Camarillo City Council
June 24, 2026

1 INTRODUCTION
This report presents the findings of a limited geotechnical study performed by NV5 , Inc., for the proposed Pleasant Valley Sewer Force Main project to be constructed along the south side of Pleasant Valley Road, between Pump Station No. 3 and the Union Pacific Railroad crossing in Camarillo, California. The site location is shown on Figure 1 – Site Location Map.

The purpose of this study was to evaluate the geotechnical conditions as they relate to the proposed improvements, and to provide geotechnical recommendations for the proposed construction.

All geotechnical recommendations related to grading and foundations provided herein are considered preliminary until NV5, as the Geotechnical Engineer of Record , observes and verifies the actual field conditions encountered during construction . The preliminary recommendations provided herein are based upon background research and limited subsurface samples and are subjec t to verification based upon field observations of site grading and construction.

This study was conducted in substantial conformance with NV5’s proposal dated August 5, 2025, in response to the Client’s request.

1.1 Previous Subsurface Investigations
Two previous geotechnical studies were reviewed as part of this study to provide data on subsurface soil conditions along the project alignment: 1) Oakridge Geoscience, Inc. (OGI, 2020), and 2) Staal, Gardner and Dunne, Inc. (SGD, 1991). T he soil and groundwater conditions for each study are summarized in the following section.

OGI (2020): OGI (2020) performed a geotechnical study for a bike-lane widening project along a portion of Pleasant Valley Road from Las Posas Road eastward about 7,000 feet to near East Fifth Street. The OGI study included advancing six borings at about 1,000- to 1,400-foot intervals between Las Posas Road and Southfield Roads. The borings were advanced with a hollow-stem-auger (HSA) drill rig to depths of about 10 feet within Pleasant Valley Road. Two shallow percolation tests were performed in the agricultural ditch along the northern side of Pleasant Valley Road within about the central portion of the study area.

The soil materials encountered in the borings consisted of a relatively thin layer of artificial fill overlying alluvium. Both the fill and alluvium consist primarily of fine-grained clay to sandy clay with lenses of clayey to silty sand. The standard penetration test (SPT) blowcounts in the fine- grained soils ranged from about 2 to 11 blows per foot (bpf) indicating the sampled fine grained soils ranged from soft to stiff while the SPT blowcounts for granular soil materials ranged from 3 to 5 bpf indicating the sampled granular soils were very loose to loose. The tested fine-grained soil samples had fines contents (percent passing #200 sieve) of 51 to 81 percent and plasticity indices of 16 to 18 suggesting the tested cohesive material were low plasticity clay. Field pocket penetration tests indicated the compressive strength of the fine - grained soil ranged from about 1,000 to 2,000 psf.

Shallow percolation tests performed in the clayey soils in the base of the drainage ditch along the northern side of Pleasant Valley Road measured uncorrected field infiltration rates of Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

about 1.4 to 3.3 -inches per hour. The corrected infiltration rate is about 0.1 -inch per hour using the procedure recommended by the County of Los Angeles (2018) which corrects for infiltration test method, site variability, siltation and plugging of onsite materials and maintenance of BMPs.

OGI did not encountered groundwater to a depth of about 10 feet in the borings advanced in March 2020, but shallow groundwater was encountered at the percolation test locations in the drainage ditch. The historic high groundwater level as mapped by the CGS (2002) is about 20 feet below the ground surface.

SGD (1991): SGD (1991) performed a geotechnical study for a proposed sewer pipeline alignment along Pleasant Valley Road that generally parallels the proposed alignment for this project. The SGD study included about 19 explorations (drill holes and cone penetration tests [CPT’s]) at variable spacings along the proposed pipeline alignment in Pleasant Valley and Pancho Roads and Calle Quetzal. The drill holes and CPT’s were advanced to depths of about 15 feet along the pipeline alignment and to about 30 to 40 feet at the pump station locations.

The soil materials encountered in the explorations by SGD are described as a relatively thin layer of artificial fill overlying alluvium. SGD described the fill as primarily fine-grained silty clay to sandy clay with lenses of clayey to silty sand and sand. The underlying alluvium was described as soft to stiff, loose to dense, damp to wet, fine- to coarse-grained, slightly plastic to plastic silty clay, sandy clay, clayey sand, silty sand, and sand. SGD reported encountering shallow perched groundwater at depths of about six to 14 feet in the western portion of Pleasant Valley Road in the drill holes advanced in 1991. Shallow perched groundwater was also reportedly encountered at a depth of nine feet in SGD drill hole DH-16 located in Calle Queztal near the Camarillo WRP. Explorations advanced by SGD near the anticipated trenchless crossings along Pleasant Valley Road beneath the UPRR and Calleguas Creek in 1991 include:
• UPRR: Medium stiff to stiff clay and silt to a depth of 15 feet; no groundwater encountered. • Calleguas Creek: Loose to medium dense sand in the upper 10 feet, interbedded medium stiff to stiff clay from 10 to 25 feet, medium stiff to stiff clay with lenses of sand below 25 feet to total depth of 40 feet. No groundwater water encountered to a depth of 40 feet in 1991.

1.2 Proposed Development
The proposed Pleasant Valley Road Force Main consists of the approximately 8,100-foot-long sewer pipeline alignment that begins at Pump Station No. 3 near the intersection of Pleasant Valley Road and Las Posas Road and continues eastward along the south side of Pleasant Valley Road approximately 8,100 feet to the Union Pacific Railroad crossing. This pipeline construction is the initial phase of a larger ~24,000 -foot pipeline alignment extending to the Camarillo Water Reclamation Facility. The invert depth of pipeline estimated to be about 8 to 10 feet bgs.

If any of the noted information is incorrect, please inform NV5 so that we may amend the recommendations presented in this report if appropriate and if desired by the client. NV5 will not be responsible for the implementation of its recommendations when i t is not notified of changes in the project.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

1.3 Scope of Services
Services performed for this study included the following tasks:
• Research of our archives for available geologic and geotechnical data pertinent to the site; • Site reconnaissance to observe site conditions and access and mark boring location; • Excavation, sampling, and logging of one hand-auger boring to a depth of approximately 17 feet below ground surface (bgs).
• Laboratory testing of representative soil samples;
• Evaluation of site geologic conditions and geologic hazards; • Geotechnical engineering analysis and preliminary recommendations for the improvements; and
• Preparation of this report.

The scope of th is geotechnical study did not include assessment for the presence of contaminants in the soils and groundwater. The geotechnical recommendations presented in this report are based on the available project information and the subsurface materials encountered in the borings at the time of this exploration. The results of our field explorations and laboratory tests are presented in Appendices A and B, respectively.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

2 FIELD EXPLORATION AND LABORATORY TESTING

2.1 Drilling and Sampling
The site subsurface conditions were explored with a hand auger boring at the site. The boring locations and depths were determined by NV5 based on site condition s and available site features.

One hand auger boring was excavated on August 19, 2025 on the south shoulder of Pleasant Valley Road just south of Southfield Road. The boring extended to a depth of approximately 17 feet bgs. The boring location is presented on Figure 2 – Boring Locations Map. Bulk soil samples were obtained by hand auger.

A field log was prepared for the boring by an NV5 staff engineer who visually inspected the soil samples, interpolated the subsurface conditions between samples, maintained a log of the boring, and visually classified the soils in accordance with the Unified Soil Classification System (USCS). The final log, presented in Appendix A - Field Exploration, represents NV5’s interpretation of the field log and may include modifications based on laboratory observations and tests of field samples. The final log describes the materials encountered, their thickness, and the locations where samples were obtained.

Following completion of the hand auger and sampling operations, boring was backfilled with soil cuttings and gravel.

2.2 Laboratory Testing
Field samples obtained from the boring was returned to NV5’s Ventura laboratory where they were visually classified and logged by an engineer. Selected soil samples were tested in the laboratory to obtain material properties for the preparation of this report. Laboratory testing was accomplished in general accordance with ASTM procedures. The geotechnical testing included the following:
• Gradation of Soils Using Sieve Analysis (ASTM D422)
• Sand Equivalent (CTM 217)
• Maximum Density and Optimum Moisture Content (ASTM D1557) • Corrosion Potential (pH, resistivity, soluble sulfates, soluble chlorides)

For a description of the laboratory test methods and test results, see Appendix B - Laboratory Testing. The test results were utilized in the development of the preliminary geotechnical recommendations.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

3 GEOTECHNICAL SITE CONDITIONS

3.1 Regional Geologic Setting
The site is located in the Transverse Range Geologic/ Geomorphic Province of California, an area generally characterized by east -west trending mountain ranges, valleys and faults. The Transverse Ranges province is composed of sedimentary and volcanic rocks ranging in age from Cretaceous to Recent. Major east -trending folds, reverse faults, and left -lateral strike-slip faults reflect regional north-south compression and are characteristic of the Transverse Ranges.

3.2 Local Geology
Geologic mapping by Dibblee (1990) and Weber (1973) places the proposed pipeline alignment in the eastern Oxnard Plain, an area underlain by thick alluvial deposits derived from Santa Clara River and Calleguas and Conejo c reeks. According to Dibblee (1990), the site is underlain by Quaternary alluvium composed primarily of clay, silt, and sand, with localized gravel lenses commonly present near active or former stream channels and barrancas.

Soil mapping conducted by the U.S. Department of Agriculture (USDA) identifies several soil series along the alignment, including Pacheco silty clay loam, Camarillo loam, Pico sandy loam, and Mocho loam. These soils are generally poorly drained sandy loams to loams, more than 60 inches deep, and typically occur on alluvial fans and plains with gentle slopes of 0 to 2 percent at elevations between approximately +25 and +200 feet. They typically classify as low-plasticity clays (CL) or silts (ML) with relativ ely low permeabilities, on the order of 0.2 to

2.0 inches per hour.

