Gardena City Council
December 12, 2023

1.0 EXECUTIVE SUMMARY
Presented below is a brief summary of the conclusions and recommendations of this investigation.

Since this summary is not all inclusive, it should be read in complete context with the entire report.

Geotechnical Design Considerations
x Artificial fill soils were encountered at several of the boring locations, extending to depths of 2½ to 8± feet below the existing site grades.
x The fill soils possess varying strengths and are considered to represent undocumented fill.

These soils, in their present condition, are not considered suitable for support of the foundation loads of the new structures.
x The fill soils are underlain by moderate strength native alluvium, which possesses favorable consolidation/collapse characteristics.
x Remedial grading will be necessary to remove the undocumented fill soils in their entirety and the upper portion of the near-surface native alluvial soils and replace these materials as compacted structural fill soils.

Site Preparation
x Demolition of the existing structures and pavements will be required in order to facilitate construction of the new building and structures. Demolition should also include all utilities and any other subsurface improvements that will not remain in place for use with the new development. The existing pool shell should be demolished and removed. Debris resultant from demolition should be disposed of offsite. Alternatively, concrete and asphalt debris may be crushed to a maximum 2-inch particle size and incorporated into new structural fills, or it may be crushed into miscellaneous base (CMB).
x Site stripping within vegetated areas should remove include all vegetation, including tree root masses and any organic topsoil.
x The existing pool shell should be removed in its entirety. This area can then be raised to grade using compacted structural fill.
x Remedial grading is recommended to be performed within the proposed building pad area to remove all of the undocumented fill soils, which extend to depths of 2½ to 8± feet at the boring locations. At a minimum, the building pad area should be overexcavated to a depth of at least 6 feet below existing grade and to a depth of at least 3 feet below proposed pad grade, whichever is greater. Overexcavation within the foundation areas is recommended to extend to a depth of at least 3 feet below proposed foundation bearing grade. x Excavation to reach the new subgrade elevation in the new pool area is expected to remove most or all of the existing undocumented fill soils. Any remaining undocumented fill or low strength alluvium should be removed to a level of competent native alluvium. x After overexcavation has been completed, the resulting subgrade soils should be evaluated by the geotechnical engineer to identify any additional soils that should be overexcavated, moisture conditioned (or air dried), and recompacted to at least 90 percent of the ASTM D1557 maximum dry density. The previously excavated soils may then be replaced as compacted structural fill. Fill soils should be moisture conditioned to 2 to 4 percent above the optimum moisture content.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

x The new flatwork area subgrade soils are recommended to be scarified to a depth of 12± inches, thoroughly moisture conditioned, or air dried, to 2 to 4 percent above the optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

Building Foundations
x Conventional shallow foundations, supported in newly placed compacted fill. x 2,500 lbs/ft2
maximum allowable soil bearing pressure.
x Reinforcement consisting of at least six (6) No. 5 rebars (3 top and 3 bottom) in strip footings.

Additional reinforcement may be necessary for structural considerations.

Building Floor Slab
x Conventional Slab-on-Grade, 5 inches thick.
x Minimum reinforcement of the floor slab should consist of No. 4 bars at 16-inches on center in both directions, due to the presence of expansive soils. The actual floor slab reinforcement should be determined by the structural engineer, based on the imposed slab loading.

Pavements
ASPHALT PAVEMENTS (R = 15)
Materials
Thickness (inches)
Auto Parking
(TI = 4.0)
Auto Drive Lanes
(TI = 5.0)
Light Truck Traffic
(TI = 6.0)
Asphalt Concrete 3 3 3½
Aggregate Base 6 9 11
Compacted Subgrade 12 12 12
PORTLAND CEMENT CONCRETE PAVEMENTS (R = 15)
Materials
Thickness (inches)
Automobile Parking
and Drive Areas
(TI = 4.0 to 5.0)
Truck Traffic Areas
(TI =6.0)
Fire Lane
(TI = 6.5)
PCC 5 5½ 6
Compacted Subgrade
(95% minimum compaction) 12 12 12
Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

2.0 SCOPE OF SERVICES
The scope of services performed for this project was in accordance with our Proposal No. 21P336, dated July 28, 2021. The scope of services included a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of the building foundations, building floor slab, and swimming pool along with site preparation recommendations and construction considerations for the proposed development. The evaluation of the environmental aspects of this site was beyond the scope of services for this geotechnical investigation.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

3.0 SITE AND PROJECT DESCRIPTION

3.1 Site Conditions
The site is located at the street address of 1654 West 160th Street in Gardena, California. The site is bounded to the north by 160th Street, to the west by Harvard Boulevard, to the south by residential fourplexes and the Gardena Gymnasium, and to the east by La Salle Avenue. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 in Appendix A of this report.

The site consists of multiple rectangular-shaped lots which total 0.9± acres in size. The lots are currently developed with the Primm Memorial Pool and two residential fourplexes with two detached garage structures. The existing structures range from 900 to 2,500± ft² in size. Several of the buildings share common walls. The majority of these buildings are one- to two-story structures of wood frame and stucco construction, and are presumed to be supported on conventional shallow foundations with raised wood floors. The buildings are generally surrounded by Portland cement concrete (PCC) pavements which are in poor to fair condition, with moderate to severe cracking throughout. Turf grass and a few trees surround the buildings.

Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth, and visual observations made at the time of the subsurface investigation, the overall site topography is relatively flat.

3.2 Proposed Development
A preliminary conceptual site plan for the proposed development was provided to our office by the client. Based on the information provided by the client, demolition of the existing buildings, pool and pavements will be necessary to construct new development. The new development, identified as the Community Aquatics & Senior Center, will include a new L-shaped building, a 25- yard competition pool with a diving area, an activity pool, hardscape pathways, and new landscaping areas. The proposed swimming pool is expected to be 8 to 12± feet deep.

Detailed structural information has not been provided. It is assumed that the new building will be a single-story structure of masonry block construction, typically supported on a conventional shallow foundation system with a concrete slab-on-grade floor. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 50 kips and 1 to 4 kips per linear foot, respectively.

No significant amounts of below grade construction, such as basements or crawl spaces, are expected to be included in the proposed development. Based on the assumed topography, cuts and fills of up to 1 to 3± feet are expected to be necessary to achieve the proposed site grades.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

4.0 SUBSURFACE EXPLORATION

4.1 Scope of Exploration/Sampling Methods
The subsurface exploration conducted for this project consisted of four (4) borings (identified as Boring Nos. B-1 through B-4) advanced to depths of 20 to 25± feet below the existing site grades.

All of the borings were logged during drilling by a member of our staff.

The borings were advanced with hollow-stem augers, by a limited access drilling rig.

Representative bulk and relatively undisturbed soil samples were taken during drilling. Relatively undisturbed soil samples were taken with a split barrel “California Sampler” containing a series of one inch long, 2.416± inch diameter brass rings. This sampling method is described in ASTM Test Method D-3550. In-situ samples were also taken using a 1.4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving are recorded for further analysis. Bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory.

The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 in Appendix A of this report. The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as the results of some of the laboratory testing, are included in Appendix B.

4.2 Geotechnical Conditions
Concrete Slabs
All of the borings were drilled through existing concrete slab areas. At Boring Nos. B-1 and B-2, the slabs consist of 3 and 3½± inches of Portland cement concrete (PCC) pavements with no reinforcement. At Boring Nos. B-3 and B-4, the slabs consist of 5± inches of PCC, reinforced with welded wire mesh.

Artificial Fill
Artificial fill soils were encountered at the ground surface at all of the boring locations. The fill soils generally consist of loose to medium dense silty fine sands and fine sandy silts, and stiff to very stiff silty clays, extending to depths of 2½± to 8± feet below the existing site grades. The fill soils possess a disturbed, mottled appearance, resulting in their classification as artificial fill.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Alluvium
Native alluvium was encountered below the fill soils at all of the boring locations, extending to at least the maximum depth explored of 25± feet below existing site grades. The alluvium generally consists of loose to medium dense silty fine sands, clayey fine sands and fine sandy silts, and medium stiff to very stiff silty clays and clayey silts.

Groundwater
Free water was encountered during drilling at Boring Nos. B-3 and B-4 at a depth of about 23½± feet below ground surface. No delayed readings were performed at the boring locations due to caving within the open boreholes after the augers were withdrawn. Based on the moisture contents of the recovered soil samples and the observations made at the time of drilling, the static groundwater table is considered to have existed at a depth of 23½± feet below existing site grades, at the time of the subsurface investigation.

As part of our research, we reviewed available groundwater data in order to determine the historic high groundwater level for the site. The primary reference used to determine the historic groundwater depths in the area of the subject site is CGS Seismic Hazard Zone Report, Open File Report 98-18, Plate 1.3 for the Inglewood 7.5 Minute Quadrangle, which indicates that the historic high groundwater level for the site was 25± feet below the ground surface.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

5.0 LABORATORY TESTING
The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths.

Classification
All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. The field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report.

Dry Density and Moisture Content
The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D-2216, and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Consolidation
Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D-2435. The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2.416 inches in diameter. Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the consolidation testing are plotted on Plates C-1 through C-4 in Appendix C of this report.

Maximum Dry Density and Optimum Moisture Content
A representative bulk sample was tested for its maximum dry density and optimum moisture content. The results have been obtained using the Modified Proctor procedure, per ASTM D-1557.

These tests are generally used to compare the in-situ densities of undisturbed field samples, and for later compaction testing. Additional testing of other soil type or soil mixes may be necessary at a later date. The results of this test are plotted on Plate C-5 in Appendix C of this report.

Direct Shear
Direct shear testing was performed on one (1) representative sample to determine its shear strength parameters. The test was performed in accordance with ASTM D-3080. The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2.416 inches in diameter. Each of the three samples are then loaded with different Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

normal loads and the resulting shear strength is determined for that particular normal load. The shearing of the samples is performed at a rate slow enough to permit the dissipation of excess pore water pressure. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The results of the direct shear test are presented on Plates C-6 in Appendix C of this report
Expansion Index
The expansion potential of the on-site soils was determined in general accordance with ASTM D4829. The testing apparatus is designed to accept a 4-inch diameter, 1-in high, remolded sample.

The sample is initially remolded to 50± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot. The sample is then inundated with water and allowed to swell against the surcharge. The resultant swell or consolidation is recorded after a 24-hour period. The results of the EI testing are as follows:

Sample Identification Expansion Index Expansive Potential B-4 @ 0 to 5 feet 50 Medium
Soluble Sulfates
A representative sample of the near-surface soils was submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes into contact with these soils. The results of the soluble sulfate testing are presented below and are discussed further in a subsequent section of this report.

Sample Identification Soluble Sulfates (%) Sulfate Classification B-2 @ 0 to 5 feet 0.002 Not Applicable (S0)
Corrosivity Testing
A representative bulk sample of the near-surface soils was submitted to a subcontracted analytical laboratory for determination of electrical resistivity, pH, and chloride concentrations. The resistivity of the soils is a measure of their potential to attack buried metal improvements such as utility lines. The results of the resistivity and pH testing are presented below:

Sample Identification
Saturated
Resistivity
(ohm-cm)
pH Chlorides
(mg/kg)
Nitrates
(mg/kg)
B-2 @ 0 to 5 feet 6,000 7.5 6.5 2.0
Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the design, construction, and grading considerations.

The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The recommendations are provided with the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to verify compliance with these recommendations. Maintaining Southern California Geotechnical, Inc., (SCG) as the geotechnical consultant from the beginning to the end of the project will provide continuity of services. The geotechnical engineering firm providing testing and observation services shall assume the responsibility of Geotechnical Engineer of Record.

The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications. The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development.

6.1 Seismic Design Considerations
The subject site is located in an area which is subject to strong ground motions due to earthquakes. The performance of a site specific seismic hazards analysis was beyond the scope of this investigation. However, numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage. Therefore, significant damage to structures may be unavoidable during large earthquakes. The proposed structure should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life.

Faulting and Seismicity
Research of available maps indicates that the subject site is not located within an Alquist-Priolo Earthquake Fault Zone. Furthermore, SCG did not identify any evidence of faulting during the geotechnical investigation. Therefore, the possibility of significant fault rupture on the site is considered to be low.

The potential for other geologic hazards such as seismically induced settlement, lateral spreading, tsunamis, inundation, seiches, flooding, and subsidence affecting the site is considered low.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Seismic Design Parameters
The California Building Code (CBC) provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site.

Based on standards in place at the time of this report, the proposed development is expected to be designed in accordance with the requirements of the 2019 edition of the California Building Code (CBC), which was adopted on January 1, 2020.

The 2019 CBC Seismic Design Parameters have been generated using the SEAOC/OSHPD Seismic Design Maps Tool, a web-based software application available at the website www.seismicmaps.org. This software application calculates seismic design parameters in accordance with several building code reference documents, including ASCE 7-16, upon which the 2019 CBC is based. The application utilizes a database of risk-targeted maximum considered earthquake (MCER) site accelerations at 0.01-degree intervals for each of the code documents.

The tables below were created using data obtained from the application. The output generated from this program is included as Plate E-1 in Appendix E of this report.

The 2019 CBC requires that a site-specific ground motion study be performed in accordance with Section 11.4.8 of ASCE 7-16 for Site Class D sites with a mapped S1 value greater than 0.2.

However, Section 11.4.8 of ASCE 7-16 also indicates an exception to the requirement for a sitespecific ground motion hazard analysis for certain structures on Site Class D sites. The commentary for Section 11 of ASCE 7-16 (Page 534 of Section C11 of ASCE 7-16) indicates that “In general, this exception effectively limits the requirements for site-specific hazard analysis to very tall and or flexible structures at Site Class D sites.” Based on our understanding of the proposed development, the seismic design parameters presented below were calculated assuming that the exception in Section 11.4.8 applies to the proposed structure at this site. However, the structural engineer should verify that this exception is applicable to the proposed structure. Based on the exception, the spectral response accelerations presented below were calculated using the site coefficients (Fa and Fv) from Tables 1613.2.3(1) and 1613.2.3(2) presented in Section 16.4.4 of the 2019 CBC. 2019 CBC SEISMIC DESIGN PARAMETERS
Parameter Value
Mapped Spectral Acceleration at 0.2 sec Period SS 1.795 Mapped Spectral Acceleration at 1.0 sec Period S1 0.636 Site Class --- D
Site Modified Spectral Acceleration at 0.2 sec Period SMS 1.795 Site Modified Spectral Acceleration at 1.0 sec Period SM1 1.081 Design Spectral Acceleration at 0.2 sec Period SDS 1.196 Design Spectral Acceleration at 1.0 sec Period SD1 0.721 Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

It should be noted that the site coefficient Fv and the parameters SM1 and SD1 were not included in the SEAOC/OSHPD Seismic Design Maps Tool output for the 2019 CBC. We calculated these parameters-based on Table 1613.2.3(2) in Section 16.4.4 of the 2019 CBC using the value of S1 obtained from the Seismic Design Maps Tool, assuming that a site-specific ground motion hazards analysis is not required for the proposed buildings at this site.

Liquefaction
Research of the Earthquake Zones of Required Investigation Map (EZRIM) for the Inglewood Quadrangle, published by the California Geological Survey (CGS), indicates that the site is not located in a designated liquefaction hazard zone. In addition, the subsurface conditions encountered at the boring locations are not considered to be conducive to liquefaction. These conditions consist of moderate strength, predominantly cohesive, native alluvial soils. Based on these considerations, liquefaction is not considered to be a design concern for this project.

6.2 Geotechnical Design Considerations
General
The site is generally underlain by artificial fill soils, extending to depths of 2½ to 8± feet below the existing site grades. No documentation regarding the placement and compaction of these soils is expected to become available. The fill soils are therefore considered to be undocumented fill and are not considered suitable for support of the foundations and floor slabs of the new structure. The fill soils are underlain by native alluvium which possesses favorable consolidation/collapse characteristics. However, the near-surface alluvium is expected to be disturbed during demolition procedures. Remedial grading will be necessary within the proposed building area to remove the artificial fill soils in their entirety as well as a portion of the nearsurface alluvium, and to replace these soils as compacted structural fill.

Settlement
The recommended remedial grading will remove the existing fill soils as well as a portion of the near-surface alluvium from the new building area and replace these materials as compacted structural fill. The native soils that will remain in place below the recommended depth of overexcavation will not be subject to significant load increases from the foundations of the new structure. Provided that the recommended remedial grading is completed, the post-construction settlement of the proposed structure is expected to be within tolerable limits for a mat foundation.

Soluble Sulfates
The results of the soluble sulfate testing indicate that the selected sample of the on-site soils possesses a sulfate concentration that corresponds to Class S0 with respect to the American Concrete Institute (ACI) Publication 318-14 Building Code Requirements for Structural Concrete and Commentary, Section 4.3. Therefore, specialized concrete mix designs are not considered to be necessary, with regard to sulfate protection purposes. It is, however, recommended that additional soluble sulfate testing be conducted at the completion of rough grading to verify the Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

soluble sulfate concentrations of the soils which are present at the pad grade within the building and pool areas.

Corrosion Potential
The results of laboratory testing indicate that the on-site soils possess a saturated resistivity of 6,000 ohm-cm, and a pH value of 7.5. These test results have been evaluated in accordance with guidelines published by the Ductile Iron Pipe Research Association (DIPRA). The DIPRA guidelines consist of a point system by which characteristics of the soils are used to quantify the corrosivity characteristics of the site. Resistivity and pH are two of the five factors that enter into the evaluation procedure. Redox potential, relative soil moisture content and sulfides are also included. Although sulfide testing was not part of the scope of services for this project, we have evaluated the corrosivity characteristics of the on-site soils using resistivity, pH and moisture content. Based on these factors, and utilizing the DIPRA procedure, the on-site soils are not considered to be corrosive to ferrous pipes. Therefore, corrosion protection is not expected to be required for cast iron or ductile iron pipes.

Based on American Concrete Institute (ACI) Publication 318 Building Code Requirements for Structural Concrete and Commentary, reinforced concrete that is exposed to external sources of chlorides requires corrosion protection for the steel reinforcement contained within the concrete.

