1 (H:V). During the dry season, temporary cut slopes of 1:1 (H:V) should generally be satisfactory for construction purposes, provided that they are inspected and approved by our field representative at the time of construction and monitored daily during construction.

Excavation methods, bracing and safety of excavations are the responsibility of the contractor.

All excavations should comply with applicable local, State and Federal safety regulations.

All permanent fill slopes constructed with tested onsite or import materials should have a maximum inclination of 2:1 (H:V). Fill materials placed on slopes steeper than 6:1 should have a keyway at the toe extending a minimum of 2 feet in into competent materials, no less than 10 feet wide and be continuously benched at least 1 foot into surrounding alluvium or engineered fill. The exposed subgrade should be inspected by our representative for firmness prior to placement of any new fill materials.

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5.1.10 Site Drainage – Positive drainage should be developed and maintained away from over-excavated and foundation areas. Water should not be allowed to pond near foundations or on-grade improvements. Landscaped areas adjacent to foundations should be avoided or should be planted in watertight planter boxes that effectively separate irrigated areas from foundation soils to reduce fluctuations in moisture content. A system of catch basins/area drains in low areas should be implemented and collected drainage should be directed away from the structures to the nearest street, driveway, or drainage structure.

5.2 Foundation Design
Based on the lowest floor elevations currently depicted on the conceptual plans (RRM, 2025), the proposed structures may be supported by shallow spread, continuous, or mat foundations. The recommended allowable bearing pressure for foundations in compacted fill directly underlain by colluvial and alluvial soils is 3,000 psf. The recommended allowable bearing pressure for foundations in up to 2 feet of compacted fill directly underlain by weathered volcanic conglomerate or weathered basalt bedrock is 6,000 psf.

Foundations should be at least 2 feet wide, founded a minimum of 24 inches below the lowest adjacent finish grade, and embedded a minimum of 2 feet into compacted fill. All foundations should be underlain by a minimum of 2 to 5 feet of compacted fill; the depth of overexcavation below the foundations should be determined for each structure in the design phase of the project. The factor of safety for the allowable bearing value is not less than 3. The allowable bearing pressure may be increased by one-third for wind and design earthquake loads.

Ultimate sliding resistance generated through compacted fill generated from onsite material may be estimated by multiplying the total dead weight structural loads by a coefficient of 0.4. Ultimate passive resistance of compacted fill against bearing foundation elements (e.g., footing sides) may be estimated using an equivalent fluid weight of 400 pounds per cubic foot (pcf), to a maximum of 3,500 psf, beginning below an embedment depth of 1 foot.

5.3 Retaining Wall Design
Static lateral earth pressures listed in the following Table 4 may be used in the design of proposed retaining walls or similar structures on the subject site that are backfilled with low expansivity onsite silty and clayey sand materials or import non-expansive materials within the active wedge (i.e., within a 30-degree inclination from vertical from the back face of the wall). An appropriate factor of safety (FS) should be used for design calculations (minimum FS of 1.5 is recommended). The values listed in Table 4 do not include earth pressures for site walls that will City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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be restrained with tiebacks or rock anchors, which will require more specific analysis during the design phase of the project.

Table 4. Retaining Wall Lateral Earth Pressures
Material
Equivalent Fluid Weight (pcf)
Active Earth
Pressure
Passive Earth
Pressure*
Active, onsite soils and granular import soils, level backfill 35 400 Active, onsite soils and granular import soils, 2:1 backfill 45 400 At-rest (restrained) wall, level backfill 60 400
At-rest (restrained) wall, 2:1 backfill 75 400
*Note: For passive pressure, the upper 1-foot of soil should be neglected unless confined by pavement or slab-on-grade.

If surcharge loads are to be present, the lateral earth pressure to be resisted by retaining walls should be increased to allow for the surcharge loads. The surcharge considered should include the loads from any structures or vehicle traffic within a distance approximately equal to the height of the retaining wall and will require more specific analysis during the design phase of the project.

According to the 2022 CBC (1803.5.12), lateral earth pressures due to earthquakes must be considered for walls that retain more than 6 feet of earth on projects of Seismic Design Categories D, E and F. Site walls retaining over 6 feet of earth material should be designed to resist a seismic load (in addition to the active load) equal to an equivalent fluid pressure of 17H2 pcf (where H is the height of the retaining wall) for cantilever walls with level backfill, 28H2 for cantilever walls with sloping backfill, and 27H2 for restrained walls with level backfill.

Backfill behind retaining walls should consist of soils that have been moisture conditioned to within 2 percent above of optimum moisture and then compacted to at least 90 percent of the maximum dry unit weight, as determined using test method ASTM D1557. To aid in the compaction operation, retaining wall backfill should be placed in lifts not exceeding 4 to 6 inches loose thickness. Compaction within the area of a 1H:1V slope from the bottom of wall excavations should be performed by hand-operated compaction equipment. This is intended to reduce potential "locked-in" lateral pressures on the walls caused by compaction with heavy grading equipment.

Backdrains should be constructed behind all retaining walls regardless of the foundation type. The backdrain should be a minimum 12-inch-wide continuous blanket of either Caltrans Class 2 Permeable Material or 3/4-inch x 1/2-inch clean crush drainrock enclosed in Mirafi 140N City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

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(or approved equivalent) filter fabric, and extended to within 1 to 1-½ feet of the ground surface where an impervious fill and/or asphaltic concrete cap should be placed. A minimum 4-inchdiameter PVC Schedule 40 perforated drain pipe should be placed near the bottom of the drainrock (perforations down), surrounded by a minimum of 4 inches of drainrock with at least 2 inches of drainrock underlying the pipe. All backdrain pipes should be sloped to drain at a minimum of 1/2 percent and collected in 4-inch diameter non-perforated Schedule 40 PVC pipes that are sloped a minimum of 2 percent and discharged into the site storm drainage system. The exterior retaining wall backdrains should also discharge to a suitable location away from structures, into the storm drain system, or onto an impermeable surface provided it does not create a nuisance or a hazard. Waterproofing of retaining walls will depend on the type of wall constructed and should be designed by a waterproofing specialist to meet the needs of the project team. All backdrain pipes should be provided with capped and protected clean-outs at the ground surface, and no bends greater than 45 degrees should be installed, for future maintenance/clean-out purposes.

5.4 Utility Trenches, and Trench Backfill
Utilities at the site are likely to include water, sewer, gas, electrical and communication.

Utility trenches excavated deeper than 5 feet within the compacted fill materials should be braced and shored in accordance with good construction practice and all applicable safety ordinances, including OSHA requirements.

If utilities are placed in areas of vehicle travel, bedding for utilities should consist of sand having a minimum Sand Equivalent of 30. The sand should be placed in a zone that extends from a minimum of 6 inches below to 12 inches above the utilities for the full trench width. Bedding materials should be compacted to a minimum of 90 percent relative compaction based on ASTM 1557.

The trench width should be sufficient to allow compaction equipment to operate between any utility casing and trench wall. Jetting of trench backfill materials should not be permitted.

Trench backfill materials and their placement above the pipe bedding should be in accordance with the local governing authority. At a minimum, trench backfill should be compacted to the standard of surrounding soils (e.g., at least 90 or 95 percent of the maximum dry unit weight, as determined using test method ASTM D1557).

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5.5 General Corrosivity Considerations
Four bulk samples were tested for resistivity, pH, sulfates, and chlorides. Bulk samples were taken from near-surface materials. The results are presented in the following Table 5.

Table 5. Summary of Corrosivity Test Results
Boring/Sample
Depth
Material
Description
Resistivity
(ohm) pH
Sulfates (
percent)
Chlorides (
percent)
BH-2 @ 0-5 feet Silty/Clayey Sand 1,400 7.19 0.0115 0.0040 BH-6 @ 0-5 feet Clayey Sand 775 7.85 0.0160 0.0290
BH-11 @ 0-5 feet Clayey Sand 1,100 7.91 0.0095 0.0110
BH-12 @ 0-5 feet Clayey Sand 1,300 7.98 0.0120 0.0030
The resistivity values presented above suggest that onsite soil materials are severely corrosive to underground steel. Tests results for chlorides indicate that onsite soils may be classified as C0 per ACI 318 Table 19.3.1.1. Tests results for sulfates indicate that onsite soils may be classified as S0 per ACI 318 Table 19.3.1.1. On the basis of sulfate concentration, we recommend that Type II cement be used for concrete in contact with earth materials, in accordance with the CBC.

CSA does not practice in the field of corrosion engineering and the test results and recommendations presented herein are preliminary. Test results should be evaluated by a corrosion engineer to assess how foundations and underground utilities should be protected from anticipated subsurface materials.

5.6 Pavement Design
Either flexible pavement such as asphaltic concrete or rigid pavement such as concrete, or both, will be used in roadways areas and driveways within the improvement areas. Flexible pavement sections consisting of asphaltic concrete and aggregate base were evaluated using the methods recommended by Ventura County (2020). Rigid pavement consisting of concrete and aggregate base was evaluated according to Caltrans Highway Design Manual Section 620 (2020).

The measured R-values for tested samples of the onsite clayey sand subgrade ranged from 24 to 25. A Traffic Index (TI) range of 5 to 7 was used. TI values do not include any construction traffic after the pavement is placed. If design TI values are different from the assumed values, CSA should be notified accordingly to reevaluate recommended pavement section thicknesses.

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of 24, are presented in the following Table 6. In areas where new asphalt is placed next to existing asphalt, the new asphalt and aggregate base thickness should not be less than the existing adjacent pavement section.

Table 6. Summary of Minimum Flexible Pavement Sections
Traffic
Index
Asphalt
Thickness (in)
Aggregate Base
Thickness (in)
5 3.0 6.5
6 3.5 9.0
7 4.0 11.0

5.6.2 Rigid Pavement – Recommended minimum rigid pavement sections, comprising concrete over aggregate base, for the assumed TI range and an R-value of 24, are presented in the following Table 7.

Table 7. Summary of Minimum Rigid Pavement Sections
Traffic
Index (TI)
Concrete
Thickness (in)
Aggregate Base
Thickness (in)
5 to 7 7.0 12
Concrete should have a minimum 28-day compressive strength of 4,000 pounds per square inch (psi). Minimum concrete pavement reinforcement should consist of No. 4 bars spaced at 16 inches each way. Reinforcement should not be less than structural requirements for shrinkage and temperature. Crack control joints should be placed every 12 feet in each direction.

Aggregate base materials placed beneath flexible and rigid pavement should meet the requirements for Processed Miscellaneous Base presented in Section 200-2.5.2 of the Standard Specifications for Public Works Construction ("Greenbook", 2021).

5.6.3 Pavement Construction Considerations – Asphalt and concrete pavement subgrade should be prepared in accordance with the grading recommendations presented in Section 5.1 above. Aggregate base material should be compacted in lifts not exceeding 6 inches in thickness to at least 95 percent of the maximum dry unit weight determined by ASTM D1557, latest edition. As-compacted moisture contents for aggregate base materials should be within 2 percent of the optimum moisture, as determined from ASTM D1557, latest edition.

Proper drainage of the paved and surrounding unpaved areas is essential. Grades should be established to expedite runoff away from pavements and reduce moisture infiltration into the base and subgrade.

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5.6.4 Percolation Testing Results and Recommendations – In accordance with the project team’s request, we conducted soil percolation testing at the subject site as part of the field exploration program. The purpose of our testing was to determine infiltration rates to be utilized in the design of infiltration areas and potential storm drain realignment. Percolation testing areas were provided by KPFF (the Project Civil Engineer). Percolation test method and procedure and logs are presented in attached Appendix A.

We conducted falling head percolation testing at five locations across the site, as shown on Figure 2. The total depth of percolation testing ranged from about 5.2 to 9.9 feet. Percolation test zone materials generally consisted of loose to medium dense clayey sand and sand, and very stiff sandy clay with varying amounts of gravel. Groundwater was not encountered within the percolation test holes. Furthermore, groundwater is not anticipated to adversely impact performance of relatively shallow infiltration areas established near existing grade. Measured percolation rates (inches/hour) from the field testing are presented in the following Table 8.

Table 8. Summary of Field Measured Percolation Rates
Percolation
Hole No.

Percolation Test
Zone Depth (ft)
Field Percolation Rates
(in/hr.)
PERC-1 0 to 9.9
Reading 1: 118*
Reading 2: 118*
Reading 3: 118*
Reading 4: 118*
Average: 118
PERC-2 0 to 9.6
Reading 1: 6.50
Reading 2: 6.75
Reading 3: 6.00
Reading 4: 6.25
Average: 6.38
PERC-3 0 to 5.8
Reading 1: 3.25
Reading 2: 2.50
Reading 3: 2.25
Reading 4: 2.00
Average: 2.50
PERC-4 0 to 5.2
Reading 1: 8.25
Reading 2: 7.50
Reading 3: 7.00
Reading 4: 6.50
Average: 7.31
PERC-5 0 to 5.2
Reading 1: 50.28
Reading 2: 48.60
Reading 3: 50.40
Reading 4: 52.20
Average: 50.37
* indicates test zone completely drained in less than 1 hour.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

COTTON, SHIRES AND ASSOCIATES, INC.

Based on our field measurements, test hole geometry conversions (e.g. Porchet conversion), and experience with similar projects, we recommend the unfactored infiltration rates presented below in the following Table 9. The rates listed in Table 8 are applicable only to the immediate tested areas. If alternate infiltration areas are to be considered, then additional testing should be performed at those specific locations.

Table 9. Recommended Unfactored Infiltration Rates
Percolation
Hole No.

Percolation Test
Zone Depth (ft)
Unfactored Infiltration
Rates (in/hr.)
PERC-1 0 to 9.9 46.4
PERC-2 0 to 9.6 0.11
PERC-3 0 to 5.8 0.06
PERC-4 0 to 5.2 0.23
PERC-5 0 to 5.2 2.43
The feasibility of infiltration onsite should be evaluated by the Project Civil Engineer.

Long-term sustainable infiltration rates may be affected by several factors including the degree of saturation of the adjacent ground and the infiltration of potentially finer grained soils into the system. To account for these factors, the applicator of these rates should therefore consider the use of an appropriate factor of safety. The development of the factor of safety should be based upon the more conservative rate obtained and include consideration of the impacts of deteriorated performance, life/health safety issues and should anticipate that the rates established in these tests may be reduced over time. Final selection of the appropriate reduction coefficients and factors of safety should be made by the Project Civil Engineer based on the local laws and ordinances and desired level of conservatism.

5.7 Technical Review
This report, and any supplemental investigations and recommendations, should be reviewed by the contractor as part of the bid process. Supplemental geotechnical design recommendations should be provided by our firm based on specific design needs developed by the other project design professionals. It is strongly recommended that no construction be commenced nor grading undertaken until the final drawings, specifications, and calculations have been reviewed and approved in writing by a representative of our firm.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

COTTON, SHIRES AND ASSOCIATES, INC.

5.8 Earthwork Construction Inspection and Testing
All excavations should be inspected by a representative of our firm during site grading and foundation installation. Grading should also be inspected and tested, as appropriate, to confirm adequate stripping, subgrade preparation, and compaction. Our office should be contacted within a minimum of 48 hours’ advance notice of construction activities requiring inspection and/or testing services.

6.0 INVESTIGATION LIMITATIONS
Our services consist of professional opinions and recommendations made in accordance with generally accepted engineering geology and geotechnical engineering principles and practices. No warranty, express or implied, or merchantability or fitness, is made or intended in connection with our work, by the proposal for consulting or other services, or by the furnishing of oral or written reports or findings.

This report has been prepared for the exclusive use by the City of Thousand Oaks and their authorized agents for preliminary design of the proposed City of Thousand Oaks’ (City) Civic Arts Plaza (CAP) Master Plan project. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the project engineer and incorporated into the design plans, as appropriate.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

COTTON, SHIRES AND ASSOCIATES, INC.

7.0 REFERENCES
California Building Code (CBC) (2022), International Conference of Building Officials, July 1.

ABEM, (1987), "ABEM Terraloc Mark 3 Operator's Manual".

California Geological Survey (2000), Earthquake Zones of Required Investigation Map (EZRIM), Thousand Oaks Quadrangle, Scale 1:24,000.
_____ (2000), Seismic Hazard Zone Report for the Thousand Oaks 7.5-Minute Quadrangle, Ventura and Los Angeles Counties, California, Seismic Hazard Zone Report 042. _____ (2008), Guidelines for Evaluating and Mitigating Seismic Hazards in California: Special Publication 117A.

Campbell, R.H., Wills, C.J., Irvine, P.J., and Swanson, B.J., Compilers with Digital preparation by Gutierrez, C.I., and Neal, M.D., (2014), Preliminary Geologic Map of the Los Angeles 30'x60' Quadrangle, California. Version 2.1.

Caterpillar (2019) Caterpillar Performance Handbook 49.

Dames & Moore (1990), Geotechnical Investigation, Proposed Civic Arts Plaza, Thousand Oaks, California, for City of Thousand Oaks, September 21.
_____ (1991), Supplemental No. 1, Geotechnical Investigation, Proposed Civic Arts Plaza, Thousand Oaks, California, for the City of Thousand Oaks, June 17.

Dibblee, T.W. Jr. and Ehrenspeck, H.E. (1993), Geologic Map of the Thousand Oaks Quadrangle, Ventura and Los Angeles Counties, California, Dibblee Geological Foundation Map #DF49, Scale 1:24,000.

Dobrin, M. B., (1960), "Introduction to Geophysical Prospecting", McGraw-Hill Book Company.

Gorian & Associates, Inc. (1992), Rough Grading Compaction Test Report, Civic Arts Plaza, 2120 East Thousand Oaks Boulevard, Thousand Oaks, California, July 28. _____ (2017), Geotechnical Site Evaluation Report, Proposed Multiuse Development, Former Lupe’s Restaurant Site, 1710 Thousand Oaks Boulevard, Thousand Oaks, California, June

22. Optim Software and Data Solutions (2006), SeisOpt @2D Version 5.0.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025

COTTON, SHIRES AND ASSOCIATES, INC.

Pacific Materials Laboratory, Inc. (2001), Proposed Two-Story Commercial Building, 1868 Thousand Oaks Blvd, Thousand Oaks, CA, October 22.

Public Works Standards, Inc. (PWS) (2021), "Greenbook," Standard Specifications for Public Works Construction, published by BNI Building News.

RRM Design Group (2025), Design Package – Progress Update, Thousand Oaks Downtown Project, March 14.

U.S. Geological Survey (USGS) 2018a, Topo Builder Application version 1.3.3:
https://topobuilder.nationalmap.gov/.
_____ (2018b), U.S. Quaternary Fault database website:
https://usgs.maps.arcgis.com/apps/webappviewer/index.html?id=5a6038b3a1684561a9b0aadf88 412fcf
Aerial Photographs Reviewed (digital copies from UCSB Library; URL:
https://mil.library.ucsb.edu/ap_indexes/FrameFinder/ (accessed on 1/9/2024):

Flight GS-EM, August 15, 1947, Frames 1-18, 1-19, Scale 1:24,000 Flight C-9800, October 24, 1945, Frames 2-163, 2-164, Scale 1:14,400 Flight AXI-11W, August 21, 1959, Frames 60, 61, 84, 85, Scale 1:20,000

FIGURES

ELEVATION (feet) (NAVD 88)
ELEVATION (feet) (NAVD 88)
DISTANCE (feet)
0 30 60 90 120 150 180 210 240 270 300 330 360 390 420 450 480 510 540 570 588 Building A (P)
Building B (P)
A A'
COTTON, SHIRES AND ASSOCIATES, INC.

CONSULTING ENGINEERS AND GEOLOGISTS
City of Thousand Oaks, California
SC6174
MP
MP/MJ/MiP
May 2025
1" = 40'
FIGURE NO.

PROJECT NO.

DATE

SCALE GEO/ENG BY

APPROVED BY
Engineering Geologic Cross-Section A-A'
3 Civic Arts Plaza Master Plan
B-6 (D&M)
S-1 (D&M) B-7 (D&M)
TP-1
(proj. 22' W) L-1
Original Grade (Pre-Cap)
Parking Structure (E)
Tcbvc
v=8,000 fps
Tcvweath.

Tcv
Tcv
Tcv
Tcvweath.

Tcbvc
? ?
CSA L-2
TP-4
(proj. 30' E)
CSA L-2
(proj. 14' E)
CSA L-2
(proj. 32' E)
af/Qc/Qal
G.W.
?
?
caf
?
Tcvweath.

Current Grade Original Grade (Pre-Cap) BH-4 (proj. 68.8' W) BH-5 (proj. 53.54' W)
?
Intersection B-B'
(CSA, 2025)
Intersection D-D'
(CSA, 2025)
Face of Curb
BH-3
(proj. 58.8' E)
BH-6
(proj. 42.8' W)
Proposed
Subterranean
Parking
?
? ? ?
? ?
? ?
?
?
? ? af afremoved
Qal
Qalremoved Qal
Tcbvc
Tcvweath.
?
16' x 8' RCB
Storm Drain (E)
N23.39°E
ELEVATION (feet) (NAVD 88)
ELEVATION (feet) (NAVD 88)
DISTANCE (feet)
B
0 40 80 120 160 200 240 280 320 360 400 440 480 520 560 590 B'
COTTON, SHIRES AND ASSOCIATES, INC.

CONSULTING ENGINEERS AND GEOLOGISTS
City of Thousand Oaks, California
SC6174
MP
MP/MJJ/MiP
May 2025
1"=40'
FIGURE NO.

PROJECT NO.

DATE

SCALE GEO/ENG BY

APPROVED BY
Engineering Geologic Cross-Section B-B'
4 Civic Arts Plaza Master Plan
B-8 (D&M)
CSA
L-3 (east)
Tcbvc
Tcbvc
Tcv
caf
caf
caf
Tcv
CSA
L-3 (west)
Qc
Intersection B-B'
(D&M, 1991)
Intersection C-C'
(D&M, 1991)
v=8,000 fps
Tcvweath.

Tcvweath.

Tcbvc v=5,000 fps
CSA
L-4
Oakwood Drive
cul-de-sac
B-27 (D&M)
(proj. 27' S)
?
?
Current Grade Original Grade (Pre-Cap)
Original Grade (Pre-Cap)
Intersection C-C'
(CSA, 2025)
Intersection A-A'
(CSA, 2025)
S72.87°E
caf-G92
ELEVATION (feet) (NAVD 88)
ELEVATION (feet) (NAVD 88)
DISTANCE (feet)
900870840810780750
0 30 60 90 120 150 180 210 240 270 300 330 360
900870840810
780
390 420 450 480 510 540 570 586
caf-G92 caf G92
750
ProjectedEast 41.0ftBH-8 (CSA)
Projected
West 21.5ft
BH-11 (CSA)
Projected
West 27.5ft
B-17 (D&M)
ProjectedEast 37.5ftP-2 (CSA)
Projected
West 22.0ft
BH-10 (CSA) Projected West 23.5ft
B-10 (D&M)
Projected
West 19.5ft
B-9 (D&M)
cafremoved
caf
Qal
G.W. ?
Retaining Wall (P)
Access Road (P)
Qalremoved
Building C (P) Hotel (P)
? ?
Tcbvc
Qalremoved
G.W.

Tcvweath.

Tcvweath.

Tcv
Tcv
Tcv
Tcbvc
Tcbvcremoved
Tcbvcremoved af/cafremoved
Parking Structure (E)
Tcbvc
30' WSD easement
cafremoved
Tcvweath.

C C'
COTTON, SHIRES AND ASSOCIATES, INC.

CONSULTING ENGINEERS AND GEOLOGISTS
City of Thousand Oaks, California
SC6174
MP/MJJ
MiP
May 2025
1"=40'
FIGURE NO.

PROJECT NO.

DATE

SCALE GEO/ENG BY

APPROVED BY
Engineering Geologic Cross-Section C-C'
5 Civic Arts Plaza Master Plan
Intersection B-B'
(CSA, 2025)
Intersection D-D'
(CSA, 2025)
16' x 8' RCB
Storm Drain (E)
Proposed
Subterranean
Parking
N38.20°E
Tcbvc
ELEVATION (feet) (NAVD 88)
DISTANCE (feet)
900870840810780750
0 30 60 90 120 150 180 210 240 270 300 330 360 390 420 450 480 510 533 ELEVATION (feet) (NAVD 88)
900870840
780750
ProjectedNorth 42.9ft
BH-3 (CSA)
ProjectedNorth 6.6ft
BH-6 (CSA)
ProjectedNorth 31.1ftBH-7 (CSA)
Projected
South 7.0ft
BH-10 (CSA)
ProjectedNorth 67.6ftP-2 (CSA)
?
Building B1 (P) Building C (P)
Subterranean Parking
Tcv
Intersection
A - A'
Tcvweath.
? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? 810
?
refusal in
gravels
refusal in
gravels refusal in
gravels Tcv?? weath. ? ? ? ? ? ? ? ? ? ? ? ?
af
G.W. G.W. G.W. Qalremoved G.W.
cafremoved ?
? ?? ?
Qal
Qalremoved
? ?
?? ? ? ?
?
?
? ?? ?
?
? ? ? ?
af afremoved afremoved
afremoved
cafremoved
af/cafremoved
Building B2 (P)
D D'
COTTON, SHIRES AND ASSOCIATES, INC.