California Geologic Survey (CGS, 2002) mapping for the Camarillo Quadrangle indicates that historical groundwater levels have varied across the alignment. Depth to groundwater is approximately 20 feet below grade near the intersection of Las Posas Road and Pleasant Valley Road, increasing to about 50 feet near Lewis Road and Pleasant Valley Road. Toward the east, groundwater levels are again shallower, at about 20 feet below the surface near the Camarillo Water Reclamation Facility and Arroyo Conejo.

3.3 Subsurface Conditions
The subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the soils within the depth of exploration consisted of silty sand, clayey sand with various amounts of silt and sandy lean clay.

The soils were classified in the field during the hand augering and sampling operations. The stratification lines were approximated by the field engineer on the basis of observations made at the time of hand augering . The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Log should be consulted.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

3.4 Groundwater
Groundwater was not encountered in the exploratory boring at the completion depth of 17 feet bgs. The Seismic Hazard Zone Report for the Camarillo Quadrangle, prepared by the California Department of Conservation (2002), presents a map indicating the historically highest groundwater levels ranging from about 12 feet bgs near Los Posas Rd to approximately 50 feet bgs near Union Pacific Railroad crossing. H istorically highest groundwater levels at the location of drilled boring is approximately 45 feet bgs. Groundwater levels will vary depending upon the seasonal precipitation and other factors . We do not anticipate true groundwater will affect pipeline construction at this project site. However, perched water may be encountered due to sandy soils underlain by clayey soils.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

4 GEOLOGIC HAZARDS
Geologic hazards considered to have potential impacts to proposed project were evaluated based on NV5’s field observations, literature review, and laboratory test results. The following sections discuss the geologic hazards and seismic design parameters considered for the site.

4.1 Faulting
The numerous faults in California include active, potentially active, and inactive faults. The criteria for these major faults are based on the criteria developed by the California Geological Survey (CGS) for the Alquist-Priolo Earthquake Fault Zoning Program (Bryant and Hart, 2007).

An active fault is defined as one that had surface displacement within Holocene time (about the last 11,700 years). A potentially active fault has had surface displacement of Quaternary- age deposits (last 1.6 million years). Inactive faults have not moved in the last 1.6 million years.

The site is not located within a State -designated Fault Hazard Zone. The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in California and the effects of ground shaking can be largely mitigated by proper engineering design and construction in conformance with cu rrent building codes and engineering practices.

4.2 Surface Fault Rupture
The site is not located within a currently established State of California Alquist -Priolo Earthquake Fault Zone (AP Zone) for surface fault rupture hazards. The Alquist -Priolo Earthquake Faulting Zone Act prohibits placing structures for human occupancy across traces of active faults (Bryant and Hart, 2007).

The closest established Earthquake Fault Zone (AP Zone) to the site is the Camarillo Fault, located approximately 2 ,400feet north of the site. Therefore, the possibility of fault rupture beneath the proposed development is considered low.

4.3 Seismic Design Parameters
Seismic parameters based on the 20 22 California Building Code are provided in the table below based on representative site coordinates of latitude = 34. 2053 degrees north and longitude = -119. 0458 degrees west. The earthquake hazard level of the Maximum Considered Earthquake (MCE) is defined in ASCE 7 -16 as the ground motion having a probability of exceedance of 2 percent in 50 years.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

The map based seismic designs parameters are calculated using the ASCE Seismic Hazards Tool based on the 20 22 Building Code and are presented below . (ASCE 7 Hazard Tool :
https://asce7hazardtool.online/)

TABLE 1 - CBC SEISMIC PARAMETERS (CBC 2022; ASCE 7-16)
Parameter Value CBC Reference
Site Soil Class D §1613A.2.2
Short-period (0.2-sec) Spectral Response Acceleration SS 1.615 ASCE 7-16, Fig 22-1

1.0-sec Spectral Response Acceleration S1 0.597 ASCE 7-16, Fig 22-2 Site Coefficient Fa 1.0 Table 1613A.2.3(1)
Site Coefficient Fv 1.703 Table 1613A.2.3(2)
Risk-Targeted MCE 0.2-sec period Spectral Response
Acceleration
SMS 1.615 Eq. 16A-20
Risk-Targeted MCE 1-second period Spectral Response
Acceleration
SM1 1.016 Eq. 16A-21
Design Spectral Response Acceleration for short period SDS 1.077 Eq. 16A-22 Design Spectral Response Acceleration for 1-sec. period SD1 0.678 Eq. 16A-23 In accordance with the 2022 California Building Code, a site -specific ground motion study is required for the site because the Seismic Parameter, S1, exceeds a value of 0.2. However, the project qualifies for an exemption to the site -specific ground motion study per ASCE 7 -16 Section 11.4.8, if the structural engineer determines that the seismic response coefficient Cs will be calculated from Equation 12.8 -2 of ASCE 7 -16 for values of T ≤ 1.5 T s and taken as equal to 1.5 times the value computed by Equation 12.8 -3 for TL ≥ T > 1.5T s or by Equation

12.8-4 f o r T > TL. NV5 assumes the structural engineer will utilize the exemption for this project.

The Peak Ground Acceleration (PGA) was determined in conformance with CBC Section 1803A.5.12 and ASCE 7-16 using the 2% probability of exceedance in 50 years.

TABLE 2 – PEAK GROUND ACCELERATION
Parameter Value
Site Modified Peak Ground Acceleration, PGAM 0.772 g 2% in 50 Years

4.4 Liquefaction and Seismically Induced Settlement
Liquefaction is a phenomenon in which certain types of saturated soils experience a temporary reduction in shear strength and behave as a liquid. This occurs due to the loss of Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

point-to-point grain contact as a result of excess pore pressure buildup and cyclic loading accompanying strong earthquakes. Soils most prone to liquefaction are saturated, fine - grained sands, silty sands, and some silts with low relative densities and low plasticity.

Liquefaction potential depends on soil type, age of materials, density, depth to groundwater, shaking intensity and confining pressures over the potentially liquefiable soil mass.

Geologically young sediments (Pleistocene to recent) coupled with a shallow groundwater table (less than 50 feet) are conditions which are indicative of an elevated liquefaction potential.

The western portion of the pipeline up to approximately 300 feet west of Southfield Rd is located within a liquefaction hazard zone (see Figure 4 ) and underlain by localized sandy layers of alluvial sediments with a historic high groundwater depth of approximately 12 to 45 feet bgs.

A quantitative liquefaction evaluation was not performed for the site. Per Special Publication SP117, Guidelines for Evaluation and Mitigating Seismic Hazards in California (SP117), a project is defined as any structures for human occupancy, or any subdi vision of land that contemplates the eventual construction of structures for human occupancy. Since the current project does not include any structures for human occupancy (i.e. does not qualify as a project per SP117), a liquefaction evaluation for the proposed project is not required.

It is worth noting that, as noted above, a majority of the pipeline alignment is located within a liquefaction hazard zone and that in the event of a design -level earthquake, liquefaction- related hazards, including potential seismic settlement and lateral displacement, could occur.

4.5 Slope Instability and Landsliding
Slopes are not present on-site or near the area of the proposed improvements. The site is not located within a potential seismically-induced landslide zone. The potential for slope instability and landsliding hazard at the site is very low.

4.6 Expansive Soils
The proposed site for development is underlain by silty sand, clayey sand and sandy lean clay in the upper zone. These materials are classified as low to moderate expansive potential.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

5 CONCLUSIONS & PRELIMINARY RECOMMENDATIONS

5.1 Summary of Findings
Based on the results of our exploration and testing program, the site is suitable to construct the proposed pipeline improvements provided the recommendations presented in this report are incorporated into the design and construction.

5.2 Site Clearing and Removals
Prior to grading, the project area should be cleared of demolition rubble, trash, pavement, debris, vegetation, etc. Any buried organic debris or other unsuitable or contaminated material encountered during subsequent excavation and grading work should al so be removed. Removed material and debris should be properly disposed of offsite. Holes resulting from removal of buried obstructions which extend below finished site grades should be observed by the geotechnical consultant and filled with properly compac ted soils. No fill should be placed unless the geotechnical engineer has observed and approved the underlying area.

5.3 Excavatability
We anticipate that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. The bottom of excavations should be thoroughly cleaned of loose soils and disturbed materials prior to backfill placement.

Individual contractors are responsible for designing and constructing stable, temporary excavations. Excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards.

5.4 Temporary Excavation and Shoring
Temporary, shallow excavations with vertical side slopes less than 4 feet high are generally anticipated to be stable, although there is a potential for sloughing near -surface due to the nature of the sandy soils encountered . Vertical excavations greater than 4 feet high should not be attempted without proper shoring to prevent instabilities . Typically, temporary, unsurcharged, excavation walls may be sloped back at an inclination of 1.5:1 (H:V) within the fill and alluvium.

The Contractor should follow all OSHA and Cal -OSHA requirements for safety of trench excavations and ensure safe access. NV5 anticipates that majority of the site soils will be classified as Cal -OSHA “Type C” soil when encountered in excavations during site development and construction. Excavation sloping, benching, the use of trench shields, and the placement of trench spoils should conform to the latest applicable Cal -OSHA standards.

The contractor should have a Cal-OSHA -approved “competent person” onsite d uring excavation to evaluate trench conditions and make appropriate recommendations where necessary.

Stockpiled (excavated) materials or other surcharge loads should not be placed closer to the edge of an excavation than a distance defined by a line drawn upward from the bottom of the P 47T 8#y

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

trench at an inclination of 1:1 (H:V), but no closer than 4 feet. All trench excavations should be made in accordance with Cal-OSHA requirements.

It is the contractor’s responsibility to provide sufficient and safe excavation support as well as protecting nearby utilities, structures, and other improvements which may be damaged by earth movements. Unless otherwise recommended, utility trenches adjacent to existing foundations should not be excavated within the foundation influence zone. The foundation influence zone is the area below a 1.5:1 (H:V) plane projected downward from the outside edge of existing load-bearing foundations or rigid utilities.

Slopes should not be considered stable if the slopes are to be excavated below the groundwater table or if seepage daylights on the slope face. Excavations should not be allowed to become saturated with water or to dry out.