ACI 318 defines concrete exposed to moisture and an external source of chlorides as “severe” or exposure category C2. ACI 318 does not clearly define a specific chloride concentration at which contact with the adjacent soil will constitute a “C2” or severe exposure. However, the Caltrans Memo to Designers 10-5, Protection of Reinforcement Against Corrosion Due to Chlorides, Acids and Sulfates, dated June 2010, indicates that soils possessing chloride concentrations greater than 500 mg/kg are considered to be corrosive to reinforced concrete. The results of the laboratory testing indicate a chloride concentration of 6.5 mg/kg. Although the soils contain some chlorides, we do not expect that the chloride concentrations of the tested soils are high enough to constitute a “severe” or C2 chloride exposure. Therefore, a chloride exposure category of C1 is considered appropriate for this site.

Nitrates present in soil can be corrosive to copper tubing at concentrations greater than 50 mg/kg.

The tested sample possesses a nitrate concentration of 2.0 mg/kg. Based on this test result, the on-site soils are not considered to be corrosive to copper pipe.

Since SCG does not practice in the area of corrosion engineering, we recommend that the client contact a corrosion engineer to provide a more thorough evaluation.

Expansion
Laboratory testing performed on a representative sample of the near-surface soils indicates that these materials are medium expansive (EI = 50). Based on the presence of expansive soils at this site, special design and construction considerations are warranted. All building pad and flatwork subgrade soils should be properly moisture conditioned and maintained at adequate moisture content throughout the construction process. Further recommendations concerning the expansive soils are presented in subsequent sections of this report. It is recommended that additional expansion index testing be conducted at the completion of rough grading to verify the expansion potential of the as-graded structure pad.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Swimming Pool
The swimming pool should be designed by the pool engineer utilizing the design considerations included with this report. Specifically, the pool should be design in consideration of the medium expansion potential of the on-site soils. Limited remedial grading recommendations for the pool structure are included in a subsequent section of this report.

Shrinkage/Subsidence
Removal and recompaction of the near-surface artificial fill soils and near-surface alluvium is estimated to result in an average shrinkage of 6 to 12 percent. It should be noted that the potential shrinkage estimate is based on dry density testing performed on small-diameter samples taken at the boring locations. If a more accurate and precise shrinkage estimate is desired, SCG can perform a shrinkage study involving several excavated test-pits where in-place densities are determined using in-situ testing methods instead of laboratory density testing on small-diameter samples. Please contact SCG for details and a cost estimate regarding a shrinkage study, if desired.

Minor ground subsidence is expected to occur in the soils below the zone of removal, due to settlement and machinery working. The subsidence is estimated to be 0.10± feet.

These estimates are based on previous experience and the subsurface conditions encountered at the boring locations. The actual amount of subsidence is expected to be variable and will be dependent on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely.

Grading and Foundation Plan Review
No detailed grading or foundation plans were available at the time of this report. It is therefore recommended that we be provided with copies of the plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report.

6.3 Site Grading Recommendations
The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development. We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site-specific recommendations presented below.

Site Stripping and Demolition
Demolition of some existing structures will be necessary in order to facilitate the construction of the new site improvements. Demolition should also include foundations, floor-slabs, pavements, underground utility lines and any other subsurface improvements that will not remain in place with the new development. The existing pool shell should also be removed in its entirety. Any artificial fill soils associated with the pool should also be removed. Debris resultant from demolition Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

should be disposed of off-site in accordance with all applicable federal, state, and local regulations. Any adjacent pavements and improvements that are to be reutilized with the new development should be protected from damage by construction traffic.

Initial site preparation should include stripping of any existing surficial vegetation and organic materials. Based on conditions observed at the time of the field exploration, stripping of grass and weed growth will be necessary within limited portions of the site. Any organic material should be disposed of off-site. Removal of any trees should include all of the associated root masses, with the resultant excavation being backfilled with compacted structural fill. The actual extent of site stripping should be determined by the geotechnical engineer at the time of grading, based on the organic content and the stability of the encountered materials.

Treatment of Existing Soils: Building Pad
Remedial grading should be performed within the new building pad area to remove all of the undocumented fill soils and a portion of the near surface native alluvium. Based on the conditions encountered at the borings, these fill soils extend to depths of 2½ to 8± feet below the existing site grades. The existing soils within the new building area are also recommended to be overexcavated to a depth of at least 6 feet below the proposed building pad subgrade elevations and to a depth of 3 feet below existing grade, whichever is greater, to produce a relatively uniform support condition throughout the building pad area. Additionally the overexcavation should also extend to a depth of at least 3 feet below proposed foundation bearing grades.

The overexcavation areas should extend at least 5 feet beyond the building and foundation perimeters and to an extent equal to the depth of fill below the foundations. If the proposed structure incorporates any exterior columns (such as for a canopy or overhang) the overexcavation should also encompass these areas.

Following completion of the overexcavation, the subgrade soils within the building area should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation loads of the new structure. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if additional fill materials or loose, porous, or low density native soils are encountered at the base of the overexcavation.

Based on conditions encountered at the exploratory boring locations, some zones of moist to very moist soils will be encountered at or near the base of the recommended overexcavation. Stabilization of the exposed overexcavation subgrade soils may be necessary.

Scarification and air drying of these materials may be sufficient to obtain a stable subgrade.

However, if highly unstable soils are identified, and if the construction schedule does not allow for delays associated with drying, mechanical stabilization, usually consisting of coarse crushed stone or geotextile, could be necessary. In this event, the geotechnical engineer should be contacted for supplementary recommendations.

After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of at least 12 inches and moisture conditioned or air dried to achieve a moisture content of 2 to 4 percent above optimum moisture content. The subgrade soils should then be recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Treatment of Existing Soils: Parking and Drive Areas
Based on economic considerations, overexcavation of the existing artificial fill soils in the new parking and drive areas is not considered warranted, with the exception of areas where lower strength, or unstable, soils are identified by the geotechnical engineer during grading.

Subgrade preparation in the new parking and drive areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

The grading recommendations presented above for the proposed parking and drive areas assume that the owner and/or developer can tolerate minor amounts of settlement within the proposed parking areas. The grading recommendations presented above do not completely mitigate the extent of the existing artificial fill soils that may be present in the parking and drive areas. As such, settlement and associated pavement distress could occur. Typically, repair of such distressed areas involves significantly lower costs than completely mitigating these soils at the time of construction. If the owner cannot tolerate the risk of such settlements, the parking and drive areas should overexcavated to provide a new layer of structural fill at least 2 feet in thickness.

Treatment of Existing Soils: Flatwork Areas
Subgrade preparation in the new flatwork areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.

Based on the presence of existing undocumented fill and variable strength alluvial soils throughout the site, it is expected that some isolated areas of additional overexcavation may be required to remove zones of lower strength, unsuitable soils.

Some movement and associated cracking of the flatwork materials should be expected, due to the presence of expansive soils. If this movement and the associated cracking cannot be tolerated, consideration should be given to the use of an imported, nonexpansive, granular fill material in order to reduce the potential for differential movements of lightly loaded slabs. This report provides recommendations for moisture conditioning and additional steel reinforcement in the flatwork areas in order to minimize the potential effects of the expansive soils. However, if additional protection is desired, the client should consider the placement of a 2-foot thick layer of non-expansive soil beneath all flatwork.

Treatment of Existing Soils: Retaining Walls and Site Walls The existing soils within the areas of any proposed retaining walls (less than 5 feet of retained height) should be overexcavated to a depth of 3 feet below foundation bearing grade and replaced as compacted structural fill, as discussed above for the proposed building pads. The foundation Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

subgrade soils within the areas of any proposed non-retaining site walls should also be overexcavated to a depth of 3 feet below proposed foundation bearing grade. In any case, the overexcavation should be sufficient to remove all artificial fill soils which are encountered during remedial grading. For both types of walls, the overexcavation subgrade soils should be evaluated by the geotechnical engineer prior to scarifying, moisture conditioning and recompacting the upper 12 inches of exposed subgrade soils. The previously excavated soils may then be replaced as compacted structural fill.

If any walls retaining more than 5 feet of soil are proposed for this site, the geotechnical engineer should be contacted to provide supplementary remedial grading recommendations.

Treatment of Existing Soils: Swimming Pool Shell and New Foundation Areas Based on the expected excavation that will be required in order to construct the new pool, it is expected that most of the fill soils will be removed and the excavation will extend into underlying moderate strength alluvium. After the necessary cuts to reach the new pool subgrade elevation have been made, any remaining undocumented fill soils should be removed. The subgrade soils within the swimming pool area should then be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the new pool. The new pool subgrade should consist of competent native alluvium or newly-placed engineered fill soils. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if additional fill or loose, porous, or low density native soils are encountered at the base of the overexcavation.

The bottom and sidewalls of the proposed pool are expected to be constructed using shotcrete.

Remedial grading and compaction of the soils present in the sidewalls of the pool area is not expected to be necessary based on these construction methods.

Fill Placement
x Fill soils should be placed in thin (6± inches), near-horizontal lifts, moisture conditioned to 2 to 4 percent above the optimum moisture content, and compacted. Drying of the some of the on-site soils may be required before placement and compaction as fill. x On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer.
x All grading and fill placement activities should be completed in accordance with the requirements of the 2019 CBC and the grading code of the city of Gardena. x All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed.
x Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content. These tests are intended to aid the contractor. Since the tests are taken at discrete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Imported Structural Fill
All imported structural fill should consist of very low expansive (EI < 20), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve).

Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D.

Utility Trench Backfill
In general, all utility trench backfill should be compacted to at least 90 percent of the ASTM D1557 maximum dry density. Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the city of Gardena.

All utility trench backfills should be witnessed by the geotechnical engineer. The trench backfill soils should be compaction tested where possible; probed and visually evaluated elsewhere.

Utility trenches which parallel a footing, and extending below a 1h:1v plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard. Pea gravel backfill should not be used for these trenches.

6.4 Construction Considerations
Excavation Considerations
The near surface soils generally consist of a variety of materials, including sands, silts, and clays.

Some of these materials may be subject to caving within shallow excavations. Where caving occurs within shallow excavations, flattened excavation slopes may be sufficient to provide excavation stability. On a preliminary basis, temporary excavation slopes should be made no steeper than 2h:1v. The contractor should take all necessary precautions during grading and foundation construction to prevent damage to improvements which are adjacent to the proposed development. Deeper excavations may require some form of external stabilization such as shoring or bracing. Maintaining adequate moisture content within the near-surface soils will improve excavation stability. All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations.

Expansive Soils
The near-surface soils at this site are potentially expansive. Therefore, care should be given to proper moisture conditioning of all on-site soils to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site grading. All imported fill soils should have very low expansive characteristics. In addition to adequately moisture conditioning the subgrade soils and fill soils during grading, special care must be taken to maintain moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum. This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs during a period of relatively wet weather.

Due to the presence of expansive soils at this site, provisions should be made to limit the potential for surface water to penetrate the soils immediately adjacent to the structures. These provisions Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

should include directing surface runoff into rain gutters and area drains, reducing the extent of landscaped areas around the structures, and sloping the ground surface away from the buildings.

Where possible, it is recommended that landscaped planters not be located immediately adjacent to the buildings. If landscaped planters around the buildings are necessary, it is recommended that drought tolerant plants or a drip irrigation system be utilized, to minimize the potential for deep moisture penetration around the structures. Presented below is a list of additional soil moisture control recommendations that should be considered by the owner, developer, and civil engineer:
x Ponding and areas of low flow gradients in unpaved walkways, grass and planter areas should be avoided. In general, minimum drainage gradients of 2 percent should be maintained in unpaved areas.
x Bare soil within five feet of proposed structures should be sloped at a minimum five percent gradient away from the structure (about three inches of fall in five feet), or the same area could be paved with a minimum surface gradient of one percent. Pavement is preferable. x Decorative gravel ground cover tends to provide a reservoir for surface water and may hide areas of ponding or poor drainage. Decorative gravel is, therefore, not recommended and should not be utilized for landscaping unless equipped with a subsurface drainage system designed by a licensed landscape architect.
x Positive drainage devices, such as graded swales, paved ditches, and catch basins should be installed at appropriate locations within the area of proposed development. x Concrete walks and flatwork should not obstruct the free flow of surface water to the appropriate drainage devices.
x Area drains should be recessed below grade to allow free flow of water into the drain. Concrete or brick flatwork joints should be sealed with mortar or flexible mastic. x Gutter and downspout systems should be installed to capture all discharge from roof areas.

Downspouts should discharge directly into a pipe or paved surface system to be conveyed offsite. x Enclosed planters adjoining, or in close proximity to proposed structures, should be sealed at the bottom and provided with subsurface collection systems and outlet pipes. x Depressed planters should be raised with soil to promote runoff (minimum drainage gradient two percent or five percent, see above), and/or equipped with area drains to eliminate ponding. x Drainage outfall locations should be selected to avoid erosion of slopes and/or properly armored to prevent erosion of graded surfaces. No drainage should be directed over or towards adjoining slopes.
x All drainage devices should be maintained on a regular basis, including frequent observations during the rainy season to keep the drains free of leaves, soil and other debris. x Landscape irrigation should conform to the recommendations of the landscape architect and should be performed judiciously to preclude either soaking or excessive drying of the foundation soils.

This should entail regular watering during the drier portions of the year and little or no irrigation during the rainy season. Automatic sprinkler systems should, therefore, be switched to manual operation during the rainy season. Good irrigation practice typically requires frequent application of limited quantities of water that are sufficient to sustain plant growth, but do not excessively wet the soils. Ponding and/or run-off of irrigation water are indications of excessive watering.

Other provisions, as determined by the landscape architect or civil engineer, may also be appropriate.

Moisture Sensitive Subgrade Soils
The near-surface soils generally consist of moist to very moist silty sands and silty clays and will become unstable if exposed to significant moisture infiltration or disturbance by construction Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

traffic. If grading occurs during a period of relatively wet weather, an increase in subgrade instability should also be expected. The site should, therefore, be graded to prevent ponding of surface water and to prevent water from running into excavations.

As discussed in Section 6.3 of this report, unstable subgrade soils are likely to be encountered at the base of the overexcavations within the proposed building areas. The extent of unstable subgrade soils will to a large degree depend on methods used by the contractor to avoid adding additional moisture to these soils or disturbing soils which already possess high moisture contents.

If grading occurs during a period of relatively wet weather, an increase in subgrade instability should also be expected. Due to the potential for subgrade instability, it is recommended that only tracked vehicles be utilized for grading or construction activities that require traffic over the exposed subgrade soils.

If the construction schedule dictates that site grading will occur during a period of wet weather, allowances should be made for costs and delays associated with drying the on-site soils or import of a drier, less moisture sensitive fill material. Grading during wet or cool weather may also increase the depth of overexcavation in the pad areas as well as the need for and/or the thickness of the crushed stone stabilization layer, discussed in Section 6.3 of this report.

Groundwater
The static groundwater table at this site is considered to exist at a depth of 23½± feet. Therefore, groundwater is not expected to impact excavations during grading or foundation construction activities.

6.5 Foundation Design and Construction
Based on the preceding grading recommendations, it is assumed that the new building pad will be underlain by new structural fill soils used to replace the artificial fill soils and the upper portion of the near-surface native alluvium. These structural fill soils are expected to extend to a depth of at least 3 feet below proposed foundation bearing grade. Based on this subsurface profile, the proposed building may be supported on conventional shallow foundations.

Shallow Foundation Design Parameters
New square and rectangular footings may be designed as follows:
x Maximum, net allowable soil bearing pressure: 2,500 lbs/ft2 .
x Minimum wall/column footing width: 14 inches/24 inches. x Minimum longitudinal steel reinforcement within strip footings: Six (6) No. 5 rebars (3 top and 3 bottom) in strip footings, due to the presence of expansive soils.

x Minimum foundation embedment: 12 inches into suitable structural fill soils, and at least 18 inches below adjacent exterior grade. Interior column footings may be placed immediately beneath the floor slab.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

x It is recommended that the perimeter building foundations be continuous across all exterior doorways. Any flatwork adjacent to the exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer.

The allowable bearing pressures presented above may be increased by 1/3 when considering short duration seismic and wind loads. Additional rigidity may be necessary for structural considerations. The actual design of the foundations should be determined by the structural engineer.

Foundation Construction
The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report. It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement. Within the new building area, soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Any unsuitable materials should be removed to a depth of suitable bearing compacted structural fill or competent native alluvial soils, with the resulting excavations backfilled with compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations.

The foundation subgrade soils should also be properly moisture conditioned to 2 to 4 percent of the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade. Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process.

Estimated Foundation Settlements
Post-construction total and differential settlements of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1.0 and 0.5 inches, respectively. Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch.

Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces:
x Passive Earth Pressure: 250 lbs/ft3
x Friction Coefficient: 0.25
These are allowable values, and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

that footings will be poured directly against compacted structural fill soils. The maximum allowable passive pressure is 2,500 lbs/ft2
.

6.6 Floor Slab Design and Construction
Subgrades which will support new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report.

Based on the anticipated grading which will occur at this site, the floor of the new building may be constructed as a conventional slab-on-grade supported on newly placed structural fill soils, extending to a depth of at least 3 feet below finished pad grade. Based on geotechnical considerations, the floor slabs may be designed as follows:
x Minimum slab thickness: 5 inches.
x Minimum slab reinforcement: No. 4 bars at 16 inches on-center, in both directions, due to the presence of expansive soils at the site. The actual floor slab reinforcement should be determined by the structural engineer based on the imposed loading. x Slab underlayment: If moisture sensitive floor coverings will be used or if vapor transmission into the area above the building slab is problematic, then minimum slab underlayment should consist of a moisture vapor barrier constructed below the entire area of the proposed slab. The moisture vapor barrier should meet or exceed the Class A rating as defined by ASTM E 1745-97 and have a permeance rating less than 0.01 perms as described in ASTM E 96-95 and ASTM E 154-88. A polyolefin material such as 15-mil Stego Wrap Vapor barrier or equivalent will meet these specifications. The moisture vapor barrier should be properly constructed in accordance with all applicable manufacturer specifications. Given that a rock free subgrade is anticipated and that a capillary break is not required, sand below the barrier is not required. The need for sand and/or the amount of sand above the moisture vapor barrier should be specified by the structural engineer or concrete contractor. The selection of sand above the barrier is not a geotechnical engineering issue and hence outside our purview. Where moisture sensitive floor coverings are not anticipated, the vapor barrier may be eliminated. x Moisture condition the floor slab subgrade soils to 2 to 4 percent above the Modified Proctor optimum moisture content, to a depth of 12 inches. The moisture content of the floor slab subgrade soils should be verified by the geotechnical engineer within 24 hours prior to concrete placement.
x Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks.