CONSULTING ENGINEERS AND GEOLOGISTS
City of Thousand Oaks, California
SC6174 MP/MiP
MP/MJJ May 2025
1"=40'
FIGURE NO.

PROJECT NO.

DATE

SCALE GEO/ENG BY

APPROVED BY
Engineering Geologic Cross-Section D-D'
6 Civic Arts Plaza Master Plan
Intersection C-C'
(CSA, 2025)
16' x 8' RCB Storm Drain (E)
S59.00°E
16' x 8' RCB Storm Drain (E)
?
Tcv
Tcvweath.

Qal
ProjectedNorthwest 1.99ftBH-12 (CSA)
Intersection
F-F'
Tcbvc
?
?
?
? ? ? ?
caf-G92
Tcbvc
Tcv
?
?
Original grade
101 Freeway
?
?
? ?
?
? ? ?
tion rsec nte I
-F'F
?
?
caf G92
ProjectedNorthwest 31.1ftB-20 (D&M)
ProjectedNorthwest 48.8ftB-21 (D&M)
Projected
Southeast 32.8ft
B-14 (D&M)
ProjectedNorthwest 28.6ftB-25 (D&M)
City Hall (E)
ELEVATION (feet) (NAVD 88)
DISTANCE (feet)
900870840810780750
0 30 60 90 120 150 180 210 240 270 300 330 360
ELEVATION (feet) (NAVD 88)
930
al ?
? ?
??
?
390 420 565.6
930
900870840810
780750
450 480 510 540
Projected
Southeast 21.1ft
B-13 (D&M)
Fred Kavli Theater (E)
?
caf-G92
?
?
?
Tcvweath.
?
? ?
?
?
?
?
E E'
COTTON, SHIRES AND ASSOCIATES, INC.

CONSULTING ENGINEERS AND GEOLOGISTS
City of Thousand Oaks, California
SC6174 MP/MiP
MP/MJJ May 2025
1"=40'
FIGURE NO.

PROJECT NO.

DATE

SCALE GEO/ENG BY

APPROVED BY
Engineering Geologic Cross-Section E-E'
7 Civic Arts Plaza Master Plan
N57.71°E
G.W.

ELEVATION (feet) (NAVD 88)
DISTANCE (feet)
900870840810780750
0 30 60 90 120 150 180 210 240 270 300 319.2
GW..

ELEVATION (feet) (NAVD 88)
900870840810780750
Intersection
E-E'
Projected
Southwest 61.2ft
B-26 (D&M) Projected Northeast 2.2ft
B-14 (D&M)
Projected
Southwest 57.2ft
BH-12 (CSA)
Projected
Southwest 40.5ft
B-25 (D&M)
Projected
Southwest 3.8ft
B-23 (D&M)
Projected
Southwest 7.3ft
BH-13 (CSA)
Projected
Southwest 31.8ft
P-5 (CSA) S-4 Intersection
(D&M) Original grade
Tcv
caf-G92
Tcbvc
Qal
Qal
Tcbvc
Tcbvc
Tcv
Tcv
Tcvweath.
? ?
? ?
?
?
?
City Hall (E)
?
? ?
Tcvweath. ? ? ? ? ? ? ? ? ? ? ?
F F'
COTTON, SHIRES AND ASSOCIATES, INC.

CONSULTING ENGINEERS AND GEOLOGISTS
City of Thousand Oaks, California
SC6174 MP/MiP
MP/MJJ May 2025
1"=40'
FIGURE NO.

PROJECT NO.

DATE

SCALE GEO/ENG BY

APPROVED BY
Engineering Geologic Cross-Section F-F'
8 Civic Arts Plaza Master Plan
S33.54°E

APPENDIX A

FIELD EXPLORATION
City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page A-1 SC6174
APPENDIX A – FIELD EXPLORATION

TEST PITS
CSA performed a subsurface exploration program on December 19, 2023 consisting of seven (7) exploratory test pits excavated within the proposed improvement areas to depths ranging from about 7.5 to 17.5 feet bgs. Test pits were excavated by means of track-mounted Hyundai 235 LRC-9 excavator equipped with a 36-inch bucket provided by DE Eddings of Acton, California. A CSA certified engineering geologist logged the test pits and visually classified the soils and bedrock in accordance with ASTM D-2487. Bulk samples were obtained of the materials encountered at selected depths. Upon completion, the test pits were backfilled with the excavated cuttings and compacted with a sheepsfoot roller. No compaction testing was performed on the backfill materials. Logs of the test pits are presented as Figures A-1 through A-7. The locations of the test pits are shown on Figure 2.

The logs depict our interpretation of the subsurface conditions at the date and location indicated based on visual observation of the excavated cuttings. It is not warranted that they are representative of subsurface conditions at other times and locations. The contacts on the logs represent the approximate boundaries between earth materials, and the transitions between these materials may be gradual.

EXPLORATORY BORINGS
CSA completed a supplementary subsurface exploration program between January 27 and March 4, 2025, consisting of (14) total exploratory borings conducted in the proposed expansion areas. The completed borings ranged in depth from about 20.5 to 39 feet bgs and were excavated by means of either truck- or track-mounted drill rigs equipped with either 8- inch diameter hollow-stem augers or HQ wireline rock coring provided by 2R Drilling of Chino, California. The locations of the fourteen (14) completed exploratory borings are shown on Figures 2 through 8.

Borings were logged by a CSA registered geologist or a CSA engineer under the direct supervision of a registered geotechnical engineer. Subsurface materials were visually classified in accordance with ASTM D-2487 or ASTM D-5434, as applicable. Where HSA drilling was conducted, bulk samples, relatively undisturbed, and disturbed samples were obtained of the materials encountered at selected depths. Relatively undisturbed samples were obtained with a City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page A-2 SC6174
3-inch diameter modified split-barrel California Sampler and disturbed samples were obtained with a 2-inch diameter split barrel standard penetration sampler. Both samplers were driven by an automatic, 140-lb hammer dropped from a height of 30 inches. Individual hammer calibration sheets are provided in this appendix. The relatively undisturbed samples were typically collected in brass liners that were 2.5 inches in outside diameter and 1 inch tall. Where rock coring was conducted, 2.5-inch diameter HQ rock cores were collected in approximate 5- foot runs, depending on how much sample could be recovered.

Logs of the borings are presented as Figure Nos. A-8 through A-21. The logs depict our interpretation of the subsurface conditions at the date and location indicated based on representative samples collected during drilling or coring. It is not warranted that they are representative of subsurface conditions at other times and locations. The contacts on the log represent the approximate boundaries between earth materials, and the transitions between these materials may be gradual.

PERCOLATION TESTING
Percolation testing was conducted at five (5) locations across the project site. The test holes were excavated by means of either truck- or track-mounted drill rigs equipped with 8- inch diameter hollow-stem augers. Percolation test holes P-1, P-2, P-3, and P-4 were backfilled with a 3-inch diameter slotted PVC pipe and 3/4-inch gravel. P-5 was backfilled with a 2-inch diameter slotted PVC pipe and medium grained sand. The percolation test locations are shown on Figure 2.

Prior to field testing, the percolation test holes were pre-soaked. Following pre-soak, the test holes were filled to the top of the testing zone and the drop in water was measured over a timed interval. Water depth measurements were taken to the nearest 0.10-inch increment using a weighted measuring tape. Upon completion of testing, the PVC casings were removed from all test holes and backfilled with soil cuttings to the ground surface. The percolation gravel and sand used were left in place.

Logs of the percolation test holes are presented as Figure Nos. A-22 through A-26. The logs depict our interpretation of the subsurface conditions at the date and location indicated based on representative samples collected during drilling. It is not warranted that they are representative of subsurface conditions at other times and locations. The contacts on the log represent the approximate boundaries between earth materials, and the transitions between these materials may be gradual.

Rig Type:
____________________
Test Pit
Location: ____________________
Project No: _____________Date: _____________Logged by: _____________ COTTON, SHIRES AND ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______
Track-Mounted
Excavator
SC6203
12/19/2023
EPB

UNIT ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS GRAPHIC REPRESENTATION SCALE: 1"=4' SW WALL NATURAL SLOPE INCLINATION: 5°± TP-1
See Engineering
Geologic Map
A 0-2.5'
B 2.5'-4.5'
C 4.5'-9.0'
Qc Natural Soil / Slopewash - Clayey Sand with gravel (SC), medium brown, moist, porous, scattered to abundant rootlets
Clayey Sand (SC) to fine-grained Sandy Silt / Silty Sand with clay binder (ML) with occasional to scattered small rock fragments, light to medium brown, slightly moist, stiff, occasional rootlets
Tcv Bedrock: Conejo Volcanics - Basalt, light brown to light yellow brown, slightly moist, moderately hard grading to hard, tightly fractured and jointed, oxidized and slightly weathered, difficult to excavate
DEPTH
0 2'
4'
6'8'
10'
Excavator refusal
A A
B
B
C
C
MC = 8.1%
LL = 29, PI = 13
FC: 46.6%
B-1 @ 1.0'
El 821'
),*85($
Af Earth Fill - Silt with some fine-grained sand, mottled light brown, moist, loose, occasional brick fragments (reworked natural soil)
Project No: _____________Date: _____________
Logged by: _____________

COTTON,

SHIRES AND
ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______

ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS A 0-0.5'
GRAPHIC REPRESENTATION SCALE: 1"=6' WEST WALL NATURAL SLOPE INCLINATION: 0°± TP-2
B 0.5-3.0'
C 3.0-8.3'
D 8.3-12.5'

UNIT DEPTH
SC6203
12/19/2023
EPB
Rig Type:
____________________
Track-Mounted
Excavator
Qc Colluvium - Clayey sand with gravel (SC), medium brown, slightly moist, irregular peds (clay film) at depth, porous, scattered roots and rootlets Clayey Sand (SC) to fine-grained Sandy Silt / Silty Sand with clay binder (matrix) with occasional to scattered small (2"-5") sub-angular rock fragments, light tomedium brown, slightly moist, stiff, occasional rootlets Tcv Bedrock: Conejo Volcanics - Basalt, light brown to light yellow brown, slightly moist, moderately hard grading to very hard, tightly fractured and jointed, oxidized and slightly weathered, difficult to excavate
Excavator refusal
0 6'
12'
3'9'
15'
B
B
A
C
C
C
D
D
El 820.5'
Test Pit
Location: ____________________
See Engineering
Geologic Map
),*85($

Project No: _____________
Date: _____________
Logged by: _____________
COTTON, SHIRES AND ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______

ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS GRAPHIC REPRESENTATION SCALE: 1"=6' NATURAL SLOPE INCLINATION: 0°± TP-3

UNIT DEPTH
SC6203
12/19/2023
EPB
Rig Type:
____________________
Track-Mounted
Excavator

WEST WALL
Groundwater
Drainage(?) culvert
Af Earth Fill - Silt with some fine-grained sand, mottled light brown, moist, loose, occasional brick fragments (reworked natural soil)
A 0-3.5'
B 3.5-6.0'
C 6.0-11.0'
D 11-17.0'
Qc Colluvium - Clayey sand with gravel (SC), medium brown, slightly moist, medium firm, locally porous, scattered roots and rootlets
Clayey Sand (SC) to fine-grained Sandy Silt / Silty Sand with clay binder (matrix) with occasional to scattered small (2"-6") sub-angular rock fragments, light to medium brown, slightly moist, stiff, occasional rootlets
Qal Alluvium - Fine grained Sandy Silt / Silty Sand (ML/SM), light brown to light olive brown, moist to wet (groundwater at 16')
0 6'
12'
3'9'
15'
B B
A
C
C
D
18'
A
MC = 6.0%LL = 32, PI = 14
FC: 33.7%

8.5' - lean Sandy Clay (CL)
B-1 @ 0.0'
B-2 @ 6.0'B-3 @ 8.5'B-4 @ 12.0'
MC = 12.8 -18.9%
EI = 79
LL = 37, PI = 13
FC: 52.7%
MC = 17.4%
EI = 13
LL = 26, PI = 4
FC: 46.4%
El 818'
G.W. el 802'
Test Pit
Location: ____________________
See Engineering
Geologic Map
),*85($
Project No: _____________
Date: _____________
Logged by: _____________
COTTON, SHIRES AND ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______

ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS GRAPHIC REPRESENTATION NATURAL SLOPE INCLINATION: 10°±
TP-4

UNIT DEPTH
SC6203
12/19/2023
EPB
Rig Type:
____________________
Track-Mounted
Excavator
A 0-3.5'
B 3.5'-6.5'
C 6.5'-7.5'
Qc Natural Soil / Slopewash - Silt with some sand and trace clay (ML), medium brown, moist, firm, porous, scattered to abundant rootlets; slightly gradational contact with underlying Qc
Clayey Sand (SC) to fine-grained Sandy Silt / Silty Sand with clay binder (ML) with occasional to scattered small (1"-4") sub-angular rock fragments, light to medium brown, slightly moist, stiff, occasional rootlets
Tcv Bedrock: Conejo Volcanics - Basalt, light brown to light yellow brown, slightly moist, moderately hard grading to hard, tightly fractured and jointed, oxidized and slightly weathered, difficult to excavate
SCALE: 1"=4' WEST WALL
0 2'
4'
6'8'
10'
Excavator refusal
12'
A
A
B
B C
C
MC = 9.3%
EI = 11
LL = 34, PI = 8
FC: 24.4%
B-1 @ 6.5'
El 820'
Test Pit
Location: ____________________
See Engineering
Geologic Map
),*85($
Project No: _____________
Date: _____________Logged by: _____________
COTTON, SHIRES AND ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______

ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS GRAPHIC REPRESENTATION SCALE: 1"=6' NATURAL SLOPE INCLINATION: 0°± TP-5

UNIT DEPTH
SC6203
12/19/2023
EPB
Rig Type:
____________________
Track-Mounted
Excavator
Af Earth Fill - Silt with some fine-grained sand, mottled light brown, moist, slightly to moderately compact
A 0-4.0'
B 4.0-9.3'
C 9.3-14.5'
Qal Alluvium - Fine-grained Sandy Silt (ML), light to medium brown, slightly moist, moderately firm, porous, occasional small gravel; transition to
Sandy Silt with clay to Clayey Silt (ML) - dark brown to dark grayish brown, moist to very moist
Fine-grained Sandy Silt with trace clay (ML), light brown to light olive brown to light yellow brown, moist to wet (groundwater at 14'), medium stiff 0 6'
12'
3'9'
15'
B
B
A A
Groundwater
C
C
El 813'

WEST WALL
G.W. el 799'
Test Pit
Location: ____________________
See Engineering
Geologic Map
),*85($
Project No: _____________
Date: _____________Logged by: _____________
COTTON, SHIRES AND ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______

ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS GRAPHIC REPRESENTATION NATURAL SLOPE INCLINATION: 0°±
TP-6

UNIT DEPTH
SC6203
12/19/2023
EPB
Rig Type:
____________________
Track-Mounted
Excavator
Af Earth Fill - Silt with some fine-grained sand, mottled light brown, moist, slightly to moderately compact, scattered trash (pvc pipe, concrete fragments, rebar) A 0-3.8'
B 3.8-9.5'
C 9.5-15.5'
Qal Alluvium - Fine-grained Sandy Silt (ML), light to medium brown, slightly moist, moderately firm, porous, occasional small gravel; transitions to Sandy Silt with clay to Clayey Silt (ML) - dark brown to dark grayish brown, moist to very moist
Clayey Silt (ML) with scattered, small sub-angular to sub-rounded gravel, light gray brown, moist

13.0' - grades to fine-grained Sandy Silt / Silty Sand, light yellow olive, very moist, medium stiff, groundwater at 15'
0 6'
12'
3'9'
15'
B
B
A
18'
A
Groundwater C
C
El 814'
G.W. el 799'
SCALE: 1"=6' WEST WALL
Test Pit
Location: ____________________
See Engineering
Geologic Map
),*85($
Project No: _____________
Date: _____________Logged by: _____________
COTTON, SHIRES AND ASSOCIATES, INC.

EXPLORATORY TEST PIT LOG No. _______

ENGINEERING GEOLOGIC DESCRIPTION PHYSICAL CONDITION REMARKS GRAPHIC REPRESENTATION NATURAL SLOPE INCLINATION: 0°±
TP-7

UNIT DEPTH
SC6203
12/19/2023
EPB
Rig Type:
____________________
Track-Mounted
Excavator
Af Earth Fill - Silt with some fine-grained sand to Sand with some silt and occasional rock fragments, mottled light brown, moist, loose to slightly compact, pockets of construction debris / trash
A 0-2.0'
B 2.0-4.0'
D 11.5-17'
Qc Colluvium - Silt with some fine-grained sand, medium brown, slightly moist, medium firm grading to firm, locally porous, scattered roots and rootlets Qal Alluvium - Sandy Clay (SC) to Clayey Sand with abundant small gravel - medium grayish brown to brown gray, very moist to wet (no free water), soft to medium stiff

15.5' - Sandy Clay to Silty Sand (matrix) with occasional rounded cobble, blue-gray C 4.0-11.5' Qc/Qal Colluvium/Alluvium - Silty Sand (SM) matrix with scattered 2"-6" sub-angular rock fragments, light red brown, slightly moist to moist, medium dense to dense 06'
12'
3'9'
15'
B
B
A
18'
A
Groundwater
D
C
C
D
two (2) black, 2" Ø pipes obliquely cross test pit
SCALE: 1"=6' WEST WALL
El 815'
G.W. el 798'
Test Pit
Location: ____________________
See Engineering
Geologic Map
),*85($
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
Water Level
Graphic Log
USCS
CL
Tcbvc
Tcbvc
Tcv

DESCRIPTION
Alluvium (Qal);
Sandy clay with gravel (CL); medium brown,
slightly moist, stiff, fine to medium sand, fine to
coarse gravel
--stiff to very stiff, below 8.5 feet
Volcanic Conglomerate (Tcbvc);
Clayey sand (SC); reddish brown, moist, medium
dense, fine to coarse sand, sparse fine to coarse
gravel, completely weathered
Sandy clay (CL); medium olive brown, moist to
very moist, very stiff, fine sand, some mottled
oxidation, at 14.5 feet, completely weathered
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix,
poorly sorted angular cobble-boulder fragments,
heavily oxidized, soft to moderately hard,
weathered to completely weathered, weathering
decreasing with depth
--slightly weathered to unweathered, below 20 feet
Practical refusal at 23.0 feet.

No groundwater encountered.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
R7
Dry Unit
Weight (pcf)

92.8 107.1
104.9
108.5
106.2

98.6 115.2
Moisture
Content (%)

9.3 11.8

16.1 16.6

16.7 25.2

17.2 Fines (%) -
-
-
-

38.8 -
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
4 7
7 6
8 14
7 10
13 9
10 13
6 8
13 6
12 23
50/2"
50/4"
Remarks
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-1
See Engineering Geologic Map 818.5 Clear/Warm
2R Drilling/GT-8 Max 1/29/25 8
A-8
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
788
787
786
785
784
Water Level
Graphic Log
USCS
SC
SM
SC
SC
Tcbvc
Tcv

DESCRIPTION
Artificial Fill (af);
Clayey sand with gravel (SC); medium brown, dry
to slightly moist, loose to medium dense, fine to
medium sand, fine to coarse gravel
Silty sand (SM); light to medium brown, dry to
slightly moist, medium dense, fine to coarse sand,
some fine gravel
Alluvium (Qal);
Clayey sand with gravel (SC); dark brown, moist,
loose, fine to coarse sand, fine to coarse gravel,
carbonate stringers
--medium dense, at 7 feet
Clayey sand (SC); dark olive brown, moist, medium
dense, fine to medium grained
Volcanic Conglomerate (Tcbvc);
Sand with clay (SP-SC);medium grayish brown,
wet, medium dense, fine to coarse sand, fine to
coarse gravel, completely weathered
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix,
orangeish brown, poorly sorted angular
cobble-boulder fragments, heavily oxidized, soft to
moderately hard, weathered to completely
weathered, weathering decreasing with depth
Practical Refusal at 26 feet.

Groundwater stabilized at 13.0 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
-
R6
R7
R8
Dry Unit
Weight (pcf)

87.1 90.0

92.4 87.5

96.7 -
115.1
94 88
Moisture
Content (%)

15.9 17.1

25.7 29.6

26.9 -

15.6 14.1

34.3 Fines (%) -
-
-
-
-
-
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
6 7
8 5
5 7
8 14
20 5
8 12
3 5
9 6
11 19
4 50/4"
50/5"
24 50/4"
Remarks
Bulk 1: 0-5'
Moisture: 9.7%
Fines: 43.4%
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-2
See Engineering Geologic Map 813.75 Clear/Warm
2R Drilling/GT-8 Max 1/29/25 8
A-9
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
Water Level
Graphic Log
USCS
SC
CL
GP-GC
ML
Tcbvc

DESCRIPTION
Artificial Fill (af);
Clayey sand with gravel (SC); medium dark brown,
moist, medium dense, fine to coarse sand, fine to
coarse gravel
Alluvium (Qal);
Sandy clay with gravel (CL) dark brown, moist,
medium stiff, fine to medium sand, fine gravel
--dark gray brown, slightly moist to moist, very
stiff, fine to coarse sand, at 7.5 feet
--dark brown, fine to medium sand, some
carbonate stringers, at 10 feet
--medium olive brown, moist, fine to coarse sand,
sparse coarse gravel, at 12.5 feet
Gravel with sand and clay (GP-GC); medium
brown, wet, medium dense, fine to coarse sand,
fine to coarse gravel (disturbed sample)
--chatter from cobbles, at 16 feet
Sandy silt (ML); medium brown, moist to wet,
very stiff, fine sand
Volcanic Conglomerate (Tcbvc);
Sandy clay matrix, moderatley weathered,
orangeish brown, poorly sorted angular
cobble-boulder fragments, heavily oxidized, soft to
moderately hard, moderately to slightly weathered,
weathering decreasing with depth
Practical refusal at 28.4 feet.

Groundwater stabilized at 15.8 feet
Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
R9
Dry Unit
Weight (pcf)
102.5

95.1 95.4
100.6

93.4 103.8
-
100.4

99.4 114.7
Moisture
Content (%)

14.0 20.8

25.0 24.1

27.6 20.8
-

26.6 25.7

16.7 Fines (%) -
-
-

66.8 -

16.7 -
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
8 10
9 4
5 6
5 9
15 7
16 23
5 8
12 11
14 18
5 11
14 10
15 20
50/6"
50/5"
Remarks
Bulk 1: 0-5'
Moisture: 6.7%
Fines: 12.8%
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-3
See Engineering Geologic Map 814.5 Clear/Warm
2R Drilling/GT-8 Max 1/28/25 8
A-10
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
Water Level
Graphic Log
USCS
SC
Tcbvc
Tcv

DESCRIPTION
Alluvium (Qal);
Clayey sand with gravel (SC); medium brown, dry
to slightly moist, dense, fine to coarse sand, fine
to coarse gravel
--medium dense, at 5 feet
--slightly moist, dense, some pore holes, at 7.5
feet
Volcanic Conglomerate (Tcbvc);
Sandy clay matrix, mostly weathered, orangeish
brown, moist, hard, poorly sorted angular
cobble-boulder fragments, heavily oxidized,
weathered to completely weathered, weathering
decreasing with depth
--unweathered, at 15 feet
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix,
light gray to medium gray, poorly sorted angular
cobble-boulder fragments, heavily oxidized, soft to
moderately hard, slightly weathered to
unweathered, weathering decreasing with depth
Total Depth: 22.5 feet
No groundwater encountered.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
-
Dry Unit
Weight (pcf)
101.1
102.8

96.9 105.3

97.7 -
Moisture
Content (%)
10 7.3

11.1 10.3

12.7 -
Fines (%) -

39.2 -
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
Field Blow
Count
43 41
23 14
23 24
15 24
26 16
31 50/5"
37 50/4"
50/3"
Remarks
Bulk 1: 0-5'
Moisture: 8.5%
No Recovery
Refusal of
hollow-stem
method
Switched to
rock coring
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP/EPB SC6174 BH-4
See Engineering Geologic Map 820.5 Clear/Cool
2R Drilling/GT-8 Max and GT-16 Track Rig 1/28,31/25 8
A-11
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
Water Level
Graphic Log
USCS
SC
CL
SP
CL
CL
Tcbvc
Tcv

DESCRIPTION
Artificial Fill (af);
Clayey sand with gravel (SC); dark brown, moist,
loose to medium dense, fine to coarse sand, fine to
coarse gravel
Alluvium (Qa);
Sandy clay with gravel (CL); dark brown, moist,
medium stiff, fine to coarse sand, fine to coarse
gravel
--stiff, at 7 feet
--increased moisture, at 10 feet
Sand with clay and gravel (SP) dark orangeish
brown, moist, medium dense, fine to medium sand,
fine to medium gravel
Sandy clay with gravel (CL); dark orangeish brown,
moist, stiff, fine to coarse sand, fine gravel
Clay with sand (CL); dark oliveish brown, moist to
very moist, stiff, fine to medium sand, some fine
gravel
Volcanic Conglomerate (Tcbvc);
Gravel with sand and clay (GP-GC); brown, wet,
medium dense, fine to coarse sand, fine to coarse
gravel, completely weathered
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix, dy
cleish brown, poorly sorted angular cobble-boulder
fragments, heavily oxidized, soft to moderately
hard, weathered, weathering decreasing with depth
--slightly weathered to unweathered, at 26.5 feet
Practical refusal at 26.75 feet.