Temporary shoring, if required, may be accomplished by several methods including: hydraulic shores and trench plates; trench boxes; and /or soldier piles and lagging. For vertical excavations less than about 15 feet in height, cantilevered shoring may be used. Cantilevered shoring may also be used for deeper excavations; however, the total deflection at the top of the wall should not exceed half-inch. Therefore, shoring of excavations deeper than about 15 feet may need to be accomplished with the aid of tie d back earth anchors. The excavation support system should be designed to resist lateral earth pressures of the soil and hydrostatic pressures.

Tied-back or braced shoring, if needed, should be designed to resist a trapezoidal distribution of lateral earth pressure. The recommended pressure distribution, for the case where the grade is level behind the shoring, is illustrated in the following gene ral diagram with the maximum pressure equal to 27 H in psf, where H is the height of the shored wall in feet. These values should be confirmed by a full geotechnical investigation.

Hydrostatic pressure should be added to lateral earth pressures, where applicable. Any surcharge (live, including traffic, or dead load) located within a 1:1 (H:V) plane drawn upward from the base of the shored excavation should be added to the lateral earth pressures. The vertical loads imposed by existing structures, if any, should be determined by the structural engineer. The lateral load contribution of a uniform surcharge load located across the 1:1 (H:V) zone behind the excavation may be calculated in accordance with Figure 11, Horizontal Pressures on Rigid Wall from Surface Load, Foundations and Earth Structures, Naval Facilities Engineering Command, Design Manual 7.02, dated September 1986. Lateral load

O.25H

0.25H

0.50H H = Height of Shored
Wall (feet)
27H
(psf)
Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

contributions of surcharges located at a distance behind the shored wall should be provided by NV5 once the load configurations and layouts are known. As a minimum, a 2-foot equivalent soil surcharge is recommended to account for nominal construction traffic loads.

The actual shoring design should be provided by a registered civil engineer in the State of California experienced in the design and construction of shoring under similar conditions.

Once the final excavation and shoring plans are complete, the plans and t he design should be reviewed by NV5 for conformance with the design intent and geotechnical recommendations. The shoring system should further satisfy the requirements of Cal-OSHA.

5.5 Groundwater and Dewatering
Groundwater was not encountered in the boring at the completion depth of 17 feet bgs and historically highest groundwater levels ranging from about 12 feet bgs near Los Posas Rd to approximately 50 feet bgs near Union Pacific Railroad crossing . Based upon the available information, NV5 does not anticipate groundwater will affect pipeline construction . Local areas of elevated, perched groundwater conditions can not be precluded. The groundwater table is subject to fluctuations in response to a number of factors including variations in irrigation, rainfall, and groundwater pumping.

Dewatering during construction will be required if excavations are going to be near or deeper than groundwater level. The contractor should be responsible for both designing and maintaining the dewatering system for construction. Dewatering facilities, such as stream diversions, sump pits, and wells should be designed by a qualified registered professional and with filters such that sand and fine -grained materials are not removed from the soil du ring dewatering operations. Dewatering facilities should be installed prior to beginning excavation, and time should be allowed for lowering of the groundwater table before beginning excavation.

Shoring systems, such as sheet piling, should be embedded adequately below the base of the excavation to cutoff groundwater and help stabilize the base of the excavation. It is important to note that temporary dewatering, will require a permit and plan that complies with RWQCB regulations.

5.6 Trench Bottom Stability
The bottom of onsite excavations will likely be the on-site alluvium soils similar to those that were encountered during the investigation . These materials should provide a suitable base for construction of conduits pipelines provided design is based upon the recommendations provided herein. Should any soft/loose materials be encountered during construction, they are not considered to be suitable for trench bottoms and should be replaced with more suitable bearing material.

If soils for the bottom become wet or saturated, they may be prone to settlement due to construction activities, such as placement and compaction of backfill soils. Buried improvements underlain by these soils could also be damaged or subjected to unacceptable settlement due to subsidence of these soils. If wet or unusually loose conditions are encountered in the trench bottom, the bottom of the excavations will need to be stabilized. A typical stabilization method includes overexcavation of the soft or sat urated soil and replacement with properly compacted fill, gravel or lean concrete to form a "mat" or stable Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

working surface in the bottom of the excavation. There are other acceptable methods that can be implemented to mitigate the presence of compressible soils or unstable trench bottom conditions, and specific recommendations for a particular alternative can be discussed based on the actual construction techniques and conditions encountered.

5.7 Bedding
Bedding material should have a Sand Equivalent greater or equal to 25 (SE ≥ 25) and should meet the requirements of the City of Camarillo . Bedding should be placed at the base of the trench and below the base of the pipe/conduit to provide uniform support and protection and should be placed up 1-foot over the top of the conduit. Care should be taken by the contractor during placement of the conduit bedding so that uniform contact between the bedding and base of the conduit’s encasement is attained. Bedding should be placed in loose lift thicknesses not exceeding 8 inches (maximum com pacted thickness of 6 inches) and densified by jetting or compacted by mechanical compaction to a minimum of 90% of maximum density (per ASTM D1557). Densification by jetting shall only be permitted where trench walls have a Sand Equivalent of 2 5 or greater (SE ≥ 25). There should be sufficient clearance along the sides of the conduits to allow for compaction equipment. The bedding should be compacted under the haunches and alongside the conduit. Mechanical compaction and hand tamping should be performed carefully as to not damage the conduits. Densification of bedding around conduits should be observed by the Geotechnical Consultant.

5.8 Backfill Placement and Compaction
On-site soils are suitable to be used as backfill for the trenches . The fill materials should be placed in generally even horizontal layers not exceeding 8 inches in thickness prior to compaction, moisture condition ed to near optimum moisture content and compacted to at least 90% relative compaction based on ASTM D1557 (95% relative compaction for the upper 1 foot of subgrade below pavement sections)
Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 3 inches should not be buried or placed in the fill for this project Import soils, if any proposed, should be sampled and tested for suitability by NV5 prior to delivery to the site. Imported fill materials should consist of clean soils free from vegetation, debris, or rocks larger than 3 inches in maximum dimension. The Sand Equivalent (SE) of the imported material shall be 20 or greater. The Expansion Index (EI) value should not exceed 20, and the resistivity results should indicate that materials are non -corrosive, including testing for minimum resistivity, pH, soluble sulfate content, and soluble chloride content.

The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 50 feet of trench and 1 (vertical) foot of fill.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

5.9 Soil Corrosivity
The California Department of Transportation (Caltrans) Corrosion Guidelines (version 3.2, 2021) define corrosive soils as having chloride concentrations of 500 mg/kg (ppm) or greater, sulfate concentration of 1,500 mg/kg (ppm) or greater, or the pH of 5.5 or less. Caltrans’ Guidelines state that a “minimum resistivity value for soil and/or water less than 1,500 Ohm- cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion”.

A representative sample of the site soils obtained from our boring was tested to evaluate the corrosion potential. The tests include pH, electrical resistivity, and soluble chloride and sulfate concentrations. Results of corrosivity testing are summarized below and presented in Appendix B – Laboratory Testing.

TABLE 5 - SOIL CORROSIVITY TEST RESULTS
Sample ID Material
Minimum
Resistivity
(Ohm-cm)
pH
Water-
Soluble
Chloride
(ppm)
Water
Soluble
Sulfate
(ppm)
B-1 (Bulk) 1-6 ft Silty SAND (SM) 1,388 8.4 42 74
Caltrans Criteria for Corrosive Soils ≤1,500 ≤5.5 ≥500 ≥1500

The pH, soluble chloride and sulfate test results indicate that the on -site near surface soils are not corrosive to concrete in accordance with the Caltrans Corrosion Guidelines. However, minimum resistivity is less than 1,500 Ohm -cm and on -site near surface soils may be corrosive to ferrous metal and reinforcing steel.

The 2006 edition (second edition) of “Corrosion Basics - An Introduction”, a general guideline for soil resistivity and corrosion -severity ratings presents a table for soil resistivity versus corrosion severity. According to that table, a soil resistivity of 1,388 ohm-cm has high corrosion potential on steel. It is recommended that a qualified corrosion engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or, at a minimum, applicable manufacturer’s recommendations for corrosion protection of buried metal pipe be closely followed.

Any imported soils should be evaluated for corrosion characteristics if they will be in contact with buried or at-grade structures and appropriate mitigation measures should be included in the structure design. It is recommended that a corrosion specialist be contacted to determine if mitigation measures are necessary.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

6 GEOTECHNICAL SERVICES DURING CONSTRUCTION

6.1 Plan Review
NV5 should be retained to review the grading plans, and project specifications (as applicable) for the project prior to submittal for agency (building authority) approval. The purpose of the review is to evaluate if the plans were prepared in conformance with the recommendations of this report, or to provide supplemental recommendations, as appropriate . Allowing NV5 to review and comment on the construction documents (plans and specifications) is an important and cost-effective step to minimize construction change orders.

6.2 Geotechnical Observation and Testing During Construction Field exploration and site reconnaissance provides only a limited view of the geotechnical conditions of the site. Substantially more information can be revealed during the excavation and grading phases of the construction. Subsurface conditions, excavations and fill placement should be observed by NV5 during construction to evaluate if the materials encountered during construction are consistent with those assumed for this report.

The geotechnical engineer’s actual scope of work during construction is limited and does not assume direction of the work, minute examination of the elements, or responsibility for site safety. Our scope of services during construction consists of taking soil tests and making visual observations, sometimes on only an intermittent basis, relating to earthwork or foundation excavations for the project. We do not guarantee the contractor’s performance, but rather look for general conformance to the intent of the plans and geotechnical report.

Any discrepancy noted by us r egarding earthwork will be referred to the owner, project engineer, architect, or contractor for action.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00 P age 16
7 CLOSURE
This report has been prepared for the exclusive use of the City of Camarillo. Any reliance on this report by third parties shall be at third party’s sole risk. Our services have been performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical professionals, in the geographic area of this project. We make no other warranty, either expressed or implied.