The actual design of the floor slabs should be completed by the structural engineer to verify adequate thickness and reinforcement.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

6.7 Exterior Flatwork Design and Construction
Subgrades which will support new exterior slabs-on-grade for sidewalks, patios, and other concrete flatwork, should be prepared in accordance with the recommendations contained in the Grading Recommendations section of this report. As noted previously, flatwork supported on the existing medium expansive soils will be subject to minor to moderate amounts of movement as the moisture content within the subgrade soils fluctuates. This movement may cause cracking or other distress within the flatwork. If additional protection against flatwork cracking is desired, consideration should be given to the placement of a 1- to 2-foot-thick layer of very low expansive structural fill beneath all flatwork sections. Assuming that the flatwork is supported on the existing soils, exterior slabs on grade may be designed as follows:
x Minimum slab thickness: 4½ inches due to the presence of medium expansive soils. x Minimum slab reinforcement: No. 4 bars at 18 inches on center, in both directions, due to the presence of medium to highly expansive soils.
x The flatwork at building entry areas should be structurally connected to the perimeter foundation that is recommended to span across the door opening. This recommendation is designed to reduce the potential for differential movement at this joint. x Moisture condition the flatwork subgrade soils to at least 2 to 4 percent above optimum moisture content, to a depth of at least 12 inches. Adequate moisture conditioning should be verified by the geotechnical engineer 24 hours prior to concrete placement. x Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks. x Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking. Minor cracking of exterior concrete slabs on grade should be expected. x Where flatwork is immediately adjacent to landscape planters, a thickened edge should be utilized. This edge should extend to a depth of at least 12 inches and incorporate longitudinal reinforcement consisting of at least two No. 4 bars. x Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement.

These recommendations are contingent upon additional expansion index testing being conducted at the completion of rough grading, to verify the actual expansion potential of the flatwork subgrade soils

6.8 Retaining Wall Design and Construction
In addition to the proposed swimming pool, the proposed development may require some small retaining walls (less than 5± feet in height).

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Retaining Wall Design Parameters
Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site. Some of the near-surface soils consist of medium expansive silty clays. These materials are not considered suitable for use as retaining wall backfill. It is recommended that very low to non-expansive on-site sands and silty sands, or a select imported material, be used to backfill all retaining walls. These materials are recommended to possess an internal angle of friction of at least 30 degrees when compacted to 90 percent relative compaction.

If desired, SCG could provide design parameters for an alternative select backfill material behind the retaining walls. The use of select backfill material could result in lower lateral earth pressures.

In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge. This wedge is defined as extending from the heel of the retaining wall upwards at an angle of approximately 60° from horizontal. If select backfill material behind the retaining wall is desired, SCG should be contacted for supplementary recommendations.

RETAINING WALL DESIGN PARAMETERS
Design Parameter
Soil Type
On-Site Silty Sands or
Imported Material
Internal Friction Angle (I) 30q
Unit Weight 130 lbs/ft3
Equivalent Fluid
Pressure:

Active Condition
(level backfill) 43 lbs/ft3
Active Condition
(2h:1v backfill) 70 lbs/ft3
At-Rest Condition
(level backfill) 65 lbs/ft3
Regardless of the backfill type, the walls should be designed using a soil-footing coefficient of friction of 0.25 and an equivalent passive pressure of 250 lbs/ft3 . The structural engineer should
incorporate appropriate factors of safety in the design of the retaining walls.

The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to deflect. The at-rest earth pressure should be used for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly.

Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

Seismic Lateral Earth Pressures
In accordance with the 2019 CBC, any retaining walls more than 6 feet in height must be designed for seismic lateral earth pressures. The recommended seismic pressure distribution is triangular in shape, assumed to occur at the top of the wall, decreasing to 0 at the base of the wall. For a level backfill condition behind the top of the wall, the seismic lateral earth pressure is 35H lbs/ft2 ,
where H is the overall height of the wall. The seismic pressure distribution is based on the Mononobe-Okabe equation, utilizing a design acceleration of 0.571g. The 2019 CBC does not provide definitive guidance on determination of the design acceleration to be used in generating the seismic lateral earth pressure. In accordance with standard geotechnical practice, we have calculated the design acceleration as 2
/3 of the PGAM.

Backfill Material
Retaining wall backfill soils should consist of very low expansive on-site soils or imported select structural fill possessing an expansion index less than 20. All backfill material placed within 3 feet of the back wall face should have a particle size no greater than 3 inches. The retaining wall backfill materials should be well graded.

It is recommended that a properly installed prefabricated drainage composite such as the MiraDRAIN 6000XL (or approved equivalent), which is specifically designed for use behind retaining walls be used. If the drainage composite material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils. The drainage composite should be separated from the backfill soils by a suitable geotextile, approved by the geotechnical engineer.

All retaining wall backfill should be placed and compacted under engineering-controlled conditions in the necessary layer thicknesses to ensure an in-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557). Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided.

Subsurface Drainage
As previously indicated, the retaining wall design parameters are based upon drained backfill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either:
x A weep hole drainage system typically consisting of a series of 2-inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 10-foot on-center spacing. Alternatively, 4-inch diameter holes at an approximate 20-foot on-center spacing can be used for this type of drainage system.

In addition, the weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location. x A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the wall, above the retaining wall footing. The gravel layer should be Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system. The actual design of this type of system should be determined by the civil engineer to verify that the drainage system possesses the adequate capacity and slope for its intended use.

6.9 Pool Design and Construction
Pool Setback
The setback between the pool and a top of slope condition, or top of retaining wall, is to be equal to one-half the building footing setback distance discussed in Section 1808.7.3 of the 2019 CBC.

It is recommended that the proposed swimming pool wall be designed such that it is capable of supporting the water in the pool without relying on the adjacent soils for lateral support.

Geotechnical Design Parameters
The following recommendation may be utilized in the swimming pool design, if applicable. x Maximum, net allowable soil bearing pressure: 2,000 lbs/ft2 .
x Minimum pool shell thickness: 6 inches
x Swimming pool bond beam minimum longitudinal steel reinforcement: Four (4) No. 4 rebars (2 top and 2 bottom)
x The pool bottom should be founded in competent native materials, which have been evaluated by the geotechnical engineer, or newly placed engineered fill. x Passive Earth Pressure: 220 lbs/ft3
x Friction Coefficient: 0.25
These are allowable values, and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against compacted structural fill. The maximum allowable passive pressure is 2000 lbs/ft2
. The actual design of the swimming pool should be completed by the structural engineer.

Pool Wall Design and Construction
The design of the pool shell should include an analysis to verify that the pool walls can support the loads of the surcharging soils when empty.

The following parameters may be used in the design of new pool walls for this site. We have provided parameters assuming the use of on-site soils for retaining wall backfill. The on-site soils generally consist silty sands, silty clays and clayey sands. Based on the results of laboratory testing, these materials possess a friction angle of at least 27 degrees.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

POOL WALL DESIGN PARAMETERS
Design Parameter
Soil Type
On-Site Sandy Silts, Silty Clays and
Sandy Clays
Internal Friction Angle (I) 27q
Unit Weight 125 lbs/ft3
Equivalent Fluid Pressure:

At-Rest Condition
(level backfill)
88 lbs/ft3

6.10 Pavement Design Parameters
Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report. The subsequent pavement recommendations assume proper drainage and construction monitoring and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period. However, these designs also assume a routine pavement maintenance program to obtain the anticipated 20-year pavement service life.

Pavement Subgrades
It is anticipated that the new pavements will be supported on the existing soils that have been scarified, moisture conditioned, and recompacted. These materials generally consist of silty sands and silty clays. These materials are expected to exhibit poor pavement support characteristics, with estimated R-values of 15 to 25. Since R-value testing was not included in the scope of services for the current project, the subsequent pavement designs are based upon a conservatively assumed R-value of 15. Any fill material imported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions.

Asphaltic Concrete
Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base. The pavement designs are based on the traffic indices (TI’s) indicated. The client and/or civil engineer should verify that these TI’s are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that the expected traffic volume will exceed the applicable traffic index, we should be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming six operational traffic days per week.

Traffic Index No. of Heavy Trucks per Day

4.0 0

5.0 1

6.0 3
Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

For the purpose of the traffic volumes indicated above, a truck is defined as a 5-axle tractor trailer unit with one 8-kip axle and two 32-kip tandem axles. All of the traffic indices allow for 1,000 automobiles per day.

ASPHALT PAVEMENTS (R = 15)
Materials
Thickness (inches)
Auto Parking
(TI = 4.0)
Auto Drive Lanes
(TI = 5.0)
Light Truck Traffic
(TI = 6.0)
Asphalt Concrete 3 3 3½
Aggregate Base 6 9 11
Compacted Subgrade 12 12 12
The aggregate base course should be compacted to at least 95 percent of the ASTM D-1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D-2726. The aggregate base course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material. The gradation, R-Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropriate specifications contained in the current edition of the “Greenbook” Standard Specifications for Public Works Construction.

Portland Cement Concrete
The preparation of the subgrade soils within Portland cement concrete pavement areas should be performed as previously described for proposed asphalt pavement areas. The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows:

PORTLAND CEMENT CONCRETE PAVEMENTS (R = 15)
Materials
Thickness (inches)
Automobile Parking
and Drive Areas
(TI = 4.0 to 5.0)
Truck Traffic Areas
(TI =6.0)
Fire Lane
(TI = 6.5)
PCC 5 5½ 6
Compacted Subgrade
(95% minimum compaction) 12 12 12
The concrete should have a 28-day compressive strength of at least 3,000 psi. Reinforcing within all pavements should be designed by the structural engineer. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness. The actual joint spacing and reinforcing of the Portland cement concrete pavements should be determined by the structural engineer.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-1

7.0 GENERAL COMMENTS
This report has been prepared as an instrument of service for use by the client, in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The client(s)’ reliance upon this report is subject to the Engineering Services Agreement, incorporated into our proposal for this project.

The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development.

It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted.

The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

SITE

PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER
SCALE: 1" = 2000'
DRAWN: OS
CHKD: GKM

SCG PROJECT
21G242-1
PLATE 1

SITE LOCATION MAP

GARDENA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE INGLEWOOD
QUADRANGLE, LOS ANGELES COUNTY, CALIFORNIA, 2018.

B-1
B-2
B-3
B-4
WEST 160TH STREET

HARVARD BOULEVARD

LA SALLE AVENUE
N.A.P. N.A.P.

N.A.P.

PROPOSED
POOL

PROPOSED
BLDG
SCALE: 1" = 30'
DRAWN: OS
CHKD: GKM
PLATE 2

SCG PROJECT
21G242-1

GARDENA, CALIFORNIA

PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER

BORING LOCATION PLAN

APPROXIMATE BORING LOCATION

GEOTECHNICAL LEGEND

SoCalGeo
NOTE: CONCEPTUAL SITE PLAN PREPARED BY RJM DESIGN GROUP.

AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION

AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3 .

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GRAPH LETTER

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLS MAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS

 

















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Classification: FILL: Brown Silty Clay
Boring Number: B-1 Initial Moisture Content (%) 17
Sample Number: --- Final Moisture Content (%) 18
Depth (ft) 3 to 4 Initial Dry Density (pcf) 112.0
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 121.0 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.08
Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-1
PLATE C- 1
-2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 200 psf
Classification: FILL: Brown Silty Clay, little fine Sand Boring Number: B-1 Initial Moisture Content (%) 17
Sample Number: --- Final Moisture Content (%) 18
Depth (ft) 5 to 6 Initial Dry Density (pcf) 116.0
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 121.0 Specimen Thickness (in) 1.0 Percent Collapse (%) -0.42
Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-1
PLATE C- 2
-2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 200 psf
Classification: Light Brown to Brown Clayey fine Sand
Boring Number: B-1 Initial Moisture Content (%) 13
Sample Number: --- Final Moisture Content (%) 14
Depth (ft) 7 to 8 Initial Dry Density (pcf) 111.0
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 119.4 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.02
Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-1
PLATE C- 3
-2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 200 psf
Classification: Light Gray Brown fine to medium Sand, trace to little Clay Boring Number: B-1 Initial Moisture Content (%) 8
Sample Number: --- Final Moisture Content (%) 17
Depth (ft) 9 to 10 Initial Dry Density (pcf) 108.0
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 113.0 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.01
Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-1
PLATE C- 4
-2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 200 psf
Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-1
PLATE C-5
116
118
120
122
124
126
128
130
132
134
136
138
140
4 6 8 10 12 14 16 18
Dry Density (lbs/ft3)
Moisture Content (%)
Moisture/Density Relationship
ASTM D-1557
Soil ID Number B-2 @ 0 to 5'
Optimum Moisture (%) 9
Maximum Dry Density (pcf) 132
Soil
Classification
Light Gray Brown to Gray Brown
Silty fine Sand, little Clay, trace
medium Sand
Zero Air Voids Curve:

Specific Gravity = 2.7
Sample Description: B-2 @ 3 to 4 feet
Initial Moisture Content 7.0
Final Moisture Content 15.0 Peak Ultimate
Initial Dry Density 125.0 I (°) 29.0 27.0
Final Dry Density -- c (psf) 500 300
Specimen Diameter (in) 2.4
Specimen Thickness (in) 1.0
Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-1
PLATE C- 6
Classification: Light Brown to Brown Silty Clay
Sample Data Test Results
0 1000
2000
3000
4000
5000
0 1000 2000 3000 4000 5000
Shear Stress (ksf)
Normal Stress (ksf)
Direct Shear Test Results
(Undisturbed)
Peak
Ultimate

Grading Guide Specifications Page 1

GRADING GUIDE SPECIFICATIONS
These grading guide specifications are intended to provide typical procedures for grading operations.

They are intended to supplement the recommendations contained in the geotechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechnical investigation report will govern.

General
x The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and applicable building codes.
x The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor.
x The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance. x The Earthwork Contractor is required to have suitable and sufficient equipment on the jobsite to process, moisture condition, mix and compact the amount of fill being placed to the approved compaction. In addition, suitable support equipment should be available to conform with recommendations and guidelines in this report. x Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection.
x Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures and/or installation of subdrains.

Site Preparation
x The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance with the recommendations of the Geotechnical Engineer.
x If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and Owner/Builder should be notified immediately.

Grading Guide Specifications Page 2
x Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer. x Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies. If such structures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated.
x Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement. x Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill. x Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted
x The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Geotechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing and/or discing.

Compacted Fills
x Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as “contaminated,” and shall be very low to non-expansive with a maximum expansion index (EI) of 50. The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below.
x All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor gradation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer.
x Rock fragments or rocks less than 6 inches in their largest dimensions, or as otherwise determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion of the Geotechnical Engineer. x Rock fragments or rocks greater than 12 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. These materials should be placed in accordance with Plate D-8 of these Grading Guide Specifications and in accordance with the following recommendations:
x Rocks 12 inches or more in diameter should be placed in rows at least 15 feet apart, 15 feet from the edge of the fill, and 10 feet or more below subgrade. Spaces should be left between each rock fragment to provide for placement and compaction of soil around the fragments.
x Fill materials consisting of soil meeting the minimum moisture content requirements and free of oversize material should be placed between and over the rows of rock or Grading Guide Specifications Page 3
concrete. Ample water and compactive effort should be applied to the fill materials as they are placed in order that all of the voids between each of the fragments are filled and compacted to the specified density.
x Subsequent rows of rocks should be placed such that they are not directly above a row placed in the previous lift of fill. A minimum 5-foot offset between rows is recommended.
x To facilitate future trenching, oversized material should not be placed within the range of foundation excavations, future utilities or other underground construction unless specifically approved by the soil engineer and the developer/owner representative. x Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer for the project. x Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. After proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-1557-78 unless otherwise indicated. x Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the Geotechnical Engineer. These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, equipment effectiveness and site conditions. The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies. x Fill areas unused for a period of time may require moisture conditioning, processing and recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made. x Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable materials, as directed by the Geotechnical Engineer. Typical details of benching are illustrated on Plates D-2, D-4, and D-5. x Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet and rebuilt with fill (see Plate D-1), as determined by the Geotechnical Engineer. x All cut lots should be inspected by the Geotechnical Engineer for fracturing and other bedrock conditions. If necessary, the pads should be overexcavated to a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration. x Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration.
x Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care to ensure that excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design.

Grading Guide Specifications Page 4
Foundations
x The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a ½ horizontal to 1 vertical (0.5:1) inclination.
x Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above. x Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation.

Fill Slopes
x The placement and compaction of fill described above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core
x Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope. Upon completion of slope construction, the slope face should be compacted with a sheepsfoot connected to a sideboom and then grid rolled. This method of slope compaction should only be used if approved by the Geotechnical Engineer.
x Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face. x All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate D-5). x All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling. x The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed through all surficial soils and into bedrock or suitable material. Soils should be removed from the transition zone between the cut and fill portions (see Plate D2).

Cut Slopes
x All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations.
x Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations.
x All stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate D-5.

Grading Guide Specifications Page 5
x Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates D-6.

Subdrains
x Subdrains may be required in canyons and swales where fill placement is proposed. Typical subdrain details for canyons are shown on Plate D-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer. x Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent.

Pipe should be protected against breakage, typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer. x Filter material for subdrains should conform to CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for the specific site conditions. Clean ¾-inch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fills.

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-2

FILL ABOVE CUT SLOPE DETAIL
9' MIN.
4' TYP.

MINIMUM 1' TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)

REMOVE UNSUITABLE MATERIAL

BENCHING DIMENSIONS IN ACCORDANCE

WITH PLAN OR AS RECOMMENDED

BY THE GEOTECHNICAL ENGINEER

CUT SLOPE TO BE CONSTRUCTED

PRIOR TO PLACEMENT OF FILL

BEDROCK OR APPROVED

COMPETENT MATERIAL

CUT SLOPE

NATURAL GRADE

CUT/FILL CONTACT TO BE
SHOWN ON "AS-BUILT"

COMPETENT MATERIAL

CUT/FILL CONTACT SHOWN

ON GRADING PLAN

NEW COMPACTED FILL
10' TYP.