Groundwater stabilized at 16.5 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
-
Dry Unit
Weight (pcf)

91.0 92.1

92.5 90.8

98.4 101.2
112.8
116.2
-
Moisture
Content (%)

16.8 18.2

20.5 24.0

27.5 24.6

9.5 15.0
-
Fines (%)

50.4 -
-
-
-
-
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
3 2
4 2
3 6
7 8
11 6
9 8
5 9
14 5
7 10
7 13
22 34
50/2"
50/3"
Remarks
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-5
See Engineering Geologic Map 818.25 Clear/Warm
2R Drilling/GT-8 Max 1/29/25 8
A-12
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
788
787
786
Water Level
Graphic Log
USCS
SC
SC
CL
SC
Tcbvc

DESCRIPTION
Artificial Fill (af);
Clayey sand (SC); medium brown, moist, loose,
fine sand, fine gravel
Alluvium (Qal);
Clayey sand (SC); medium brown, moist, loose,
fine to coarse sand, fine gravel
Sandy clay (CL); dark brown, moist, very stiff,
fine to medium sand
Clayey sand (SC); medium brown, moist to wet,
medium dense, fine to medium sand, sparse coarse
gravel
Volcanic Conglomerate (Tcbvc);
Gravel with clay and sand (GP-GC); medium
brown, wet, dense, fine to coarse sand, fine to
coarse gravel, chatter from cobbles, quantity of
cobbles increasing with depth
--lense of fine to medium sany clay, at 20.5 feet
Practical refusal at 26.5 feet.

Groundwater stabilized at 15.3 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
Dry Unit
Weight (pcf)

94.1 96.2
100.6
102.3
100.4

96.6 90.7
110.9
Moisture
Content (%)

17.3 17.3

23.0 21.4

23.3 26.4

26.6 17.8
Fines (%) -
-
-
-
-
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
5 3
3 2
4 4
5 9
15 7
12 17
5 10
13 4
8 12
19 37
50/4"
9 21
42 Remarks
Bulk 1: 0-5'
Moisture: 14.2%
Fines: 38.2%
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-6
See Engineering Geologic Map 815.75 Clear/Warm
2R Drilling/GT-8 Max 1/28/25 8
A-13
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
788
787
786
Water Level
Graphic Log
USCS
SC
SC
CL
SC
SP-6C
Tcbvc
Tcbvc

DESCRIPTION

3.5" AC over 5" aggregate base
Artificial Fill (af);
Clayey sand (SC); dark brown, moist, loose, fine to
coarse sand, fine to coarse gravel
Alluvium (Qal);
Clayey sand (SC); dark brown, moist, loose, fine to
medium sand, fine to coarse gravel
Sandy clay with gravel (CL); dark brown, moist,
stiff, fine to coarse sand, fine to coarse gravel
Clayey sand (SC); medium grayish brown, moist,
medium dense, fine to medium sand, fine to coarse
gravel
--slightly oxidized, at 10 feet
Sand with gravel and clay (SP-SC); medium brown,
moist to wet (lower rings), medium dense to dense,
fine to coarse sand, fine to coarse gravel, slightly
oxidized
--heavy chatter, at 20 feet
Volcanic Conglomerate (Tcbvc);
Clayey gravel with sand (GC); medium oliveish
brown, wet, dense, fine to coarse sand, fine to
coarse gravel, some cobbles, (Tcbes quantity
increasing with depth, completely weathered
Gravel with sand and clay (GP-GC); oliveish
brown, wet, dense to very dense, fine to coarse
sand, coarse gravel, cobbles, slightly to moderately
weathered
Practical refusl at 25.75 feet.

Groundwater stabilized at 14.3 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
Dry Unit
Weight (pcf)

99.7 97.5
107.1

99.7 109.0
103.8
109.3
115.7
Moisture
Content (%)

18.7 20.5

18.9 21.5

12.3 21.8

21.0 20.2
Fines (%) -
-
-
-
-

13.3 -
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
6 6
7 4
5 9
9 17
20 7
10 13
13 19
21 10
11 11
44 21
26 20
50/4"
Remarks
Bulk 1: 0-5'
Moisture: 18.4%
Fines: 40.9%
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-7
See Engineering Geologic Map 815.75 Clear/Warm
2R Drilling/GT-8 Max 1/28/25 8
A-14
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
834
833
832
831
830
829
828
827
826
825
824
823
822
821
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
Water Level
Graphic Log
USCS
SC
Tcbvc
Tcv

DESCRIPTION
2" AC over 10" Aggregate Base
Artificial Fill (caf);
Clayey sand (CL); dark grayish brown, moist, stiff,
fine to medium sand, fine to coarse gravel
Volcanic Conglomerate (Tcbvc);
Clayey sand with gravel (SC); dark reddish brown,
moist, stiff, fine to coarse gravel, completely
weathered
--dense, fine to medium sand, at 14 feet
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix,
orangeish brown, poorly sorted angular
cobble-boulder fragments, heavily oxidized, soft to
moderately hard, weathered to completely
weathered, weathering decreasing with depth
--difficulty of drilling increase, color change to
light gray, at 25 feet
Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
Dry Unit
Weight (pcf)
116.1
113.6
118.7
109.4
106.1
111.8
-
-
Moisture
Content (%)

14.3 16.5

12.7 19.0

19.9 13.9
-
-
Fines (%) -

42.5 -
-
-
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
5 8
18 17
25 26
8 17
22 9
12 21
8 18
29 15
35 34
50/3"
8 50/4"
Remarks
Bulk 1: 0-5'
Moisture: 14.7%
Sample Disturbed
Sample Disturbed
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-8
See Engineering Geologic Map 834.75 Clear/Warm
2R Drilling/GT-8 Max 1/27/25 8
A-15
Depth (ft)
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
56 57
58 59
60 Elevation (ft)
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
788
787
786
785
784
783
782
781
780
779
778
777
776
775
Water Level
Graphic Log
USCS
Tcv

DESCRIPTION
Total Depth: 35.5 feet
Groundwater encountered at 31.5 feet.

Boring backfilled with cuttings and capped with
coldpatch.

Sample
Designation
R9
R10
Dry Unit
Weight (pcf)
-
-
Moisture
Content (%)
-
-
Fines (%) -
-
Sample Type
MC
MC
Field Blow
Count
50/5"
50/5"
Remarks
Sample Disturbed
Sample Disturbed
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 2 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-8
See Engineering Geologic Map 834.75 Clear/Warm
2R Drilling/GT-8 Max 1/27/25 8
A-15
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
Water Level
Graphic Log
USCS
CL
CL
GC
SM
SP
GP
CL
Tcbvc
Tcbvc
Tcbvc

DESCRIPTION
Artificial Fill (af);
Sandy clay (CL); light to medium brown, moist,
stiff, fine to medium sand, some fine to coarse
gravel
Alluvium (Qal);
Clay (CL); dark brown, moist, stiff, occasional fine
gravel, occasional charcoal fragment
Clayey gravel with sand (GC); light gray brown,
moist, medium dense, fine to coarse sand, fine
gravel
Silty sand (SM); mottled light yellow brown, moist,
medium dense, fine grained
Sand (SP); mottled light yellow brown, moist,
medium dense, fine grained
Sandy gravel (GP); brown, very moist, dense, fine
to coarse sand, coarse gravel
Sandy clay with gravel (CL); dark brown, very
moist to wet, very stiff to hard, coarse gravel
Volcanic Conglomerate (Tcbvc);
Clayey sand with gravel (SC); gray brown, wet,
medium dense, fine to coarse sand, coarse shale
gravel, completely weathered
Silty sand (SM); light gray brown, wet, medium
dense to dense, fine grained, completely weathered
Sand with silt and gravel (SP-SM); light brown,
wet, dense, fine to medium sand, fine to coarse
gravel, completely weathered
-- dense to very dense, incsreased silt interbeds,
moderately to slightly weathered, below 25 feet
Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R5
Dry Unit
Weight (pcf)
101.5
-
112.4

99.6 112.1

99.0 113.8
122.0
Moisture
Content (%)

15.9 -

10.1 24.5

11.2 25.8

19.8 9.1
Fines (%) -
-

18.3 -
-
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
7 9
12 7
8 9
8 16
22 8
11 14
14 24
24 7
19 23
9 24
45 50/5"
Remarks
Sample Disturbed
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP/EPD SC6174 BH-9
See Engineering Geologic Map 818.5 Clear/Warm
2R Drilling/GT-16 Track Rig 1/31,2/3/25 8
A-16
Depth (ft)
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
56 57
58 59
60 Elevation (ft)
788
787
786
785
784
783
782
781
780
779
778
777
776
775
774
773
772
771
770
769
768
767
766
765
764
763
762
761
760
759
Water Level
Graphic Log
USCS
Tcbvc
Tcv

DESCRIPTION
Conjeo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix, blue
gray, poorly sorted angular cobble-boulder
fragments, relatively unoxidized, very hard,
scattered white plagioclase, pherocrysts
throughout
Total Depth: 39.3 feet
Groundwater stabilized at 14 feet.

Boring backfilled with cuttings.

Sample
Designation
R6
Dry Unit
Weight (pcf)
112.4
Moisture
Content (%)

14.5 Fines (%) -
Sample Type
MC
Field Blow
Count
24 50/6"
Remarks
Refusal of
hollow-stem
method
switche to
rock coring
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 2 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP/EPD SC6174 BH-9
See Engineering Geologic Map 818.5 Clear/Warm
2R Drilling/GT-16 Track Rig 1/31,2/3/25 8
A-16
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
823
822
821
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
Water Level
Graphic Log
USCS
CL
CL
SC
CL
SC
Tcbvc

DESCRIPTION

3.5" AC over 9" Aggregate Base
Artificial Fill (caf);
Clay with sand and gravel (CL); dark grayish
brown, moist, medium stiff, fine to coarse sand,
fine to coarse gravel
--stiff, at 5 feet
Alluvium (Qal);
Clay with sand and gravel (CL); dark grayish
brown, moist, stiff, fine to coarse sand, fine to
coarse gravel
--medium stiff to stiff, at 7.5 feet
--stiff and reduced coarse gravel, at 10 feet
Clayey sand (SC); dark orangeish brown, moist,
medium dense, fine to coarse grained
Sandy clay (CL); dark reddish brown, moist, very
stiff, fine to medium sand, fine gravel
Clayey sand with gravel (SC); medium orangeish
brown, moist, medium dense, fine to coarse sand,
fine gravel
Volcanic Conglomerate (Tcbvc);
Gravel with clay and sand (GP-GC); light brown,
wet, dense, fine to coarse sand, fine to coarse
gravel, some cobbles, cobbles quantity increasing
with depth
Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
Dry Unit
Weight (pcf)

99.9 109.9
-
105.5
101.8
103.4
104.7

89.5 Moisture
Content (%)

19.0 17.3
-

20.5 18.3

21.5 21.4

31.3 Fines (%) -
-
-
-

46.4 -
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
5 5
8 3
7 8
10 8
4 4
8 8
3 5
8 5
10 16
10 12
4 16
29 32
Remarks
Bulk 1: 0-5'
Sample Disturbed
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-10
See Engineering Geologic Map 823.25 Clear/Warm
2R Drilling/GT-8 Max 1/27/25 8
A-17
Depth (ft)
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
56 57
58 59
60 Elevation (ft)
793
792
791
790
789
788
787
786
785
784
783
782
781
780
779
778
777
776
775
774
773
772
771
770
769
768
767
766
765
764
Water Level
Graphic Log
USCS
Tcbvc

DESCRIPTION
--heavy chatter, at 38 feet
Total Depth: 38.5 feet
Groundwater encountered at 20.4 feet.

Boring backfilled with cuttings and capped at the
surface with concrete dyed black.

Sample
Designation
R9
R10
R11
Dry Unit
Weight (pcf)
-
104.9
-
Moisture
Content (%)
-

23.1 -
Fines (%) -
-
-
Sample Type
MC
MC
MC
Field Blow
Count
50/2"
17 15
50/6"
50/3"
Remarks
No Recovery
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 2 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-10
See Engineering Geologic Map 823.25 Clear/Warm
2R Drilling/GT-8 Max 1/27/25 8
A-17
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
827
826
825
824
823
822
821
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
Water Level
Graphic Log
USCS
SC
SC
Tcbvc
Tcbvc
Tcbvc
Tcv

DESCRIPTION

4.5" AC over 5" Aggregate Base
Artificial Fill (caf);
Clayey sand with gravel (SC); dark gray brown,
moist, loose, fine to coarse sand, fine gravel
--medium dense, fine to coarse gravel, at 5 feet
Alluvium (Qal);
Clayey sand with gravel (SC); dark orangeish
brown, moist, medium dense, fine to medium sand,
fine gravel
Volcanic Conglomerate (Tcbvc);
Sandy clay with gravel (CL); dark orangeish brown,
moist, very stiff, fine to medium sand, fine to
coarse gravel, completley weathered
Clayey sand with gravel (SC); dark orangeish
brown, moist, medium dense, fine to coarse sand,
fine to coarse gravel, completely weathered
Sand with clay and gravel (SP-SC); dark reddish
brown, moist, medium dense, fine to coarse sand,
fine to coarse gravel, completely weathered
Conejo Volcanics (Tcv);
Sandy clay (CL); dark grayish brown, moist, stiff,
fine sand, completely weathered (weathered
basalt?)
--very moist to wet, tipped into water, at 26 feet
Sample
Designation
R1
R2
R3
R4
R5
R6
R7
R8
R9
Dry Unit
Weight (pcf)
108.6
114.3
114.0
-
103.0
105.6
102.4

92.3 86.4
Moisture
Content (%)

19.1 13.2

13.7 -

12.0 10.7

17.6 22.3

33.6 Fines (%) -
-
-
-
-

15.6 -
-

56.8 Sample Type
MC
MC
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
3 10
3 13
12 13
9 10
12 10
15 17
9 13
12 7
10 11
5 6
10 8
10 10
4 7
8 Remarks
Bulk 1: 0-5'
Moisture: 19.4%
Fines: 47.8%
Sample Disturbed
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP/EBP SC6174 BH-11
See Engineering Geologic Map 827.75 Clear/Warm
2R Drilling/GT-8 Max 1/27,30/25 8
A-18
Depth (ft)
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
56 57
58 59
60 Elevation (ft)
797
796
795
794
793
792
791
790
789
788
787
786
785
784
783
782
781
780
779
778
777
776
775
774
773
772
771
770
769
768
Water Level
Graphic Log
USCS
Tcv

DESCRIPTION
Andesite-dacite breccia; sand with clay matrix, blue
gray, poorly sorted angular cobble-boulder
fragments, relatively unoxidized, very hard,
scattered white plagioclase, pherocrysts
throughout
Total Depth: 36 feet
Groundwater encountered at about 26 feet.

Boring backfilled with cuttings and capped at the
surface with cold patch.

Sample
Designation
R10
Dry Unit
Weight (pcf)
-
Moisture
Content (%)
-
Fines (%) -
Sample Type
MC
Field Blow
Count
50/4"
Remarks
No Recovery
Switched from
hollow-stem
to rock coring
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 2 OF 2 Figure No.:

Thousand Oaks CAP Master Plan MiP/EBP SC6174 BH-11
See Engineering Geologic Map 827.75 Clear/Warm
2R Drilling/GT-8 Max 1/27,30/25 8
A-18
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
791
790
789
788
787
Water Level
Graphic Log
USCS
GP
SC
CL
SP-SC
Tcbvc
Tcv

DESCRIPTION
Alluvium (Qal);
Gravel (GP); light gray, dry, loose, coarse grained
Clayey sand with gravel (SC); dark brown, moist,
medium dense, fine to medium sand, fine to coarse
gravel
--very moist lense of sand with clay and gravel,
fine to coarse sand, fine to coarse gravel, at 3 feet
Sandy clay with gravel (CL); oliveish dark brown,
very moist to wet, very stiff to hard
Sand with clay and gravel (SP-SC); medium grayish
brown, wet, medium dense, fine to coarse sand,
fine gravel
Volcanic Conglomerate (Tcbvc);
Sand with gravel (SP); grayish brown, wet, dense,
fine to coarse sand, fine gravel, completely
weathered
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix, blue
gray, poorly sorted angular cobble-boulder
fragments, relatively unoxidized, very hard
Total Depth: 20.5 feet
Groundwater stabilized at 4.8 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
Dry Unit
Weight (pcf)
102.6
-
101.5
109.9
116.7
127.0
Moisture
Content (%)

15.8 -

23.6 20.0

17.3 13.5
Fines (%) -
-
-
-
-
-
Sample Type
MC
MC
MC
MC
MC
MC
Field Blow
Count
7 7
10 16
22 25
5 12
14 8
21 28
25 35
40 50/6"
Remarks
Bulk 1: 0-5'
Moisture: 17.7%
Fines: 37.9%
Sample Disturbed
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-12
See Engineering Geologic Map 816.5 Clear/Warm
2R Drilling/GT-16 Track Rig 2/3/2025 8
A-19
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
821
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
792
Water Level
Graphic Log
USCS
CL
SP-SC
Tcbvc
Tcbvc
Tcbvc
Tcbvc
Tcbvc
Tcv

DESCRIPTION
Alluvium (Qal);
Sandy clay with gravel (CL);
dark brown, moist, medium stiff, fine to medium
sand, fine to coarse gravel
Sand with clay and gravel (SP-SC); medium brown,
moist, medium dense, fine to coarse sand, fine to
coarse gravel, slightly oxidized
Volcanic Conglomerate (Tcbvc);
Clayey sand with gravel (SC); grayish brown, wet,
loose, fine to medium sand, mottled oxidation,
completely weathered
Clayey sand with gravel (SC); light grayish brown,
wet, medium dense, fine to coarse sand, fine to
coarse gravel, completely weathered
Gravel with clay and sand (GP-GC); medium
brown, wet, medium dense, fine to coarse sand,
fine to coarse gravel, some oxidation, completely
weathered
Sandy clay (CL); grayish brown, very moist to
wet, very stiff, fine to medium sand, some
oxidation, completely weathered
Clayey sand (SC); gray brown, wet, medium dense,
fine to medium sand, some oxidation, completely
weathered
Conejo Volcanics (Tcv);
Andesite-dacite breccia; sand with clay matrix,
orangeish brown, poorly sorted angular
cobble-boulder fragments, heavily oxidized, soft to
moderately hard, weathered to completely
weathered, weathering decreasing with depth
--sample driven with no recovery, at 22.5 feet
(material likely slighlty weathered to unweathered)
Total Depth: 22.5 feet
Groundwater stabilized at 8.8 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R6
R7
Dry Unit
Weight (pcf)
105.8
104.0
-

84.2 100.6
109.2
120.4
Moisture
Content (%)

17.6 14.4
-

43.9 25.8

15.5 14.9
Fines (%) -
-
-

46.2 -
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
3 5
9 3
6 12
4 7
3 4
5 5
7 17
13 9
13 19
50/6"
Remarks
Bulk 1: 0-5'
Moisture: 18.4%
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-13
See Engineering Geologic Map 821.5 Clear/Warm
2R Drilling/GT-8 Track Rig 1/31/25 8
A-20
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 Elevation (ft)
822
821
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
798
797
796
795
794
793
Water Level
Graphic Log
USCS
SM
SM
SP
CL
SM
ML
SP-SC
SP-SC
SC
SP-SC
Tcbvc

DESCRIPTION
Artificial Fill (af);
Silty sand with gravel (SM); dark brown, moist,
medium dense, fine to medium sand, fine to coarse
gravel
Alluvium (Qal);
Silty sand with gravel (SM); medium brown, moist,
medium dense, fine to medium sand, fine to coarse
gravel
Sand (SP); tan, dry to slightly moist, medium
dense, fine to coarse sand, sparse fine gravel
Sandy clay (CL); medium brown, moist, medium
stiff, fine to medium sand
Silty sand (SM); medium brown, moist, medium
dense, fine to medium sand, sparse fine to coarse
gravel
Silty with sand (ML); medium brown, moist,
medium stiff, fine sand
Sand with clay (SP-SC); medium brown, moist,
loose to medium dense, fine grained
Sand with clay and gravel (SP-SC); medium brown,
moist to wet, loose to medium dense, fine to
coarse sand, fine gravel
Clayey sand (SC); oliveish brown, wet, medium
dense, fine to medium grained
Sand with clay and gravel (SP-SC); medium brown,
wet, medium dense, fine to coarse sand, fine to
coarse gravel
Volcanic Conglomerate (Tcbvc);
Sand with clay matrix, orangeish brown, poorly
sorted angular cobble-boulder fragments, heavily
oxidized, soft to moderately hard, weathered to
completely weathered, weathering decreasing with
depth
--increase in drilling difficulty, at 26.5 feet
Total Depth: 28.3 feet
Groundwater encountered at about 10 feet.

Boring backfilled with cuttings.

Sample
Designation
R1
R2
R3
R4
R5
R4
R5
Dry Unit
Weight (pcf)

92.2 92.9

86.8 99.6

97.1 126.3
122.1
Moisture
Content (%)

8.2 12.4

26.7 17.4

26.8 11.6

14.7 Fines (%) -
-
-

9.2 -
-
-
Sample Type
MC
MC
MC
MC
MC
MC
MC
Field Blow
Count
6 8
8 4
4 7
4 4
7 6
6 5
9 7
10 45
50/4"
50/4"
Remarks
Bulk 1: 0-5'
Moisture: 10.1%
Fines: 30.1%
possible Tcv
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 BH-14
See Engineering Geologic Map 822.5 Clear/Warm
2R Drilling/GT-16 Track Rig 2/3/25 8
A-21
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
Elevation (ft)
813
812
811
810
809
808
807
806
805
804
803
802
801
800
799
Water Level
Graphic Log
USCS
SC
SP
CL
SC

DESCRIPTION
Alluvium (Qa);
Clayey sand (SC); dark brown, moist, loose, fine to
coarse sand, fine to coarse gravel
Sand (SP); dark brown, moist, loose, fine to coarse
sand, fine to coarse gravel
Sandy clay (CL); dark brown, moist, soft, fine to
coarse sand, fine to coarse gravel
Clayey sand (SC); dark brown, moist, loose, fine to
coarse sand, fine to coarse gravel
Total Depth: 11.5 feet
No groundwater encountered.

Boring backfilled with percolation gravel and
cuttings.

Sample
Designation
R1
R2
R3
R4
Dry Unit
Weight (pcf)

94.9 96.7

88.4 96.5
Moisture
Content (%)
25 15.6

22.7 23.3
Fines (%) -
-
-
-
Sample Type
MC
MC
MC
MC
Field Blow
Count
4 5
7 5
5 5
0 1
1 2
3 6
Remarks
Bulk 1: 0-5'
Moisture: 13.5%
Fines: 30.1%
Possible Af in
upper 4'
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 P-1
See Engineering Geologic Map 813.5 Clear/Warm
2R Drilling/GT-8 Max 1/28/25 8
A-22
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
Elevation (ft)
823
822
821
820
819
818
817
816
815
814
813
812
811
810
809
Water Level
Graphic Log
USCS
CL
CL

DESCRIPTION
4" AC over 8" Aggregate Base
Artificial Fill (caf);
Sandy clay with gravel (CL); dark grayish brown,
moist, very stiff, fine to medium sand, fine to
coarse gravel
Alluvium (Qa);
Clay with sand and gravel (CL); dark grayish
brown, moist, stiff, fine to medium sand, fine to
coarse gravel
--dark orangeish brown, at 11 feet
Total Depth: 11.5 feet
No groundwater encountered.