7.1 Changed Conditions
Subsurface exploration and sampling identify soil and bedrock conditions only at those points where and when samples are taken. Data derived through sampling is extrapolated by NV5 to render opinions about the overall soil conditions. Actual conditions in areas not sampled may differ. In the event that changes to the project design or anticipated structure loads occur, or additional information regarding the site conditions are discovered subsequent to this report, the recommendations contained in this re port are not considered to be valid unless the changes are reviewed and the recommendations of this report are modified or verified in writing. In addition, the recommendations presented herein are “Preliminary” pending confirmation of the interpreted site conditions during construction. If NV5 is not retained to provide construction observation and testing services, then this report is not valid and superseding recommendations must be provided by the new Geotechnical Consultant of Record. This report is prepared for the project as described herein; it is not applicable to any other project or purpose. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur due to natural proce sses or regulatory requirements. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
of NV5’s scope of services. Therefore, this report is subject to review and should not be relied upon after a period of two years.

7.2 Environmental Hazards
This report does not address any evaluation for the presence of any hazardous materials or other contamination in the soil and groundwater at this site.

7.3 Construction Documents
This report is not intended for use as a bid document. Any person using this report for bidding or construction purposes shall perform such independent investigation as they deem necessary to satisfy themselves as to the surface and subsurface conditions t o be encountered. The nature and extent of variations in subsurface conditions may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report.

Although this report may comment or discuss construction techniques or procedures for the design engineer’s guidance, this report shall not be interpreted to prescribe or dictate construction procedures or to relieve the contractor in any way of their resp onsibility for the construction.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

7.4 Additional Work
Please be aware that the contract fee for our services to prepare this report does not include additional work that may be required, such as grading observation and testing, bottom observations, plan review, or responses to governmental (regulatory) plan review comments.

Where additional services are requested or required, you will be billed for any equipment costs and on an hourly basis for consultation or analysis.

This report may be subject to review by controlling agencies, and any modifications they deem necessary shall be made a part thereof, subject to our technical acceptance of such modifications. All submissions of this report shall be in its entirety. Under no circumstances shall this report be summarized and synthesized or quoted out of context for any purpose.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

8 REFERENCES
American Society of Civil Engineers / Structural Engineering Institute, 2010; Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-10.

ASCE 7 Design Hazard Tool https://asce7hazardtool.online/ CBC, 2022, California Building Code.

California Department of Transportation (Caltrans, 2021); Corrosion Guidelines, Version 3.2, Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Branch, May 2021.

Roberge, Pierre R.; Corrosion Basics,; an Introduction; 2nd Edition, NACE Press Book, 2006..

California Division of Mines and Geology (CDMG), 2002; Seismic Hazards Zone Report for the Camarillo 7.5 Minute Quadrangle, Ventura County, California.

California Geological Survey, 2008; Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic Hazards in California
California Geological Survey, 2008a; “Appendix A: California Fault Parameters for the National Seismic Hazard Maps and Working Group on California Earthquake Probabilities 2007,” Special Report 203A.

California Geological Survey, 2010; Fault Activity Map of California.

Seed et al, 2003; Recent Advances in Soil Liquefaction Engineering, EERI.

Terzaghi and Peck, 1967; Soil Mechanics in Engineering Practice.

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525- 0003604.00

FIGURES

NV5 WEST, INC.
1868 Palma Dr., Ste A, Ventura, CA 93003
Tel: (805) 656-6074, Fax: (805) 650-6264
An NV5, Inc. Company – Offices Nationwide –

Project No:

Date:

Figure

SITE LOCATION MAP
Geotechnical Study – Pleasant Valley Sewer Force Main
Pleasant Valley Road – Camarillo

114525-0003604.00
September 2025
FIGURE 1
Base Map: Google Earth Imagery, retrieved 9/7/2025

SITE LOCATION

NV5 WEST, INC.
1868 Palma Dr., Ste A, Ventura, CA 93003
Tel: (805) 656-6074, Fax: (805) 650-6264
An NV5, Inc. Company – Offices Nationwide –

Project No:

Date:

Figure

BORING LOCATIONS
Geotechnical Study – Pleasant Valley Sewer Force Main
Pleasant Valley Road – Camarillo

114525-0003604.00
September 2025
FIGURE 2
LEGEND

B-x Approximate Boring Location

Base Map: Google Earth Imagery, retrieved 9/7/2025

B-1

Title:

Project:

Project No:

Date:

Figure:
0 2000 4000

scale (feet)

REGIONAL GEOLOGIC MAP
Preliminary Geotechnical Study-Pleasant Valley Sewer Force Main Pleasant Valley Rd- Camarillo, CA

114525-0003604.00

Sept., 2025

FIGURE 3
24 BASE MAP: Quaternary geologic map of the Camarillo 7.5 minute Quadrangle (William Lettis & Associates, 2000 LEGEND

SITE LOCATION
Qf: Quaternary Alluvial Fan Deposits
Qyf1: Younger Alluvial Fan Deposits, Unit 1
Qyf2: Younger Alluvial Fan Deposits, Unit 2

SEISMIC HAZARD MAP
Preliminary Geotechnical Study-Pleasant Valley Sewer Force Main Pleasant Valley Road- Camarillo, CA
Project No:

Date:

Figure
114525-0003604.00
Sept. 2025
FIGURE 4

SITE LOCATION
BASE MAP: State of California, Department of Conservation, Seismic Hazard Zones, Camarillo Quadrangle, Released February 7, 2002

Report of Limited Geotechnical Study September 9, 2025
Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

APPENDIX A

FIELD EXPLORATION

Report of Preliminary Geotechnical Study August 28, 2025 Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

APPENDIX A

FIELD EXPLORATION

Our field investigation included a site reconnaissance and a subsurface exploration program consisting of one (1) 3 inch diameter hand auger boring, performed on August 19, 2025. During the site reconnaissance, the surface conditions were noted, and the locations of the proposed boring was marked for utility clearance. Boring was located by pacing or by rough measurements relative to existing streets , boundary features, and physical features and should be considered accurate only to the degree implied by the method used.

Earth materials encountered in the exploratory boring was logged by a representative of NV5 West and classified in the field by visual examination in accordance with the Unified Soil Classification System (ASTM D2488). The field descriptions have been modified where appropriate to reflect laboratory test results.

For a key to soil symbols and terminology used in the boring logs, refer to Plate A -1 – Key for Classification and Description of Soil.

Drilling, Logging, Sampling, and Soil Classification
Hand auger boring was sampled by NV5’s staff engineer, who visually inspected the soil samples, measured groundwater levels (if any) , maintained detailed record of the boring, and visually manually classified the soils in accordance with the ASTM D 2488 and the Unified Soil Classification System (USCS). Logging and classification were performed in general accordance with Caltrans ‘Soil and Rock Logging, Classification, and Presentation Manual (2010 Edition)’.

Bulk samples of soil cuttings were collected at different depths and placed in plastic bags.

Borehole Abandonment
At the completion of the drilling groundwater was measured ( if any ) and the boring w as abandoned by backfilling with extra soil cuttings . Notes describing the borehole abandonment are presented at the bottom of boring record.

Sample Handling and Transport
Geotechnical samples were sealed to prevent moisture loss, packed in appropriate protective containers, and transported to the geotechnical laboratory for further examination and geotechnical testing.

Laboratory Testing
The soils were further examined and tested in the laboratory and classified in accordance with the Unified Soil Classification System following ASTM D2487 and D2488. Field classifications presented on the records were modified where necessary on the basis of the laboratory test results. Descriptions of the laboratory tests performed, and a summary of the results are presented in Appendix B.

KEY FOR CLASSIFICATION AND DESCRIPTION OF SOIL

Soil Classification: In general conformance with the Unified Soil Classification System as presented by ASTM D 2488.

Lithologic Variation: Natural soils a re frequently stratified and vary both horizontally and vertically. Descriptions provided for samples may not be representative of the entire sample, or for intervals above and below the sample. Thus, discrepancies may occur between sample descriptions on field logs and laboratory descriptions.

US Sieve Sieve Opening
> 12 in > 12 in
12 - 3 in 12 - 3 in
Coarse 3 - 3/4 in 3 - 3/4 in
Fine 3/4in - No.4 3/4in - 4.75mm
Coarse No.4 - No.10 4.75 - 2.00mm
Medium No.10 - No.40 2.00 - 0.475mm
Fine No.40 - No.200 0.475 - 0.075mm
below No.200 < 0.075
Sand
Boulder
Cobble
Silt & Clay Gravel

PARTICLE SIZE
Nonplastic Cannot roll into 1/8" tread
Slightly Plastic Barely roll into thread
Medium Plastic Can roll into thread
Highly Plastic Cannot rupture by kneading

PLASTICITY
Trace < 5 %
Few 5 to 15 %
Little 15 to 30 %
Some 30 to 50 %
Mostly > 50 %

ESTIMATED AMOUNT
Blows/ Foot
Pocket Pen.
(TSF)
Very Soft < 2 < 0.25
Soft 2 - 4 0.25 - 0.5
Medium Stiff 5 - 8 0.5 - 1
Stiff 9 - 15 1 - 2
Very Stiff 16 - 30 2 - 4
Hard > 30 > 4
Very Loose 0 - 4
Loose 5 - 10
Medium Dense 11 - 30
Dense 31 - 50
Very Dense > 50
1 NAVFAC DM-7.1, 1982; 2 Terzaghi and Peck, 1967
SILT & CLAY 1SAND 2

SOIL CONSISTENCY

GUIDELINE FOR DESCRIPTION
& CLASSIFICATION OF SOIL
DESCRIBE (1)SOIL TYPE, (2) GRAIN SIZE & DISTRIBUTION, (3)COLOR, (4)MOISTURE, (5)DENSITY, and (6)OTHER DESCRIPTORS in general order of significance (e.g. visible pores, plasticity, soil structure, odor, organics, etc.)

e.g. SILTY SAND (SM): mostly fine sand, little silt, trace medium -coarse sand, reddish brown, damp, med. dense, nonplastic, few pinhole pores (Qal)
Plate A-1
Group
Symbol Typical Names
3 4
GW Well-graded gravel, gravel-sand
mixtures, little of no fines.