KEYWAY IN COMPETENT MATERIAL
MINIMUM WIDTH OF 15 FEET OR AS

RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. KEYWAY MAY NOT BE
REQUIRED IF FILL SLOPE IS LESS THAN 5

FEET IN HEIGHT AS RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-4

FILL ABOVE NATURAL SLOPE DETAIL
10' TYP.
4' TYP.
(WHICHEVER IS GREATER)
OR 2% SLOPE
MINIMUM 1' TILT BACK

REMOVE UNSUITABLE MATERIAL

NEW COMPACTED FILL

COMPETENT MATERIAL
KEYWAY IN COMPETENT MATERIAL.

RECOMMENDED BY THE GEOTECHNIAL
ENGINEER. KEYWAY MAY NOT BE REQUIRED
IF FILL SLOPE IS LESS THAN 5' IN HEIGHT

AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER.
2' MINIMUM

KEY DEPTH

OVERFILL REQUIREMENTS

PER GRADING GUIDE SPECIFICATIONS

TOE OF SLOPE SHOWN

ON GRADING PLAN

BACKCUT - VARIES

PLACE COMPACTED BACKFILL

TO ORIGINAL GRADE

PROJECT SLOPE GRADIENT
(1:1 MAX.)
NOTE:

BENCHING SHALL BE REQUIRED

WHEN NATURAL SLOPES ARE
EQUAL TO OR STEEPER THAN 5:1

OR WHEN RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.

FINISHED SLOPE FACE
MINIMUM WIDTH OF 15 FEET OR AS

BENCHING DIMENSIONS IN ACCORDANCE

WITH PLAN OR AS RECOMMENDED

BY THE GEOTECHNICAL ENGINEER

GRADING GUIDE SPECIFICATIONS

NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-5

STABILIZATION FILL DETAIL

FACE OF FINISHED SLOPE

COMPACTED FILL
MINIMUM 1' TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)
10' TYP.
2' MINIMUM

KEY DEPTH
3' TYPICAL

BLANKET FILL IF RECOMMENDED

BY THE GEOTECHNICAL ENGINEER

COMPETENT MATERIAL ACCEPTABLE

TO THE SOIL ENGINEER

KEYWAY WIDTH, AS SPECIFIED

BY THE GEOTECHNICAL ENGINEER

TOP WIDTH OF FILL

AS SPECIFIED BY THE

GEOTECHNICAL ENGINEER

BENCHING DIMENSIONS IN ACCORDANCE

WITH PLAN OR AS RECOMMENDED

BY THE GEOTECHNICAL ENGINEER
4' TYP.

PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER
DRAWN: OS
CHKD: RGT

SCG PROJECT
21G242-1
PLATE E-1
SEISMIC DESIGN PARAMETERS - 2019 CBC

GARDENA, CALIFORNIA
SOURCE: SEAOC/OSHPD Seismic Design Maps Tool
<https://seismicmaps.org/>

APPENDIX B

SOILS INFILTRATION TESTING REPORT
22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com November 19, 2021
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastain, LLA
Principal, Landscape Architect
Project No.: 21G242-2
Subject: Results of Infiltration Testing
Proposed Community Aquatic and Senior Center
1654 West 160th Street
Gardena, California
Reference: Geotechnical Investigation, Proposed Community Aquatic and Senior Center, 1654 West 160th Street, Gardena, California, prepared by Southern California Geotechnical, Inc. (SCG) for RJM Design Group, SCG project No. 21G242-1, dated November 19, 2021.

Mr. Chastain:

In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 21P336, dated July 28, 2021. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the on-site soils. The infiltration testing was performed in general accordance with the Guidelines for Geotechnical Investigation and Reporting – Low Impact Development Stormwater Infiltration (GS200.1), prepared by Los Angeles County, Department of Public Works, Geotechnical and Materials Engineering Division, dated June 30, 2021.

Site and Project Description
The site is located at the street address of 1654 West 160th Street in Gardena, California. The site is bounded to the north by 160th Street, to the west by Harvard Boulevard, to the south by residential fourplexes and the Gardena Gymnasium, and to the east by La Salle Avenue. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 in Appendix A of this report.

The site consists of multiple rectangular-shaped lots which total 0.9± acres in size. The lots are currently developed with the Primm Memorial Pool and two residential fourplexes with two detached garage structures. The existing structures range from 900 to 2,500± ft² in size.

Several of the buildings share common walls. The majority of these buildings are one- to two- Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

story structures of wood frame and stucco construction, and are presumed to be supported on conventional shallow foundations with raised wood floors. The buildings are generally surrounded by Portland cement concrete (PCC) pavements which are in poor to fair condition, with moderate to severe cracking throughout. Turf grass and a few trees surround the buildings.

Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth, and visual observations made at the time of the subsurface investigation, the overall site topography is relatively flat.

Proposed Development
A preliminary conceptual site plan for the proposed development was provided to our office by the client. Based on the information provided by the client, demolition of the existing buildings, pool and pavements will be necessary to construct new development. The new development, identified as the Community Aquatics and Senior Center, will include a new L-shaped building, a 25-yard competition pool with a diving area, an activity pool, hardscape pathways, and new landscaping areas. The proposed swimming pool is expected to be 8 to 12± feet deep.

The proposed development will include on-site infiltration to dispose of storm water. We understand that the infiltration system will consists of a below-grade chamber system located in the western region of the site. The bottom of the chamber system is expected to be located at a depth of 10± feet below existing site grades.

Concurrent Study
Southern California Geotechnical, Inc. (SCG) concurrently performed a geotechnical investigation at the subject site, referenced above. As part of this investigation, SCG performed a total of four (4) borings advanced to depths of 20 to 25± feet below the existing site grades.

All of the borings were drilled through existing concrete slab areas. At Boring Nos. B-1 and B-2, the slabs consist of 3 and 3½± inches of Portland cement concrete (PCC) pavements with no reinforcement. At Boring Nos. B-3 and B-4, the slabs consist of 5± inches of PCC, reinforced with welded wire mesh. Artificial fill soils were encountered beneath the pavements at all of the boring locations. The fill soils generally consist of loose to medium dense silty fine sands and fine sandy silts, and stiff to very stiff silty clays, extending to depths of 2½± to 8± feet below the existing site grades. The fill soils possess a disturbed, mottled appearance, resulting in their classification as artificial fill. Native alluvium was encountered below the fill soils at all of the boring locations, extending to at least the maximum depth explored of 25± feet below existing site grades. The alluvium generally consists of loose to medium dense silty fine sands, clayey fine sands and fine sandy silts, and medium stiff to very stiff silty clays and clayey silts.

Groundwater
Free water was encountered during drilling at Boring Nos. B-3 and B-4 at a depth of about 23½± feet below ground surface. No delayed readings were performed at the boring locations due to caving within the open boreholes after the augers were withdrawn. Based on the moisture contents of the recovered soil samples and the observations made at the time of Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

drilling, the static groundwater table is considered to have existed at a depth of 23½± feet below existing site grades, at the time of the subsurface investigation.

Subsurface Exploration
Scope of Exploration
The subsurface exploration for the infiltration testing consisted of two (2) infiltration test borings advanced to a depth of 10± feet below the existing site grades. The borings were logged during drilling by a member of our staff and were advanced using a limited access drilling rig, equipped with 7-inch-diameter hollow stem augers. The approximate locations of the infiltration test borings (identified as I-1 and I-2) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing.

Geotechnical Conditions
Artificial fill soils were encountered at the ground surface at both of the boring locations, extending to a depth of 5± feet below the existing site grades. The fill soils generally consist of very stiff silty clays and sandy clays. Native alluvial soils were encountered beneath the fill soils at both of the infiltration boring locations, extending to at least the maximum depth explored of 10± feet below ground surface. The native alluvial soils consist of medium dense silty sands with little clay and medium dense clayey sands and stiff sandy clays. The Boring Logs, which illustrate the conditions encountered at the infiltration test locations, are included with this report.

Groundwater
Free water was not encountered during the drilling of any of the infiltration borings. Based on the moisture content of the recovered soil samples and the lack of free water in the borings, the static groundwater table exists at a depth greater than the maximum explored depth of 10± feet below existing site grades.

As part of our research, we reviewed available groundwater data in order to determine the historic high groundwater level for the site. The primary reference used to determine the historic groundwater depths in the area of the subject site is CGS Seismic Hazard Zone Report, Open File Report 98-18, Plate 1.3 for the Inglewood 7.5 Minute Quadrangle, which indicates that the historic high groundwater level for the site was 25± feet below the ground surface.

Infiltration Testing
As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published by the County of Los Angeles – Department of Public Works Geotechnical Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

and Materials Engineering Division, titled Guidelines for Design, Investigation, and Reporting Low Impact Development Stormwater Infiltration, GS200.1.

Pre-soaking
Both of the infiltration test borings were pre-soaked for at least 1 hour to ensure the sand around the annulus of the perforated pipe was fully saturated. The pre-soaking procedure consisted of filling each test boring with clean potable water to an elevation of at least 12± inches above the bottom of each test boring. In accordance with the Los Angeles County guidelines, since the water in both of the infiltration test borings did not completely infiltrate within a 30-minute time period after filling each boring, a falling head test was the appropriate test method.

Infiltration Testing Procedure
After the completion of the pre-soaking process, SCG performed the infiltration testing. A sufficient amount of water was added to the test borings so that the water level was approximately 12± inches higher than the bottom of the borings and less than or equal to the water level used during the pre-soaking process. Readings were taken at 30-minute intervals at all of the infiltration test locations. A stabilized rate of drop, where the highest and lowest readings from three consecutive readings are within 10 percent of each other, was obtained for each of the test borings. These water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates for the tests are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used for design. These rates are summarized below:

Laboratory Testing
Moisture Content
The moisture contents for selected soil samples from the trenches were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Infiltration Test
No.

Depth
(feet) Soil Description Measured Infiltration Rate (inches/hour) I-1 10 Light Brown Silty fine Sand, little
Clay, trace medium Sand 0.9
I-2 10 Brown Clayey fine Sand to fine
Sandy Clay, trace medium Sand 0.9
Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test trench has been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of the grainsize analysis are presented on Plates C-1 and C-2 of this report.

Design Recommendations
Two (2) infiltration tests were performed at the subject site. As noted above, the measured infiltration rates at the infiltration test locations are 0.9 inches per hour. The Guidelines for Geotechnical Investigation and Reporting Low Impact Development Stormwater Infiltration, GS200.1 prepared by the County of Los Angeles, Department of Public Works, Geotechnical and Materials Division (GMED) on June 30, 2021 dictate that a reduction factor be utilized in the design infiltration rate. The following reduction factors are considered in the design infiltration rate:

Reduction Factor
Small Diameter Boring RF t = 1
Site Variability, number of tests, and thoroughness of subsurface investigation
RF v = 1
Long-term siltation plugging and maintenance RF v = 1
Total Reduction Factor, RF= RF t + RF v + RF v RF = 3
Design Infiltration Rate (DIR) = Measured Infiltration Rate (MIR)/RF DIR = 0.3 Based on the results of the infiltration testing and reduction factors, we recommend an infiltration rate of 0.3 inches per hour be used for the proposed infiltration system located in the western area of the subject site. The major factor affecting the lack of infiltration at these locations is the presence of very fine-grained soils.

The design of the proposed storm water infiltration systems should be performed by the project civil engineer, in accordance with the City of Gardena/County of Los Angeles guidelines.

However, it is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the systems. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rates recommended above are based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rates. It should be noted that the recommended infiltration rates are based on infiltration testing at two (2) discrete locations and the overall infiltration rates of the storm water infiltration systems could vary considerably.

Infiltration Rate Considerations
The infiltration rates presented herein were determined in accordance with the Los Angeles County guidelines and are considered valid only for the time and place of the actual test. Varying subsurface conditions will exist in other areas of the site, which could alter the recommended infiltration rates Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

presented above. The infiltration rates will decline over time between maintenance cycles as silt or clay particles accumulate on the BMP surface. The infiltration rate is highly dependent upon a number of factors, including density, silt and clay content, grainsize distribution throughout the range of particle sizes, and particle shape. Small changes in these factors can cause large changes in the infiltration rates.

Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability.

Changes in soil moisture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates.

The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site.

Construction Considerations
The infiltration rates presented in this report are specific to the tested locations and tested depths.

Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Compaction of the soils at the bottom of the infiltration system can significantly reduce the infiltration ability of the basins. Therefore, the subgrade soils within proposed infiltration system areas should not be over-excavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications.

We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein.

We recommend that scrapers and other rubber-tired heavy equipment not be operated on the basin bottom, or at levels lower than 2 feet above the bottom of the system, particularly within basins. As such, the bottom 24 inches of the infiltration systems should be excavated with non-rubber-tired equipment, such as excavators.

Location of Infiltration Systems
The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of the subgrade soils. The proposed infiltration systems for this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building(s), it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration system.

The infiltration system designer should also give special consideration to the effect that the proposed infiltration systems may have on nearby subterranean structures, open excavations, or descending slopes. In particular, infiltration systems should not be located near the crest of descending slopes, particularly where the slopes are comprised of granular soils. Such systems will require specialized design and analysis to evaluate the potential for slope instability, piping failures and other phenomena that typically apply to earthen dam design. This type of analysis is beyond the scope of this infiltration test report, but these factors should be considered by the infiltration system designer when locating the infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer.

The design of the infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rates contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between trench locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Oscar Sandoval
Staff Engineer
Gregory K. Mitchell, GE 2364
Principal Engineer

Distribution: (1) Addressee
Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Logs & Boring Log Legend (4 pages)
Infiltration Test Results Spreadsheets (2 pages)
Grain Size Distribution Results (2 pages)
SITE

PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER
SCALE: 1" = 2000' DRAWN: OS CHKD: GKM

SCG PROJECT
21G242-2 PLATE 1

SITE LOCATION MAP

GARDENA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE INGLEWOOD QUADRANGLE, LOS ANGELES COUNTY, CALIFORNIA, 2018.

B-1 B-2 B-3 B-4 I-1 I-2 WEST 160TH STREET

HARVARD BOULEVARD
LA SALLE AVENUE N.A.P. N.A.P. N.A.P. PROPOSED POOL PROPOSED BLDG SCALE: 1" = 30' DRAWN: OS CHKD: GKM PLATE 2 SCG PROJECT 21G242-2 GARDENA, CALIFORNIA PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER INFILTRATION TEST LOCATION PLAN PROPOSED INFILTRATION LOCATION APPROXIMATE BORING LOCATION GEOTECHNICAL LEGEND 0146*
SoCalGeo NOTE: CONCEPTUAL SITE PLAN PREPARED BY RJM DESIGN GROUP. AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION

AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3 .

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GRAPH LETTER

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLS MAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS
FILL: Dark Gray Brown Silty Clay, trace Iron oxide staining, trace fine root fibers, very stiff-moist to very moist
ALLUVIUM: Light Brown Silty fine Sand, little Clay, trace medium Sand, medium dense-very moist
Boring Terminated at 10'
17 15 30
17 15
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-1
POCKET PEN.(TSF)
DRILLING DATE: 10/20/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Oscar Sandoval
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 21G242-2
PROJECT: Community Aquatic & Senior Center
LOCATION: Gardena, California
PLATE B-1
TBL 21G242-2.GPJ SOCALGEO.GDT 11/19/21
FILL: Dark Brown fine Sandy Clay, trace fine root fibers, very stiff-moist to very moist
ALLUVIUM: Brown Clayey fine Sand to fine Sandy Clay, trace medium Sand, medium dense to stiff-moist
Boring Terminated at 10'
50 16
14 5
10 LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: MSL

LIQUIDLIMITPLASTICLIMIT

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-2
POCKET PEN.(TSF)
DRILLING DATE: 10/20/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Oscar Sandoval
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 21G242-2
PROJECT: Community Aquatic & Senior Center
LOCATION: Gardena, California
PLATE B-2
TBL 21G242-2.GPJ SOCALGEO.GDT 11/19/21

INFILTRATION CALCULATIONS
Project Name Proposed Community Aquatic and Senior Center Project Location
Project Number
Engineer
Test Hole Radius 3.50 (in)
Test Depth 10.15 (ft)
Infiltration Test Hole I-1
Start Time for Pre-Soak 8:45 AM Water Remaining in Boring (Y/N) Y Start Time for Standard 9:15 AM Time Interal Between Readings 30min Interval Number
Time
Time Interval (min)
Water Depth (ft)
Change in Water
Level (ft)
Average Head
Height (ft)Measured
Infiltration Rate
Q (in/hr)
Reduction Factor
(RF)
Design Infiltration
Rate
Q (in/hr)
Initial 9:15 AM 8.40
Final 9:45 AM 8.95
Initial 9:45 AM 8.30
Final 10:15 AM 8.85
Initial 10:15 AM 8.20
Final 10:45 AM 8.75
Initial 10:45 AM 8.25
Final 11:15 AM 8.80
Initial 11:15 AM 8.25
Final 11:45 AM 8.80
Initial 11:45 AM 8.30
Final 12:15 PM 8.75
Design Infiltration Rate = (Measured Infiltration Rate)/(Reduction Factor) Reduction Factor (RF) = RFt+RFv+RFs
Where: Q = Measured Infiltration Rate (in inches per hour) ∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
OS
Long-term siltation, plugging, and maintenance RFs = 1 to 3 High Fow-rate RFt = 3
Grain Size Analysis Method RFt = 2 to 3
Site variability, number of tests and
thoroughness of subsurface investigation RFv = 1 to 3
Reduction Factors
Double-ring Infiltrometer
RFt = 1 to 3 Shallow Test Pit
Small Diameter Boring
Large Diameter Boring