Boring backfilled with percolation gravel and
cuttings and capped with coldpatch.

Sample
Designation
R1
R2
R3
R4
Dry Unit
Weight (pcf)
110.5
112.5

96.6 99.2
Moisture
Content (%)

18.1 17.1

15.2 18.1
Fines (%) -
-
-
-
Sample Type
MC
MC
MC
MC
Field Blow
Count
6 10
14 8
8 20
13 19
23 6
7 8
Remarks
Bulk 1: 0-5'
Moisture: 13.4%
Fines: 38.9%
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 P-2
See Engineering Geologic Map 823.75 Clear/Warm
2R Drilling/GT-8 Max 1/27/25 8
A-23
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
Elevation (ft)
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
Water Level
Graphic Log
USCS
SC
CL

DESCRIPTION
Artificial Fill (af);
Clayey sand (SC); dark brown, moist, medium
dense, fine to medium sand, fine to coarse gravel,
rootlets in sample
Alluvium (Qa);
Clay with sand and gravel (CL); dark brown, moist,
medium stiff, fine to medium sand, fine gravel
Total Depth: 8.0 feet
No groundwater encountered.

Boring backfilled with percolation gravel and
cuttings.

Sample
Designation
R1
R2
S1
Dry Unit
Weight (pcf)
108.7
-
-
Moisture
Content (%)

17.6 -

23.5 Fines (%)

37.2 -
-
Sample Type
MC
MC
SPT
Field Blow
Count
11 10
20 10
11 10
4 4
4 Remarks
No Recovery
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 P-3
See Engineering Geologic Map 820.0 Clear/Warm
2R Drilling/GT-16 Track Rig 2/3/25 8
A-24
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
Elevation (ft)
822
821
820
819
818
817
816
815
814
813
812
811
810
809
808
Water Level
Graphic Log
USCS
CL
CL

DESCRIPTION
Alluvium (Qa);
Sandy clay (CL); medium brown, slightly moist to
moist, medium dense, fine to coarse sand, fine to
coarse gravel
Sandy clay (CL); medium brown, slightly moist to
moist, stiff, fine to coarse sand, fine gravel
Total Depth: 6.5 feet
No groundwater encountered.

Boring backfilled with percolation gravel cuttings.

Sample
Designation
R1
Dry Unit
Weight (pcf)
108.0
Moisture
Content (%)

15.2 Fines (%) -
Sample Type
MC
Field Blow
Count
6 6
9 Remarks
Bulk 1: 0-5'
Moisture: 12.8%
Fines: 48.2%
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 P-4
See Engineering Geologic Map 822.5 Clear/Warm
2R Drilling/GT-16 Track Rig 2/3/25 8
A-25
Depth (ft)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
Elevation (ft)
820
819
818
817
816
815
814
813
812
811
810
809
808
807
806
Water Level
Graphic Log
USCS
SC
SP
GC

DESCRIPTION
Alluvium (Qa);
Clayey sand with gravel (SC); dark brown, slightly
moist to moist, loose to medium dense, fine to
coarse sand, fine to coarse gravel
Sand with clay and gravel (SP); medium orangeish
brown, slightly moist, medium dense, fine to
coarse sand, fine to coarse gravel,
Clayey gravel with sand (GC); orangeish brown,
slightly moist to moist, dense, fine to coarse sand,
coarse gravel, slightly oxidized
Total Depth: 6.5 feet
No groundwater encountered.

Boring backfilled with percolation sand and
cuttings.

Sample
Designation
R1
R2
Dry Unit
Weight (pcf)
120.5
108.5
Moisture
Content (%)

12.3 13.1
Fines (%) -
-
Sample Type
MC
MC
Field Blow
Count
4 6
8 13
27 31
Remarks
COTTON, SHIRES AND ASSOCIATES, INC.

LOG OF EXPLORATORY DRILLING
Project: Logged By: Project Number: Boring:

Location: Elevation (ft): Weather:

Drilling Contractor/Rig: Drill Date: Hole Diameter (in):

SHEET 1 OF 1 Figure No.:

Thousand Oaks CAP Master Plan MiP SC6174 P-5
See Engineering Geologic Map 820.0 Clear/Warm
2R Drilling/GT-8 Track Rig 1/31/25 8
A-26

APPENDIX B

SEISMIC REFRACTION SURVEY
City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-1 SC6174
APPENDIX B – SEISMIC REFRACTION SURVEY

1.0 INTRODUCTION
In this appendix, we describe the methods and equipment used, interpreted results, limitations and conclusions and recommendations of our seismic refraction survey of the subject City of Thousand Oaks CAP site located in Thousand Oaks, California. The geophysical exploration was conducted in December 2023 and consisted of the performance of six seismic refraction survey lines.

1.1 Purpose and Scope of Geophysical Investigation
The purpose of our investigation was to: 1) investigate subsurface velocity (compression wave velocities) conditions of the development area using the seismic refraction geophysical method, and to 2) evaluate the depth to earth materials with differing characteristics in the vicinity of the proposed development, particularly to evaluate whether hard bedrock that might pose difficulties to excavation equipment is present in the shallow subsurface. The scope of work included a field seismic refraction survey followed by geophysical analysis of the acquired data, geologic analysis of the subsurface conditions with respect to the proposed development and preparation of this appendix to our report.

1.2 Geologic and Groundwater Setting
The project area is characterized by sloping hillside topography covered by shallow artificial fill and/or colluvial soils (including topsoil/slopewash) and/or alluvium overlying volcanic conglomerate of the Calabasas Formation, which overlies volcanic bedrock of the Conejo Volcanics Formation. The soils are characterized as sandy silt to silty sand and are moist, firm to stiff and non-plastic. The volcanic conglomerate bedrock is a volcaniclastic sedimentary unit that is locally characterized as silty clayey sand and gravel with cobbles and rare boulders that is firmly consolidated and moderately cemented. The underlying Conejo Volcanics bedrock is locally characterized as weathered to relatively fresh basalt.

Groundwater was present at depths of 14 to 17 feet below ground surface (bgs) in the deeper test pits excavated during our subsurface exploration conducted on December 19, 2023.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-2 SC6174

2.0 SEISMIC REFRACTION SURVEY
A total of six (6) individual seismic refraction lines with a combined spread length of 950 feet were recorded on December 11 and 12, 2023 in the locations shown on Figure 1 (Engineerign Geologic Map) of this report. The interpreted results are presented on Figures B-1 (A & B) through B-6 (A & B). For the purposes of this report, a seismic refraction line is defined as twelve geophones spaced at equal intervals of 10 to 25 feet along a straight line and monitored simultaneously while a sledge hammer is repeatedly impacted 10 to 12.5 feet off each end of the twelve-geophone array and at the center of the 300-foot array. The method and equipment used, the interpreted results, limitations and a summary of pertinent conclusions are discussed in the following sections of this report.

2.1 Method and Equipment Used
The seismic refraction survey procedure used consisted of placing twelve (12) geophones in as straight a line as practical (in plan) spaced at 10- to 25-foot intervals along as constant a slope as practical (in profile). A large sledge-hammer was impacted at 10 to 12.5 feet off each end of all lines and at the center of the 300-foot line. The hammer impacts generated seismic compression waves which were refracted through subsurface materials and received by the deployed geophones. The signal from the energy source initiation (timebreak) started the instrument sweep as signals from the geophones were monitored (amplified, filtered and stacked) simultaneously by a digital seismograph with an on-board computer and displayed graphically in analog form on the built-in computer monitor. Digital records stored in the computer were field checked, stored on magnetic disk and returned to our office for printing, data reduction and interpretation.

The seismic refraction lines were plotted on the provided base map for location and elevations. Elevations were also field surveyed using rod and hand level methods. The data reduction and interpretation procedure consisted of the following sequence of tasks:
• computerized picking of first breaks of compression waves (P-waves) from the digital records of the seismic system computer,
• visual adjustment of first break picks by observing the analog record, • plotting of time-distance graphs utilizing raw data,
• plotting of elevation data along the profiles,
City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-3 SC6174
• computer analysis using SeisOpt @2D Version 5.0 computer program by OPTIM Software and Data Solutions (2006),
• correlation of results with known geologic factors, and • final preparation of interpreted subsurface velocity profiles.

The equipment used for the seismic refraction survey consisted of twelve (12) geophones at one time of 10 Hz natural frequency. The geophones were connected to 10-foot to 25-foot take-out spacing cables using Mueller clips. The combination seismograph/oscillograph used was a 24-channel ABEM™ Terraloc Mark 3 Seismic System mounted on a pack frame for portability. The energy source used consisted of a 16-pound sledge-hammer equipped with a seismograph triggering mechanism. The sledge-hammer was repeatedly impacted on a steel plate placed in a cleared area on the ground surface.

Repeated impact signals were stacked for each seismic record.

2.2 Interpreted Results

2.2.1 Seismic Refraction Line L-1 – Seismic refraction line L-1 was conducted from southeast to northwest across the northern vacant lot in the location shown on Figure 1.

Twelve geophones were spaced at 25 feet on centers with a total spread length of 300 feet, including hammer impacts at 12.5 feet off both ends of the line and at the center of the line.

The data and results for L-1 are depicted graphically on the attached Figures B-1A (TimeDistance Graph for L-1) and B-1B (Interpreted Subsurface Velocity Model for L-1), respectively. Results indicate roughly four zones of velocity increasing with depth. The upper zone extends from the ground surface to depths of 0 to 18 feet below ground surface (bgs), the velocity ranges from about 1,000 to 1,500 feet per second (ft/s) and it is interpreted to be representative of artificial fill or surficial soil/slopewash, colluvium and/or highly weathered bedrock that is relatively dry. The underlying zone extends from 0 to 18 feet bgs to 18 to 37 feet bgs, the velocity ranges from 4,000 to 8,000 ft/s and it is probably representative of either saturated soils (up to about 5,000 ft/s), volcanic conglomerate bedrock, or weathered volcanic rock (basalt). The zone below that zone extends from 18 to 37 feet on down to 29 to 48 feet bgs, the velocity ranges from 8,000 to 12,000 ft/s and it is probably representative of little weathered to relatively fresh volcanic (basalt) bedrock. The lowest zone extends from 29 to 48 feet to the depth limit of information obtained at about 66 feet, the velocity ranges from 12,000 to >15,000 ft/s and it is probably representative of fresh, hard volcanic bedrock.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-4 SC6174
Test pit TP-1 was excavated approximately 27 to 40 feet northwest of the southeast end of Line L-1. Surficial soils extended to a depth of 4.5 feet in this test pit where weathered Conejo Volcanics were encountered. The Hyundai 235 excavator met refusal at a depth of about 9 feet. The seismic velocity at a depth of 9 feet was about 5,000 ft/s. Test pit TP-4 was excavated approximately 93 to 95 feet northwest of the southeast end of Line L-1 about 10 to 26 feet southwest of Line L-1. Surficial soils extended to a depth of 6.5 feet bgs in this test pit where weathered Conejo Volcanics were encountered. The Hyundai 235 LRC-9 excavator met refusal at a depth of about 7.5 feet bgs. The seismic velocity at a depth of 7.5 feet bgs in this area was about 4,000 ft/s. Test pit TP-7 was escavated approximately 30 to 33 feet southeast of the northwest end of Line L-1. Surficial soils and alluvium extended to the termation depth of 17.5 feet bgs in this test pit. Groundwater was encountered at a depth of 17 feet bgs. The seismic velocity interpreted at a depth of 17 feet in the vicinity of TP-7 was about 4,000 ft/s.

2.2.2 Seismic Refraction Line L-2 – Seismic refraction line L-2 was conducted perpendicular to and crossing L-1, in the location shown on Figure 1. Twelve geophones were spaced at 10 feet on centers with a total spread length of 130 feet, including hammer impacts at 10 feet off both ends of the line. The data and results for L-2 are depicted graphically on the attached Figures B-2A (Time-Distance Graph for L-2) and B-2B (Interpreted Subsurface Velocity Model for L-2), respectively. Results indicate roughly four zones of velocity increasing with depth. The upper zone extends from the ground surface to depths of 6 to 16 feet below ground surface (bgs), the velocity ranges from about 1,000 to 1,500 feet per second (ft/s) and it is interpreted to be representative of artificial fill or colluvium ( including surficial soil/slopewash) and/or highly weathered bedrock that is relatively dry. The underlying zone extends from 6 to 16 feet bgs to 18 to 25 feet bgs, the velocity ranges from 4,000 to 8,000 ft/s and it is probably representative of either saturated soils (up to about 5,000 ft/s), volcanic conglomerate bedrock or weathered volcanic (basalt) bedrock. The zone below that zone extends from 18 to 25 feet on down to 27 to 31 feet bgs, the velocity ranges from 8,000 to 12,000 ft/s and it is probably representative of little weathered to relatively fresh bedrock. The lowest zone extends from 27 to 31 feet to the depth limit of information obtained at about 37 feet, the velocity ranges from 12,000 to >15,000 ft/s and it is probably representative of fresh, hard volcanic bedrock.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-5 SC6174
Test pit TP-4 was excavated in the vicinity of the southwest end of Line L-2. Surficial soils extended to a depth of 6.5 feet bgs in this test pit where weathered Conejo Volcanics were encountered. The Hyundai 235 LRC-9 excavator met refusal at a depth of about 7.5 feet bgs. The seismic velocity at a depth of 7.5 feet bgs in this area was about 4,000 ft/s.

2.2.3 Seismic Refraction Line L-3 – Seismic refraction line L-3 was conducted just downslope of the parking structure in the location shown on Figure 1. Twelve (12) geophones were spaced at 10 feet on centers with a total spread length of 130 feet, including hammer impacts at 10 feet off both ends of the line. The data and results for L-3 are depicted graphically on the attached Figures B-3A (Time-Distance Graph for L-3) and B-3B (Interpreted Subsurface Velocity Model for L-3), respectively. Results indicate roughly four zones of velocity increasing with depth, although results may have been influenced by a concrete Vditch running roughly parallel to the line (concrete having a compression wave velocity of approximately 4,000 ft/s and steel reinforcement having a compression wave velocity of approximately 18,000 ft/s, impacting the middle 80 to 90 feet of the line). At both ends of the line (probably not impacted by the V-ditch), the upper zone extends from the ground surface to depths of 3 to 8 feet bgs, the velocity ranges from about 1,000 to 1,500 ft/s and it is probably representative of artificial fill as it is consistent with the documented limits of compacted fill placed (per Gorian and Associates, 1992). The underlying zone at the ends of the line extends from 3 to 8 feet bgs to 3 to 20 feet bgs, the velocity ranges from 1,500 to 4,000 ft/s and it is probably representative of either saturated soils (up to about 5,000 ft/s) or weathered volcanic conglomerate bedrock. Near the center of the line, about 25 to 60 feet west of the east end of the line, there appears to be an anomalous high velocity (8,000 ft/s) zone at shallow depth (a few feet bgs). This zone extends down to 18 to 28 feet bgs, the velocity ranges from 8,000 to 12,000 ft/s and it could be representative of little weathered to relatively fresh bedrock. The lowest zone extends from 18 to 28 feet to the depth limit of information obtained at about 35 feet, the velocity ranges from 12,000 to >15,000 ft/s and it is probably representative of fresh, hard volcanic bedrock.

No test pits were excavated in the vicinity of Line L-3 due to the difficult access and dense oak trees there. Subsurface exploration would be necessary about 50 feet west of the east end of this line to determine if the apparent shallow high velocity zone is hard volcanic bedrock or simply interference of the concrete V-ditch that runs parallel to the line.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-6 SC6174

2.2.4 Seismic Refraction Line L-4 – Seismic refraction line L-4 was conducted parallel to Dallas Drive in a planter area between Dallas Drive and the parking lot area and loading dock for the Ahmanson Forum and adjacent buildings in the location shown on Figure 1.

Twelve geophones were spaced at 10 feet on centers with a total spread length of 130 feet, including hammer impacts at 10 feet off both ends of the line. The data and results for L-4 are depicted graphically on the attached Figures B-4A (Time-Distance Graph for L-4) and B4B (Interpreted Subsurface Velocity Model for L-4), respectively. Results indicate roughly two zones of velocity increasing with depth. The upper zone extends from the ground surface to depths of 5 to 13 feet bgs, the velocity ranges from about 1,000 to 1,500 ft/s and it is probably representative of artificial fill or highly weathered bedrock that is relatively dry. This is consistent with the grading plan record drawing indicating that fill on the order of 5 to 9 feet thick was programmed for this area, and the fill is likely deeper based upon removal of unsuitable soils prior to the placement of fill. The lower zone extends from 5 to 13 feet on down to the depth limit of information obtained at about 32 feet, the velocity ranges from 4,000 to 7,000 ft/s and it is probably representative of saturated soils (up to about 5,000 ft/s) or weathered bedrock.

No test pits were excavated in the vicinity of Line L-4.

2.2.5 Seismic Refraction Line L-5 – Seismic refraction line L-5 was conducted parallel to Dallas Drive, but on the other side of Dallas Drive from Line L-4, in the location shown on Figure 1. Twelve geophones were spaced at 10 feet on centers with a total spread length of 130 feet, including hammer impacts at 10 feet off both ends of the line. The data and results for L-5 are depicted graphically on the attached Figures B-5A (Time-Distance Graph for L-5) and B-5B (Interpreted Subsurface Velocity Model for L-5), respectively. Results indicate roughly four zones of velocity increasing with depth. The upper zone extends from the ground surface to depths of 7 to 15 feet bgs, the velocity ranges from about 1,000 to 1,500 ft/s and it is probably representative of artificial fill or colluvium (including surficial soil/slopewash) and/or highly weathered bedrock that is relatively dry. The underlying zone extends from 7 to 15 feet bgs to 18 to 29 feet bgs, the velocity ranges from 4,000 to 8,000 ft/s and it is probably representative of either saturated soils (up to about 5,000 ft/s) or weathered volcanic bedrock. The zone below that zone extends from 18 to 29 feet on down to 27 to 33 feet bgs, the velocity ranges from 8,000 to 12,000 ft/s and it is probably representative of little weathered to relatively fresh bedrock. The lowest zone extends from 27 to 33 feet to the depth limit of information obtained at about 37 feet, the velocity ranges from 12,000 to >15,000 ft/s and it is probably representative of fresh, hard volcanic bedrock.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-7 SC6174
Test pit TP-2 was excavated adjacent to Line L-5, approximately 18 to 31 feet northeast of the southwest end of Line L-5. Surficial soils extended to a depth of 8.2 feet in this test pit where weathered Conejo Volcanics were encountered. The Hyundai 235 excavator met refusal at a depth of about 12.5 feet. The seismic velocity at a depth of 12.5 feet was about 5,000 ft/s. Test pit TP-3 was excavated approximately 15 feet west of the northwest end of Line L-2. Surficial soils extended to the termination depth of 17 feet bgs in this test pit in alluvial soil materials. Groundwater was encountered at a depth of 16 feet bgs. The seismic velocity at a depth of 16 feet bgs was about 4,000 ft/s.

2.2.6 Seismic Refraction Line L-6 – Seismic refraction line L-6 was conducted parallel to and north of Line L-1, in the location shown on Figure 1. Twelve geophones were spaced at 10 feet on centers with a total spread length of 130 feet, including hammer impacts at 10 feet off both ends of the line. The data and results for L-6 are depicted graphically on the attached Figures B-6A (Time-Distance Graph for L-6) and B-6B (Interpreted Subsurface Velocity Model for L-6), respectively. Results indicate roughly four zones of velocity increasing with depth. The upper zone extends from the ground surface to depths of 12 to 14 feet bgs, the velocity ranges from about 1,000 to 1,500 ft/s and it is probably representative of artificial fill or surficial soil/slopewash, colluvium and/or highly weathered bedrock that is relatively dry. The underlying zone extends from 12 to 14 feet bgs to 18 to 20 feet bgs, the velocity ranges from 4,000 to 8,000 ft/s and it is probably representative of either saturated soils (up to about 5,000 ft/s) or weathered volcanic conglomerate bedrock. The zone below that zone extends from 18 to 20 feet on down to 24 to at least 32 feet bgs, the velocity ranges from 8,000 to 12,000 ft/s and it is probably representative of moderately weathered to slightly weathered volcanic bedrock. The lowest zone is only present beneath the southeast end of Line L-6 and extends from 24 to greater than 32 feet to the depth limit of information obtained at about 32 feet, the velocity ranges from 12,000 to >15,000 ft/s and it is probably representative of fresh, hard volcanic bedrock.

Test pit TP-5 was excavated along Line L-6, approximately 16 to 19 feet northwest of the southeast end of Line L-6. Surficial soils and alluvium extended to the termination depth of 14.5 feet bgs in this test pit. Groundwater was encountered at a depth of 14 feet bgs. The seismic velocity at a depth of 14 feet bgs in this area was about 4,500 ft/s.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-8 SC6174

3.0 CONCLUSIONS AND RECOMMENDATIONS
Based on our understanding of the site geology and the results of the geophysical exploration described above, it is our opinion that the site is underlain by resistant volcanic bedrock that becomes more resistant and competent with depth. While this should be favorable for relatively stable cut faces for proposed excavations, the materials at depth (typically below a depth of 11 to 40 feet beneath the ground surface, and possibly shallower near the middle of Line L-3) will likely be very difficult, if not impossible, to excavate using conventional excavation equipment and hard rock excavation techniques may be necessary if excavation below those depths are required.

In general, there are four velocity zones within the upper 32 to 66 feet beneath the ground surface in the vicinity of the seismic refraction lines. The zone closest to the ground surface is characterized by low velocity (1,000 to 1,500 ft/s) materials to a depth bgs of about 0 to 16 feet beneath the ground surface. This upper zone likely corresponds to artificial fill or colluvium (including surficial soil/slopewash) and/or highly weathered bedrock (predominantly volcanic conglomerate) that are relatively dry. The underlying zone consists of medium to high velocity (4,000 to 8,000 ft/s) materials, extending from 0 to 16 feet on down to 3 to 29 feet bgs. This zone likely corresponds to either saturated soils (up to about 5,000 ft/s) or weathered volcanic conglomerate bedrock. The next underlying zone down consists of high velocity (8,000 to 12,000 ft/s) materials that extend from 3 to 29 feet to 18 to 48 feet bgs.

This zone likely corresponds to moderately weathered to little weathered bedrock. The deepest zone encountered consists of very high velocity (12,000 to >15,000 ft/s) materials that extend from 18 to 48 feet to the full depth limit of information obtained (about 32 to 66 feet).

This zone likely corresponds to unweathered/fresh, hard volcanic bedrock materials.

We also reviewed the report by Endacott & Associates, Inc. (Endacott) dated August 10, 1990 entitled “Geophysical Investigation Thousand Oaks Civic Center for Dames & Moore”. Endacott conducted five seismic refraction lines as part of the exploration for the civic center. They interpreted the results of their seismic refraction survey as two subsurface velocity zones for each line, the upper zone ranging from 2,500 to 4,200 ft/s to depths of 0 to 48 feet bgs where a higher velocity zone ranging from 7,250 to 12,650 ft/s was encountered.

Their Line S-1 was located about 140 feet southwest of our Line L-3 and was interpreted to have lower velocity material with a compression wave velocity of 3,810 ft/s to depths of 1 to 13 feet bgs where higher velocity material with a velocity of 10,300 ft/s was encountered. The northwest end of their Line S-3 was located about 90 feet southeast of the southeast end of City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-9 SC6174
our Line L-4 and was interpreted to have lower velocity material with a compression wave velocity of 3,800 ft/s to depths of 6 to 30 feet bgs where higher velocity material with a velocity of 8,500 ft/s was encountered. Their Line S-4 was located about 220 feet east of our Line L-4 and was interpreted to have lower velocity material with a compression wave velocity of 4,200 ft/s to depths of 1 to 13 feet bgs where higher velocity material with a velocity of 12,650 ft/s was encountered. While our higher resolution interpretation of multiple compression wave velocities increasing with depth shows more of a transition in increasing velocities with depth, the interpreted velocities and depths to them are similar. In general, we interpreted somewhat higher compression wave velocities (8,000 to >15,000 ft/s) present at depth than the velocities (7,250 to 12,650 ft/s) interpreted by Endacott.