GP Poorly-graded gravel, gravel-sand
mixtures, little of no fines.

GM Silty gravel, gravel-sand-silt mixture
GC Clayey gravel, gravel-sand-clay
mixture
SW Well-graded sand, gravely sand
SP Poorly-graded sand, gravely sand
SM Silty sand, sand-silt mixture
SC Clayey sand, sand-clay mixture
Dry Strength
(Crushing)
Dilatancy
(Reaction to Shaking)
Toughness
(near PL)
ML Silt, Clayey Silt, Silty or Clayey very
fine Sand, slight plasticity None to low Slow to rapid None CL Clay, Sandy Clay, Silty Clay, lean
clay, low - medium plasticity Medium to high None to slow Medium OL Organic Silts or Silty Clays of low
plasticity Slight to medium Slow Slight
MH Silt, Clayey Silt, Silty or Clayey very
fine Sand, high plasticity Low to medium None to slow Low to medium CH Clay, Fat Clays, high plasticity High to very high None High OH Organic Clays of medium to high
plasticity Medium to high None to very slow Slight to medium Pt Peat and other highly organic soil
for soils with 45 - 55% fines or roughly equal % of defining material, use Borderline Symbol (i.e. SC/CL, GP/SP, CL/ML, CL/CH) Highly Organic Soils
Silts & ClaysSilts & Clays
Liquid limit < 50Liquid limit > 50
Fine-grained Soils
(< 50% passing No. 200 Sieve)
(The No. 200 sieve size is about the smallest particle visible to the naked eye.) Sands
<50% of coarse
fraction is > 1/4in.
5 - 12% fines dual i.d.
(e.g. SW-SC or SP-SM)
Major Divisions
21 <= 5%
fines
>= 12%
fines
Predominately one size or range of sizes with some intermediate sizes missing.

Non-plastic fines
Plastic fines
Coarse-grained Soils
(> 50% passing No. 200 Sieve)
<= 5%
fines
>= 12%
fines
Predominately one size or range of sizes with some intermediate sizes missing.

Non-plastic fines or fines with low plasticity
Plastic fines
Wide range in grain sizes and substantial amounts of all intermediate particle sizes.

UNIFIED SOIL CLASSIFICATION SYSTEM
Field Identification Procedures
5 Wide range in grain sizes and substantial amounts of all intermediate particle sizes.
5 - 12% fines dual i
(e.g. GW-GC or GP-GM)
Gravels
>50% of coarse
fraction is > 1/4in.

Identification Procedures on Fraction Smaller Than No. 40 Sieve High organic content, color, spongy, fibrous.
slight - medium
plasticityhigh plasticity
STEP 1: SOIL CLASSIFICATION
3: COLOR
4: MOISTURE
Dry Powdery
Damp Below PL
Moist PL - LL
Wet above LL

SOIL MOISTURE
5: CONSISTENCY
Describe Color at field moisture in general conformance with Munsell Soil Color Charts.
2: GRAIN SIZE & AMOUNT
6: PLASTICITY
Cal. Mod. Sample

No Recovery (Cal Mod.)

SPT Sample

No Recovery (SPT)

Shelby Sample

No Recovery (Shelby)

Bulk Sample

BORING LOG SYMBOLS

B-1
B-2
B-3
B-4
B-5
B-1
B-2
B-3
B-4
B-5
Silty Sand (SM) with Gravel, brown
Clayey Sand (SC): brown
Sandy Lean Clay (CL): brown to yellowish brown
Silty Sand (SM), brown
Clayey Sand (SC), brown
Total depth = 17 feet
Backfilled with soil cuttings and gravel
No groundwater
HAMMER EFFICIENCY (ERi)
SHEET NO.START

DRILL RIG
OTHER
TESTS

GRAPHIC
LOG

MOISTURE
(%)
DEPTH (feet)

DRILLING COMPANY

ELEVATION
(feet)

SITE LOCATION

CHECKED BY
5 10
15 AFTER DRILLING
1 of 1
Manual Drilling MFNone
35 lbs slide hammer
DEPTH/ELEV. GW (ft)
NOTES
8/19/2025

LOGGED BYDRILLING METHOD
BORING DIA. (in)
RECOVERY (%)
GROUND ELEV (ft)
B-1

DRY DENSITY
(pcf)

PROJECT NUMBER HOLE ID
BLOW/FT "N"

PENETRATION

RESISTANCE
(BLOWS / 6 IN)

PROJECT NAME
Proposed Pleasant Valley Sewer Force Main
RQD (%)
SAMPLE NO.

Hand Auger
114525-0003604
17 NA / NE

ATTERBERG
LIMITS (LL:PI)

DRILLING
METHOD

DESCRIPTION AND CLASSIFICATION
3 inch Hand Auger

DURING DRILLING

DRIVE SAMPLER TYPE(S) & SIZE (ID)
5987 Napa Avenue, Rancho Cucamonga, CA
TOTAL DEPTH (ft)
FIGURE
B-1

HAMMER TYPE (WEIGHT/DROP)
3 / NE
SPT N*
FINISH

THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.

SUBSURFACE CONDITIONS MAY DIFFER AT OTHER

LOCATIONS AND MAY CHANGE AT THIS LOCATION
WITH THE PASSAGE OF TIME. THE DATA

PRESENTED IS A SIMPLIFICATION OF THE ACTUAL
CONDITIONS ENCOUNTERED.

MF
8/19/2025

BORING RECORD
60 SAMPLE TYPE
Irvine, CA 92618
GROUP DELTA, An NV5 Company
133 Technology Drive, Ste 200
GDC_LOG_BORING_2016 3604.GPJ GDC2013.GDT 9/8/25
Report of Preliminary Geotechnical Study August 28, 2025 Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

APPENDIX B

LABORATORY TESTING

Report of Preliminary Geotechnical Study August 28, 2025 Pleasant Valley Sewer Force Main, Pleasant Valley Road Project No. 114525-0003604.00

APPENDIX C

MAP-BASED SEISMIC DESIGN PARAMETERS

ASCE Hazards Report
Address:

No Address at This Location
Standard: ASCE/SEI 7-16 Latitude: 34.2053
Risk Category: II Longitude: -119.0458
Soil Class: D - Stiff Soil Elevation: 101.44963676672948 ft (NAVD 88)

SS : 1.615
S1 : 0.597
Fa : 1
Fv : N/A
SMS : 1.615
SM1 : N/A
SDS : 1.077
SD1 : N/A
TL : 8
PGA : 0.701
PGA M : 0.772
FPGA : 1.1
Ie : 1
Cv : 1.423
Seismic
Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Tue Aug 26 2025

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Specification No. SS-5037-1 APPENDICES
Camarillo Pleasant Valley Road Force Main

Potholing Exhibit

E
24'' SS
24'' SS
24'' SS
18'' SS
18'' SS
21'' SS
21'' SS
21'' SS
21'' SS
8'' SS 8'' SS8'' SS8'' SS30'' SS FM
30'' SS FM20'' ABAND SS
E+
++
\\\ \\\ \\\ \\\ \\\
\\\ \\\
\\\
\\\
\\\
\\\
\\\
\\\
\\\
\\\\\\
\\\\\\\\\\\\
\\\\\\
\\\
\\\
++++
+++++++++++

75.4 75.4

75.4 75.2

74.8 74.5

74.2 74.5

74.9 74.6

73.8 73.8

72.9 72.2

72.4 73.7

75.7 74.6

74.2 76.2

76.475.3

76.3 75.6

75.9 75.9

75.7 77.876.577.577.5

74.2 73.9

74.6 74.8

75.4 76.5

74.3 74.7

74.7 75.175.7

75.675.2 76.2

75.7 75.7

75.9 76.4

76.9 77.5

77.9 Crop Field
Ground Obscured
SCO
TSPB

WVSMHSMWTSPBTSPBTSPBTSPBELPB

GVGVGVGVGVGVGVGV
SMHAV
SMH
TSPB

TSPBWVWVWVWV

WVAVAVTSPBR

OHWOHWOHWOHWOHWOHW

OHWOHWOHWOHWOHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHW
OHWOHW
OHW
OHW

OHWOHWOHW
OHW
OHWOHW
OHWOHW

OHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHW
OHW
OHW
OHWOHW
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHW

OHWOHWOHW
OHWOHW

OHWOHWOHW
OHW
OHW

OHWOHWOHW
OHWOHW
OHW
OHW
212

UTIL VT
TSPB
SMH77.68 RIMSMH76.75 RIM
SMH76.14 RIM76.14 INV
SMH75.84 RIM75.84 INV\\\\\\\\\\\\
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ 1+002+003+004+005+006+00
PH-4PH-6PH-5PH-2PH-1PH-3
PH-9PH-7PH-10 PH-8BL-PH-1BL-PH-2
BL-PH-3
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS 30'' SS FM30'' SS FM30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM30'' SS FM
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS20'' ABAND SS
20'' ABAND SS
+++
\\\ \\\ \\\ \\\ \\\ \\\ \\\\\\
\\\\\\\\\\\\\\\\\\

79.3 78.1

78.5 78.1

78.1 78.1

79.6 77.7

78.3 77.2

77.2 78.5

78.5 76.4

76.6 76.5

75.2 76.1

75.4 75.4

77.7 76.3

76.2 76.8

79.1 77.8

76.4 77.9

77.8 78.5

78.9 79.4

79.9 80.2

80.8 81.2

81.7 82.2

77.6 77.4
Crop Field
Crop Field
Ground Obscured
GV
GV
SMW
OHWOHW

OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHW
OHW

OHWOHWOHWOHWOHWOHWOHW
OHWOHW
OHWOHW
OHWOHW

OHWOHWOHWOHW

OHWOHWOHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHWOHWOHWOHWOHW
OHW
OHW
OHW
\\\\\\\\\\\\\\\\\\\\\\\\\\\
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\ \\\
\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\7+008+009+0010+0011+0012+0013+0014+0015+0016+0017+0018+00 BL-PH-5 BL-PH-4
2 B
01"2"FILENAMESCALESHEET
A
C
D
1345678

PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1 18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS 30'' SS FM30'' SS FM30'' SS FM
30'' SS FM
30'' SS FM30'' SS FM
30'' SS FM 20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS20'' ABAND SS

VVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVV
+++
++++
+++++

85.6 88.7 86.2

85.584.6

84.5 83.4

83.3 83.5

81.2 81.3

81.6 80.4

79.9 80.1

79.6 79.279.3

79.6 80.479.7

81.3 83.281.4

81.8 82.3

83.9 83.4

84.2 84.2 85.4

82.6 83.2

84.4 85.4

86.1 86.784.4

87.8 89.3

82.1 Crop Field
Crop Field
GV

SMW OHW
OHW
OHWOHW
OHW

OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHW

OHWOHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHWOHW

OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHW
OHWOHW
OHW
OHWOHW
CP 5 \\\\\\\\\\\\\\\\\\\\\\\\\\\
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\ \\\
\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\19+0020+0021+0022+0023+0024+0025+0026+0027+0028+0029+0030+0031+00 BL-PH-6BL-PH-7
BL-PH-8
SDG
18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS 30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM 20'' ABAND SS20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS

VVVVVVVVVVVVVVVVVVV

90.7 90.3

89.4 89.2

88.4 88.6

89.6 89.8

91.5 91.9

91.591.8

91.4 87.5

87.9 87.1

87.788.5

88.7 89.8

90.2 91.290.7

86.4 86.8

85.4 88.7

87.2 87.888.2

87.9 87.4

86.890.1

90.5 90.9

91.5 92.1

92.8 93.4

93.9 89.8

90.690.3
Crop Field
GV
GV
WM

OHWOHWOHW

OHWOHWOHWOHWOHW
OHWOHW

OHWOHWOHWOHW

OHWOHWOHW

OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHW
OHWOHW

OHWOHWOHWOHWOHW
OHWOHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHW
OHWOHW

OHWOHWOHWOHWOHWOHW
OHWOHW

OHWOHWOHW
CP 3
CP 4210
\\\\\\\\\\\\
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\32+00 33+00
34+00
35+0036+0037+0038+0039+0040+0041+0042+0043+0044+00 BL-PH-9BL-PH-10 2 B
01"2"FILENAMESCALESHEET
A
C
D
1345678

PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1 G
G 14'' W14'' W
14'' W 18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS18'' SS 30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM 30'' SS FM
30'' SS FM
30'' SS FM
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS20'' ABAND SS20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
+
+
+++++++++++
++
+++
++++++++++++++
++++
+
+

96.7 96.6

96.3 95.2

95.6 96.3

95.7 96.293.7 97.3

97.6 97.4

97.6 98.2

98.6 94.1

92.8 93.7

92.8 92.3

92.2 90.9

91.1 92.8

92.5 93.2

93.9 96.4

94.4 96.2

95.5 95.7

94.5 95.2

95.7 96.1

96.6 97.297.8

97.5 97.9

98.6 95.4

99.3 92.9
Ground Obscured
Ground Obscured
Ground Obscured
GV

GMICVWM

CPBGM OHWOHW

OHWOHWOHW
OHWOHW
OHW
OHWOHW
OHWOHW

OHWOHWOHWOHW
OHW
OHW
OHW
OHW
OHWOHW
OHW
OHW
OHW
OHW

OHWOHWOHW

OHWOHWOHWOHWOHWOHWOHWOHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHWOHWOHW

OHWOHWOHWOHWOHWOHWOHW

OHWOHWOHW
OHWOHW

OHWOHWOHWOHWOHW

OHWOHWOHW
OHW
CP 8 \\\\\\\\\\\\
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\45+0046+0047+0048+0049+0050+0051+0052+0053+0054+0055+0056+00 BL-PH-11BL-PH-12 BL-PH-13PH-11
30'' SS FME12'' SS
14'' W14'' W14'' W
14'' W14'' W14'' W
14'' W14'' W14'' W14'' W30'' SD
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS
18'' SS 30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
+++++++++++++
100.5
103.8
100.3

99.6 100.2

99.1 99.7

99.9 98.3

98.4 97.2

99.1 98.9

99.1 99.6

98.9 100.3
100.2
101.4
101.2
101.8
101.6
102.3
102.2
103.1
102.3100.1
100.2
100.8
101.7
102.6
102.9
100.7
103.7
103.2SMHWVWV
SDMH
GV
OHW

OHWOHWOHWOHWOHWOHW

OHWOHWOHWOHW
OHWOHW

OHWOHWOHWOHWOHWOHWOHW

OHWOHWOHWOHW

OHWOHWOHWOHW
OHWOHW
OHW

OHWOHWOHWOHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHW

OHWOHWOHWOHW
OHW
OHW
OHW

OHWOHWOHWOHWOHW
CP 7
209
\\\\\\\\\\\\
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\
\\\
\\\
\\\
\\\
\\\
\\\ \\\
\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\57+0058+0059+0060+0061+0062+0063+0064+0065+0066+0067+00 68+00
69+00 BL-PH-14BL-PH-15BL-PH-16PH-12
2 B
01"2"FILENAMESCALESHEET
A
C
D
1345678

PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1 30'' SS FM30'' SS FM
30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM30'' SS FM EEEE E
E
E
E 8'' SS8'' SS
8'' SS8'' SS8'' SS8'' SS8'' SS
8'' SS8'' SS 14'' W
14'' W14'' W14'' W
14'' W14'' W14'' W14'' W
14'' W
30'' SD
30'' SD30'' SD30'' SD
30'' SD
30'' SD
E
E
E
E
E
E 20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS20'' ABAND SS
16'' W
++
+++++++++++++
+
+ +++++++++++++++++++
111.4
109.8
109.2
108.6
109.5
106.5
110.1109.3
109.3
108.4
108.4106.3
105.6
105.4
103.6
103.8104.9
101.5
104.2
104.2101.3
104.3
104.9
105.3
105.7
106.7
104.2
104.8
105.4
106.7
108.3
109.7
110.4
111.8
112.8Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Crop Field
Crop Field
Crop Field
WV
WVFH
SMH
FHWV
SMH

ELPBFDCWV
FHWV
TSPB
SMH
WVWMWM

TMHELPBELPB

WVSMHFHPB
SDMH
OHW

OHWOHWOHWOHWOHWOHWOHW
OHW
OHW
OHWOHW

OHWOHWOHW
OHW
OHWOHW
OHW
OHW
OHW
OHW
OHWOHW
OHW

OHWOHWOHW

OHWOHWOHW
OHWOHW

OHWOHWOHW
OHW
OHW
OHW
BFPBFP
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ 70+0071+0072+0073+0074+0075+0076+0077+0078+0079+0080+0081+0082+00 PH-13PH-14 14'' W
14'' W
14'' W14'' W14'' W14'' W
14'' W
14'' W
W8'' SS
8'' SS
8'' SS
8'' SS
8'' SD
8'' SD8'' SD
8'' SD
8'' SD

SDSDSDSD
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
18'' W
18'' W
18'' W 30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
EEE
EEE
EE
E
E E
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
E
E
E
E
16'' W
16'' W16'' W16'' W16'' W16'' W16'' W16'' W16'' W16'' W
16'' W
+++ +
++
+
+
+++++++++++
++++++++++++++++++++
++
+++++++
++++
+++
+++++++++
116.5
118.5
118.8
117.6
116.5
116.3
115.4
114.4
113.2
113.5112.1
113.3
113.3108.5
111.5112.7
111.1
109.6
112.6
111.8
114.3111.2
112.2
113.3
113.2
113.1112.5
113.8
114.7
115.2
116.8115.4
115.7
112.6
116.4
117.3
114.6
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Crop Field
Crop Field
TMHWV

WVSMHSMHFH
WMBFP
SDMH
SDMH

FHWVSMHWV
SDMH
FHWV
WV
TMH
SDMH
WV
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHWOHW

OHWOHWOHW

OHWOHWOHW
OHW

OHWOHWOHWOHWOHWOHWOHWOHWOHW
OHW
OHW
OHWOHW

OHWOHWOHWOHWOHW
CP 11
200

SDINLET

ELEC EQUIP
G VENT
83+0084+0085+00
86+00
87+00
88+00
89+00
90+00
91+0092+00
93+0094+0095+00 PH-15PH-16PH-17
2 B
01"2"FILENAMESCALESHEET
A
C
D
1345678

PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1 14'' W14'' W
14'' W
18'' W
6'' W
6'' W
6'' W
14'' W
14'' W
W14'' W14'' W
42'' SS
42'' SS
42'' SS
42'' SS
12'' W
12'' W
12'' W
8'' SS
8'' SS
8'' SS
8'' SS
8'' SS
8'' SS
36'' SD
8'' SD
6'' W16'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W12'' W12'' W12'' W
12'' W12'' W12'' W 12'' W12'' W
14'' W14'' W
12'' W
12'' W
SDSD
24'' SS
18'' W
18'' W
18'' W
18'' W
18'' W
18'' W
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM E
EE
E
E
E E
EE
EEE
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
20'' ABAND SS
36'' SD
36'' SD
30'' SS FM
30'' SS FM 16'' W16'' W16'' W16'' W16'' W
14'' W
14'' W
14'' W
14'' W
24'' SS
++++++++++++++++++++++++++++++++
++++++
++++++++++++++++++++
++++++
+++++++++
+++
119.6
118.4
119.3
118.5
119.5118.7
117.4 118.7118.8
122.7
120.3121.2
121.2
121.4
121.2121.4
121.3
119.5
118.7
118.7
117.6
116.6
117.3
117.4
118.4
119.3
115.3
115.7
119.5 119.9
120.5
116.3
121.2
122.1 123.2121.6
121.8
121.4
122.3
Ground Obscured
Crop Field
SDMH