0.4 6 30.0 0.45 1.6 0.9 3.0 0.3
5 30.0 0.55 1.6 1.1 3.0

0.4 4 30.0 0.55 1.6 1.1 3.0 0.4
3 30.0
1 30.0

0.55 1.7 1.1 3.0

0.55 1.5 1.2 3.0
Gardena, CA
21G242-2

0.4 2 30.0 0.55 1.6 1.1 3.0 0.4
t(r 2H )
H(60r) Q
  avg



INFILTRATION CALCULATIONS
Project Name Proposed Community Aquatic and Senior Center Project Location
Project Number
Engineer
Test Hole Radius 3.50 (in)
Test Depth 10.25 (ft)
Infiltration Test Hole I-2
Start Time for Pre-Soak 8:16 AM Water Remaining in Boring (Y/N) Y Start Time for Standard 8:46 AM Time Interal Between Readings 30min Interval Number
Time
Time Interval (min)
Water Depth (ft)
Change in Water
Level (ft)
Average Head
Height (ft)Measured
Infiltration Rate
Q (in/hr)
Reduction Factor
(RF)
Design Infiltration
Rate
Q (in/hr)
Initial 8:46 AM 8.80
Final 9:16 AM 9.25
Initial 9:16 AM 8.80
Final 9:46 AM 9.25
Initial 9:46 AM 8.80
Final 10:16 AM 9.15
Initial 10:16 AM 8.80
Final 10:46 AM 9.15
Initial 10:46 AM 8.80
Final 11:16 AM 9.15
Initial 11:16 AM 8.80
Final 11:46 AM 9.15
Design Infiltration Rate = (Measured Infiltration Rate)/(Reduction Factor) Reduction Factor (RF) = RFt+RFv+RFs
Where: Q = Measured Infiltration Rate (in inches per hour) ∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
Long-term siltation, plugging, and maintenance RFs = 1 to 3 High Fow-rate RFt = 3
Grain Size Analysis Method RFt = 2 to 3
Site variability, number of tests and
thoroughness of subsurface investigation RFv = 1 to 3
Reduction Factors
Double-ring Infiltrometer
RFt = 1 to 3 Shallow Test Pit
Small Diameter Boring
Large Diameter Boring

0.3 6 30.0 0.35 1.3 0.9 3.0 0.3
5 30.0 0.35 1.3 0.9 3.0

0.3 4 30.0 0.35 1.3 0.9 3.0 0.3
3 30.0 0.35 1.3 0.9 3.0

3.0 0.4
2 30.0 0.45 1.2 1.1 3.0 0.4
Gardena, CA
21G242-2
OS
1 30.0 0.45 1.2 1.1
t(r 2H )
H(60r) Q
  avg


Sample Description I-1 @ 8½'
Soil Classification Light Brown Silty fine Sand, little Clay, trace medium Sand Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-2
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
P
erc
e
nt P
a
s
sin
g
b
y
W
eig
ht
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-2 @ 8½'
Soil Classification Brown Clayey fine Sand to fine Sandy Clay, trace medium Sand Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-2
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
P
erc
e
nt P
a
s
sin
g
b
y
W
eig
ht
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200

APPENDIX C

CONSTRUCTION NOTIFICATION AREA MAP
GARDENA COMMUNITY AQUATIC AND SENIOR CENTER PROJECT, JN 978

APPENDIX C

PROJECT LOCATION

AREA TO BE NOTIFIED

APPENDIX D

DRY UTILITY CONSTRUTION SUPPORT PLANS

S HARVARD BLVD

LA SALLE AVE

CHARTER PRELIMINARY
RECOMMENDATIONS FOR:GARDENA COMMUNITY AQUATICS AND SENIOR CENTER PROJECT1654 W 160TH ST. GARDENA, CA 1-3” Placed by contractor
Place 1-3" conduit from vault being placed under relocation to customer MPOE Charter InspectorJose Ortiz | Construction Coordinator | (310) 429-3459 1529 Valley Dr. | Hermosa Beach, Ca 90254 NEW POLE 1036371E
75’ 1-2” C-PC INSTALL 1-17”X30” PULL BOX

EXACT LOCATION TBD PLACED BY AT&T
1-2” C-PC BY CONTRACTOR

S HARVARD BLVD

LA SALLE AVE
PRELIMINARY RECOMMENDATIONS FOR:GARDENA COMMUNITY AQUATICS ANDSENIOR CENTER PROJECT1654 W 160TH ST. GARDENA, CA NOT TO SCALEDRAWN BY: CC1648
INSTALL CONDUIT JOINT TRENCHWITH NEW SCE CONDUITMAINTAIN MIN 12” SEPERATIONFROM OTHER CONDUITS (EXCEPT CATV)

APPENDIX E

DRY UTILITY (SCE, ATT, SPECTRUM) AS-BUILT PLANS
GARDENA COMMUNITY AQUATIC & SENIOR CENTER PROJECT, JN 978 As Built
Old Castle
Installed 5/24/2023
Bottom 5/9/23
1-6" Grade Ring
Omar Villasenor
48'
189'
21'
Replaced Concrete: 8'
18'x4 1/2'
Replaced Concrete:
11' x3 1/2'
Surveyed trench line per City provided cad files.
conduit for all utilities are below the proposed
drains crossing east and west with a clearance
of at least 1'
6'
Installed FRP
per SCE
18'
60'
60'
Not in as of
6/15/23
Not in as of
6/15/23
Installed all utility conduits
to the future pole locations
per City of Gardena
direction with approvals of
all utilities

5.5'

5.5'
As Built
Mandrelled conduit 6/15/23
Signed off by Inspector Aaron Elswick 6/15/23
As Built
As Built
Sidewalk
1-4"1-2"
Capped 1-2" at P/L
1 4"236'
6371E to 3933E
2'
2'
4'
Surveyed trench line per City provided cad files.conduit for all utilities are below the proposeddrains crossing east and west with a clearanceof at least 1' 23'
Installed all utility conduitsto the future pole locationsper City of Gardenadirection with approvals ofall utilities As Built
1 2"76'
1 2"76'
3933E to 16016
3933E to 16020
Mandrelled conduit 6/14/23Signed off by Inspector Craig Chinen 6/14/23 Installed 6/9/23
2x3x3
Installed 6/9/232x3x3
Installed 6/9/232x3x3 1 2" 72'
3933E to 16020
1 2"72'
3933E to 16016
2'
2'
12'
4'
Joint Trenchwith SCE
8'
7'
1 4"13'
6371E to HH
1 4"50'
HH to HH
1 4"168'
HH to HH
1 4"16'
3933E to HH
24'
Surveyed trench line per City provided cad files.conduit for all utilities are below the proposeddrains crossing east and west with a clearanceof at least 1' Installed all utility conduitsto the future pole locationsper City of Gardenadirection with approvals ofall utilities As Built
Mandrelled conduit 6/14/23Signed off by Inspector Jose Ortiz 6/15/23

APPENDIX F

AQUATIC & SENIOR CENTER SITE DEMO AS-BUILT PLANS
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Contractor has beendirected to sawcut thefooting & attachedchannel beam andremove the walls only.The existing footing andchannel beam extendsbelow the adjacentsidewalk, therefore it willbe lifted if were to beremoved. The footingsize is estimated to be42".Please add to the nextphase to identify thefooting below and to beremoved as part of thesidewalk removal here.

This HP gas line meter has beenremoved but the underground lineis live. Potential gas line tielocation for the new poolmechanical building.

Approx. location of the
water lateral that was capped at the 2" of the 3" x 3" x 2" tee that was feeding into the mechanical room towards the pool.

Extra concrete materialwas excavated. Thisarea used to be kiddiepool.

Approx. location of the
sewer lateral that was capped at 3' depth
Approx. location of the
sewer lateral that was capped at 4' depth
Approx. location of the
sewer lateral that was capped at 5' depth
Approx. location of the
sewer lateral that was capped at 5' depth
22'-0 1/16"
7'-5 1/2"
28'-3 7/16"
5'-4 1/16"
34'-8 3/16"
24'-6 3/4"
34'-10 13/16"
77'-2 1/16"
Sewer line capped and abandoned from manhole towards the street Abandoned 4" sewer
pvc pipe
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DEMOLITION ONLY
Approximate
Volume: 50'x20'x5'
NOVEMBER 8, 2023
GARDENA COMMUNITY AQUATIC AND SENIOR CENTER PROJECT (JN 978) ADDENDUM NO. 1
TO: ALL SPECIFICATION HOLDERS
ADDENDUM NO. 1, AS DECRIBED BELOW, IS FOR USE OF CONTRACTORS AND SUBCONTRACTORS SUBMITTING BIDS ON THIS PROJECT. ALL BIDDERS SHALL INDICATE ON THE BID PROPOSAL FORM, “ACKNOWLEDGEMENT OF ADDENDA RECEIVED”, THAT THEY HAVE RECEIVED THIS ADDENDUM NO. 1.

REVISIONS TO THE SPECIFICATIONS:

1. CSI Technical Provisions, PART 1 – GENERAL, 1.1 SUMMARY (01 11 00-1, TP-77) – 'Or approved equal' products are permitted for all project-specified items, with the exception of custom-engineered and designed shades by the USA Shade Structures.

2. CSI Technical Provisions, PART 1 – GENERAL, 1.3 ALTERNATES (01 23 00–1, TP-84) and 1.2 SUBTITUIONS (01 25 00-1, TP-86) – Material reviews are not accepted during the bid process. All substitution requests will be considered within 35 days after the contract is awarded.

REVISIONS TO THE PLANS:

1. Note Sheet, ‘***NOTICE TO THE CONTRACTOR’, Sheet 5 of 195 – The City estimate stockpile volume to be 46 CY (25’x10’x5’), not 232 CY. The revised volume matches the call out on the Demolition Plan, Sheet 9 of 195.

2. Demolition Plan D-1.01, Sheet 9 of 195 –
• On Lot 12, the existing water meter and its onsite water valve has not been abandoned.

Therefore, the contractor shall coordinate with Golden State Water District to include the abandonment of the service line as part of the demolition bid scope. However, the contractor may use this service line during construction and choose to delay the abandonment. • Attached to this addendum, find the Environmental Soil Stockpile Sampling Report dated October 31, 2023, by Nino & Moore. The existing onsite stockpile samples have been tested and confirmed as non-hazardous waste.

END OF ADDENDUM NO. 1
October 31, 2023
Project No. 212427001
Mr. Tim Shaw
Griffin Structures
1 Technology Drive, Building i, Suite 829
Irvine, California 92618
Subject: Environmental Soil Stockpile Sampling Report
Gardena Community Aquatics Center
16004 South Harvard Avenue
Gardena, California 90247
Dear Mr. Shaw:

In accordance with your authorization, Ninyo & Moore is pleased to provide the results of soil sampling and analysis performed on stockpiled soil at the site being developed as the Gardena Community Aquatics Center at 16004 South Harvard Avenue in Gardena, California. The purpose of the soil sampling was to evaluate the stockpiled soil for chemical contamination and acceptability for reuse at the development site. As requested by Griffin Structures, soil sampling was conducted on October 25, 2023. It is our understanding that approximately 46 cubic yards (cy) of soil was excavated and is currently stockpiled on site.

SOIL SAMPLING
Ninyo & Moore performed field work in accordance with standard field procedures, applicable regulatory guidelines, and under the direction of a California Professional Engineer/Geologist. On October 25, 2023, two soil borings were advanced into the stockpiled soil at the site using hand auger equipment. The approximate boring locations are shown on Figure 2.

Soil samples were collected at approximately 1 foot, 3 feet, and 5 feet below ground surface (bgs) at each boring location (Figure 2). The sample containers were labeled, placed in a cooler containing ice, and transported following standard chain-of-custody protocols to Eurofins Environmental Testing within 24 hours after their collection.

LABORATORY ANALYSES
The laboratory was instructed to composite the three depth-discrete samples from each boring location. The composited soil samples were tested for Title 22 Metals in accordance with EPA Method 6010B/7471Aand Total Petroleum Hydrocarbons (TPH) using EPA Method 8015M for diesel range organics (DRO) and oil range organics (ORO). One discrete-depth sample from each boring 355 South Grand Avenue, Ste. 2450 | Los Angeles, California 90071 | p. 213.488.5111 | www.ninyoandmoore.com

ATTACHMENT
Ninyo & Moore | 16004 South Harvard Avenue, Gardena, California | 212427001 | October 31, 2023 2 location was tested for volatile organic compounds (VOCs) and TPH gasoline range organics (GRO) in accordance with EPA Method 8260B.

ANALYTICAL RESULTS
Analytical results are discussed below. Laboratory reports are included in Attachment A.

Volatile Organic Compounds (VOCs)
Concentrations of VOCs were not reported exceeding the laboratory reporting limits in the soil samples analyzed.

Title 22 Metals
Reported metals concentrations are within the background levels found in California soils.

Total Petroleum Hydrocarbons (TPH)
Detectable concentrations of GRO were not reported exceeding the laboratory reporting limits. Low concentrations of petroleum hydrocarbons in the diesel range (8.5 to 14 mg/kg), C6-C44 range (24 to 43 mg/kg), and in the oil range C29-C32 (7.0 mg/kg) were reported.

CONCLUSIONS
Based on the laboratory analytical results of the soil samples analyzed during this sampling effort, the following findings and conclusions are provided:
• Detectable concentrations of VOCs were not reported in the samples analyzed. • Detectable concentrations of metals were reported in the composite soil samples, but are below California background levels.
• Detectable concentrations of GRO were not reported in the samples analyzed. Diesel range petroleum hydrocarbons, and oil range petroleum hydrocarbons, were reported at 8.5 to 14 mg/kg, and 24 to 43 mg/kg mg/kg, respectively.

RECOMMENDATIONS
Based on the analytical results, the following recommendations are provided:
• Reuse of the stockpiled soil should be evaluated for compliance with the project specifications and requirements.
• For disposal, the soil should be characterized as petroleum hydrocarbon-impacted nonhazardous waste. Furthermore, the lab report should be forwarded to the accepting facility for waste profiling and facility acceptance.

Ninyo & Moore | 16004 South Harvard Avenue, Gardena, California | 212427001 | October 31, 2023 3 Ninyo & Moore appreciates the opportunity to provide our services on this project. If you have any questions, please contact the undersigned at your convenience.

Respectfully submitted,

NINYO & MOORE
Matthew T. Schweiger
Staff Geologist
Prasad Thimmappa, PE
Principal Engineer
MTS/PT/scs
Attachments: Figure 1 – Site Location
Figure 2 – Soil Stockpile Sample Locations
Attachment A – Laboratory Reports
Ninyo & Moore | 16004 South Harvard Avenue, Gardena, California | 212427001 | October 31, 2023

ATTACHMENT A
Geophysical Survey Report

FIGURES
SITE
Geotechnical & Environmental Sciences Consultants

SITE LOCATION
FIGURE 1
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: USGS, 2023. 0 FEET 2,000 4,000
16004 SOUTH HAVARD AVENUE

GARDENA, CALIFORNIA
212427001 I 10/23
N 212427001.dwg_SL 10/31/2023 JDP

HARVARD BOULEVARD
WEST 160TH STREET LA SALLE AVENUE
B2
B1
Geotechnical & Environmental Sciences Consultants
0 FEET 50 100
16004 SOUTH HAVARD AVENUE

GARDENA, CALIFORNIA
212427001 I 10/23
N 212427001.dwg_SSSL 10/31/2023 JDP

SOIL STOCKPILE SAMPLE LOCATIONS
FIGURE 2
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: GOOGLE EARTH, 2023.

LEGEND

SITE BOUNDARY
B2 SAMPLE LOCATION
Ninyo & Moore | 16004 South Harvard Avenue, Gardena, California | 212427001 | October 31, 2023

ATTACHMENT A
Laboratory Reports

ANALYTICAL REPORT

PREPARED FOR
Attn: Prasad Thimmappa
Ninyo & Moore
475 Goddard St. Suite 200
Irvine, California 92618
Generated 10/27/2023 3:27:38 PM

JOB DESCRIPTION
Gardena Aquatic Center / 212427001

JOB NUMBER
570-158168-1
See page two for job notes and contact information.

Tustin CA 92780
2841 Dow Avenue, Suite 100
Eurofins Calscience

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15 Eurofins Calscience
Eurofins Calscience is a laboratory within Eurofins Environment Testing Southwest, LLC, a company within Eurofins Environment Testing Group of Companies Job Notes
This report may not be reproduced except in full, and with written approval from the laboratory. The results relate only to the samples tested. For questions please contact the Project Manager at the e-mail address or telephone number listed on this page.

The test results in this report relate only to the samples as received by the laboratory and will meet all requirements of the methodology, with any exceptions noted. This report shall not be reproduced except in full, without the express written approval of the laboratory. All questions should be directed to the Eurofins Calscience Project Manager.

Authorization
Generated
10/27/2023 3:27:38 PM
Authorized for release by
Virendra Patel, Project Manager I
[email protected]
(714)895-5494

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15 Table of Contents
Client: Ninyo & Moore
Project/Site: Gardena Aquatic Center / 212427001
Laboratory Job ID: 570-158168-1

Eurofins Calscience
10/27/2023
Cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Definitions/Glossary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Case Narrative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Detection Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Client Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Surrogate Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 QC Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 QC Association Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29 Lab Chronicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 Certification Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 Method Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 Sample Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 Chain of Custody . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36 Receipt Checklists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 1 2
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15 Definitions/Glossary
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Qualifiers
Metals
Qualifier Description
F1 MS and/or MSD recovery exceeds control limits.

Qualifier
Glossary
These commonly used abbreviations may or may not be present in this report. ¤ Listed under the "D" column to designate that the result is reported on a dry weight basis Abbreviation
%R Percent Recovery
CFL Contains Free Liquid
CFU Colony Forming Unit
CNF Contains No Free Liquid
DER Duplicate Error Ratio (normalized absolute difference) Dil Fac Dilution Factor
DL Detection Limit (DoD/DOE)
DL, RA, RE, IN Indicates a Dilution, Re-analysis, Re-extraction, or additional Initial metals/anion analysis of the sample DLC Decision Level Concentration (Radiochemistry)
EDL Estimated Detection Limit (Dioxin)
LOD Limit of Detection (DoD/DOE)
LOQ Limit of Quantitation (DoD/DOE)
MCL EPA recommended "Maximum Contaminant Level"
MDA Minimum Detectable Activity (Radiochemistry)
MDC Minimum Detectable Concentration (Radiochemistry)
MDL Method Detection Limit
ML Minimum Level (Dioxin)
MPN Most Probable Number
MQL Method Quantitation Limit
NC Not Calculated
ND Not Detected at the reporting limit (or MDL or EDL if shown) NEG Negative / Absent
POS Positive / Present
PQL Practical Quantitation Limit
PRES Presumptive
QC Quality Control
RER Relative Error Ratio (Radiochemistry)
RL Reporting Limit or Requested Limit (Radiochemistry)
RPD Relative Percent Difference, a measure of the relative difference between two points TEF Toxicity Equivalent Factor (Dioxin)
TEQ Toxicity Equivalent Quotient (Dioxin)
TNTC Too Numerous To Count
Eurofins Calscience

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15 Case Narrative
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Job ID: 570-158168-1
Laboratory: Eurofins Calscience
Narrative
Job Narrative
570-158168-1
Receipt
The samples were received on 10/25/2023 3:45 PM. Unless otherwise noted below, the samples arrived in good condition, and where required, properly preserved and on ice. The temperature of the cooler at receipt was 1.4º C.