While our higher resolution interpretation of multiple compression wave velocities increasing with depth shows more of a transition in increasing velocities with depth, the interpreted velocities and depths to them are similar. In general, we interpreted somewhat higher compression wave velocities (8,000 to >15,000 fps) present at depth than the velocities (7,250 to 12,650 fps) interpreted by Endacott.

4.0 BEDROCK RIPPABILITY (EXCAVATION CHARACTERISTICS)
The attached excerpt from the Caterpillar Performance Handbook 49 (2019) illustrates a relationship between various seismic compression velocities and rippability characteristics when using Caterpillar D8 through D11 dozers in combination with corresponding single shank or multi-shank rippers. The bedrock materials at this site are comprised of volcaniclastic sedimentary rock and volcanic (igneous rock). Based on the handbook charts, volcanic bedrock materials are rippable with a D9 up to compression velocities of about 7,600 ft/s, marginally rippable up to about 8,000 ft/s and non-rippable over about 8,600 ft/s.

Velocities exceeding 8,000 ft/s were recorded at this site at depths of generally 18 to 37 feet below the ground surface, and possibly as shallow as 2 feet beneath a portion of Line L-3. The limitations of correlating seismic velocity charts to rippability are discussed on Page 19-85 of the attached excerpt from the Caterpillar Performance Handbook 49 (2019). It should be noted that the Hyundai 235 LRC-9 excavator met with refusal in weathered volcanic bedrock materials with a seismic velocity of about 4,000 to 5,000 ft/s.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-10 SC6174

5.0 SEISMIC REFRACTION SURVEY LIMITATIONS
The subsurface velocity profiles presented in this appendix represent the most reasonable interpretation of geophysical survey data based on our limited knowledge of the existing geologic conditions at the site. The results are presented for evaluation information only and are not intended to serve as information for determining construction procedures.

Interpretations were made in accordance with generally accepted geophysical methods and practices. This warranty is in lieu of all other warranties, expressed or implied.

It should be understood that the computer-generated velocity layers involve a smoothing process such that in areas, higher or lower velocity materials may cross over the computer-generated layer lines. Contouring of velocity layers by hand using the color renderings for each interpretation cell may result in more precise depths to velocity layers than the layers interpreted by the SeisOpt@2D computer program.

The quality of seismic refraction data for this survey was acceptable, but affected by background noise and lateral inhomogeneity. These factors produce noise signals and/or scatter in the recorded data, limiting the accuracy of first break compression wave picks and interpretation. The seismic refraction method used has some inherent limitations such as the possibility for undetectable hidden layers, blind zones, and velocity inversions. Seismic refraction results were correlated with direct subsurface exploration at six sites. It should be understood that additional correlation would be desirable to confirm interpretations. The maximum depth of reliable seismic information obtained during this survey can be assumed to generally be less than one-third of the length of the individual lines (given an increase in velocity with depth), with information at a maximum depth underlying roughly the middle one-third of the lines. These results are not intended to determine construction procedures and the contractor should make their own interpretation of excavation conditions.

Attachments:

Figure B-1A - Time-Distance Graph for L-1
Figure B-1B - Interpreted Subsurface Velocity Model for L-1 Figure B-2A - Time-Distance Graph for L-2
Figure B-2B - Interpreted Subsurface Velocity Model for L-2 Figure B-3A - Time-Distance Graph for L-3
City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page B-11 SC6174
Figure B-3B - Interpreted Subsurface Velocity Model for L-3 Figure B-4A - Time-Distance Graph for L-4
Figure B-4B - Interpreted Subsurface Velocity Model for L-4 Figure B-5A - Time-Distance Graph for L-5
Figure B-5B - Interpreted Subsurface Velocity Model for L-5 Figure B-6A - Time-Distance Graph for L-6
Figure B-6B - Interpreted Subsurface Velocity Model for L-6 Excerpt from Caterpillar Performance Handbook 49


















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0 100 200 300
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Caterpillar
Performance
Handbook
49 






2 CATERPILLAR PERFORMANCE HANDBOOK
a publication by Caterpillar, Peoria, Illinois, U.S.A.
2019
Performance information in this booklet is intended for estimating purposes only. Because of the many variables peculiar to individual jobs (including material characteristics, operator efficiency, underfoot conditions, altitude, etc.), neither Caterpillar nor its dealers warrant that the machines described will perform as estimated.

NOTE: Always refer to the appropriate Operation and
Maintenance Manual for specific product information.

Materials and specifications are subject to change without notice. © 1979-2019 Caterpillar SEBD0351-49
CAT, CATERPILLAR, LET’S DO THE WORK, their respective logos, “Caterpillar Yellow,” the “Power Edge” and Cat “Modern Hex” trade dress as well as corporate and product identity used herein, are trademarks of Caterpillar and may not be used without permission. 










  




19-85
Rippers
19 Solution:

1. Total Cycle Time = 3.41 + 0.25 = 3.66 min
Cycles/hour = 60 min/hr = 16.4

3.66 min/cycle

2. Production per cycle = 300 × 3 × 2 =

66.7 BCY/cycle 27

3. Production = 66.7 BCY/cycle × 16.4 cycles/hr
= 1094 BCY/hour

4. Remember results of this method are usually 10 to
20% high.

Actual Production = 80% × 1094
= 875 BCY/hr
or 90% × 1094 = 984 BCY/hr

5. Owning and Operating Costs
A D10T2 (ripping only) could have a $115.00/hr
O & O costs including $30/hr operator

6. Loosening Costs
$115.00/hr ÷ 875 BCY/hr = $0.131/BCY
$115.00/hr ÷ 984 BCY/hr = $0.117/BCY
The loosening cost should range from 11.7¢ to

13.1¢/BCY
● ● ●

USE OF SEISMIC VELOCITY CHARTS
The charts of ripper performance estimated by seismic wave velocities have been developed from field tests conducted in a variety of materials. Con sidering the
extreme variations among materials and even among
rocks of a specific classification, the charts must be recognized as being at best only one indicator of rippability.

Accordingly, consider the following precautions when
evaluating the feasibility of ripping a given formation:
— Tooth penetration is often the key to ripping success, regardless of seismic velocity. This is particu larly true in homogeneous materials such as mudstones and claystones and the fine-grained
caliches. It is also true in tightly cemented formations such as conglomerates, some glacial tills and caliches containing rock fragments.
— Low seismic velocities of sedimentaries can indicate probable rippability. However, if the fractures and bedding joints do not allow tooth penetration, the material may not be ripped effectively. — Pre-blasting or “popping” may induce sufficient
fracturing to permit tooth entry, particularly in
the caliches, conglomerates and some other rocks;
but the economics should be checked carefully
when considering popping in the higher grades of
sandstones, limestones and granites.

Ripping is still more art than science, and much will
depend on operator skill and experience. Ripping for
scraper loading may call for different techniques than
if the same material is to be dozed away. Cross-ripping requires a change in approach. The number of shanks
used, length and depth of shank, tooth angle, direction, throttle position — all must be adjusted according to field conditions. Ripping success may well depend
on the operator finding the proper combination for
those conditions.

Estimating Ripping Production
Using Seismic Charts


 !

 






  






19-86
Rippers Ripper Performance
● D8R/D8T
D8R/D8T
● Multi- or Single Shank No. 8 Ripper
● Estimated by Seismic Wave Velocities
156 2 3 4 7 8 9 10 11 12 13 14 15
0 1 2 34

TOPSOIL
CLAY

GLACIAL TILL

IGNEOUS ROCKS

GRANITE
BASALT

TRAP ROCK

SEDIMENTARY ROCKS
SHALE

SANDSTONE

SILTSTONE

CLAYSTONE

CONGLOMERATE

BRECCIA

CALICHE

LIMESTONE

METAMORPHIC ROCKS
SCHIST
SLATE
MINERALS and ORES
COAL

IRON ORE
Seismic Velocity
Meters Per Second × 1000
Feet Per Second × 1000

RIPPABLE MARGINAL NON-RIPPABLE


 !

 






  






19-87
Rippers
19 Ripper Performance
● D9R/D9T
D9R/D9T
● Multi- or Single Shank No. 9 Ripper
● Estimated by Seismic Wave Velocities
156 2 3 4 7 8 9 10 11 12 13 14 15
0 1 2 34

TOPSOIL
CLAY

GLACIAL TILL

IGNEOUS ROCKS

GRANITE
BASALT

TRAP ROCK

SEDIMENTARY ROCKS
SHALE

SANDSTONE

SILTSTONE

CLAYSTONE

CONGLOMERATE

BRECCIA

CALICHE

LIMESTONE

METAMORPHIC ROCKS
SCHIST
SLATE
MINERALS and ORES
COAL

IRON ORE

RIPPABLE MARGINAL NON-RIPPABLE
Seismic Velocity
Meters Per Second × 1000
Feet Per Second × 1000


 !

 





  






19-88
Rippers Ripper Performance
● D10T2
D10T2
● Multi- or Single Shank No. 10 Ripper
● Estimated by Seismic Wave Velocities
156 2 3 4 7 8 9 10 11 12 13 14 15
0 1 2 34

TOPSOIL
CLAY

GLACIAL TILL

IGNEOUS ROCKS

GRANITE
BASALT

TRAP ROCK

SEDIMENTARY ROCKS
SHALE

SANDSTONE

SILTSTONE

CLAYSTONE

CONGLOMERATE

BRECCIA

CALICHE

LIMESTONE

METAMORPHIC ROCKS
SCHIST
SLATE
MINERALS and ORES
COAL

IRON ORE
Seismic Velocity
Meters Per Second × 1000
Feet Per Second × 1000

RIPPABLE MARGINAL NON-RIPPABLE


 !

 





  






19-89
Rippers
19 Ripper Performance
● D11
D11
● Multi- or Single Shank No. 11 Ripper
● Estimated by Seismic Wave Velocities
156 2 3 4 7 8 9 10 11 12 13 14 15
0 1 2 34

GLACIAL TILL

IGNEOUS ROCKS

GRANITE
BASALT

TRAP ROCK

SEDIMENTARY
SHALE

SANDSTONE

SILTSTONE

CLAYSTONE

CONGLOMERATE

BRECCIA

CALICHE

LIMESTONE

METAMORPHIC
SCHIST
SLATE
MINERALS and ORES
COAL

IRON ORE
Seismic Velocity
Meters Per Second × 1000
Feet Per Second × 1000

RIPPABLE MARGINAL NON-RIPPABLE
Updated May/2019


 !

 





  






19-90
Rippers Ripper Performance
● D11 CD
D11 CD
● Single Shank No. 11 Ripper
● Estimated by Seismic Wave Velocities
156 2 3 4 7 8 9 10 11 12 13 14 15
0 1 2 34

GLACIAL TILL

IGNEOUS ROCKS

GRANITE
BASALT

TRAP ROCK

SEDIMENTARY
SHALE

SANDSTONE

SILTSTONE

CLAYSTONE

CONGLOMERATE

BRECCIA

CALICHE

LIMESTONE

METAMORPHIC
SCHIST
SLATE
MINERALS and ORES
COAL

IRON ORE
Seismic Velocity
Meters Per Second × 1000
Feet Per Second × 1000

RIPPABLE MARGINAL NON-RIPPABLE
Updated May/2019


 !

 





  







APPENDIX C

LABORATORY TESTING
City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page C-1 SC6174

APPENDIX C - LABORATORY TESTING

INTRODUCTION
The laboratory analysis performed for the site consisted of limited testing of the principal soil types sampled during the field investigation to evaluate index properties of subsurface materials. Laboratory tests were performed on selected driven ring or bulk soil samples to estimate engineering characteristics of the various earth materials encountered.

Testing was performed in general accordance with ASTM Standards for Soil Testing, latest revision. Soil descriptions and the field and laboratory test results were used to assign parameters to the various materials at the site. Testing procedures are presented below, and results of the laboratory testing program are presented in this appendix, and the test pit and boring logs included in Appendix A.

Laboratory Moisture and Dry Unit Weight Determinations
Moisture content and dry unit weight determinations were performed on select driven ring samples collected to evaluate the natural water content and dry unit weights of the various soils encountered in accordance with ASTM D7263. In addition, moisture contents were determined on select collected bulk samples in accordance with ASTM D2216. The results are presented in Table C-1 – Summary of Laboratory Test Results, and the respective boring logs in Appendix A.

Grain Size Distribution
Grain size distributions were determined for twenty-three selected soil samples in accordance with standard test method ASTM D422. In addition, five tests were performed to determine the amount of material in soils finer than the No. 200 Sieve in accordance with ASTM test method D1140. The results are presented in Table C-1 and in Figures C-1a through C-1s – Gradation Curves or Grain Size Distribution Curve.

Atterberg Limits Tests
Atterberg limits were determined for sixteen selected soil samples. The liquid and plastic limits were determined in accordance with standard test method ASTM D4318. The results are presented in Table C-1 and in Figure C-2 – Plasticity Chart.

City of Thousand Oaks – Civic Arts Plaza Master Plan May 29, 2025 Page C-2 SC6174
Direct Shear Tests
Multistage direct shear tests were performed on thirteen representative driven ring samples to evaluate the shear strength of earth materials. Tests were performed in accordance with standard test method ASTM D3080. The results are presented in Table C-1 and in Figures C-3a and C-3m – Direct Shear.

Consolidation Test
Eight one-dimensional consolidation tests were performed to determine how relatively undisturbed samples performed under increased loading over time. The tests were performed in accordance with ASTMD 2435, and test results are presented on Figures C-4a through C-4h – Consolidation.

Maximum Unit Weight/Optimum Moisture Content Tests
Maximum unit weight and optimum moisture content tests were performed on three selected samples of the near surface onsite materials to assess their compaction characteristics.

The tests were performed in accordance with ASTM D1557, and the results are presented in Table C-1 and in Figures C-4a through C-4c – Modified Proctor.

Soil Chemistry Tests/Corrosion Tests
Soil corrosion suites were performed on four select bulk and ring samples to evaluate resistivity (ASTM G187), pH (ASTM D4972), sulfate (ASTM C1580), and chloride (WK93649).

Results of the testing and an analysis of the corrosivity to reinforcement steel and concrete materials are summarized in the main report. Test results are also presented in Table C-1.

Expansion Index Tests
Expansion Index tests were performed on five near surface bulk samples to evaluate the expansion potential of the site materials. Tests were performed in accordance with ASTM D4829, and the results are presented in Table C-1.

R-Value Tests
R-value tests were performed on two selected soil samples of subgrade earth material.

The tests were performed in accordance with standard test method ASTM D2844 and test results are presented on Table C-1.

SC6174 TABLE C-1

SUMMARY OF LABORATORY TEST RESULTS
Boring Depth USCS
Moisture
Content
In-Situ
Moist Unit
Weight
In-Situ Dry
Unit
Weight
Passing
#200 Sieve
Expansion
Index 'R' Value
No. (feet) Symbol (%) (pcf) (pcf) (%) (%) (%) EI I(deg) c (psf) 'R' Unit Weight (pcf)
Moisture
(%)
Resistivity
(ohm)
pH Chorides
(%)
Sulfates
(%)
TP-1 1-3 SC 8.1 -- -- 46.6 29 17 -- -- -- -- -- -- -- -- -- --TP-3 0-1 SC 6.0 -- -- 33.7 32 19 -- -- -- -- -- -- -- -- -- --TP-3 6-7 SC 12.8 -- -- 52.7 37 24 -- -- -- -- -- -- -- -- -- --TP-3 8.5-9.5 SC 18.9 -- -- -- -- -- 79 -- -- -- -- -- -- -- -- --TP-3 12-13 SM 17.4 -- -- 46.4 26 22 13 -- -- -- -- -- -- -- -- --TP-4 6.5-7.5 Tcv 9.3 -- -- 24.4 34 27 11 -- -- -- -- -- -- -- -- -- BH-1 3.5 CL 9.3 101.4 92.8 -- -- -- -- -- -- -- -- -- -- -- -- --BH-1 6.0 CL 11.8 119.7 107.1 -- -- -- -- 28 438 -- -- -- -- -- -- --BH-1 8.5 CL 16.1 121.8 104.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-1 11.0 CL 16.6 126.5 108.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-1 13.5 SC 16.7 123.9 106.2 38.8 34 20 -- -- -- -- -- -- -- -- -- --BH-1 16.0 CL 25.5 123.7 98.6 -- -- -- -- -- -- -- -- -- -- -- -- --BH-1 22.5 Tcv 17.2 135.0 115.2 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 0-5 SC 9.7 -- -- 43.4 -- -- 35 -- -- -- -- -- 1,400 7.19 0.0115 0.0040BH-2 3.5 SM 15.9 100.9 87.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 6.0 SC 17.1 105.4 90.0 -- -- -- -- 29 114 -- -- -- -- -- -- --BH-2 8.5 SC 27.5 117.8 92.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 11.0 SC 29.6 113.4 87.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 13.5 SC 26.9 122.7 96.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 18.0 Tcv 15.6 133.1 115.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 20.0 Tcv 14.1 107.3 94.0 -- -- -- -- -- -- -- -- -- -- -- -- --BH-2 25.5 Tcv 34.3 118.2 88.0 -- -- -- -- -- -- -- -- -- -- -- -- --BH-3 3.5 SC 14.0 116.9 102.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-3 6.0 CL 20.8 114.9 95.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-3 8.5 CL 25.0 119.3 95.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-3 11.0 CL 24.1 124.8 100.6 66.8 -- -- -- -- -- -- -- -- -- -- -- --BH-3 13.5 CL 27.6 119.2 93.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-3 16.0 GP-GC 20.8 125.4 103.8 16.7 -- -- -- -- -- -- -- -- -- -- -- --BH-3 21.0 ML 26.6 127.1 100.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-3 26.0 Tcv 25.7 124.9 99.4 -- -- -- -- -- -- -- -- -- -- -- -- -- Peak Shear
Strength
Atterberg Limits
LL PL
Maximum Unit Weight /
Optimum Moisture Content Corrosion Potential
Civic Arts Plaza Master Plan
City of Thousand Oaks, California
SC6174 TABLE C-1

SUMMARY OF LABORATORY TEST RESULTS
Boring Depth USCS
Moisture
Content
In-Situ
Moist Unit
Weight
In-Situ Dry
Unit
Weight
Passing
#200 Sieve
Expansion
Index 'R' Value
No. (feet) Symbol (%) (pcf) (pcf) (%) (%) (%) EI I(deg) c (psf) 'R' Unit Weight (pcf)
Moisture
(%)
Resistivity
(ohm)
pH Chorides
(%)
Sulfates
(%)
Peak Shear
Strength
Atterberg Limits
LL PL
Maximum Unit Weight /
Optimum Moisture Content Corrosion Potential
BH-3 28.0 Tcv 16.7 133.9 114.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-4 0-5 SC 8.5 -- -- -- -- -- -- -- -- -- -- -- -- -- -- --BH-4 3.5 SC 10.0 111.2 101.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-4 6.0 SC 7.3 110.3 102.8 39.2 -- -- -- -- -- -- -- -- -- -- -- --BH-4 8.5 SC 11.1 107.7 96.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-4 11.0 Tcv 10.3 116.1 105.3 -- -- -- -- -- -- -- -- -- -- -- -- --BH-4 13.0 Tcv 12.7 110.1 97.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-5 3.5 CL 16.8 106.3 91.0 50.4 31 19 -- -- -- -- -- -- -- -- -- --BH-5 6.0 CL 18.2 108.9 92.1 -- -- -- -- 32 96 -- -- -- -- -- -- --BH-5 8.5 CL 20.5 111.5 92.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-5 11.0 CL 24.0 112.6 90.8 -- -- -- -- -- -- -- -- -- -- -- -- --BH-5 13.5 SP 27.5 125.5 98.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-5 16.0 CL 24.6 126.1 101.2 -- -- -- -- -- -- -- -- -- -- -- -- --BH-5 21.0 GP-GC 9.5 123.5 112.8 -- -- -- -- -- -- -- -- -- -- -- -- --BH-5 25.25 Tcv 15.0 133.6 116.2 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 0-5 SC 14.2 -- -- 38.2 39 20 -- -- -- -- 119.2 11.3 775 7.85 0.0160 0.0290BH-6 3.5 SC 17.3 110.4 94.1 -- -- -- -- 29 90 -- -- -- -- -- -- --BH-6 6.0 SC 17.3 112.8 96.2 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 8.5 CL 23.0 123.7 100.6 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 11.0 CL 21.4 124.2 102.3 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 13.5 CL 23.3 123.8 100.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 16.0 SC 26.4 122.1 96.6 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 21.0 GP-GC 26.6 114.8 90.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-6 26.0 GP-GC 17.8 130.6 110.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-7 0-5 SC 18.4 -- -- 40.9 -- -- -- -- -- -- -- -- -- -- -- --BH-7 3.5 SC 18.7 118.3 99.7 -- -- -- -- 28 222 -- -- -- -- -- -- --BH-7 6.0 CL 20.5 117.5 97.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-7 8.5 SC 18.9 127.3 107.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-7 11.0 SC 21.5 121.1 99.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-7 13.5 SP-SC 12.3 122.4 109.0 -- -- -- -- -- -- -- -- -- -- -- -- -- Civic Arts Plaza Master Plan
City of Thousand Oaks, California
SC6174 TABLE C-1

SUMMARY OF LABORATORY TEST RESULTS
Boring Depth USCS
Moisture
Content
In-Situ
Moist Unit
Weight
In-Situ Dry
Unit
Weight
Passing
#200 Sieve
Expansion
Index 'R' Value
No. (feet) Symbol (%) (pcf) (pcf) (%) (%) (%) EI I(deg) c (psf) 'R' Unit Weight (pcf)
Moisture
(%)
Resistivity
(ohm)
pH Chorides
(%)
Sulfates
(%)
Peak Shear
Strength
Atterberg Limits
LL PL
Maximum Unit Weight /
Optimum Moisture Content Corrosion Potential
BH-7 16.0 SP-SC 21.8 126.4 103.8 13.3 -- -- -- -- -- -- -- -- -- -- -- --BH-7 21.0 GC 21.0 132.3 109.3 -- -- -- -- -- -- -- -- -- -- -- -- --BH-7 26.0 GP-GC 20.2 139.1 115.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-8 0-5 CL 14.7 -- -- -- -- -- 40 -- -- -- 118.0 12.4 -- -- -- --BH-8 3.5 CL 14.3 132.7 116.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-8 6.0 CL 16.5 132.3 113.6 42.5 38 19 -- -- -- -- -- -- -- -- -- --BH-8 8.5 SC 12.7 133.8 118.7 -- -- -- -- 30 522 -- -- -- -- -- -- --BH-8 11.0 SC 19.0 130.2 109.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-8 13.5 SC 19.9 127.2 106.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-8 16.0 SC 13.9 127.3 111.8 -- -- -- -- 36 546 -- -- -- -- -- -- --BH-9 3.5 CL 15.9 117.6 101.5 -- 37 20 -- 32 180 -- -- -- -- -- -- --BH-9 8.5 GC 10.1 123.8 112.4 18.3 -- -- -- -- -- -- -- -- -- -- -- --BH-9 11.0 SP 24.5 124.0 99.6 -- -- -- -- -- -- -- -- -- -- -- -- --BH-9 13.5 CL 11.2 124.7 112.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-9 16.0 SC 25.8 124.5 99.0 -- -- -- -- -- -- -- -- -- -- -- -- --BH-9 21.0 SP-SM 19.8 136.3 113.8 -- -- -- -- -- -- -- -- -- -- -- -- --BH-9 25.0 SP-SM 9.1 133.1 122.0 -- -- -- -- -- -- -- -- -- -- -- -- --BH-9 30.5 SP-SM 14.5 128.7 112.4 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-10 3.5 CL 19.0 118.9 99.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-10 6.0 CL 17.3 128.9 109.9 -- -- -- -- 33 324 -- -- -- -- -- -- -- BH-10 11.0 CL 20.5 127.1 105.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-10 13.5 CL 18.3 120.4 101.8 46.4 -- -- -- -- -- -- -- -- -- -- -- --BH-10 16.0 CL 21.5 125.6 103.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-10 21.0 SC 21.4 127.1 104.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-10 26.0 GP-GC 31.3 117.5 89.5 -- -- -- -- -- -- -- -- -- -- -- -- --BH-10 35.0 GP-GC 23.1 129.1 104.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-11 0-5 SC 19.4 -- -- 47.8 41 19 -- -- -- -- 118.1 12.9 1,100 7.91 0.0095 0.0110BH-11 3.5 SC 19.1 129.3 108.6 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-11 6.0 SC 13.2 129.4 114.3 -- -- -- -- 25 792 -- -- -- -- -- -- -- BH-11 8.5 SC 13.7 129.6 114.0 -- -- -- -- -- -- -- -- -- -- -- -- -- Civic Arts Plaza Master Plan
City of Thousand Oaks, California
SC6174 TABLE C-1