ELPBTSPB
SMH

SDMHSMH

TMHTSPBTSPBSMH

TSPBTSPBIRPBTSPBELPBTSPBELPBICVIRPB
ICV
ICV
TMH

GVSMHGVGVWVGVGVGV
WV
SMH

SDMHSMH
FHSDMH
TSPB

WVWVWVWVWMWMWVWVWVWV

TSPBWVWVWMHSDMH
SMW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHWOHWOHWOHWOHWOHW
BFPBFP
95+0096+0097+0098+00
99+00
100+00
101+00
102+00
103+00
104+00
105+00
106+00
107+00 PH-18PH-19PH-21PH-20PH-22PH-24PH-23PH-25PH-26PH-27 6'' W
16'' W
16'' W
16'' W
16'' W
16'' W
16'' W
12'' W
12'' W 12'' W12'' W12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
21'' SS
21'' SS
21'' SS
21'' SS
21'' SS
21'' SS
21'' SS
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
30'' SS FM
30'' SS FM
18'' SD
27'' SD
E E
E
E
E
E
E
E
EE
E
E
E
E
36'' SD
36'' SD
36'' SD
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
18'' SD12'' W
12'' W
12'' W
12'' W
18'' SD
14'' W
14'' W
14'' W
+++ ++ +
+++++++++++++++
+++++++++++++++++++++
+
++++++++++++++
++++++++++++++++++++++++ 124.8
122.8
120.4
119.4
119.5
123.6
119.5118.6
118.8
119.7
123.4
118.5
119.3
123.9
123.8
118.8
118.4
118.4119.8
119.2
118.3
120.5
118.4
118.4
119.7118.3 121.4121.8
123.2122.2
122.2
122.4
122.6
123.2
122.7
122.9
118.5
117.3
116.9
116.3
122.3
122.7
123.2
123.2
122.2122.9
123.7
123.8
123.8
123.6
123.5
123.8
124.4Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured

ELPBCPB

IRPBIRPBIRPBWVSMWBFP
SDMH
BFP
ELPB
ELPB
ELPB

ELPBIRPB
SDMH
WVWV
SDMH

SMHWVWVSMH

CPBEMHAVAV
SMHTMH
SMH

WVSMHSMH
WM
CPB

ICVWMIRPBIRPBIRPB
TMH
SCO
SDMH
EVT
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHWOHW
207
208
213
214
215
UTILVT
ICV
EVT
ELPB
WV
GV
WM

IRRCABINET
EVT
SDMH

ELPBELECEQUIP
ELPB

SD INLET
108+00
109+00
110+00
111+00
112+00
113+00
114+00
115+00
116+00
117+00
118+00
119+00
120+00 PH-28
PH-30
PH-32 PH-31
PH-29
PH-35PH-36 PH-34PH-33
2 B
01"2"FILENAMESCALESHEET
A
C
D
1345678

PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1 16'' W
16'' W
16'' W
16'' W
16'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
21'' SS21'' SS21'' SS21'' SS
21'' SS
21'' SS
21'' SS
21'' SS
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
E
E
E
E
EEE
E
E
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' SS FM
++
+ +++++++++++++++
++++++++++++++++++++++++++++++++++++
+++++
++++++
++
++
++
++++++
++
+++
+++++++++++++++++
127.1
122.3
126.5
120.5
121.3
114.4
114.1
114.6
114.9
115.8
115.1
113.9
113.7
119.6
120.9
126.3
120.6
119.2
120.2 115.1
113.9
124.8
125.5
126.1
126.6
126.3
125.5
124.9
124.7
125.5
126.2
126.6
127.2125.6
125.1
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured

RWMIRPBIRPBICVWV

ICVTSPBTSPBCPBGVTSPBSDMH

ELPBTSPBTSPBTSPBTSPBELPBFHWV

WVWVWVTSPB
TSPB
IRPB

AVIRPBEMHAV
RCPB
IRPB

WMWVTMHSDMHCPBELPBICVIRPB

IRPBIRPBWMIRPBIRPBELPBWMIRPBIRPB

ICVWVIRPB
WV

IRPBIRPBIRPBICV
BOV

IRPBICVIRPBICV
ICV

IRPBIRPB

TMHWVOHW
OHW
OHW

OHWOHWOHW
OHWOHW

OHWOHWOHWOHWOHW
OHW
OHW
OHWOHW
OHW
OHW

OHWOHWOHWOHWOHWOHW
OHW
OHW
OHW
OHW
OHW
OHW
206
WMAV
SDMH
TSPB
TSPB
121+00
122+00
123+00
124+00
125+00
126+00
127+00
128+00
129+00
130+00
131+00
132+00
133+00 PH-37PH-38
PH-39PH-40
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
14'' W14'' W14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
14'' W
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM54'' SD EEEEEEE
E
E
E
EE
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
+++
+++
+++
+++++++++++
+++++++++++++++++++++++++++++
+++++++++++++++++++++++++++++++
+++
123.7
124.3
123.4
123.7128.5 111.8
112.7
112.7
122.8
122.5
122.2
122.7
122.3
122.1122.7
122.3
122.2122.5
122.4
121.9
122.3126.5
111.8
112.4
112.7
111.8
111.5
112.3
112.2
127.5
127.6
126.6
126.5
126.3
127.2
127.8
128.3
128.8
129.4
129.2
128.7
129.2
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Crop Field

SDMHTSPB
IRPBIRPBFHwv

WMIRPBIRPB

IRPBIRPB
TMH

WMIRPBIRPBICVWMIRPBIRPBELPBIRPBTSPB
IRPBWV

IRPBICVIRPBIRPBCPB

WVICVIRPB

IRPBIRPBWM
WV

IRPBWMSDMHWV

IRPBICVTSPBTSPBIRPBICV

IRPBWMIRPBIRPBIRPBIRPBIRPBWMIRPBIRPB

IRPBIRPBICVWMIRPBICVICV
WV

IRPBIRPB

IRPBELPBICVWMICV

BOVWMRWM
SDMH
SDMH
OHW
OHW
OHW
OHW
OHW
OHW

OHWOHWOHWOHW
OHW

OHWOHWOHWOHWOHWOHWOHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
CP 13
EVT
UP
UP

SD INLET
TSPB
134+00
135+00
136+00
137+00
138+00
139+00
140+00
141+00
142+00
143+00
144+00
145+00
146+00 PH-41
2 B
01"2"FILENAMESCALESHEET
A
C
D
1345678

PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1 12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W
30'' SS FM
60'' SD24'' SS
12'' W
12'' W
12'' W
12'' W
12'' W
12'' W16'' W
16'' W
16'' W
14'' W
14'' W
W
W
W
W
14'' W
14'' W
14'' W
30'' SS FM
30'' SS FM
30'' SS FM
30'' SS FM
24'' SS
24'' SS
72'' SD
72'' SD
54'' SD
54'' SD
54'' SD
54'' SD EE
E
E
EE
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
12'' SS FM
+++
+++
++
+++++++++++++++++++++++++++++
+++
+++++++
++
++++++++
+++
++
+
++
+++++++++++++
++++
++++++
++++
+
128.6
132.2131.9
134.3 109.8128.8
128.6
128.9
109.7
109.5109.3
114.5113.3
108.9108.6
108.7
108.8109.2
124.3
122.9123.5
133.4
131.3
123.4128.6
123.5
123.4
123.6
123.7
123.7 112.4
112.9
111.6
129.4
129.6
129.2
128.8
128.7
129.6
130.4129.6
122.7
132.2
134.1
134.3
132.3Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Crop Field
CMH
TSPB

RWVWMRWVELPBRWMTSPB
TSPB

RWMTSPBTSPBELPB
CPB

CMHWVELPBTSPB

WVWVWVWVWV TSPB

ELPBTSPB

ELPBTSPBTSPBELPBTSPBCPBWMIRPBWM

EMHWMELPBIRPB
IRPB

SDMHIRPB

TSPBIRPB

IRPBCPBELPBELPBIRPBCMHWV
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RECYCLEDWATERVALVES

RECYCLEDWATERMETERGAS VENT

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146+00
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PROJECT MANAGER

PROJECT NUMBER
PLEASANT VALLEY ROADSEWER FORCE MAIN - PHASE 1ADDITIONAL POTHOLE EXHIBIT J. KELLY
10320913 ISSUEDESCRIPTIONDATE13/18/2026ADDITIONAL POTHOLE EXHIBIT1

ADDENDUM NUMBER 1
PLEASANT VALLEY ROAD SEWER FORCE MAIN – PHASE 1
PROJECT NO. SS-5037-1
May 14, 2026

1. BID OPENING DATE

1.1 The Bid Opening Date has not changed. Bids are due Thursday, May 21, 2026, at 3:00 p.m.

2. BID PROPOSAL

2.1 REPLACE: BID PROPOSAL: Page 1
Liquidated Damages: Project Milestone Dates as follows:

Project Complete: $7,000 Per Calendar Day

With the following:

Liquidated Damages: Project Milestone Dates as follows:

Project Complete: $3,000 Per Calendar Day

2.2 REPLACE: BID PROPOSAL: Page 10 BID SCHEUDLE with Revised BID SCHEDULE Page 10 dated 05/14/2026 (Attachment A1-1).

3. SPECIFICATIONS

3.1 REPLACE: SECTION 01010 SUMMAR Y OF WORK, 1.05 ORDER OF WORK, D. The following activities generally describe the sequence of the Work:

1. Pleasant Valley Road Sewer Force Main – Phase 1 work schedule is largely dependent upon the City of Camarillo Pleasant Valley Bike Lanes Project (ST-5006).

With the following:

3.2 Pleasant Valley Road Sewer Force Main – Phase 1 work schedule is largely dependent upon the City of Camarillo Pleasant Valley Bike Lanes Project (ST-5006). On May 13, 2026, City Council awarded a construction contract to Toro Enterprises, Inc., for the Pleasant Valley Road Bike Lanes Project. So the contractor for the Pleasant Valley Road Bike Lanes Project is Toro Enterprises. Inc.