GC/MS VOA
No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.

GC VOA
No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.

GC Semi VOA
No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.

Metals
Method 6010B: The matrix spike / matrix spike duplicate (MS/MSD) recoveries for preparation batch 570-377372 and analytical batch 570-377966 were outside control limits for one or more analytes. See QC Sample Results for detail. Sample matrix interference and/or non-homogeneity are suspected because the associated laboratory control sample (LCS) recovery is within acceptance limits.

Method 7471A: The matrix spike / matrix spike duplicate (MS/MSD) recoveries for preparation batch 570-377307 and analytical batch 570-377732 were outside control limits for one or more analytes. See QC Sample Results for detail. The MSD was not spiked due to employee oversight. The associated laboratory control sample (LCS) recovery is within acceptance limits.

No additional analytical or quality issues were noted, other than those described above or in the Definitions/Glossary page.

Organic Prep
No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.

VOA Prep
No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.

Eurofins Calscience Page 5 of 37 10/27/2023
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15 Detection Summary
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Client Sample ID: B1-1 Lab Sample ID: 570-158168-1
Composited
RL
NONE
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type yes 1 Composite Total/NA
Client Sample ID: B1-3 Lab Sample ID: 570-158168-2
Composited
RL
NONE
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type yes 1 Composite Total/NA
Client Sample ID: B1-5 Lab Sample ID: 570-158168-3
Composited
RL
NONE
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type yes 1 Composite Total/NA
Client Sample ID: B2-1 Lab Sample ID: 570-158168-4
Composited
RL
NONE
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type yes 1 Composite Total/NA
Client Sample ID: B2-3 Lab Sample ID: 570-158168-5
Composited
RL
NONE
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type yes 1 Composite Total/NA
Client Sample ID: B2-5 Lab Sample ID: 570-158168-6
Composited
RL
NONE
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type yes 1 Composite Total/NA
Client Sample ID: COMP-1 Lab Sample ID: 570-158168-7
C6-C44
RL

4.9 mg/Kg
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type 24 1 8015B Total/NA
Diesel Range Organics [C10-C28] 8.5 4.9 mg/Kg 1 8015B Total/NA Barium 116 3.00 mg/Kg 5 6010B Total/NA
Chromium 16.6 1.00 mg/Kg 5 6010B Total/NA
Cobalt 7.83 1.00 mg/Kg 5 6010B Total/NA
Copper 14.3 2.00 mg/Kg 5 6010B Total/NA
Lead 6.45 2.00 mg/Kg 5 6010B Total/NA
Nickel 11.5 2.00 mg/Kg 5 6010B Total/NA
Vanadium 35.6 1.00 mg/Kg 5 6010B Total/NA
Zinc 45.9 5.00 mg/Kg 5 6010B Total/NA
Client Sample ID: COMP-2 Lab Sample ID: 570-158168-8
C29-C32
RL

5.0 mg/Kg
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type

7.0 1 8015B Total/NA
C6-C44 43 5.0 mg/Kg 1 8015B Total/NA
Diesel Range Organics [C10-C28] 14 5.0 mg/Kg 1 8015B Total/NA Arsenic 3.16 2.99 mg/Kg 5 6010B Total/NA
Barium 99.3 2.99 mg/Kg 5 6010B Total/NA
Chromium 14.1 0.995 mg/Kg 5 6010B Total/NA
Cobalt 6.64 0.995 mg/Kg 5 6010B Total/NA
Copper 12.9 1.99 mg/Kg 5 6010B Total/NA
Lead 7.40 1.99 mg/Kg 5 6010B Total/NA
Nickel 9.94 1.99 mg/Kg 5 6010B Total/NA
Eurofins Calscience
This Detection Summary does not include radiochemical test results.

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15 Detection Summary
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Client Sample ID: COMP-2 (Continued) Lab Sample ID: 570-158168-8 Vanadium
RL

0.995 mg/Kg
Analyte Result Qualifier MDL Unit Dil Fac D Method Prep Type

32.1 5 6010B Total/NA
Zinc 43.7 4.98 mg/Kg 5 6010B Total/NA
Eurofins Calscience
This Detection Summary does not include radiochemical test results.

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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 8260B - Volatile Organic Compounds (GC/MS) Client Sample ID: B1-3 Lab Sample ID: 570-158168-2
Date Collected: 10/25/23 13:02 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,1,2,2-Tetrachloroethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,1,2-Trichloroethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,1-Dichloroethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,1-Dichloroethene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,1-Dichloropropene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2,3-Trichlorobenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2,3-Trichloropropane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2,4-Trichlorobenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2,4-Trimethylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2-Dibromo-3-Chloropropane ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2-Dibromoethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2-Dichlorobenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2-Dichloroethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2-Dichloropropane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,3,5-Trimethylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,3-Dichlorobenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,3-Dichloropropane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,4-Dichlorobenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 2,2-Dichloropropane ND 4.9 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 2-Butanone (MEK) ND 20 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 2-Chlorotoluene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 2-Hexanone ND 20 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
4-Chlorotoluene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 4-Methyl-2-pentanone (MIBK) ND 20 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Acetone ND 20 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
Benzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
Bromobenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Bromochloromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Bromodichloromethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Bromoform ND 4.9 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
Bromomethane ND 20 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 cis-1,2-Dichloroethene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 cis-1,3-Dichloropropene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Carbon disulfide ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Carbon tetrachloride ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Chlorobenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Chloroethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Chloroform ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Chloromethane ND 20 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Dibromochloromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Dibromomethane ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Dichlorodifluoromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Ethylbenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Isopropylbenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Methylene Chloride ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Methyl-t-Butyl Ether (MTBE) ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Eurofins Calscience

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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 8260B - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: B1-3 Lab Sample ID: 570-158168-2
Date Collected: 10/25/23 13:02 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Naphthalene
n-Butylbenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 N-Propylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 o-Xylene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
m,p-Xylene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 p-Isopropyltoluene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 sec-Butylbenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Styrene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
trans-1,2-Dichloroethene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 trans-1,3-Dichloropropene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 tert-Butylbenzene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Tetrachloroethene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Toluene ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1
Trichloroethene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Trichlorofluoromethane ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Vinyl acetate ND 9.8 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 Vinyl chloride ND 0.98 ug/Kg 10/26/23 07:54 10/26/23 13:50 1 1,2-Dichloroethane-d4 (Surr) 104 32 - 179 10/26/23 07:54 10/26/23 13:50 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac 4-Bromofluorobenzene (Surr) 100 80 - 120 10/26/23 07:54 10/26/23 13:50 1 Dibromofluoromethane (Surr) 102 58 - 147 10/26/23 07:54 10/26/23 13:50 1 Toluene-d8 (Surr) 104 80 - 120 10/26/23 07:54 10/26/23 13:50 1 Client Sample ID: B2-5 Lab Sample ID: 570-158168-6
Date Collected: 10/25/23 13:39 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,1,2,2-Tetrachloroethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,1,2-Trichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,1-Dichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,1-Dichloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,1-Dichloropropene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2,3-Trichlorobenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2,3-Trichloropropane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2,4-Trichlorobenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2,4-Trimethylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2-Dibromo-3-Chloropropane ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2-Dibromoethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2-Dichlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2-Dichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2-Dichloropropane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,3,5-Trimethylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,3-Dichlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,3-Dichloropropane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,4-Dichlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 2,2-Dichloropropane ND 5.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Eurofins Calscience

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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 8260B - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: B2-5 Lab Sample ID: 570-158168-6
Date Collected: 10/25/23 13:39 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 20 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 2-Butanone (MEK)
2-Chlorotoluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 2-Hexanone ND 20 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
4-Chlorotoluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 4-Methyl-2-pentanone (MIBK) ND 20 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Acetone ND 20 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
Benzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
Bromobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Bromochloromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Bromodichloromethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Bromoform ND 5.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
Bromomethane ND 20 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 cis-1,2-Dichloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 cis-1,3-Dichloropropene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Carbon disulfide ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Carbon tetrachloride ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Chlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Chloroethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Chloroform ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Chloromethane ND 20 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Dibromochloromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Dibromomethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Dichlorodifluoromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Ethylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Isopropylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Methylene Chloride ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Methyl-t-Butyl Ether (MTBE) ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Naphthalene ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 n-Butylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 N-Propylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 o-Xylene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
m,p-Xylene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 p-Isopropyltoluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 sec-Butylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Styrene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
trans-1,2-Dichloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 trans-1,3-Dichloropropene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 tert-Butylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Tetrachloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Toluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1
Trichloroethene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Trichlorofluoromethane ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Vinyl acetate ND 10 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 Vinyl chloride ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 14:11 1 1,2-Dichloroethane-d4 (Surr) 103 32 - 179 10/26/23 07:54 10/26/23 14:11 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac 4-Bromofluorobenzene (Surr) 101 80 - 120 10/26/23 07:54 10/26/23 14:11 1 Dibromofluoromethane (Surr) 103 58 - 147 10/26/23 07:54 10/26/23 14:11 1 Toluene-d8 (Surr) 104 80 - 120 10/26/23 07:54 10/26/23 14:11 1 Eurofins Calscience

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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 8015B - Gasoline Range Organics - (GC)
Client Sample ID: B1-3 Lab Sample ID: 570-158168-2
Date Collected: 10/25/23 13:02 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 0.099 mg/Kg 10/26/23 11:59 10/26/23 13:35 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Gasoline Range Organics (C4-C12)
4-Bromofluorobenzene (Surr) 108 42 - 126 10/26/23 11:59 10/26/23 13:35 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Client Sample ID: B2-5 Lab Sample ID: 570-158168-6
Date Collected: 10/25/23 13:39 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 0.097 mg/Kg 10/26/23 11:59 10/26/23 13:55 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Gasoline Range Organics (C4-C12)
4-Bromofluorobenzene (Surr) 109 42 - 126 10/26/23 11:59 10/26/23 13:55 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Eurofins Calscience

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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 8015B - Diesel Range Organics (DRO) (GC)
Client Sample ID: COMP-1 Lab Sample ID: 570-158168-7
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac C6 as C6
C7 as C7 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C8 as C8 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C9-C10 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C11-C12 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C13-C14 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C15-C16 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C17-C18 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C19-C20 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C21-C22 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C23-C24 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C25-C28 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C29-C32 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C33-C36 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C37-C40 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C41-C44 ND 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
C6-C44 24 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1
Diesel Range Organics [C10-C28] 8.5 4.9 mg/Kg 10/25/23 21:00 10/27/23 01:13 1 n-Octacosane (Surr) 112 60 - 138 10/25/23 21:00 10/27/23 01:13 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Client Sample ID: COMP-2 Lab Sample ID: 570-158168-8
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac C6 as C6
C7 as C7 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C8 as C8 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C9-C10 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C11-C12 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C13-C14 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C15-C16 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C17-C18 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C19-C20 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C21-C22 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C23-C24 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C25-C28 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C29-C32 7.0 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C33-C36 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C37-C40 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C41-C44 ND 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
C6-C44 43 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1
Diesel Range Organics [C10-C28] 14 5.0 mg/Kg 10/25/23 21:00 10/27/23 01:34 1 n-Octacosane (Surr) 116 60 - 138 10/25/23 21:00 10/27/23 01:34 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 6010B - Metals (ICP)
Client Sample ID: COMP-1 Lab Sample ID: 570-158168-7
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 10.0 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Antimony
Arsenic ND 3.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Barium 116 3.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Beryllium ND 0.500 mg/Kg 10/26/23 09:00 10/27/23 13:02 5 Cadmium ND 0.500 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Chromium 16.6 1.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5 Cobalt 7.83 1.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Copper 14.3 2.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Lead 6.45 2.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Molybdenum ND 2.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5 Nickel 11.5 2.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Selenium ND 3.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Silver ND 1.50 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Thallium ND 10.0 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Vanadium 35.6 1.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5 Zinc 45.9 5.00 mg/Kg 10/26/23 09:00 10/27/23 13:02 5
Client Sample ID: COMP-2 Lab Sample ID: 570-158168-8
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 9.95 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Antimony
Arsenic 3.16 2.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5 Barium 99.3 2.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Beryllium ND 0.498 mg/Kg 10/26/23 10:00 10/27/23 13:38 5 Cadmium ND 0.498 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Chromium 14.1 0.995 mg/Kg 10/26/23 10:00 10/27/23 13:38 5 Cobalt 6.64 0.995 mg/Kg 10/26/23 10:00 10/27/23 13:38 5 Copper 12.9 1.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Lead 7.40 1.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Molybdenum ND 1.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5 Nickel 9.94 1.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Selenium ND 2.99 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Silver ND 1.49 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Thallium ND 9.95 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
Vanadium 32.1 0.995 mg/Kg 10/26/23 10:00 10/27/23 13:38 5 Zinc 43.7 4.98 mg/Kg 10/26/23 10:00 10/27/23 13:38 5
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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: SW846 7471A - Mercury (CVAA)
Client Sample ID: COMP-1 Lab Sample ID: 570-158168-7
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 0.0786 mg/Kg 10/25/23 19:42 10/26/23 21:38 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Mercury
Client Sample ID: COMP-2 Lab Sample ID: 570-158168-8
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
ND 0.0801 mg/Kg 10/25/23 19:42 10/26/23 21:40 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Mercury
Eurofins Calscience

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15 Client Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: Composite - Sample Compositing
Client Sample ID: B1-1 Lab Sample ID: 570-158168-1
Date Collected: 10/25/23 12:57 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
yes NONE 10/26/23 09:54 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Composited
Client Sample ID: B1-3 Lab Sample ID: 570-158168-2
Date Collected: 10/25/23 13:02 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
yes NONE 10/26/23 09:54 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Composited
Client Sample ID: B1-5 Lab Sample ID: 570-158168-3
Date Collected: 10/25/23 13:09 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
yes NONE 10/26/23 09:54 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Composited
Client Sample ID: B2-1 Lab Sample ID: 570-158168-4
Date Collected: 10/25/23 13:21 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
yes NONE 10/26/23 09:54 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Composited
Client Sample ID: B2-3 Lab Sample ID: 570-158168-5
Date Collected: 10/25/23 13:27 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
yes NONE 10/26/23 09:54 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Composited
Client Sample ID: B2-5 Lab Sample ID: 570-158168-6
Date Collected: 10/25/23 13:39 Matrix: Solid
Date Received: 10/25/23 15:45
RL MDL
yes NONE 10/26/23 09:54 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Composited
Eurofins Calscience

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15 Surrogate Summary
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS)
Matrix: Solid Prep Type: Total/NA
Lab Sample ID Client Sample ID (32-179) (80-120) (58-147) (80-120)

DCA BFB DBFM TOL
570-158168-2 104 100 102 104
Percent Surrogate Recovery (Acceptance Limits)
B1-3
570-158168-6 B2-5 103 101 103 104
570-158209-C-1-B MS Matrix Spike 105 101 103 101
570-158209-C-1-C MSD Matrix Spike Duplicate 104 99 103 100 LCS 570-377400/1-A Lab Control Sample 97 100 98 99
LCSD 570-377400/2-A Lab Control Sample Dup 99 98 99 100 MB 570-377400/5-A Method Blank 97 102 97 105
Surrogate Legend
DCA = 1,2-Dichloroethane-d4 (Surr)
BFB = 4-Bromofluorobenzene (Surr)
DBFM = Dibromofluoromethane (Surr)
TOL = Toluene-d8 (Surr)
Method: 8015B - Gasoline Range Organics - (GC)
Matrix: Solid Prep Type: Total/NA
Lab Sample ID Client Sample ID (42-126)
BFB1
570-158168-2 108
Percent Surrogate Recovery (Acceptance Limits)
B1-3
570-158168-6 B2-5 109
570-158261-A-2-C MS Matrix Spike 110
570-158261-A-2-D MSD Matrix Spike Duplicate 106
LCS 570-377514/1-A Lab Control Sample 109
LCSD 570-377514/2-A Lab Control Sample Dup 102
MB 570-377514/3-A Method Blank 106
Surrogate Legend
BFB = 4-Bromofluorobenzene (Surr)
Method: 8015B - Diesel Range Organics (DRO) (GC)
Matrix: Solid Prep Type: Total/NA
Lab Sample ID Client Sample ID (60-138)
OTCSN1
570-158168-7 112
Percent Surrogate Recovery (Acceptance Limits)
COMP-1
570-158168-8 COMP-2 116
Surrogate Legend
OTCSN = n-Octacosane (Surr)
Eurofins Calscience

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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS)
Lab Sample ID: MB 570-377400/5-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
RL MDL
1,1,1,2-Tetrachloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,1-Trichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,1,2,2-Tetrachloroethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,1,2-Trichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,1-Dichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,1-Dichloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,1-Dichloropropene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2,3-Trichlorobenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2,3-Trichloropropane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2,4-Trichlorobenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2,4-Trimethylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2-Dibromo-3-Chloropropane ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2-Dibromoethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2-Dichlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2-Dichloroethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2-Dichloropropane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,3,5-Trimethylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,3-Dichlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,3-Dichloropropane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,4-Dichlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 2,2-Dichloropropane ND 5.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 2-Butanone (MEK) ND 20 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 2-Chlorotoluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 2-Hexanone ND 20 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
4-Chlorotoluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 4-Methyl-2-pentanone (MIBK) ND 20 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Acetone ND 20 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
Benzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
Bromobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Bromochloromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Bromodichloromethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Bromoform ND 5.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
Bromomethane ND 20 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 cis-1,2-Dichloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 cis-1,3-Dichloropropene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Carbon disulfide ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Carbon tetrachloride ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Chlorobenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Chloroethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Chloroform ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Chloromethane ND 20 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Dibromochloromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Dibromomethane ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Dichlorodifluoromethane ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Ethylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Isopropylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Methylene Chloride ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Eurofins Calscience