SUMMARY OF LABORATORY TEST RESULTS
Boring Depth USCS
Moisture
Content
In-Situ
Moist Unit
Weight
In-Situ Dry
Unit
Weight
Passing
#200 Sieve
Expansion
Index 'R' Value
No. (feet) Symbol (%) (pcf) (pcf) (%) (%) (%) EI I(deg) c (psf) 'R' Unit Weight (pcf)
Moisture
(%)
Resistivity
(ohm)
pH Chorides
(%)
Sulfates
(%)
Peak Shear
Strength
Atterberg Limits
LL PL
Maximum Unit Weight /
Optimum Moisture Content Corrosion Potential
BH-11 13.5 SC 12.0 115.4 103.0 -- -- -- -- -- -- -- -- -- -- -- -- --BH-11 16.0 SC 10.7 116.9 105.6 15.6 31 21 -- -- -- -- -- -- -- -- -- --BH-11 18.5 SP-SC 17.6 120.4 102.4 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-11 21.0 CL 22.3 112.9 92.3 -- -- -- -- -- -- -- -- -- -- -- -- --BH-11 26.0 CL 33.6 115.4 86.4 56.8 -- -- -- -- -- -- -- -- -- -- -- --BH-12 0-5 SC 17.7 -- -- 37.9 38 20 -- -- -- 25 -- -- 1,300 7.98 0.0120 0.0030BH-12 3.5 SC 15.8 118.8 102.6 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-12 8.5 SP-SC 23.6 125.5 101.5 -- -- -- -- 33 186 -- -- -- -- -- -- --BH-12 11.0 SP 20.0 131.9 109.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-12 16.0 SP 17.3 136.9 116.7 -- -- -- -- -- -- -- -- -- -- -- -- --BH-12 20.0 Tcv 13.5 144.1 127.0 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-13 0-5 CL 18.4 -- -- -- -- -- -- -- -- -- -- -- -- -- -- --BH-13 3.5 CL 17.6 124.4 105.8 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-13 6.0 SP-SC 14.4 119.0 104.0 -- -- -- -- 42 414 -- -- -- -- -- -- --BH-13 11.0 SC 43.9 121.2 84.2 46.2 44 24 -- -- -- -- -- -- -- -- -- --BH-13 13.5 SC 25.8 126.6 100.6 -- -- -- -- -- -- -- -- -- -- -- -- --BH-13 16.0 CL 15.5 126.1 109.2 -- -- -- -- -- -- -- -- -- -- -- -- --BH-13 20.0 SC 14.9 138.3 120.4 -- -- -- -- -- -- -- -- -- -- -- -- --BH-14 0-5 SM 10.1 -- -- 30.1 -- -- -- -- -- -- -- -- -- -- -- --BH-14 3.5 CL 8.2 99.8 92.2 -- -- -- -- 34 36 -- -- -- -- -- -- --BH-14 6.0 SM 12.4 104.4 92.9 -- -- -- -- -- -- -- -- -- -- -- -- --BH-14 8.5 ML 26.7 110.0 86.8 -- -- -- -- -- -- -- -- -- -- -- -- --BH-14 11.0 SP-SC 17.4 116.9 99.6 9.2 -- -- -- -- -- -- -- -- -- -- -- -- BH-14 16.0 SC 26.8 123.1 97.1 -- -- -- -- -- -- -- -- -- -- -- -- --BH-14 20.5 Tcv 11.6 141.0 126.3 -- -- -- -- -- -- -- -- -- -- -- -- -- BH-14 25.5 Tcv 14.7 140.0 122.1 -- -- -- -- -- -- -- -- -- -- -- -- -- P-1 0-5 SC 13.5 -- -- 30.1 42 20 -- -- -- 24 -- -- -- -- -- --P-1 3.5 SC 25.0 118.6 94.9 -- -- -- -- -- -- -- -- -- -- -- -- --P-1 6.0 SC 15.6 111.8 96.7 -- -- -- -- -- -- -- -- -- -- -- -- --P-1 8.5 SP 22.7 108.5 88.4 -- -- -- -- -- -- -- -- -- -- -- -- -- Civic Arts Plaza Master Plan
City of Thousand Oaks, California
SC6174 TABLE C-1

SUMMARY OF LABORATORY TEST RESULTS
Boring Depth USCS
Moisture
Content
In-Situ
Moist Unit
Weight
In-Situ Dry
Unit
Weight
Passing
#200 Sieve
Expansion
Index 'R' Value
No. (feet) Symbol (%) (pcf) (pcf) (%) (%) (%) EI I(deg) c (psf) 'R' Unit Weight (pcf)
Moisture
(%)
Resistivity
(ohm)
pH Chorides
(%)
Sulfates
(%)
Peak Shear
Strength
Atterberg Limits
LL PL
Maximum Unit Weight /
Optimum Moisture Content Corrosion Potential
P-1 11.0 SC 23.3 119.0 96.5 -- -- -- -- -- -- -- -- -- -- -- -- --P-2 0-5 CL 13.4 -- -- 38.9 -- -- -- -- -- -- -- -- -- -- -- --P-2 3.5 CL 18.1 130.5 110.5 -- -- -- -- -- -- -- -- -- -- -- -- --P-2 6.0 CL 17.1 131.7 112.5 -- -- -- -- -- -- -- -- -- -- -- -- --P-2 8.5 CL 15.2 111.3 96.6 -- -- -- -- -- -- -- -- -- -- -- -- --P-2 11.0 CL 18.1 117.2 99.2 -- -- -- -- -- -- -- -- -- -- -- -- --P-3 3.5 SC 17.6 127.8 108.7 37.2 -- -- -- -- -- -- -- -- -- -- -- --P-3 7.5 CL 23.5 -- -- -- -- -- -- -- -- -- -- -- -- -- -- --P-4 0-5 CL 12.8 -- -- 48.2 39 18 -- -- -- -- -- -- -- -- -- --P-4 6.0 CL 15.2 124.4 108.0 -- -- -- -- -- -- -- -- -- -- -- -- --P-5 3.5 SC 12.3 135.3 120.5 -- -- -- -- -- -- -- -- -- -- -- -- --P-5 6.5 GC 13.1 122.7 108.5 -- -- -- -- -- -- -- -- -- -- -- -- -- Civic Arts Plaza Master Plan
City of Thousand Oaks, California
Figure C-1a Civic Arts Plaza Master Plan
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1b
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1c
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1d
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1e
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1f
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1g
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1h
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1i
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1j
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1k
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1l
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1m
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1n
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1o
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1p
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1q
City of Thousand Oaks, California

GRAIN SIZE

DISTRIBUTION CURVE
EGLAB, INC.

Civic Arts Plaza Master Plan Figure C-1r
City of Thousand Oaks, California
SYMBOL BORING NO. SAMPLE NO. DEPTH
(FT)
SAMPLE
TYPE
SOIL
TYPE
LIQUID
LIMIT
P-4 Bulk 1 0-5.0 Bulk SC 39
Gravel: 8.6%
Sand: 43.2%
Fine: 48.2%
Client Job No.:

EGLAB Project No.:

GRAIN SIZE

DISTRIBUTION CURVE
03/21/25 (ASTM D422) FIGURE
25-022-002
EGLAB, INC. SC6174

PLASTICITY
INDEX
21 Project Name:

Thousand Oaks CAP Master Plan
Client Name: Cotton, Shires and Associates, Inc.
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01

PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
U.S STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

GRAVEL SAND COARSE FINE COARSE MEDIUM FINE SILT OR CLAY 3" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200
Civic Arts Plaza Master Plan Figure C-1s
City of Thousand Oaks, California
Boring Depth (ft) LL PL PI Boring Depth (ft) LL PL PI
TP-1 1-3 29 17 12
TP-3 0-1 32 19 13
TP-3 6-7 37 24 13
TP-3 12-13 23 22 1
TP-4 6.5-7.5 34 27 7
BH-1 13.5 34 20 14
BH-5 3.5 31 19 12
BH-6 0-5 39 20 19
BH-8 6 38 19 19
BH-9 3.5 37 20 17
BH-11 0-5 41 19 22
BH-11 16 31 21 10
BH-12 0-5 38 20 18
BH-13 11 44 24 20
P-1 0-5 42 20 22
P-4 0-5 39 18 21
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index, PI
Liquid Limit, LL
Plasticity Chart
TP-1 @ 1-3'
TP-3 @ 0-1'
TP-3 @ 6-7'
TP-3 @ 12-13'
TP-4 @ 6.5-7.5
BH-1 @ 13.5'
BH-5 @ 3.5'
BH-6 @ 0-5'
BH-8 @ 6'
BH-9 @ 3.5'
BH-11 @ 0-5'
BH-11 @ 16'
BH-12 @ 0-5'
BH-13 @ 11'
P-1 @ 0-5'
P-4 @ 0-5'
MH or CH
CH or OH
CL-ML
ML or CL
CL or OL
Civic Arts Plaza Master Plan Figure C-2
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Normal
Stress
(psf)
BH-1 R2 6.0 CL
Initial
Moisture (%)
Final Moisture
(%)

19.4 11.8 20.9

11.8 11.8

21.4 438 28
Friction
Angle Boring No. Sample No. Symbol Sample
Type Depth (ft) Soil Type
Cohesion
(PSF)
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
432 28 Ring
03/25 (ASTM D3080)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3a
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Normal
Stress
(psf)
BH-2 R2 6.0 CL
Initial
Moisture (%)
Final Moisture
(%)

29.8 17.1 31.6

17.1 17.1

30.1 114 29
Friction
Angle Boring No. Sample No. Symbol Sample
Type Depth (ft) Soil Type
Cohesion
(PSF)
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
114 29 Ring
03/25 (ASTM D3080)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
-500
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3b
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
84 32 Ring
03/25 (ASTM D3080)
96 32
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

26.1 18.2 28.1

18.2 18.2

26.8 Normal
Stress
(psf)
BH-5 R2 6.0 CL
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3c
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Normal
Stress
(psf)
BH-6 R1 3.5 SC/CL
Initial
Moisture (%)
Final Moisture
(%)

25.6 17.3 26.6

17.3 17.3

25.9 90 29
Friction
Angle Boring No. Sample No. Symbol Sample
Type Depth (ft) Soil Type
Cohesion
(PSF)
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
90 29 Ring
03/25 (ASTM D3080)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3d
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Normal
Stress
(psf)
BH-7 R1 3.5 CL
Initial
Moisture (%)
Final Moisture
(%)

25.1 18.7 26.4

18.7 18.7

24.6 222 28
Friction
Angle Boring No. Sample No. Symbol Sample
Type Depth (ft) Soil Type
Cohesion
(PSF)
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
192 28 Ring
03/25 (ASTM D3080)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3e
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
138 34 Ring
03/25 (ASTM D3080)
522 30
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

20.9 12.7 21.3

12.7 12.7

20.3 Normal
Stress
(psf)
BH-8 R3 8.5 CL
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3f
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
438 32 Ring
03/25 (ASTM D3080)
546 36
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

25.6 13.9 27.4

13.9 13.9

24.8 Normal
Stress
(psf)
BH-8 R6 16.0 SC
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3g
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
150 32 Ring
03/25 (ASTM D3080)
180 32
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

22.4 15.9 24.6

15.9 15.9

22.8 Normal
Stress
(psf)
BH-9 R1 3.5 CL
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3h
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Normal
Stress
(psf)
BH-10 R2 6.0 CL
Initial
Moisture (%)
Final Moisture
(%)

20.4 17.3 22.9

17.3 17.3

21.9 324 33
Friction
Angle Boring No. Sample No. Symbol Sample
Type Depth (ft) Soil Type
Cohesion
(PSF)
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
288 33 Ring
03/25 (ASTM D3080)
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3i
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
762 25 Ring
03/25 (ASTM D3080)
792 25
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

20.5 13.2 21.4

13.2 13.2

21.8 Normal
Stress
(psf)
BH-11 R2 6.0 CL
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3j
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
102 30 Ring
03/25 (ASTM D3080)
186 33
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

23.9 23.6 26.2

23.6 23.6

26.1 Normal
Stress
(psf)
BH-12 R3 8.5 SM
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3k
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Normal
Stress
(psf)
BH-13 R2 6.0 SC
Initial
Moisture (%)
Final Moisture
(%)

20.5 14.4 21.5

14.4 14.4

21.3 414 42
Friction
Angle Boring No. Sample No. Symbol Sample
Type Depth (ft) Soil Type
Cohesion
(PSF)
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
0 44 Ring
03/25 (ASTM D3080)
0 1000
2000
3000
4000
5000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.02
0 0.02

0.04 0.06

0.08 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 1000
2000
3000
4000
5000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3l
City of Thousand Oaks, California
Project Name:

Project No.: SC6174
1000 EGLAB Project No.: 25-022-002
2000
4000
Thousand Oaks CAP Master Plan
Client: Cotton, Shires & Assoc., Inc.

EGLAB, INC.

Figure

DIRECT SHEAR
6 34 Ring
03/25 (ASTM D3080)
36 34
Friction
Angle Boring No. Sample No. Symbol Sample Type Depth (ft) Soil Type Cohesion
(PSF)

26.9 8.2 28.0

8.2 8.2

27.2 Normal
Stress
(psf)
BH-14 R1 3.5 SM
Initial
Moisture (%)
Final Moisture
(%)
0 500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000 3500 4000
Shear Stress (PSF)
Normal Pressure (PSF)
Peak
Residual
-0.04
-0.02
0 0.02

0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Vertical Deformationo
o(INCH)
Horizontal Deformation (INCH)
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
Shear Stress (PSF) o
Horizontal Deformation (INCH)
Civic Arts Plaza Master Plan Figure C-3m
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-1 R4 11.0 CL 16.6 108.9 0.547
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4a
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-3 R1 3.5 CL 14.0 103.3 0.631
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4b
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-5 R4 11.0 SC 24.0 92.5 0.821
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4c
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-7 R2 6.0 CL 20.5 98.5 0.710
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4d
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-9 R4 11.0 CL 24.5 99.8 0.689
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4e
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-10 R4 11.0 CL 20.5 106.2 0.587
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4f
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-11 R5 13.5 SC 12.0 103.4 0.629
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4g
City of Thousand Oaks, California
Project Name:

Client: Cotton, Shires & Assocites, Inc.

Project No.: SC6174
EGLAB Project No.: 25-022-002
03/25 Figure
Thousand Oaks CAP Master Plan
EGLAB, INC.

CONSOLIDATION
(ASTM D2435)
Init. Dry
Density (PCF)
Init. Void
Ratio
BH-14 R2 6.0 SC-SM 12.4 94.6 0.781
Symbol Boring No. Sample
No.

Depth
(Ft.) Soil Type Init. Moisture Content (%)
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 0.1 1 10 100
DEFORMATION (%)

COMPRESSIVE STRESS (KSF)

SATURATED
Civic Arts Plaza Master Plan Figure C-4h
City of Thousand Oaks, California
Boring No: BH-6
Sample: Bulk 1
(ASTM D1557) Date :

Client Name:
25-022-002
Job No.:

Maximum Dry Density = 119.2
Thousand Oaks CAP Master Plan
Figure
Cotton, Shires & Associates, Inc.

Modified Proctor
EGLAB, INC.
pcf
Optimum Moisture Content = 11.3 %
Method "A"
Mar-25
SC6174
Project Name:

Description : Clayey sand (SC), dark brown,
little gravel
Depth : 0-5.0 feet
EGLAB Project No.:
80 90
100
110
120
130
140
0 5 10 15 20 25 30 35
Dry Density, pcf
Moisture Content %
Gs=2.95
Gs=2.85
Gs=2.75
Gs=2.65
Civic Arts Plaza Master Plan Figure C-5a
City of Thousand Oaks, California
Boring No: BH-8
Sample: Bulk 1
Date :

Modified Proctor Job No.: SC6174
EGLAB Project No.: 25-022-002
(ASTM D1557) Mar-25 Figure
Optimum Moisture Content = 12.4 % Description : Clayey sand (SC), dark brown, little gravel
EGLAB, INC. Project Name: Thousand Oaks CAP Master Plan Client Name: Cotton, Shires & Associates, Inc.

Method "A"
Maximum Dry Density = 118.0 pcf Depth : 0-5.0 feet
80 90
100
110
120
130
140
0 5 10 15 20 25 30 35
Dry Density, pcf
Moisture Content %
Gs=2.95
Gs=2.85
Gs=2.75
Gs=2.65
Civic Arts Plaza Master Plan Figure C-5b
City of Thousand Oaks, California
Boring No: BH-11
Sample: Bulk 1
Date :

Modified Proctor Job No.: SC6174
EGLAB Project No.: 25-022-002
(ASTM D1557) Mar-25 Figure
Optimum Moisture Content = 12.9 % Description : Clayey sand (SC), dark brown, little gravel
EGLAB, INC. Project Name: Thousand Oaks CAP Master Plan Client Name: Cotton, Shires & Associates, Inc.

Method "A"
Maximum Dry Density = 118.1 pcf Depth : 0-5.0 feet
80 90
100
110
120
130
140
0 5 10 15 20 25 30 35
Dry Density, pcf
Moisture Content %
Gs=2.95
Gs=2.85
Gs=2.75
Gs=2.65
Civic Arts Plaza Master Plan Figure C-5c
City of Thousand Oaks, California

APPENDIX D

SEISMIC DESIGN PARAMETERS
ASCE Hazards Report
Address:

No Address at This Location
Standard: ASCE/SEI 7-22 Latitude: 34.175467
Risk Category: IV Longitude: -118.849036
Soil Class: CD Elevation: 827.2497687160862 ft
(NAVD 88)
https://ascehazardtool.org/ Page 1 of 4 Thu Mar 06 2025 PGA M : 0.69
SMS : 1.88
SM1 : 1.04
SDS : 1.26
SD1 : 0.7
TL :8
SS : 1.67
S1 : 0.52
VS30 : 365
Seismic Design Category: D
Multi-Period Design Spectrum Multi-Period Design Spectrum S (g) vs T(s) a
Multi-Period MCE Spectrum R
S (g) vs T(s) a
Two-Period Design Spectrum Two-Period Design Spectrum
S (g) vs T(s) a
Two-Period MCE Spectrum R
S (g) vs T(s) a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.

MCE Vertical Response Spectrum R
Vertical ground motion data has not yet been made
available by USGS.

Seismic
Site Soil Class: CD
Results:
https://ascehazardtool.org/ Page 2 of 4 Thu Mar 06 2025
Input
U.S. Geological Survey - Earthquake Hazards Program
Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical.

Please also see the new USGS Earthquake Hazard Toolbox for access to the most recent NSHMs for the conterminous U.S. and Hawaii.

Plea
Edition
Dynamic: Conterminous U.S. 2014 (…
Latitude
Decimal degrees

34.175467
Longitude
Decimal degrees, negative values for western longitudes -118.849036
Site Class
360 m/s (C/D boundary)
Spectral Period
Peak Ground Acceleration
Time Horizon
Return period in years
2475

Hazard Curve
View Raw Data
Hazard Curves
Time Horizon 2475 years
Peak Ground Acceleration

0.10 Second Spectral Acceleration

0.20 Second Spectral Acceleration

0.30 Second Spectral Acceleration

0.50 Second Spectral Acceleration

0.75 Second Spectral Acceleration

1.00 Second Spectral Acceleration

2.00 Second Spectral Acceleration

3.00 Second Spectral Acceleration

4.00 Second Spectral Acceleration

5.00 Second Spectral Acceleration
1e-2 1e-1 1e+0
Ground Motion (g)
1e-13
1e-12
1e-11
1e-10
1e-9
1e-8
1e-7
1e-6
1e-5
1e-4
1e-3
1e-2
1e-1
1e+0
Annual Frequency of Exceedence
Uniform Hazard Response Spectrum

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Spectral Period (s)

0.0 0.5

1.0 1.5

2.0 2.5
Ground Motion (g)
Spectral Period (s): PGA
Ground Motion (g): 0.7262
Component Curves for Peak Ground Acceleration
Time Horizon 2475 years
System
Grid
Interface
1e-2 1e-1 1e+0
Ground Motion (g)
1e-12
1e-11
1e-10
1e-9
1e-8
1e-7
1e-6
1e-5
1e-4
1e-3
1e-2
1e-1
1e+0
Annual Frequency of Exceedence

Deaggregation
Component
Total

= (-
.. -2.5)

= [-2.5 .. -2)

= [-2 .. -1.5)

= [-1.5 .. -1)

= [-1 .. -0.5)

= [-0.5 .. 0)

= [0 .. 0.5)

= [0.5 .. 1)

= [1 .. 1.5)

= [1.5 .. 2)

= [2 .. 2.5)

= [2.5 .. +
)
5 15
25 35
Closest Distance, rRup (km)
45 55
65 75
85 95
9 8.5
8 7.5
Magnitude (Mw)
7 6.5
6 5.5
5 4.5
5 % Contribution to Hazard
10 15
5 15
25 35
45 55
Closest Distance, rRup (km)
65 75
85 95
9 8.5
8 7.5
7 6.5 Magnitude (Mw)
6 5.5
5 4.5
Return period: 2475 yrs
Exceedance rate: 0.0004040404 yr
¹
PGA ground motion: 0.72615791 g
Return period: 2949.0044 yrs
Exceedance rate: 0.00033909749 yr
¹
Binned: 100 %
Residual: 0 %
Trace: 0.04 %
m: 6.71
r: 13.83 km


: 1.58

m: 7.52
r: 22.28 km


: 1.68

Contribution: 7.43 %


m: 7.08
r: 10.53 km


: 1.25

Contribution: 4.33 %
r: min = 0.0, max = 1000.0,  = 20.0 km
m: min = 4.4, max = 9.4,  = 0.2

: min = -3.0, max = 3.0,  = 0.5


0: [-
.. -2.5)

1: [-2.5 .. -2.0)

2: [-2.0 .. -1.5)

3: [-1.5 .. -1.0)

4: [-1.0 .. -0.5)

5: [-0.5 .. 0.0)

6: [0.0 .. 0.5)

7: [0.5 .. 1.0)

8: [1.0 .. 1.5)

9: [1.5 .. 2.0)

10: [2.0 .. 2.5)

11: [2.5 .. +
]
Source Set
Source Type r m
0 lon lat az %
UC33brAvg_FM32 System 27.62
Simi-Santa Rosa [3] 10.09 7.07 1.30 118.880°W 34.260°N 343.11 7.49 Oak Ridge (Onshore) [3] 21.11 7.53 1.60 118.919°W 34.364°N 343.03 6.27 Malibu Coast alt 2 [4] 14.59 7.54 1.11 118.872°W 34.045°N 188.13 3.45 Anacapa-Dume alt 2 [3] 16.90 7.37 1.43 118.788°W 33.975°N 165.82 2.48 UC33brAvg_FM31 System 26.86
Simi-Santa Rosa [3] 10.09 7.10 1.28 118.880°W 34.260°N 343.11 8.05 Oak Ridge (Onshore) [3] 21.11 7.61 1.53 118.919°W 34.364°N 343.03 6.65 Malibu Coast alt 1 [8] 14.66 7.15 1.53 118.872°W 34.042°N 188.04 2.57 Anacapa-Dume alt 1 [0] 17.16 7.44 1.25 118.794°W 33.977°N 167.08 1.97 UC33brAvg_FM31 (opt) Grid 22.81
PointSourceFinite: -118.849, 34.225 7.03 5.87 1.41 118.849°W 34.225°N 0.00 6.68 PointSourceFinite: -118.849, 34.225 7.03 5.87 1.41 118.849°W 34.225°N 0.00 6.68 PointSourceFinite: -118.849, 34.261 9.67 5.95 1.76 118.849°W 34.261°N 0.00 2.38 PointSourceFinite: -118.849, 34.261 9.67 5.95 1.76 118.849°W 34.261°N 0.00 2.38 UC33brAvg_FM32 (opt) Grid 22.70
PointSourceFinite: -118.849, 34.225 7.03 5.87 1.41 118.849°W 34.225°N 0.00 6.67 PointSourceFinite: -118.849, 34.225 7.03 5.87 1.41 118.849°W 34.225°N 0.00 6.67 PointSourceFinite: -118.849, 34.261 9.62 5.97 1.74 118.849°W 34.261°N 0.00 2.35 PointSourceFinite: -118.849, 34.261 9.62 5.97 1.74 118.849°W 34.261°N 0.00 2.35