Addendum Number 1
Pleasant Valley Road Sewer Force Main – Phase 1 – Project No. SS-5037-1 May 14, 2026

3.3 REPLACE: SECTION 01200 ME ASURE AND PAYMENT, 1.06
DESCRIPTION OF BID ITEMS, D. Bid Item No. 4 – Stormwater Pollution Prevention Plan (SWPPP), 1. Measurement:
i. Prepare a Stormwater Pollution Prevention Plan by the Contractor’s Qualified SWPPP Developer and Implement
per the Contractor’s Qualified SWPPP Practitioner.
ii. Provide all Labor, equipment and materials to prepare, submit, secure approval for the project SWPPP.
iii. Install, maintain, and remove all Best Management
Practices after project completion, as determined by the Owner.
iv. Provide sampling and reporting (as required per the SWPPP) With the following:
i. Retain Pleasant Valley Road Bike Lanes Project Qualified SWPPP Developer and modify the Stormwater Pollution
Prevention Plan to include the Pleasant Valley Road Force Main Project and Implement per the Contractor’s Qualified SWPPP Practitioner.
ii. Provide all labor, equipment and materials to prepare, and secure approval for the project SWPPP which includes
uploading and submitting a Change of Information (COI)
into the States Stormwater Multi-Application Reporting and Tracking System (SMARTS).
iii. Install, maintain, and remove all Best Management
Practices after project completion, as determined by the Owner.
iv. Sampling and reporting shall be conducted by the Pleasant Valley Road Bike Lanes Project QSD/QSP. All sampling,
reporting and inspections shall be performed in
conformance with the CGP requirements. Inspections for the Pleasant Valley Road Sewer Force Main Project shall be
performed concurrently with the Pleasant Valley Road Bike Lanes Project.

Addendum Number 1
Pleasant Valley Road Sewer Force Main – Phase 1 – Project No. SS-5037-1 May 14, 2026

3.4 REPLACE: SECTION 01200 ME ASURE AND PAYMENT, 1.06
DESCRIPTION OF BID ITEMS, D. Bid Item No. 4 – Stormwater Pollution Prevention Plan (SWPPP), 2. Payment:
i. Payments will be made upon completion of each task
provided in the Contractor’s detailed schedule of values.

Monthly Payments will be made on a prorated basis of the cost of this item extended out over the course of the
approved baseline construction schedule.

With the following:
i. A provisional Lump Sum (LS) amount has been established to ensure consistent and equita ble bid comparisons. This LS value is not a fixed payment amount. Actual payment for SWPPP and all labor, equipment, materials, supervision, mark-ups, and all incidentals necessary to complete work will be determined following the review, verification, and approval of the contractor’s documented cost proposal
and the final, approved Scope of Work. Compensation will be adjusted accordingly to reflect the actual verified work performed. No compensation or work shall occur without
written City approval.

3.5 REPLACE: SECTION 01200 ME ASURE AND PAYMENT, 1.06
DESCRIPTION OF BID ITEMS, I. Bid It em No. 9 – 24-Inch Buried Plug Valve, 1. Measurement: ii.
d. Provide one spare operator to City
With the following:
d. Provide a spare T-wrench, of correct length, for the City to operate the valve actuator.

4. QUESTIONS AND ANSWERS

4.1 QUESTION: Would it be possible to reduce the liquidated damages amount to $500 per day?
ANSWER: Liquidated Damages have been modified per this
Addendum.

Addendum Number 1
Pleasant Valley Road Sewer Force Main – Phase 1 – Project No. SS-5037-1 May 14, 2026

4.2 QUESTION: Who is the contractor for the Pleasant Valley Road Bike Lanes Project?
ANSWER: The Pleasant Valley Road Bike Lanes Project was awarded on May 13, 2026, to Toro Enterprises, Inc.

4.3 QUESTION: What if the Bike Lanes Projec t Contractor and the Sewer Force Main Contractor bo th require access to the same work area at the same time, wha t procedures or coordination measures should be followed to avoid conflicts and maintain safety? Specifically, what is the approved workaround or sequencing plan when both cont ractors must work within the limits of the sewer force main construction?
ANSWER: As outlined in both the Pleasant Valley Road Bike Lanes Project and Pleasant Valley Ro ad Sewer Force Main Project specifications, it is the responsibility of both project Contractors to coordinate their work activities to avoid such situations whenever possible. However, in the event that work conflicts cannot be avoided, or if maintaining a sa fe work environment becomes an issue, the Bike Lanes Contractor has a bid item for remobilization that may be utilized as necessar y to resolve the conflict. The Pleasant Valley Road Sewer Forc e Main Project Contractor is responsible to meet the requirements of the Contract Documents, including project coordination an d traffic control requirements, and no additional compensation will be allowed.

4.4 QUESTION: O n p a g e 2 o f t h e B i d P roposal, would you please confirm what should be entered on the WORK IDENTIFICATION field?
ANSWER: WORK IDENTIFICATION: Pleasant Valley Road Sewer Force Main – Phase 1 – Project No. SS-5037-1.

4.5 QUESTION: Can you please clarify if this project is federally funded? If so, can you please provide the appropriate forms.

ANSWER: The Pleasant Valley Road Sewer Force Main – Phase 1 – Project No. SS-5037-1, is not a federally funded project.

4.6 QUESTION: Can you please provide the SWPPP company being used on the Pleasant Valley Road Bike Lanes Project?
ANSWER: Pleasant Valley Road Bike Lanes Project was awarded to Toro Enterprises, Inc. (Toro) on May 13, 2026. Toro will have fifteen calendar days from the Notice of Award to submit the Addendum Number 1
Pleasant Valley Road Sewer Force Main – Phase 1 – Project No. SS-5037-1 May 14, 2026

SWPPP for the project. The SWPPP bid item, including
measurement and payment, ha s been modified per this
Addendum.

4.7 QUESTION: According to pipe supplier, 26-inch HDPE pipe is not available, and manufacturers will not produce that uncommon size.

W
ould the City accept the use of 24-inch O D HDPE pipe or 30- inch OD HDPE pipe instead of 26-inch HDPE pipe?
ANSWER: The
City will accept 24-inch DR21 OD HDPE pipe in place
of the 26-inch DR21 HDPE pipe. It will be the contractor’s responsibility to provide all nece ssary fittings and appurtenances to meet the project requir ements and no additional
compensation will be allowed.

This addendum, including attachments, are available for download the from City of Camarillo PlanetBids portal site:
https://pbsystem.planetbids.com/portal/56271/portal-home. This addendum shall be attached to and become a part of the specifications. Each Bidder shall acknowledge on Page 3 of the BID PROP OSAL receipt of this Addendum, which shall be taken as prima facie evidence that the bidder was aware of this inclusion prior to submission of his/her bid.

James Campero, P.E.

Assistant Director of Public Works – City Engineer

(5-2023) Project No. SS-5037-1

BID PROPOSAL
- 10 -

BID SCHEDULE

UNIT PRICE LI

ST -- FIGURES

WORK IDE
NTIFICATION: PLEASANT VALLEY ROAD SEWER FORCE MAIN – PHASE 1 – PROJECT NO. SS-5037-1
NAME OF BIDDER: ____
Item
No. Item Description
Quantit
y Uni t
Payment
Reference
Unit
Price
in
Figures
*Item
Total
Price in
Figures
1 Mobilization and Demobilization 1 LS 01200.1.06.A
2 Traffic Control, Striping, and Signage 1 LS 01200.1.06.B 3 Furnish and Install Sheeting, Shoring and
Bracing 1 LS 01200.1.06.C
4 Storm Water Pollution Preventio n Plan (SWPPP) 1 LS 01200.1.06.D $20,000 $20,000 5 Furnish and Install 26” High Density
Polyethylene Pipe, DR 21, and Appurtenances 270 LF 01200.1.06.E 6 Furnish and Install 24” Ductile Iron Pipe, Class
200, and Appurtenances 50 LF 01200.1.06.F
7 Remove and Dispose of Existing 20-Inch Steel
Sewer Force Main 90 LF 01200.1.06.G
8 Pipeline Pressure Test 315 LF 01200.1.06.H
9 24-Inch Buried Plug Valve 1 LS 01200.1.06.I
10 Potholing Utilities for Pipeline Construction 1 LS 01200.1.06.J 11 Additional Potholing Request 1 LS 01200.1.06.K
TOTAL BASE BID $ ________________
NOTE: In case of error in extension of price into
the total price column, the unit price will govern.

NOTE: Pursuant to Public Contract Code section 20103.8, the Camarillo Sanitary District will determine the lowest bid based on the total Base Bid. The bidder declares that the cost of labor, materials, equipment, and all incidentals necessary to perform the Work, are included in the Total Bid Price.

Camarillo Sanitation District (CSD) reserves the right to accept or reject the bid if the cost exceeds CSD’s budget.

Addendum No. 1, Attachment A1-1, Revised 5/14/2026
ADDENDUM NUMBER 2
PLEASANT VALLEY ROAD SEWER FORCE MAIN – PHASE 1
PROJECT NO. SS-5037-1
May 18, 2026

1. BID OPENING DATE

1.1 The Bid Opening Date has not changed. Bids are due Thursday, May 21, 2026, at 3:00 p.m.

2. SPECIFICATIONS

2.1 DELETE: from SECTION 01200 ME ASURE AND PAYMENT, 1.06 DESCRIPTION OF BID ITEMS, A. Bid Item No. 1 – Mobilization and Demobi
lization: 1. Measurement: i.

Amount shall not exceed five percent (5%) of the Total Bid Amount.

This addendum, including attachments, are available for download the from City of Camarillo PlanetBids portal site:
https://pbsystem.planetbids.com/portal/56271/portal-home. This addendum shall be attached to and become a part of the specifications. Each Bidder shall acknowledge on Page 3 of the BID PROP OSAL receipt of this Addendum, which shall be taken as prima facie evidence that the bidder was aware of this inclusion prior to submission of his/her bid.

James Campero, P.E.

Assistant Director of Public Works – City Engineer