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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: MB 570-377400/5-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
RL MDL
Methyl-t-Butyl Ether (MTBE) ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Naphthalene ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 n-Butylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 N-Propylbenzene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 o-Xylene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
m,p-Xylene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 p-Isopropyltoluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 sec-Butylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Styrene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
trans-1,2-Dichloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 trans-1,3-Dichloropropene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 tert-Butylbenzene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Tetrachloroethene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Toluene ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1
Trichloroethene ND 2.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Trichlorofluoromethane ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Vinyl acetate ND 10 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 Vinyl chloride ND 1.0 ug/Kg 10/26/23 07:54 10/26/23 10:35 1 1,2-Dichloroethane-d4 (Surr) 97 32 - 179 10/26/23 10:35 1 MB MB
Surrogate
10/26/23 07:54
%Recovery Qualifier Limits Prepared Analyzed Dil Fac
4-Bromofluorobenzene (Surr) 102 80 - 120 10/26/23 07:54 10/26/23 10:35 1 Dibromofluoromethane (Surr) 97 58 - 147 10/26/23 07:54 10/26/23 10:35 1 Toluene-d8 (Surr) 105 80 - 120 10/26/23 07:54 10/26/23 10:35 1 Lab Sample ID: LCS 570-377400/1-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,1,1,2-Tetrachloroethane 50.0 48.08 ug/Kg 96 80 - 125
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
1,1,1-Trichloroethane 50.0 50.41 ug/Kg 101 78 - 130
1,1,2,2-Tetrachloroethane 50.0 51.55 ug/Kg 103 80 - 124 1,1,2-Trichloro-1,2,2-trifluoroetha
ne

50.0 53.98 ug/Kg 108 73 - 130
1,1,2-Trichloroethane 50.0 49.39 ug/Kg 99 80 - 123
1,1-Dichloroethane 50.0 49.96 ug/Kg 100 79 - 124
1,1-Dichloroethene 50.0 50.92 ug/Kg 102 74 - 132
1,1-Dichloropropene 50.0 51.39 ug/Kg 103 78 - 130
1,2,3-Trichlorobenzene 50.0 52.35 ug/Kg 105 80 - 123
1,2,3-Trichloropropane 50.0 49.54 ug/Kg 99 79 - 120
1,2,4-Trichlorobenzene 50.0 56.23 ug/Kg 112 80 - 125
1,2,4-Trimethylbenzene 50.0 51.28 ug/Kg 103 80 - 124
1,2-Dibromo-3-Chloropropane 50.0 45.04 ug/Kg 90 67 - 120 1,2-Dibromoethane 50.0 46.57 ug/Kg 93 80 - 120
1,2-Dichlorobenzene 50.0 52.75 ug/Kg 106 80 - 120
1,2-Dichloroethane 50.0 45.59 ug/Kg 91 77 - 120
1,2-Dichloropropane 50.0 49.88 ug/Kg 100 80 - 126
1,3,5-Trimethylbenzene 50.0 51.57 ug/Kg 103 80 - 121
Eurofins Calscience

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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: LCS 570-377400/1-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,3-Dichlorobenzene 50.0 51.46 ug/Kg 103 80 - 120
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
1,3-Dichloropropane 50.0 51.42 ug/Kg 103 80 - 120
1,4-Dichlorobenzene 50.0 51.48 ug/Kg 103 80 - 120
2,2-Dichloropropane 50.0 51.07 ug/Kg 102 73 - 135
2-Butanone (MEK) 50.0 49.42 ug/Kg 99 67 - 136
2-Chlorotoluene 50.0 52.81 ug/Kg 106 80 - 120
2-Hexanone 50.0 47.19 ug/Kg 94 70 - 137
4-Chlorotoluene 50.0 51.96 ug/Kg 104 80 - 121
4-Methyl-2-pentanone (MIBK) 50.0 47.52 ug/Kg 95 74 - 124 Acetone 50.0 45.05 ug/Kg 90 61 - 142
Benzene 50.0 50.06 ug/Kg 100 80 - 120
Bromobenzene 50.0 51.26 ug/Kg 103 80 - 120
Bromochloromethane 50.0 50.54 ug/Kg 101 80 - 120
Bromodichloromethane 50.0 49.42 ug/Kg 99 80 - 125
Bromoform 50.0 46.76 ug/Kg 94 74 - 138
Bromomethane 50.0 41.26 ug/Kg 83 58 - 136
cis-1,2-Dichloroethene 50.0 51.23 ug/Kg 102 80 - 124
cis-1,3-Dichloropropene 50.0 44.79 ug/Kg 90 80 - 123
Carbon disulfide 50.0 51.58 ug/Kg 103 68 - 128
Carbon tetrachloride 50.0 47.75 ug/Kg 95 75 - 140
Chlorobenzene 50.0 51.43 ug/Kg 103 80 - 120
Chloroethane 50.0 46.97 ug/Kg 94 76 - 137
Chloroform 50.0 49.48 ug/Kg 99 80 - 121
Chloromethane 50.0 46.61 ug/Kg 93 74 - 133
Dibromochloromethane 50.0 47.34 ug/Kg 95 80 - 132
Dibromomethane 50.0 47.97 ug/Kg 96 80 - 120
Dichlorodifluoromethane 50.0 41.86 ug/Kg 84 63 - 146
Ethylbenzene 50.0 51.46 ug/Kg 103 80 - 120
Isopropylbenzene 50.0 56.05 ug/Kg 112 80 - 122
Methylene Chloride 50.0 48.83 ug/Kg 98 74 - 120
Methyl-t-Butyl Ether (MTBE) 50.0 49.71 ug/Kg 99 79 - 123 Naphthalene 50.0 49.96 ug/Kg 100 79 - 121
n-Butylbenzene 50.0 54.95 ug/Kg 110 79 - 131
N-Propylbenzene 50.0 53.23 ug/Kg 106 80 - 122
o-Xylene 50.0 50.84 ug/Kg 102 80 - 120
m,p-Xylene 100 99.72 ug/Kg 100 80 - 120
p-Isopropyltoluene 50.0 53.85 ug/Kg 108 80 - 126
sec-Butylbenzene 50.0 53.97 ug/Kg 108 80 - 125
Styrene 50.0 51.65 ug/Kg 103 80 - 120
trans-1,2-Dichloroethene 50.0 51.49 ug/Kg 103 75 - 123
trans-1,3-Dichloropropene 50.0 51.93 ug/Kg 104 80 - 124 tert-Butylbenzene 50.0 53.66 ug/Kg 107 80 - 124
Tetrachloroethene 50.0 52.39 ug/Kg 105 80 - 122
Toluene 50.0 50.49 ug/Kg 101 80 - 120
Trichloroethene 50.0 50.25 ug/Kg 100 80 - 127
Trichlorofluoromethane 50.0 45.60 ug/Kg 91 70 - 144
Vinyl acetate 50.0 45.35 ug/Kg 91 71 - 125
Vinyl chloride 50.0 45.65 ug/Kg 91 79 - 133
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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: LCS 570-377400/1-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
97 LCS LCS
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 100 80 - 120
Dibromofluoromethane (Surr) 98 58 - 147
Toluene-d8 (Surr) 99 80 - 120
Lab Sample ID: LCSD 570-377400/2-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,1,1,2-Tetrachloroethane 50.0 48.97 ug/Kg 98 80 - 125 2 20 Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
1,1,1-Trichloroethane 50.0 51.77 ug/Kg 104 78 - 130 3 20 1,1,2,2-Tetrachloroethane 50.0 53.28 ug/Kg 107 80 - 124 3 20 1,1,2-Trichloro-1,2,2-trifluoroetha
ne

50.0 54.75 ug/Kg 110 73 - 130 1 20
1,1,2-Trichloroethane 50.0 50.37 ug/Kg 101 80 - 123 2 20 1,1-Dichloroethane 50.0 52.21 ug/Kg 104 79 - 124 4 20
1,1-Dichloroethene 50.0 53.08 ug/Kg 106 74 - 132 4 20
1,1-Dichloropropene 50.0 52.49 ug/Kg 105 78 - 130 2 20
1,2,3-Trichlorobenzene 50.0 53.43 ug/Kg 107 80 - 123 2 20 1,2,3-Trichloropropane 50.0 50.37 ug/Kg 101 79 - 120 2 20 1,2,4-Trichlorobenzene 50.0 56.56 ug/Kg 113 80 - 125 1 20 1,2,4-Trimethylbenzene 50.0 51.65 ug/Kg 103 80 - 124 1 20 1,2-Dibromo-3-Chloropropane 50.0 46.45 ug/Kg 93 67 - 120 3 20 1,2-Dibromoethane 50.0 48.40 ug/Kg 97 80 - 120 4 20
1,2-Dichlorobenzene 50.0 53.70 ug/Kg 107 80 - 120 2 20
1,2-Dichloroethane 50.0 48.05 ug/Kg 96 77 - 120 5 20
1,2-Dichloropropane 50.0 54.10 ug/Kg 108 80 - 126 8 20
1,3,5-Trimethylbenzene 50.0 51.09 ug/Kg 102 80 - 121 1 20 1,3-Dichlorobenzene 50.0 53.00 ug/Kg 106 80 - 120 3 20
1,3-Dichloropropane 50.0 51.59 ug/Kg 103 80 - 120 0 20
1,4-Dichlorobenzene 50.0 52.32 ug/Kg 105 80 - 120 2 20
2,2-Dichloropropane 50.0 52.89 ug/Kg 106 73 - 135 3 20
2-Butanone (MEK) 50.0 55.40 ug/Kg 111 67 - 136 11 20
2-Chlorotoluene 50.0 52.50 ug/Kg 105 80 - 120 1 20
2-Hexanone 50.0 47.00 ug/Kg 94 70 - 137 0 20
4-Chlorotoluene 50.0 51.40 ug/Kg 103 80 - 121 1 20
4-Methyl-2-pentanone (MIBK) 50.0 48.75 ug/Kg 98 74 - 124 3 20 Acetone 50.0 47.26 ug/Kg 95 61 - 142 5 23
Benzene 50.0 51.66 ug/Kg 103 80 - 120 3 20
Bromobenzene 50.0 51.13 ug/Kg 102 80 - 120 0 20
Bromochloromethane 50.0 53.08 ug/Kg 106 80 - 120 5 20
Bromodichloromethane 50.0 51.39 ug/Kg 103 80 - 125 4 20 Bromoform 50.0 47.39 ug/Kg 95 74 - 138 1 20
Bromomethane 50.0 46.04 ug/Kg 92 58 - 136 11 20
cis-1,2-Dichloroethene 50.0 51.96 ug/Kg 104 80 - 124 1 20 cis-1,3-Dichloropropene 50.0 46.71 ug/Kg 93 80 - 123 4 20 Carbon disulfide 50.0 52.26 ug/Kg 105 68 - 128 1 20
Carbon tetrachloride 50.0 49.73 ug/Kg 99 75 - 140 4 20
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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: LCSD 570-377400/2-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
Chlorobenzene 50.0 51.61 ug/Kg 103 80 - 120 0 20
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Chloroethane 50.0 51.67 ug/Kg 103 76 - 137 10 20
Chloroform 50.0 50.98 ug/Kg 102 80 - 121 3 20
Chloromethane 50.0 51.00 ug/Kg 102 74 - 133 9 20
Dibromochloromethane 50.0 48.61 ug/Kg 97 80 - 132 3 20
Dibromomethane 50.0 50.17 ug/Kg 100 80 - 120 4 20
Dichlorodifluoromethane 50.0 47.23 ug/Kg 94 63 - 146 12 20 Ethylbenzene 50.0 51.77 ug/Kg 104 80 - 120 1 20
Isopropylbenzene 50.0 55.91 ug/Kg 112 80 - 122 0 20
Methylene Chloride 50.0 51.33 ug/Kg 103 74 - 120 5 20
Methyl-t-Butyl Ether (MTBE) 50.0 52.51 ug/Kg 105 79 - 123 5 20 Naphthalene 50.0 51.82 ug/Kg 104 79 - 121 4 20
n-Butylbenzene 50.0 54.35 ug/Kg 109 79 - 131 1 20
N-Propylbenzene 50.0 53.27 ug/Kg 107 80 - 122 0 20
o-Xylene 50.0 51.28 ug/Kg 103 80 - 120 1 20
m,p-Xylene 100 100.4 ug/Kg 100 80 - 120 1 20
p-Isopropyltoluene 50.0 53.60 ug/Kg 107 80 - 126 0 20
sec-Butylbenzene 50.0 54.01 ug/Kg 108 80 - 125 0 20
Styrene 50.0 52.35 ug/Kg 105 80 - 120 1 20
trans-1,2-Dichloroethene 50.0 54.15 ug/Kg 108 75 - 123 5 20 trans-1,3-Dichloropropene 50.0 51.93 ug/Kg 104 80 - 124 0 20 tert-Butylbenzene 50.0 53.16 ug/Kg 106 80 - 124 1 20
Tetrachloroethene 50.0 52.44 ug/Kg 105 80 - 122 0 20
Toluene 50.0 52.26 ug/Kg 105 80 - 120 3 20
Trichloroethene 50.0 51.63 ug/Kg 103 80 - 127 3 20
Trichlorofluoromethane 50.0 50.43 ug/Kg 101 70 - 144 10 20 Vinyl acetate 50.0 51.16 ug/Kg 102 71 - 125 12 20
Vinyl chloride 50.0 49.80 ug/Kg 100 79 - 133 9 20
1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
99 LCSD LCSD
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 98 80 - 120
Dibromofluoromethane (Surr) 99 58 - 147
Toluene-d8 (Surr) 100 80 - 120
Lab Sample ID: 570-158209-C-1-B MS Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,1,1,2-Tetrachloroethane ND 49.5 46.62 ug/Kg 94 61 - 129 Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
1,1,1-Trichloroethane ND 49.5 48.74 ug/Kg 98 67 - 125
1,1,2,2-Tetrachloroethane ND 49.5 52.34 ug/Kg 106 20 - 164 1,1,2-Trichloro-1,2,2-trifluoroetha
ne
ND 49.5 50.80 ug/Kg 103 62 - 125
1,1,2-Trichloroethane ND 49.5 50.65 ug/Kg 102 52 - 134
1,1-Dichloroethane ND 49.5 50.07 ug/Kg 101 66 - 125
1,1-Dichloroethene ND 49.5 49.67 ug/Kg 100 60 - 125
1,1-Dichloropropene ND 49.5 51.58 ug/Kg 104 69 - 125
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: 570-158209-C-1-B MS Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,2,3-Trichlorobenzene ND 49.5 47.81 ug/Kg 97 20 - 145
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
1,2,3-Trichloropropane ND 49.5 50.88 ug/Kg 103 53 - 128 1,2,4-Trichlorobenzene ND 49.5 50.08 ug/Kg 101 20 - 146 1,2,4-Trimethylbenzene ND 49.5 47.16 ug/Kg 95 51 - 129
1,2-Dibromo-3-Chloropropane ND 49.5 43.89 ug/Kg 89 33 - 126 1,2-Dibromoethane ND 49.5 47.51 ug/Kg 96 65 - 125
1,2-Dichlorobenzene ND 49.5 49.78 ug/Kg 101 47 - 130
1,2-Dichloroethane ND 49.5 47.31 ug/Kg 96 66 - 127
1,2-Dichloropropane ND 49.5 50.93 ug/Kg 103 70 - 125
1,3,5-Trimethylbenzene ND 49.5 47.63 ug/Kg 96 50 - 132
1,3-Dichlorobenzene ND 49.5 47.60 ug/Kg 96 48 - 128
1,3-Dichloropropane ND 49.5 51.73 ug/Kg 105 66 - 125
1,4-Dichlorobenzene ND 49.5 47.71 ug/Kg 96 47 - 127
2,2-Dichloropropane ND 49.5 49.52 ug/Kg 100 61 - 128
2-Butanone (MEK) ND 49.5 57.49 ug/Kg 116 48 - 134
2-Chlorotoluene ND 49.5 49.14 ug/Kg 99 54 - 127
2-Hexanone ND 49.5 50.44 ug/Kg 102 48 - 136
4-Chlorotoluene ND 49.5 47.14 ug/Kg 95 54 - 125
4-Methyl-2-pentanone (MIBK) ND 49.5 50.58 ug/Kg 102 55 - 133 Acetone ND 49.5 58.31 ug/Kg 118 30 - 175
Benzene ND 49.5 48.61 ug/Kg 98 70 - 125
Bromobenzene ND 49.5 48.39 ug/Kg 98 57 - 129
Bromochloromethane ND 49.5 51.44 ug/Kg 104 67 - 125
Bromodichloromethane ND 49.5 48.74 ug/Kg 98 64 - 130
Bromoform ND 49.5 45.65 ug/Kg 92 49 - 133
Bromomethane ND 49.5 41.68 ug/Kg 84 30 - 149
cis-1,2-Dichloroethene ND 49.5 50.48 ug/Kg 102 71 - 125 cis-1,3-Dichloropropene ND 49.5 45.57 ug/Kg 92 63 - 126 Carbon disulfide ND 49.5 48.38 ug/Kg 98 53 - 125
Carbon tetrachloride ND 49.5 47.39 ug/Kg 96 60 - 130
Chlorobenzene ND 49.5 48.63 ug/Kg 98 65 - 125
Chloroethane ND 49.5 47.22 ug/Kg 95 51 - 131
Chloroform ND 49.5 48.34 ug/Kg 98 70 - 125
Chloromethane ND 49.5 45.25 ug/Kg 91 43 - 125
Dibromochloromethane ND 49.5 47.05 ug/Kg 95 56 - 132
Dibromomethane ND 49.5 49.83 ug/Kg 101 67 - 127
Dichlorodifluoromethane ND 49.5 42.96 ug/Kg 87 47 - 127 Ethylbenzene ND 49.5 48.31 ug/Kg 98 64 - 125
Isopropylbenzene ND 49.5 52.32 ug/Kg 106 59 - 129
Methylene Chloride ND 49.5 48.71 ug/Kg 98 60 - 125
Methyl-t-Butyl Ether (MTBE) ND 49.5 52.61 ug/Kg 106 61 - 125 Naphthalene ND 49.5 49.69 ug/Kg 100 25 - 136
n-Butylbenzene ND 49.5 48.66 ug/Kg 98 35 - 135
N-Propylbenzene ND 49.5 49.61 ug/Kg 100 52 - 131
o-Xylene ND 49.5 48.39 ug/Kg 98 59 - 128
m,p-Xylene ND 99.0 94.63 ug/Kg 96 60 - 125
p-Isopropyltoluene ND 49.5 48.34 ug/Kg 98 46 - 132
sec-Butylbenzene ND 49.5 48.74 ug/Kg 98 47 - 131
Styrene ND 49.5 49.75 ug/Kg 100 58 - 128
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: 570-158209-C-1-B MS Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
trans-1,2-Dichloroethene ND 49.5 50.70 ug/Kg 102 67 - 125 Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
trans-1,3-Dichloropropene ND 49.5 51.21 ug/Kg 103 59 - 132 tert-Butylbenzene ND 49.5 48.08 ug/Kg 97 53 - 126
Tetrachloroethene ND 49.5 48.72 ug/Kg 98 62 - 129
Toluene ND 49.5 48.83 ug/Kg 99 68 - 125
Trichloroethene ND 49.5 49.59 ug/Kg 100 41 - 169
Trichlorofluoromethane ND 49.5 47.78 ug/Kg 97 63 - 128
Vinyl acetate ND 49.5 40.81 ug/Kg 82 20 - 154
Vinyl chloride ND 49.5 45.59 ug/Kg 92 59 - 125
1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
105
MS MS
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 101 80 - 120
Dibromofluoromethane (Surr) 103 58 - 147
Toluene-d8 (Surr) 101 80 - 120
Lab Sample ID: 570-158209-C-1-C MSD Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
1,1,1,2-Tetrachloroethane ND 49.5 47.89 ug/Kg 97 61 - 129 3 23 Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
1,1,1-Trichloroethane ND 49.5 51.75 ug/Kg 105 67 - 125 6 20 1,1,2,2-Tetrachloroethane ND 49.5 53.02 ug/Kg 107 20 - 164 1 40 1,1,2-Trichloro-1,2,2-trifluoroetha
ne
ND 49.5 53.21 ug/Kg 107 62 - 125 5 20
1,1,2-Trichloroethane ND 49.5 52.44 ug/Kg 106 52 - 134 3 25 1,1-Dichloroethane ND 49.5 52.35 ug/Kg 106 66 - 125 4 20 1,1-Dichloroethene ND 49.5 52.67 ug/Kg 106 60 - 125 6 20 1,1-Dichloropropene ND 49.5 53.31 ug/Kg 108 69 - 125 3 20 1,2,3-Trichlorobenzene ND 49.5 46.22 ug/Kg 93 20 - 145 3 39 1,2,3-Trichloropropane ND 49.5 51.72 ug/Kg 104 53 - 128 2 25 1,2,4-Trichlorobenzene ND 49.5 48.70 ug/Kg 98 20 - 146 3 38 1,2,4-Trimethylbenzene ND 49.5 47.91 ug/Kg 97 51 - 129 2 27 1,2-Dibromo-3-Chloropropane ND 49.5 47.35 ug/Kg 96 33 - 126 8 29 1,2-Dibromoethane ND 49.5 48.92 ug/Kg 99 65 - 125 3 21
1,2-Dichlorobenzene ND 49.5 50.03 ug/Kg 101 47 - 130 1 29 1,2-Dichloroethane ND 49.5 48.26 ug/Kg 97 66 - 127 2 20 1,2-Dichloropropane ND 49.5 52.12 ug/Kg 105 70 - 125 2 20 1,3,5-Trimethylbenzene ND 49.5 48.35 ug/Kg 98 50 - 132 2 29 1,3-Dichlorobenzene ND 49.5 48.47 ug/Kg 98 48 - 128 2 28 1,3-Dichloropropane ND 49.5 53.68 ug/Kg 108 66 - 125 4 20 1,4-Dichlorobenzene ND 49.5 47.91 ug/Kg 97 47 - 127 0 28 2,2-Dichloropropane ND 49.5 52.16 ug/Kg 105 61 - 128 5 20 2-Butanone (MEK) ND 49.5 56.74 ug/Kg 115 48 - 134 1 24
2-Chlorotoluene ND 49.5 49.70 ug/Kg 100 54 - 127 1 27
2-Hexanone ND 49.5 52.70 ug/Kg 106 48 - 136 4 28
4-Chlorotoluene ND 49.5 48.57 ug/Kg 98 54 - 125 3 26
4-Methyl-2-pentanone (MIBK) ND 49.5 51.38 ug/Kg 104 55 - 133 2 23 Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: 570-158209-C-1-C MSD Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377402 Prep Batch: 377400
Acetone ND 49.5 53.86 ug/Kg 109 30 - 175 8 30
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Benzene ND 49.5 51.08 ug/Kg 103 70 - 125 5 20
Bromobenzene ND 49.5 48.16 ug/Kg 97 57 - 129 0 26
Bromochloromethane ND 49.5 52.37 ug/Kg 106 67 - 125 2 20 Bromodichloromethane ND 49.5 50.67 ug/Kg 102 64 - 130 4 20 Bromoform ND 49.5 46.89 ug/Kg 95 49 - 133 3 27
Bromomethane ND 49.5 46.65 ug/Kg 94 30 - 149 11 31
cis-1,2-Dichloroethene ND 49.5 51.27 ug/Kg 104 71 - 125 2 20 cis-1,3-Dichloropropene ND 49.5 46.33 ug/Kg 94 63 - 126 2 20 Carbon disulfide ND 49.5 51.00 ug/Kg 103 53 - 125 5 20
Carbon tetrachloride ND 49.5 50.47 ug/Kg 102 60 - 130 6 20 Chlorobenzene ND 49.5 49.92 ug/Kg 101 65 - 125 3 22
Chloroethane ND 49.5 53.14 ug/Kg 107 51 - 131 12 21
Chloroform ND 49.5 50.52 ug/Kg 102 70 - 125 4 20
Chloromethane ND 49.5 51.30 ug/Kg 104 43 - 125 13 21
Dibromochloromethane ND 49.5 49.36 ug/Kg 100 56 - 132 5 24 Dibromomethane ND 49.5 50.65 ug/Kg 102 67 - 127 2 20
Dichlorodifluoromethane ND 49.5 48.73 ug/Kg 98 47 - 127 13 20 Ethylbenzene ND 49.5 50.09 ug/Kg 101 64 - 125 4 22
Isopropylbenzene ND 49.5 53.85 ug/Kg 109 59 - 129 3 26
Methylene Chloride ND 49.5 50.19 ug/Kg 101 60 - 125 3 20 Methyl-t-Butyl Ether (MTBE) ND 49.5 54.73 ug/Kg 111 61 - 125 4 20 Naphthalene ND 49.5 49.18 ug/Kg 99 25 - 136 1 32
n-Butylbenzene ND 49.5 49.09 ug/Kg 99 35 - 135 1 35
N-Propylbenzene ND 49.5 50.32 ug/Kg 102 52 - 131 1 27
o-Xylene ND 49.5 49.75 ug/Kg 100 59 - 128 3 24
m,p-Xylene ND 99.0 96.99 ug/Kg 98 60 - 125 2 24
p-Isopropyltoluene ND 49.5 49.26 ug/Kg 100 46 - 132 2 30 sec-Butylbenzene ND 49.5 49.68 ug/Kg 100 47 - 131 2 30
Styrene ND 49.5 50.25 ug/Kg 102 58 - 128 1 24
trans-1,2-Dichloroethene ND 49.5 52.81 ug/Kg 107 67 - 125 4 20 trans-1,3-Dichloropropene ND 49.5 51.23 ug/Kg 103 59 - 132 0 22 tert-Butylbenzene ND 49.5 49.22 ug/Kg 99 53 - 126 2 28
Tetrachloroethene ND 49.5 50.71 ug/Kg 102 62 - 129 4 21 Toluene ND 49.5 50.66 ug/Kg 102 68 - 125 4 20
Trichloroethene ND 49.5 53.22 ug/Kg 108 41 - 169 7 21
Trichlorofluoromethane ND 49.5 53.03 ug/Kg 107 63 - 128 10 20 Vinyl acetate ND 49.5 38.74 ug/Kg 78 20 - 154 5 40
Vinyl chloride ND 49.5 52.04 ug/Kg 105 59 - 125 13 20
1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
104