APPENDIX C

HYDROLOGY CALCULATIONS
Santa Clara River
Cuyama River
Sespe Creek
Ventura River
Calleguas Creek
Arroyo Simi
Arroyo Las Posas
Canton Canyon
Ventura County
Ventura County
Ventura County
Kern County
Los Angeles County
Santa Barbara County
Sespe Creek
Calleguas Creek
Upper Piru Creek
Ventura River
Headwaters Cuyama River
r
Malibu Creek
Lower Piru Creek
Lower Santa Clara River
Upper Santa
Clara River
Grapevine Creek
Middle Santa
Clara River
Tecuya Creek Frontal Kern Lake Bed
Big Sycamore Canyon-Frontal
Santa Monica Bay
McGrath Lake-Frontal
Pacific Ocean
Headwaters Cuyama
River
Los Sauces Creek-Frontal
Pacific Ocean
Los Sauces Creek-Frontal
Pacific Ocean
Los Padres NF Angeles NF
Hydrologic Areas
Ventura County, CA
Figure
B-1
P:\GIS\Ventura_County_Manual\Projects\B-1_Ventura_County_Watersheds_MS4_Urban_Areas_042910.mxd, WHL, September 1, 2010 Oakland Office -XQH
10 0 10 5 Miles
³
£¤101
§¨¦5
UV118
£¤101
UV1
UV33
UV23
Legend
River
Lake
National Forest
10-Digit Hydrologic Unit Boundary
Existing Urban Area
Camarillo
Fillmore
Moorpark
Oxnard
Santa Paula
Simi Valley
Thousand Oaks
Port Hueneme
Ventura
Ojai
Urban County
Adjacent County
Non-Urban County

PROJECT

LOCATION
Santa Clara River
Cuyama River
Sespe Creek
Ventura River
Calleguas Creek
Arroyo Simi
Arroyo Las Posas
Canton Canyon
Ventura County
Ventura County
Ventura County
Kern County
Los Angeles County
Santa Barbara County
Los Padres NF Angeles NF
Environmentally Sensitive Areas
Ventura County, CA
Figure
B-2
B-2_Ventura_County_ESA_042910.mxd, WHL, September 1, 2010 Oakland Office -XQH
10 0 10 5 Miles
³
£¤101
§¨¦5
UV118
£¤101
UV1
UV33
UV23
Legend
Lake
National Forest
Existing Urban Area
Camarillo
Fillmore
Moorpark
Oxnard
Santa Paula
Simi Valley
Thousand Oaks
Port Hueneme
Ventura
Ojai
Urban County
Adjacent County
303(d) Listed Waterbody
Environmentally Sensitive Habitat Areas
Non-Urban County
BIOL Designated Waterbody

PROJECT

LOCATION
Downtown Thousand
Oaks Project Site
Ventura
Port Hueneme
Ojai
Simi Valley
Oxnard Thousand Oaks
Camarillo
Moorpark
Santa Paula
Fillmore

1.4 1.3

1.7 1.8

1.5 1.6
2 1.2

1.9 1.4

1.5 1.4

1.3 1.5

1.6 1.3

1.6 1.2
Ventura County 85th Percentile Rain Depths
Ventura County, CA
Figure
B-3
P:\GIS\Ventura_County_Manual\Projects\B-3_Ventura_County_85th_Isopluvials_092010.mxd, WHL, September 20, 2010 Oakland Office -XQH
10 0 10 5 Miles
³
101 £¤
118 UV
101 £¤
1UV
23 UV
Legend
85th Percentile IsopluvialExisting Urban Area
85th Percentile Rainfall DepthInches
< 0.90.91 - 11.01 - 1.11.11 - 1.21.21 - 1.31.31 - 1.41.41 - 1.51.51 - 1.61.61 - 1.71.71<Adjacent County 126 UV
PROJECT LOCATION85TH PERCENTILE: 1.2"
Southern Ventura County Soil Classification
Ventura County, CA
Figure
B-15
P:\GIS\Ventura_County_Manual\Projects\B-14_Ventura_Soils_092310.mxd, WHL, September 23, 2010 Oakland Office -XQH
10 0 10 5 Miles
³
Legend
Urban Area BoundaryNational ForestVentura CountyAdjacent County Ventura County Soil Number
1234567
Los Padres NF

PROJECTLOCATION
Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Modified Rational Model Results Report Job: 1 Project: TO - Downtown CP Project Description------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ VCRat version: 2.64.0.37 VCRain version: 201801 DOS EXE version: PC 2.64-201605 VCRain Curve Set: VCWPD 2016 Revised Curve Set Curve A: REV3: Revolon Slough - Calleguas Creek Curve B: None Curve C: None Curve D: None Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 2 Model Results
|---------- SUBAREA DATA AND RESULTS --------|-- ACCUMULATED DATA --|------------ ROUTING AFTER ACCUMULATION ---------------------------------| | NODE SOIL RAIN TC % AREA FLOW | AREA FLOW TIME | CHANNEL LENGTH SLOPE SIZE H:V N VALUES VEL DEPTH | | ID TYPE ZONE (MIN) IMP (AC) (CFS) | (AC) (CFS) (MIN)| TYPE (FT) (FT/FT) (FT) (Z) CHNL SIDES (FT/S) (FT) ||--------------------------------------------|----------------------|-------------------------------------------------------------------------| 1A --- --- -- -- --- --- 0 0 ---- ------- ---- ------- --- ---- ----- ----- -- -- 2A : 10 yr 2A 010 A10 11 67 18 37 18 37 1154 ------- ---- ------- --- ---- ----- ----- -- -- ******************************************************************************************** * INCOMING HYDROGRAPH PEAK (cfs): 37.46 VOLUME (acre-ft): 5.67 * * NO HYDROGRAPH ADJUSTMENT * * NO HYDROGRAPH FATTENING * ******************************************************************************************** 2A --- --- -- -- --- --- 18 37 1154 ------- ---- ------- --- ---- ----- ----- -- -- 3A --- --- -- -- --- --- 18 37 1154 ------- ---- ------- --- ---- ----- ----- -- -- 4A : 100 yr 4A 010 A100 9 67 18 41 36 79 1154 ------- ---- ------- --- ---- ----- ----- -- -- ******************************************************************************************** * INCOMING HYDROGRAPH PEAK (cfs): 78.90 VOLUME (acre-ft): 11.35 * * NO HYDROGRAPH ADJUSTMENT * * RUNOFF FACTOR(in): 5.11 TOTAL RAIN(in): 6.39 SCS Curve: 89 * * FATTENED HYDROGRAPH PEAK (cfs): 78.90 VOLUME (acre-ft): 15.33 * ******************************************************************************************** 4A --- --- -- -- --- --- 36 79 ---- ------- ---- ------- --- ---- ----- ----- -- -- 5A --- --- -- -- --- --- 36 79 1154 ------- ---- ------- --- ---- ----- ----- -- -- 6AF: Control/Diversion: Above 37cfs to channel A ********************************************************************************************************** * Combined Peak: 78.90 cfs @ 1154 min Q in A: 37.00 cfs Q in F: 41.90 cfs * * Peak in A: 37.00 cfs @ 1154 min Q in F: 41.90 cfs Combined Q: 78.90 cfs * * Peak in F: 41.90 cfs @ 1146 min Q in A: 1.02 cfs Combined Q: 42.92 cfs *********************************************************************************************************** 6AF --- --- -- -- --- --- 36 37 1154 ------- ---- ------- --- ---- ----- ----- -- -- 7A --- --- -- -- --- --- 36 37 1154 ------- ---- ------- --- ---- ----- ----- -- -- ******************************************************************************************** * INCOMING HYDROGRAPH PEAK (cfs): 37.00 VOLUME (acre-ft): 0.49 * * NO HYDROGRAPH ADJUSTMENT * * NO HYDROGRAPH FATTENING * * RESERVOIR INFLOW: PEAK (cfs): 37.00 @ 1154 VOLUME (acre-ft): 0.49 * * MAXIMUM ELEVATION: STAGE (ft): 2.43 @ 1163 VOLUME (acre-ft): 0.48 * * EMERGENCY SPILLWAY: ELEV (ft): 5.00 VOLUME (acre-ft): 1.17 * * DIFFERENCE: IN STAGE (ft): -2.57 IN VOLUME (acre-ft): 0.69 * * NO SPILL EXPECTED. PERCNT OF VOLUME REMAINING TO SPILLWAY: 59.1% * * TOP OF DAM: ELEV (ft): 6.00 VOLUME (acre-ft): 1.50 * * DIFFERENCE IN STAGE (ft): -3.57 IN VOLUME (acre-ft): 1.02 * * NO OVERTOP EXPECTED. PERCNT OF VOLUME REMAINING TO TOP OF DAM: 68.0% * * RESERVOIR OUTFLOW: PEAK (cfs): 0.82 @ 1163 VOLUME (acre-ft): 0.32 * ******************************************************************************************** 7A --- --- -- -- --- --- 36 1 1163 ------- ---- ------- --- ---- ----- ----- -- -- 8A --- --- -- -- --- --- 36 1 1163 ------- ---- ------- --- ---- ----- ----- -- -- Issue/Warning Messages TYPE ERR NO PROCEDURE LOCATION MESSAGE --------------------------------------------------------------------------------------------------------------------------------------------- Caution Err1004 SUBAREA 2A Using a different frequency than the project may lead to unexpected results.

Caution Err1030 SUBAREA 6A Diversion using 'Above Base in Main' option. User should verify if the operation is working as intended.---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ******************************************************************************************** * INCOMING HYDROGRAPH PEAK (cfs): 37.46 VOLUME (acre-ft): 5.67 * * NO HYDROGRAPH ADJUSTMENT * * NO HYDROGRAPH FATTENING * ******************************************************************************************** TIME PRE-ADJ POST-ADJ TIME PRE-ADJ POST-ADJ (min) (cfs) (cfs) (min) (cfs) (cfs) ------------------------------------------------------------------- 0 0.00 0.00 100 1.33 1.33 200 1.33 1.33 300 1.33 1.33 400 1.33 1.33 500 1.33 1.33 600 1.53 1.53 700 2.15 2.15 800 2.15 2.15 900 2.80 2.80 1000 4.08 4.08 1050 5.60 5.60 1100 7.55 7.55 1110 10.71 10.71 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 3 Hydrograph Printouts TIME PRE-ADJ POST-ADJ TIME PRE-ADJ POST-ADJ (min) (cfs) (cfs) (min) (cfs) (cfs) ------------------------------------------------------------------- 1120 13.06 13.06 1130 13.34 13.34 1131 13.42 13.42 1132 13.50 13.50 1133 13.49 13.49 1134 13.56 13.56 1135 13.63 13.63 1136 13.71 13.71 1137 13.78 13.78 1138 13.77 13.77 1139 13.85 13.85 1140 13.92 13.92
1141 14.16 14.16 1142 14.32 14.32 1143 14.56 14.56 1144 14.81 14.81 1145 15.62 15.62 1146 16.52 16.52 1147 17.34 17.34 1148 18.15 18.15 1149 22.03 22.03 1150 25.84 25.84 1151 29.58 29.58 1152 33.23 33.23 1153 36.81 36.81 1154 37.46 37.46 1155 37.46 37.46 1156 36.65 36.65 1157 35.75 35.75 1158 34.86 34.86 1159 33.96 33.96 1160 30.06 30.06 1161 26.17 26.17 1162 22.36 22.36 1163 18.47 18.47 1164 14.65 14.65 1165 13.18 13.18 1166 12.45 12.45 1167 11.88 11.88 1168 11.31 11.31 1169 10.74 10.74 1170 10.25 10.25 1171 9.77 9.77 1172 9.28 9.28 1173 8.79 8.79 1174 8.31 8.31 1175 7.82 7.82 1176 7.74 7.74 1177 7.58 7.58 1178 7.42 7.42 1179 7.25 7.25 1180 7.09 7.09 1181 6.93 6.93 1182 6.77 6.77 1183 6.61 6.61 1184 6.36 6.36 1185 6.20 6.20 1186 6.04 6.04 1187 5.88 5.88 1188 5.88 5.88 1189 5.71 5.71 1190 5.55 5.55 1191 5.39 5.39 1192 5.23 5.23 1193 5.06 5.06 1194 4.90 4.90 1195 4.74 4.74 1196 4.58 4.58 1197 4.41 4.41 1198 4.25 4.25 1199 4.09 4.09 1200 4.09 4.09 1201 4.09 4.09 1202 4.09 4.09 1203 4.09 4.09 1204 4.09 4.09 1205 4.09 4.09 1206 4.09 4.09 1207 4.09 4.09 1208 4.09 4.09 1209 4.09 4.09 1210 4.09 4.09 1211 4.09 4.09 1212 4.09 4.09 1213 4.09 4.09 1214 4.09 4.09 1215 4.09 4.09 1216 4.09 4.09 1217 4.09 4.09 1218 4.09 4.09
1219 4.09 4.09 1220 4.09 4.09 1221 4.09 4.09 1222 4.09 4.09 1223 4.09 4.09 1224 4.09 4.09 1225 3.92 3.92 1226 3.68 3.68 1227 3.44 3.44 1228 3.31 3.31 1229 3.12 3.12 1230 2.94 2.94 1231 2.81 2.81 1232 2.62 2.62 1233 2.50 2.50 1234 2.31 2.31 1235 2.19 2.19 1236 2.12 2.12 1237 2.12 2.12 1238 2.12 2.12 1239 2.12 2.12 1240 2.12 2.12 1241 2.19 2.19 1242 2.19 2.19 1243 2.19 2.19 1244 2.12 2.12 1245 2.12 2.12 1246 2.12 2.12 1247 2.12 2.12 1248 2.19 2.19 1249 2.19 2.19 1250 2.19 2.19 1251 2.19 2.19 1252 2.12 2.12 1253 2.12 2.12 1254 2.12 2.12 1255 2.12 2.12 1256 2.19 2.19 1257 2.19 2.19 1258 2.19 2.19 1259 2.12 2.12 1260 2.12 2.12 1261 2.12 2.12 1262 2.12 2.12 1263 2.12 2.12 1264 2.19 2.19 1265 2.19 2.19 1266 2.19 2.19 1267 2.12 2.12 1268 2.12 2.12 1269 2.12 2.12 1270 2.12 2.12 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 4 Hydrograph Printouts TIME PRE-ADJ POST-ADJ TIME PRE-ADJ POST-ADJ (min) (cfs) (cfs) (min) (cfs) (cfs) ------------------------------------------------------------------- 1271 2.19 2.19 1272 2.19 2.19 1273 2.19 2.19 1274 2.19 2.19
1275 2.12 2.12 1276 2.12 2.12 1277 2.12 2.12 1278 2.12 2.12 1279 2.19 2.19 1280 2.19 2.19 1281 2.19 2.19 1282 2.12 2.12 1283 2.12 2.12 1284 2.12 2.12 1285 2.12 2.12 1286 2.12 2.12 1287 2.19 2.19 1288 2.19 2.19 1289 2.19 2.19 1290 2.12 2.12 1291 2.12 2.12 1292 2.12 2.12 1293 2.12 2.12 1294 2.19 2.19 1295 2.19 2.19 1296 2.19 2.19 1297 2.12 2.12 1298 2.00 2.00 1299 1.94 1.94 1300 1.87 1.87 1310 1.31 1.31 1320 1.31 1.31 1330 1.37 1.37 1340 1.31 1.31 1350 1.31 1.31 1360 1.37 1.37 1370 1.31 1.31 1380 1.37 1.37 1390 1.31 1.31 1400 1.31 1.31 1420 1.34 1.34 1440 1.34 1.34 1460 0.00 0.00 1500 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------- HYDROGRAPH FATTENED AT 4F-------------------------------------------------------------------------------------------------------------------------------------------------- ******************************************************************************************** * INCOMING HYDROGRAPH PEAK (cfs): 78.90 VOLUME (acre-ft): 11.35 * * NO HYDROGRAPH ADJUSTMENT * * RUNOFF FACTOR(in): 5.11 TOTAL RAIN(in): 6.39 SCS Curve: 89 * * FATTENED HYDROGRAPH PEAK (cfs): 78.90 VOLUME (acre-ft): 15.33 * ******************************************************************************************** TIME PRE-ADJ PRE-FAT FATTENED TIME PRE-ADJ PRE-FAT FATTENED (min) (cfs) (cfs) (cfs) (min) (cfs) (cfs) (cfs) --------------------------------------------------------------------------- 0 0.00 0.00 0.00 100 2.67 2.67 2.74
200 2.67 2.67 2.85 300 2.67 2.67 2.89 400 2.67 2.67 2.95 500 2.65 2.65 3.01 600 3.07 3.07 3.54 700 4.30 4.30 4.95 800 4.30 4.30 5.27 900 5.60 5.60 7.15 1000 8.16 8.16 11.04 1050 11.20 11.20 15.43 1100 15.09 15.09 21.93 1110 21.73 21.73 28.69 1120 26.32 26.32 33.63 1130 26.69 26.69 35.08 1131 26.86 26.86 35.34 1132 27.03 27.03 35.61 1133 27.01 27.01 35.72 1134 27.17 27.17 35.99 1135 27.33 27.33 36.26 1136 27.49 27.49 36.53 1137 27.66 27.66 36.81 1138 27.64 27.64 36.94 1139 27.80 27.80 37.22 1140 27.88 27.88 37.43 1141 28.31 28.31 37.93 1142 28.77 28.77 38.46 1143 29.32 29.32 39.06 1144 29.76 29.76 39.57 1145 31.57 31.57 41.18 1146 33.57 33.57 42.92 1147 35.47 35.47 44.58 1148 37.27 37.27 46.15 1149 45.81 45.81 52.99 1150 54.08 54.08 59.56 1151 62.18 62.18 65.94 1152 70.21 70.21 72.20 1153 78.15 78.15 78.32 1154 78.90 78.90 78.90 1155 78.00 78.00 78.21 1156 76.20 76.20 76.82 1157 74.32 74.32 75.35 1158 68.66 68.66 70.93 1159 63.00 63.00 66.46 1160 54.43 54.43 59.68 1161 45.79 45.79 52.77 1162 37.31 37.31 45.94 1163 32.23 32.23 41.76 1164 28.10 28.10 38.32 1165 25.94 25.94 36.43 1166 24.52 24.52 35.12 1167 23.35 23.35 34.02 1168 22.19 22.19 32.92 1169 20.92 20.92 31.73 1170 19.84 19.84 30.69 1171 18.76 18.76 29.64 1172 17.68 17.68 28.60 1173 16.60 16.60 27.55 1174 16.11 16.11 26.99 1175 15.63 15.63 26.43 1176 15.45 15.45 26.13 1177 15.09 15.09 25.68 1178 14.82 14.82 25.31 1179 14.46 14.46 24.86 1180 14.01 14.01 24.33 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 5 Hydrograph Printouts

TIME PRE-ADJ PRE-FAT FATTENED TIME PRE-ADJ PRE-FAT FATTENED (min) (cfs) (cfs) (cfs) (min) (cfs) (cfs) (cfs) --------------------------------------------------------------------------- 1181 13.65 13.65 23.89 1182 13.29 13.29 23.44 1183 12.92 12.92 23.00 1184 12.38 12.38 22.41 1185 12.12 12.12 22.05 1186 11.96 11.96 21.78 1187 11.70 11.70 21.43 1188 11.70 11.70 21.30 1189 11.44 11.44 20.95 1190 11.07 11.07 20.52 1191 10.61 10.61 20.00 1192 10.25 10.25 19.57 1193 9.99 9.99 19.23 1194 9.63 9.63 18.80 1195 9.17 9.17 18.28 1196 8.91 8.91 17.94 1197 8.55 8.55 17.52 1198 8.28 8.28 17.18 1199 8.12 8.12 16.93 1200 8.22 8.22 16.91 1201 8.22 8.22 16.80 1202 8.12 8.12 16.61 1203 8.12 8.12 16.51 1204 8.22 8.22 16.50 1205 8.22 8.22 16.41 1206 8.12 8.12 16.22 1207 8.22 8.22 16.22 1208 8.22 8.22 16.13 1209 8.12 8.12 15.95 1210 8.12 8.12 15.86 1211 8.22 8.22 15.86 1212 8.22 8.22 15.78 1213 8.12 8.12 15.60 1214 8.12 8.12 15.52 1215 8.22 8.22 15.53 1216 8.22 8.22 15.45 1217 8.12 8.12 15.28 1218 8.22 8.22 15.29 1219 8.22 8.22 15.22 1220 8.12 8.12 15.05 1221 8.12 8.12 14.98 1222 8.22 8.22 15.00 1223 8.22 8.22 14.93 1224 8.12 8.12 14.77 1225 7.76 7.76 14.37 1226 7.32 7.32 13.90 1227 6.80 6.80 13.36 1228 6.44 6.44 12.97 1229 6.10 6.10 12.60 1230 5.69 5.69 12.15 1231 5.33 5.33 11.76 1232 4.92 4.92 11.32 1233 4.71 4.71 11.07 1234 4.45 4.45 10.77 1235 4.33 4.33 10.59 1236 4.26 4.26 10.47 1237 4.26 4.26 10.41 1238 4.26 4.26 10.35 1239 4.26 4.26 10.29 1240 4.26 4.26 10.24 1241 4.40 4.40 10.31 1242 4.33 4.33 10.18 1243 4.33 4.33 10.13 1244 4.26 4.26 10.01 1245 4.26 4.26 9.96 1246 4.26 4.26 9.91 1247 4.26 4.26 9.86 1248 4.40 4.40 9.93 1249 4.40 4.40 9.88 1250 4.33 4.33 9.76
1251 4.33 4.33 9.71 1252 4.26 4.26 9.61 1253 4.26 4.26 9.56 1254 4.26 4.26 9.51 1255 4.26 4.26 9.47 1256 4.40 4.40 9.55 1257 4.33 4.33 9.43 1258 4.33 4.33 9.39 1259 4.26 4.26 9.29 1260 4.26 4.26 9.24 1261 4.26 4.26 9.20 1262 4.26 4.26 9.16 1263 4.26 4.26 9.12 1264 4.40 4.40 9.21 1265 4.33 4.33 9.10 1266 4.33 4.33 9.06 1267 4.26 4.26 8.96 1268 4.26 4.26 8.92 1269 4.26 4.26 8.88 1270 4.26 4.26 8.84 1271 4.40 4.40 8.94 1272 4.40 4.40 8.90 1273 4.33 4.33 8.79 1274 4.33 4.33 8.75 1275 4.26 4.26 8.66 1276 4.26 4.26 8.63 1277 4.26 4.26 8.59 1278 4.26 4.26 8.56 1279 4.40 4.40 8.65 1280 4.33 4.33 8.55 1281 4.33 4.33 8.52 1282 4.26 4.26 8.42 1283 4.26 4.26 8.39 1284 4.26 4.26 8.36 1285 4.26 4.26 8.33 1286 4.26 4.26 8.30 1287 4.40 4.40 8.40 1288 4.33 4.33 8.30 1289 4.33 4.33 8.27 1290 4.26 4.26 8.18 1291 4.26 4.26 8.15 1292 4.26 4.26 8.12 1293 4.26 4.26 8.09 1294 4.40 4.40 8.19 1295 4.40 4.40 8.17 1296 4.33 4.33 8.07 1297 4.19 4.19 7.91 1298 3.99 3.99 7.69 1299 3.85 3.85 7.53 1300 3.71 3.71 7.37 1310 2.62 2.62 6.08 1320 2.61 2.61 5.85 1330 2.74 2.74 5.77 1340 2.62 2.62 5.47 1350 2.61 2.61 5.30 1360 2.74 2.74 5.27 1370 2.62 2.62 5.01 1380 2.74 2.74 5.01 1390 2.62 2.62 4.77 1400 2.61 2.61 4.66 1420 2.68 2.68 4.54 1440 2.68 2.68 4.37 1460 0.00 0.00 1.61 1500 0.00 0.00 1.37 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CP
Page: 6 Hydrograph Printouts----------------------------------------------------------------------------------------------------- HYDROGRAPH PRINTOUT AT: 6A----------------------------------------------------------------------------------------------------- TOTAL AREA TO HYDROGRAPH: 36 acres HYDROGRAPH PEAK: 37 cfs TIME OF PEAK: 1154 minutes HYDROGRAPH VOLUME: 0.49 acre-ft TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ---------------------------------------------------------------------------------- 0 0.00 100 0.00 200 0.00 300 0.00 400 0.00 500 0.00 600 0.00 700 0.00 800 0.00 900 0.00 1000 0.00 1050 0.00 1100 0.00 1110 0.00 1120 0.00 1130 0.00 1131 0.00 1132 0.00 1133 0.00 1134 0.00 1135 0.00 1136 0.00 1137 0.00 1138 0.00 1139 0.00 1140 0.00 1141 0.00 1142 0.00 1143 0.00 1144 0.00 1145 0.00 1146 1.02 1147 2.69 1148 4.26 1149 11.09 1150 17.66 1151 24.04 1152 30.30 1153 36.43 1154 37.00 1155 36.32 1156 34.92 1157 33.45 1158 29.03 1159 24.56 1160 17.78 1161 10.87 1162 4.05 1163 0.00 1164 0.00 1165 0.00 1166 0.00 1167 0.00 1168 0.00 1169 0.00 1170 0.00 1171 0.00 1172 0.00 1173 0.00 1174 0.00 1175 0.00 1176 0.00 1177 0.00 1178 0.00 1179 0.00 1180 0.00 1181 0.00 1182 0.00 1183 0.00 1184 0.00 1185 0.00 1186 0.00 1187 0.00 1188 0.00 1189 0.00 1190 0.00 1191 0.00 1192 0.00 1193 0.00 1194 0.00 1195 0.00 1196 0.00 1197 0.00 1198 0.00 1199 0.00 1200 0.00 1201 0.00 1202 0.00 1203 0.00 1204 0.00 1205 0.00 1206 0.00 1207 0.00 1208 0.00 1209 0.00 1210 0.00 1211 0.00 1212 0.00 1213 0.00 1214 0.00 1215 0.00 1216 0.00 1217 0.00 1218 0.00 1219 0.00 1220 0.00 1221 0.00 1222 0.00 1223 0.00 1224 0.00 1225 0.00 1226 0.00 1227 0.00 1228 0.00 1229 0.00 1230 0.00 1231 0.00 1232 0.00 1233 0.00 1234 0.00 1235 0.00 1236 0.00 1237 0.00 1238 0.00 1239 0.00
1240 0.00 1241 0.00 1242 0.00 1243 0.00 1244 0.00 1245 0.00 1246 0.00 1247 0.00 1248 0.00 1249 0.00 1250 0.00 1251 0.00 1252 0.00 1253 0.00 1254 0.00 1255 0.00 1256 0.00 1257 0.00 1258 0.00 1259 0.00 1260 0.00 1261 0.00 1262 0.00 1263 0.00 1264 0.00 1265 0.00 1266 0.00 1267 0.00 1268 0.00 1269 0.00 1270 0.00 1271 0.00 1272 0.00 1273 0.00 1274 0.00 1275 0.00 1276 0.00 1277 0.00 1278 0.00 1279 0.00 1280 0.00 1281 0.00 1282 0.00 1283 0.00 1284 0.00 1285 0.00 1286 0.00 1287 0.00 1288 0.00 1289 0.00 1290 0.00 1291 0.00 1292 0.00 1293 0.00 1294 0.00 1295 0.00 1296 0.00 1297 0.00 1298 0.00 1299 0.00 1300 0.00 1310 0.00 1320 0.00 1330 0.00 1340 0.00 1350 0.00 1360 0.00 1370 0.00 1380 0.00 1390 0.00 1400 0.00 1420 0.00 1440 0.00 1460 0.00 1500 0.00 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 7 Hydrograph Printouts----------------------------------------------------------------------------------------------------- HYDROGRAPH PRINTOUT AT: 6F----------------------------------------------------------------------------------------------------- TOTAL AREA TO HYDROGRAPH: 0 acres HYDROGRAPH PEAK: 42 cfs TIME OF PEAK: 1146 minutes HYDROGRAPH VOLUME: 14.84 acre-ft TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ---------------------------------------------------------------------------------- 0 0.00 100 2.74 200 2.85 300 2.89 400 2.95 500 3.01 600 3.54 700 4.95 800 5.27 900 7.15 1000 11.04 1050 15.43 1100 21.93 1110 28.69 1120 33.63 1130 35.08 1131 35.34 1132 35.61 1133 35.72 1134 35.99
1135 36.26 1136 36.53 1137 36.81 1138 36.94 1139 37.22 1140 37.43 1141 37.93 1142 38.46 1143 39.06 1144 39.57 1145 41.18 1146 41.90 1147 41.90 1148 41.90 1149 41.90 1150 41.90 1151 41.90 1152 41.90 1153 41.90 1154 41.90 1155 41.90 1156 41.90 1157 41.90 1158 41.90 1159 41.90 1160 41.90 1161 41.90 1162 41.90 1163 41.76 1164 38.32 1165 36.43 1166 35.12 1167 34.02 1168 32.92 1169 31.73 1170 30.69 1171 29.64 1172 28.60 1173 27.55 1174 26.99 1175 26.43 1176 26.13 1177 25.68 1178 25.31 1179 24.86 1180 24.33 1181 23.89 1182 23.44 1183 23.00 1184 22.41 1185 22.05 1186 21.78 1187 21.43 1188 21.30 1189 20.95 1190 20.52 1191 20.00 1192 19.57 1193 19.23 1194 18.80 1195 18.28 1196 17.94 1197 17.52 1198 17.18 1199 16.93 1200 16.91 1201 16.80 1202 16.61 1203 16.51 1204 16.50 1205 16.41 1206 16.22 1207 16.22 1208 16.13 1209 15.95 1210 15.86 1211 15.86 1212 15.78 1213 15.60 1214 15.52 1215 15.53 1216 15.45 1217 15.28 1218 15.29 1219 15.22 1220 15.05 1221 14.98 1222 15.00 1223 14.93 1224 14.77 1225 14.37 1226 13.90 1227 13.36 1228 12.97 1229 12.60 1230 12.15 1231 11.76 1232 11.32 1233 11.07 1234 10.77 1235 10.59 1236 10.47 1237 10.41 1238 10.35 1239 10.29 1240 10.24 1241 10.31 1242 10.18 1243 10.13 1244 10.01 1245 9.96 1246 9.91 1247 9.86 1248 9.93 1249 9.88 1250 9.76 1251 9.71 1252 9.61 1253 9.56 1254 9.51 1255 9.47 1256 9.55 1257 9.43 1258 9.39 1259 9.29 1260 9.24 1261 9.20 1262 9.16 1263 9.12 1264 9.21 1265 9.10 1266 9.06 1267 8.96 1268 8.92 1269 8.88 1270 8.84 1271 8.94 1272 8.90 1273 8.79 1274 8.75 1275 8.66 1276 8.63 1277 8.59 1278 8.56 1279 8.65 1280 8.55 1281 8.52 1282 8.42 1283 8.39 1284 8.36 1285 8.33 1286 8.30 1287 8.40 1288 8.30 1289 8.27 1290 8.18 1291 8.15 1292 8.12 1293 8.09 1294 8.19 1295 8.17 1296 8.07 1297 7.91 1298 7.69 1299 7.53 1300 7.37 1310 6.08 1320 5.85 1330 5.77 1340 5.47 1350 5.30 1360 5.27 1370 5.01 1380 5.01 1390 4.77 1400 4.66 1420 4.54 1440 4.37 1460 1.61 1500 1.37 ------------------------------------------------------------------------------------------------------------ -------------------------------------- RESERVOIR ROUTING AT 7A-------------------------------------------------------------------------------------------------------------------------------------------------- ******************************************************************************************** * INCOMING HYDROGRAPH PEAK (cfs): 37.00 VOLUME (acre-ft): 0.49 * * NO HYDROGRAPH ADJUSTMENT * * NO HYDROGRAPH FATTENING * * RESERVOIR INFLOW: PEAK (cfs): 37.00 @ 1154 VOLUME (acre-ft): 0.49 * * MAXIMUM ELEVATION: STAGE (ft): 2.43 @ 1163 VOLUME (acre-ft): 0.48 * * EMERGENCY SPILLWAY: ELEV (ft): 5.00 VOLUME (acre-ft): 1.17 * * DIFFERENCE: IN STAGE (ft): -2.57 IN VOLUME (acre-ft): 0.69 * * NO SPILL EXPECTED. PERCNT OF VOLUME REMAINING TO SPILLWAY: 59.1% * * TOP OF DAM: ELEV (ft): 6.00 VOLUME (acre-ft): 1.50 * * DIFFERENCE IN STAGE (ft): -3.57 IN VOLUME (acre-ft): 1.02 * * NO OVERTOP EXPECTED. PERCNT OF VOLUME REMAINING TO TOP OF DAM: 68.0% * * RESERVOIR OUTFLOW: PEAK (cfs): 0.82 @ 1163 VOLUME (acre-ft): 0.32 * ******************************************************************************************** TIME PRE-ADJ INFLOW OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (feet) -------------------------------------------- 0 0.00 0.00 0.00 0.00 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 8 Hydrograph Printouts TIME PRE-ADJ INFLOW OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (feet) -------------------------------------------- 100 0.00 0.00 0.00 0.00 200 0.00 0.00 0.00 0.00 300 0.00 0.00 0.00 0.00 400 0.00 0.00 0.00 0.00 500 0.00 0.00 0.00 0.00
600 0.00 0.00 0.00 0.00 700 0.00 0.00 0.00 0.00 800 0.00 0.00 0.00 0.00 900 0.00 0.00 0.00 0.00 1000 0.00 0.00 0.00 0.00 1050 0.00 0.00 0.00 0.00 1100 0.00 0.00 0.00 0.00 1110 0.00 0.00 0.00 0.00 1120 0.00 0.00 0.00 0.00 1130 0.00 0.00 0.00 0.00 1131 0.00 0.00 0.00 0.00 1132 0.00 0.00 0.00 0.00 1133 0.00 0.00 0.00 0.00 1134 0.00 0.00 0.00 0.00 1135 0.00 0.00 0.00 0.00 1136 0.00 0.00 0.00 0.00 1137 0.00 0.00 0.00 0.00 1138 0.00 0.00 0.00 0.00 1139 0.00 0.00 0.00 0.00 1140 0.00 0.00 0.00 0.00 1141 0.00 0.00 0.00 0.00 1142 0.00 0.00 0.00 0.00 1143 0.00 0.00 0.00 0.00 1144 0.00 0.00 0.00 0.00 1145 0.00 0.00 0.00 0.00 1146 1.02 1.02 0.00 0.00 1147 2.69 2.69 0.01 0.02 1148 4.26 4.26 0.03 0.05 1149 11.09 11.09 0.08 0.11 1150 17.66 17.66 0.16 0.22 1151 24.04 24.04 0.29 0.39 1152 30.30 30.30 0.40 0.59 1153 36.43 36.43 0.48 0.84 1154 37.00 37.00 0.56 1.10 1155 36.32 36.32 0.62 1.36 1156 34.92 34.92 0.67 1.59 1157 33.45 33.45 0.71 1.81 1158 29.03 29.03 0.74 2.01 1159 24.56 24.56 0.77 2.17
1160 17.78 17.78 0.79 2.30 1161 10.87 10.87 0.81 2.38 1162 4.05 4.05 0.82 2.42 1163 0.00 0.00 0.82 2.43 1164 0.00 0.00 0.82 2.42 1165 0.00 0.00 0.81 2.42 1166 0.00 0.00 0.81 2.41 1167 0.00 0.00 0.81 2.41 1168 0.00 0.00 0.81 2.40 1169 0.00 0.00 0.81 2.40 1170 0.00 0.00 0.81 2.39 1171 0.00 0.00 0.81 2.39 1172 0.00 0.00 0.81 2.38 1173 0.00 0.00 0.81 2.38 1174 0.00 0.00 0.81 2.37 1175 0.00 0.00 0.81 2.37 1176 0.00 0.00 0.81 2.36 1177 0.00 0.00 0.80 2.36 1178 0.00 0.00 0.80 2.35 1179 0.00 0.00 0.80 2.35 1180 0.00 0.00 0.80 2.34 1181 0.00 0.00 0.80 2.34 1182 0.00 0.00 0.80 2.33 1183 0.00 0.00 0.80 2.33 1184 0.00 0.00 0.80 2.32 1185 0.00 0.00 0.80 2.32 1186 0.00 0.00 0.80 2.31 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 9 Hydrograph Printouts TIME PRE-ADJ INFLOW OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (feet) -------------------------------------------- 1187 0.00 0.00 0.80 2.31
1188 0.00 0.00 0.79 2.30 1189 0.00 0.00 0.79 2.30 1190 0.00 0.00 0.79 2.29 1191 0.00 0.00 0.79 2.29 1192 0.00 0.00 0.79 2.28 1193 0.00 0.00 0.79 2.28 1194 0.00 0.00 0.79 2.27 1195 0.00 0.00 0.79 2.27 1196 0.00 0.00 0.79 2.26 1197 0.00 0.00 0.79 2.26 1198 0.00 0.00 0.79 2.25 1199 0.00 0.00 0.78 2.25 1200 0.00 0.00 0.78 2.24 1201 0.00 0.00 0.78 2.24 1202 0.00 0.00 0.78 2.24 1203 0.00 0.00 0.78 2.23 1204 0.00 0.00 0.78 2.23 1205 0.00 0.00 0.78 2.22 1206 0.00 0.00 0.78 2.22 1207 0.00 0.00 0.78 2.21 1208 0.00 0.00 0.78 2.21 1209 0.00 0.00 0.78 2.20 1210 0.00 0.00 0.78 2.20 1211 0.00 0.00 0.77 2.19 1212 0.00 0.00 0.77 2.19 1213 0.00 0.00 0.77 2.18 1214 0.00 0.00 0.77 2.18 1215 0.00 0.00 0.77 2.17 1216 0.00 0.00 0.77 2.17 1217 0.00 0.00 0.77 2.16 1218 0.00 0.00 0.77 2.16 1219 0.00 0.00 0.77 2.16 1220 0.00 0.00 0.77 2.15 1221 0.00 0.00 0.77 2.15 1222 0.00 0.00 0.77 2.14 1223 0.00 0.00 0.76 2.14 1224 0.00 0.00 0.76 2.13 1225 0.00 0.00 0.76 2.13 1226 0.00 0.00 0.76 2.12
1227 0.00 0.00 0.76 2.12 1228 0.00 0.00 0.76 2.11 1229 0.00 0.00 0.76 2.11 1230 0.00 0.00 0.76 2.10 1231 0.00 0.00 0.76 2.10 1232 0.00 0.00 0.76 2.09 1233 0.00 0.00 0.76 2.09 1234 0.00 0.00 0.76 2.09 1235 0.00 0.00 0.75 2.08 1236 0.00 0.00 0.75 2.08 1237 0.00 0.00 0.75 2.07 1238 0.00 0.00 0.75 2.07 1239 0.00 0.00 0.75 2.06 1240 0.00 0.00 0.75 2.06 1241 0.00 0.00 0.75 2.05 1242 0.00 0.00 0.75 2.05 1243 0.00 0.00 0.75 2.04 1244 0.00 0.00 0.75 2.04 1245 0.00 0.00 0.75 2.04 1246 0.00 0.00 0.75 2.03 1247 0.00 0.00 0.74 2.03 1248 0.00 0.00 0.74 2.02 1249 0.00 0.00 0.74 2.02 1250 0.00 0.00 0.74 2.01 1251 0.00 0.00 0.74 2.01 1252 0.00 0.00 0.74 2.00 1253 0.00 0.00 0.74 2.00 1254 0.00 0.00 0.74 1.99 1255 0.00 0.00 0.74 1.99 1256 0.00 0.00 0.74 1.98 1257 0.00 0.00 0.74 1.98 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 10 Hydrograph Printouts

TIME PRE-ADJ INFLOW OUTFLOW ELEVATION
(min) (cfs) (cfs) (cfs) (feet) -------------------------------------------- 1258 0.00 0.00 0.74 1.97 1259 0.00 0.00 0.73 1.97 1260 0.00 0.00 0.73 1.96 1261 0.00 0.00 0.73 1.96 1262 0.00 0.00 0.73 1.96 1263 0.00 0.00 0.73 1.95 1264 0.00 0.00 0.73 1.95 1265 0.00 0.00 0.73 1.94 1266 0.00 0.00 0.73 1.94 1267 0.00 0.00 0.73 1.93 1268 0.00 0.00 0.73 1.93 1269 0.00 0.00 0.73 1.92 1270 0.00 0.00 0.73 1.92 1271 0.00 0.00 0.72 1.91 1272 0.00 0.00 0.72 1.91 1273 0.00 0.00 0.72 1.90 1274 0.00 0.00 0.72 1.90 1275 0.00 0.00 0.72 1.89 1276 0.00 0.00 0.72 1.89 1277 0.00 0.00 0.72 1.88 1278 0.00 0.00 0.72 1.88 1279 0.00 0.00 0.72 1.87 1280 0.00 0.00 0.72 1.87 1281 0.00 0.00 0.72 1.87 1282 0.00 0.00 0.71 1.86 1283 0.00 0.00 0.71 1.86 1284 0.00 0.00 0.71 1.85 1285 0.00 0.00 0.71 1.85 1286 0.00 0.00 0.71 1.84 1287 0.00 0.00 0.71 1.84 1288 0.00 0.00 0.71 1.83 1289 0.00 0.00 0.71 1.83 1290 0.00 0.00 0.71 1.82 1291 0.00 0.00 0.71 1.82 1292 0.00 0.00 0.71 1.81 1293 0.00 0.00 0.71 1.81
1294 0.00 0.00 0.70 1.80 1295 0.00 0.00 0.70 1.80 1296 0.00 0.00 0.70 1.80 1297 0.00 0.00 0.70 1.79 1298 0.00 0.00 0.70 1.79 1299 0.00 0.00 0.70 1.78 1300 0.00 0.00 0.70 1.78 1310 0.00 0.00 0.69 1.73 1320 0.00 0.00 0.68 1.69 1330 0.00 0.00 0.68 1.64 1340 0.00 0.00 0.67 1.60 1350 0.00 0.00 0.66 1.55 1360 0.00 0.00 0.65 1.51 1370 0.00 0.00 0.64 1.47 1380 0.00 0.00 0.63 1.42 1390 0.00 0.00 0.62 1.38 1400 0.00 0.00 0.61 1.34 1420 0.00 0.00 0.59 1.25 1440 0.00 0.00 0.57 1.17 1460 0.00 0.00 0.55 1.09 1500 0.00 0.00 0.51 0.94 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 11 Hydrograph Printouts Stage - Storage - Discharge Curve for Reservoir at 7A STAGE (ft) STORAGE (ac-ft) DISCHARGE (cfs) ---------------------------------------------------- 0.00 0.000 0.00 0.50 0.086 0.37 1.00 0.178 0.53 1.50 0.277 0.65 2.00 0.382 0.74 2.50 0.495 0.83

3.00 0.615 12.57

3.50 0.742 15.37 4.00 0.877 16.21 4.50 1.020 17.00 5.00 1.171 17.75 5.50 1.330 18.48 6.00 1.498 19.17 6.50 1.674 19.85 7.00 1.859 20.50 7.50 2.054 21.13 8.00 2.257 21.74 8.50 2.470 22.34 9.00 2.693 22.92----------------------------------------------------------------------------------------------------- HYDROGRAPH PRINTOUT AT: 8A----------------------------------------------------------------------------------------------------- TOTAL AREA TO HYDROGRAPH: 36 acres HYDROGRAPH PEAK: 1 cfs TIME OF PEAK: 1162 minutes HYDROGRAPH VOLUME: 0.32 acre-ft TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ---------------------------------------------------------------------------------- 0 0.00 100 0.00 200 0.00 300 0.00 400 0.00 500 0.00 600 0.00 700 0.00 800 0.00 900 0.00 1000 0.00 1050 0.00 1100 0.00 1110 0.00 1120 0.00 1130 0.00 1131 0.00 1132 0.00 1133 0.00 1134 0.00 1135 0.00 1136 0.00 1137 0.00 1138 0.00 1139 0.00 1140 0.00 1141 0.00 1142 0.00 1143 0.00 1144 0.00 1145 0.00 1146 0.00 1147 0.01 1148 0.03 1149 0.08 1150 0.16 1151 0.29 1152 0.40 1153 0.48 1154 0.56 1155 0.62 1156 0.67 1157 0.71 1158 0.74 1159 0.77 1160 0.79 1161 0.81 1162 0.82 1163 0.82 1164 0.82 1165 0.81 1166 0.81 1167 0.81 1168 0.81 1169 0.81 1170 0.81 1171 0.81 1172 0.81 1173 0.81 1174 0.81 1175 0.81 1176 0.81 1177 0.80 1178 0.80 1179 0.80 1180 0.80 1181 0.80 1182 0.80 1183 0.80 1184 0.80
1185 0.80 1186 0.80 1187 0.80 1188 0.79 1189 0.79 1190 0.79 1191 0.79 1192 0.79 1193 0.79 1194 0.79 1195 0.79 1196 0.79 1197 0.79 1198 0.79 1199 0.78 1200 0.78 1201 0.78 1202 0.78 1203 0.78 1204 0.78 1205 0.78 1206 0.78 1207 0.78 1208 0.78 1209 0.78 1210 0.78 1211 0.77 1212 0.77 1213 0.77 1214 0.77 1215 0.77 1216 0.77 1217 0.77 1218 0.77 1219 0.77 1220 0.77 1221 0.77 1222 0.77 1223 0.76 1224 0.76 1225 0.76 1226 0.76 1227 0.76 1228 0.76 1229 0.76 1230 0.76 1231 0.76 1232 0.76 1233 0.76 1234 0.76 1235 0.75 1236 0.75 1237 0.75 1238 0.75 1239 0.75 1240 0.75 1241 0.75 1242 0.75 1243 0.75 1244 0.75 1245 0.75 1246 0.75 1247 0.74 1248 0.74 1249 0.74 1250 0.74 1251 0.74 1252 0.74 1253 0.74 1254 0.74 1255 0.74 1256 0.74 1257 0.74 1258 0.74 1259 0.73 1260 0.73 1261 0.73 1262 0.73 1263 0.73 1264 0.73 1265 0.73 1266 0.73 1267 0.73 1268 0.73 1269 0.73 1270 0.73 1271 0.72 1272 0.72 1273 0.72 1274 0.72 1275 0.72 1276 0.72 1277 0.72 1278 0.72 1279 0.72 1280 0.72 1281 0.72 1282 0.71 1283 0.71 1284 0.71 1285 0.71 1286 0.71 1287 0.71 1288 0.71 1289 0.71 1290 0.71 1291 0.71 1292 0.71 1293 0.71 1294 0.70 1295 0.70 1296 0.70 1297 0.70 1298 0.70 1299 0.70 1300 0.70 1310 0.69 1320 0.68 1330 0.68 1340 0.67 1350 0.66 1360 0.65 1370 0.64 1380 0.63 1390 0.62 1400 0.61 1420 0.59 1440 0.57 1460 0.55 1500 0.51 Ventura County Watershed Protection District
Modified Rational Method Hydrology Program (VCRat v2.64) Job: 1 Project: TO - Downtown CPPage: 12 VCRat Model InputModel Lines-----------------------------------------------------------------------------------------------------005 1 001A Header place holder005 1 002A Header place holder 005 1 004A Header place holder
005 1 006AFHeader place holder005 1 006F Split Header place holder005 1 007A Header place holder005 1 008A Header place holder999999006 1 001A 010 099A97 G1 006 1 002A 010067001811A97 1 110111 1.00000 110006 1 003A 010 099A97 006 1 004A 010067001809A97 1 110111 1.00000 5.11 110006 1 005A 010 099A97 006 1 006AF010 A97 00000374 11 006 1 006F 010 099A97 1 006 1 007A 010 099A97 1 110111 5.00 1.00000 112 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50112 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00113 0.000 0.086 0.178 0.277 0.382 0.495 0.615 0.742 0.877 1.020113 1.171 1.330 1.498 1.674 1.859 2.054 2.257 2.470 2.693114 0.00 0.37 0.53 0.65 0.74 0.83 12.57 15.37 16.21 17.00114 17.75 18.48 19.17 19.85 20.50 21.13 21.74 22.34 22.92110006 1 008A 010 099A97 1 2 999 FGG
?NU?+
&20021?&LW\&RXQFLO$JHQGD3DFNHW'RZQWRZQ3URMHFW'772'3$WWDFK)LQDO(,5 $WWDFKPHQWVGRF[?S]>*3'3&(4$HWDO@