MSD MSD
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 99 80 - 120
Dibromofluoromethane (Surr) 103 58 - 147
Toluene-d8 (Surr) 100 80 - 120
Eurofins Calscience

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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 8015B - Gasoline Range Organics - (GC)
Lab Sample ID: MB 570-377514/3-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377492 Prep Batch: 377514
RL MDL
Gasoline Range Organics (C4-C12) ND 0.098 mg/Kg 10/26/23 11:59 10/26/23 12:56 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 4-Bromofluorobenzene (Surr) 106 42 - 126 10/26/23 12:56 1 MB MB
Surrogate
10/26/23 11:59
%Recovery Qualifier Limits Prepared Analyzed Dil Fac
Lab Sample ID: LCS 570-377514/1-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377492 Prep Batch: 377514
Gasoline Range Organics
(C4-C13)

1.98 2.293 mg/Kg 116 70 - 124
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
4-Bromofluorobenzene (Surr) 42 - 126
Surrogate
109

LCS LCS
%Recovery Qualifier Limits
Lab Sample ID: LCSD 570-377514/2-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377492 Prep Batch: 377514
Gasoline Range Organics
(C4-C13)

1.97 2.062 mg/Kg 105 70 - 124 11 18
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
4-Bromofluorobenzene (Surr) 42 - 126
Surrogate
102

LCSD LCSD
%Recovery Qualifier Limits
Lab Sample ID: 570-158261-A-2-C MS Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377492 Prep Batch: 377514
Gasoline Range Organics
(C4-C13)
ND 2.01 1.801 mg/Kg 90 48 - 114
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
4-Bromofluorobenzene (Surr) 42 - 126
Surrogate
110
MS MS
%Recovery Qualifier Limits
Lab Sample ID: 570-158261-A-2-D MSD Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377492 Prep Batch: 377514
Gasoline Range Organics
(C4-C13)
ND 1.98 1.645 mg/Kg 83 48 - 114 9 23
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
4-Bromofluorobenzene (Surr) 42 - 126
Surrogate
106

MSD MSD
%Recovery Qualifier Limits
Eurofins Calscience

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15 QC Sample Results
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 6010B - Metals (ICP)
Lab Sample ID: MB 570-377372/1-A ^5 Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
RL MDL
Antimony ND 9.80 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Arsenic ND 2.94 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Barium ND 2.94 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Beryllium ND 0.490 mg/Kg 10/26/23 06:41 10/27/23 12:40 5 Cadmium ND 0.490 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Chromium ND 0.980 mg/Kg 10/26/23 06:41 10/27/23 12:40 5 Cobalt ND 0.980 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Copper ND 1.96 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Lead ND 1.96 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Molybdenum ND 1.96 mg/Kg 10/26/23 06:41 10/27/23 12:40 5 Nickel ND 1.96 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Selenium ND 2.94 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Silver ND 1.47 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Thallium ND 9.80 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Vanadium ND 0.980 mg/Kg 10/26/23 06:41 10/27/23 12:40 5 Zinc ND 4.90 mg/Kg 10/26/23 06:41 10/27/23 12:40 5
Lab Sample ID: LCS 570-377372/2-A ^5 Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
Antimony 50.3 50.13 mg/Kg 100 80 - 120
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
Arsenic 50.3 45.34 mg/Kg 90 80 - 120
Barium 50.3 45.70 mg/Kg 91 80 - 120
Beryllium 50.3 45.82 mg/Kg 91 80 - 120
Cadmium 50.3 45.15 mg/Kg 90 80 - 120
Chromium 50.3 46.04 mg/Kg 92 80 - 120
Cobalt 50.3 45.79 mg/Kg 91 80 - 120
Copper 50.3 44.79 mg/Kg 89 80 - 120
Lead 50.3 45.69 mg/Kg 91 80 - 120
Molybdenum 50.3 46.02 mg/Kg 92 80 - 120
Nickel 50.3 46.11 mg/Kg 92 80 - 120
Selenium 50.3 42.83 mg/Kg 85 80 - 120
Silver 25.1 22.86 mg/Kg 91 80 - 120
Thallium 50.3 45.03 mg/Kg 90 80 - 120
Vanadium 50.3 44.89 mg/Kg 89 80 - 120
Zinc 50.3 45.05 mg/Kg 90 80 - 120
Lab Sample ID: LCSD 570-377372/3-A ^5 Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
Antimony 50.0 49.98 mg/Kg 100 80 - 120 0 20
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Arsenic 50.0 44.86 mg/Kg 90 80 - 120 1 20
Barium 50.0 45.36 mg/Kg 91 80 - 120 1 20
Beryllium 50.0 45.51 mg/Kg 91 80 - 120 1 20
Cadmium 50.0 44.83 mg/Kg 90 80 - 120 1 20
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 6010B - Metals (ICP) (Continued)
Lab Sample ID: LCSD 570-377372/3-A ^5 Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
Chromium 50.0 45.65 mg/Kg 91 80 - 120 1 20
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Cobalt 50.0 45.03 mg/Kg 90 80 - 120 2 20
Copper 50.0 44.50 mg/Kg 89 80 - 120 1 20
Lead 50.0 45.49 mg/Kg 91 80 - 120 0 20
Molybdenum 50.0 45.85 mg/Kg 92 80 - 120 0 20
Nickel 50.0 46.09 mg/Kg 92 80 - 120 0 20
Selenium 50.0 42.79 mg/Kg 86 80 - 120 0 20
Silver 25.0 22.63 mg/Kg 91 80 - 120 1 20
Thallium 50.0 44.81 mg/Kg 90 80 - 120 0 20
Vanadium 50.0 44.73 mg/Kg 89 80 - 120 0 20
Zinc 50.0 44.90 mg/Kg 90 80 - 120 0 20
Lab Sample ID: 570-158059-R-12-A MS ^5 Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
Antimony ND F1 48.8 12.48 F1 mg/Kg 26 75 - 125
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
Arsenic 6.58 48.8 47.59 mg/Kg 84 75 - 125
Barium 101 F1 48.8 142.3 mg/Kg 85 75 - 125
Beryllium 0.895 48.8 45.72 mg/Kg 92 75 - 125
Cadmium ND 48.8 42.24 mg/Kg 87 75 - 125
Chromium 29.9 F1 48.8 69.29 mg/Kg 81 75 - 125
Cobalt 10.8 48.8 51.07 mg/Kg 83 75 - 125
Copper 21.3 48.8 63.98 mg/Kg 87 75 - 125
Lead 9.72 48.8 50.40 mg/Kg 83 75 - 125
Molybdenum ND 48.8 41.93 mg/Kg 84 75 - 125
Nickel 23.0 F1 48.8 61.39 mg/Kg 79 75 - 125
Selenium ND 48.8 40.67 mg/Kg 83 75 - 125
Silver ND 24.4 22.30 mg/Kg 91 75 - 125
Thallium ND 48.8 41.65 mg/Kg 85 75 - 125
Vanadium 53.9 F1 48.8 90.67 mg/Kg 75 75 - 125
Zinc 62.8 F1 48.8 94.41 F1 mg/Kg 65 75 - 125
Lab Sample ID: 570-158059-S-12-A MSD ^5 Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
Antimony ND F1 49.0 14.71 F1 mg/Kg 30 75 - 125 16 20
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Arsenic 6.58 49.0 47.98 mg/Kg 84 75 - 125 1 20
Barium 101 F1 49.0 123.9 F1 mg/Kg 47 75 - 125 14 20
Beryllium 0.895 49.0 47.17 mg/Kg 94 75 - 125 3 20
Cadmium ND 49.0 43.82 mg/Kg 89 75 - 125 4 20
Chromium 29.9 F1 49.0 65.83 F1 mg/Kg 73 75 - 125 5 20
Cobalt 10.8 49.0 51.48 mg/Kg 83 75 - 125 1 20
Copper 21.3 49.0 61.19 mg/Kg 81 75 - 125 4 20
Lead 9.72 49.0 50.25 mg/Kg 83 75 - 125 0 20
Molybdenum ND 49.0 44.42 mg/Kg 89 75 - 125 6 20
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Method: 6010B - Metals (ICP) (Continued)
Lab Sample ID: 570-158059-S-12-A MSD ^5 Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377966 Prep Batch: 377372
Nickel 23.0 F1 49.0 58.74 F1 mg/Kg 73 75 - 125 4 20
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Selenium ND 49.0 42.25 mg/Kg 86 75 - 125 4 20
Silver ND 24.5 22.87 mg/Kg 93 75 - 125 2 20
Thallium ND 49.0 43.52 mg/Kg 89 75 - 125 4 20
Vanadium 53.9 F1 49.0 82.89 F1 mg/Kg 59 75 - 125 9 20
Zinc 62.8 F1 49.0 85.55 F1 mg/Kg 46 75 - 125 10 20
Method: 7471A - Mercury (CVAA)
Lab Sample ID: MB 570-377307/1-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377732 Prep Batch: 377307
RL MDL
Mercury ND 0.0833 mg/Kg 10/25/23 19:42 10/26/23 21:26 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Lab Sample ID: LCS 570-377307/2-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377732 Prep Batch: 377307
Mercury 0.392 0.4108 mg/Kg 105 80 - 120
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
Lab Sample ID: LCSD 570-377307/3-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377732 Prep Batch: 377307
Mercury 0.385 0.4069 mg/Kg 106 80 - 120 1 10
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Lab Sample ID: 570-157800-A-1-H MS Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377732 Prep Batch: 377307
Mercury ND F1 0.400 0.4326 mg/Kg 108 80 - 120
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
Lab Sample ID: 570-157800-A-1-I MSD Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 377732 Prep Batch: 377307
Mercury ND F1 0.408 ND F1 mg/Kg 0 80 - 120 NC 20
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001

GC/MS VOA
Prep Batch: 377400
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-2 B1-3 Total/NA Solid 5030C
570-158168-6 B2-5 Total/NA Solid 5030C
MB 570-377400/5-A Method Blank Total/NA Solid 5030C
LCS 570-377400/1-A Lab Control Sample Total/NA Solid 5030C LCSD 570-377400/2-A Lab Control Sample Dup Total/NA Solid 5030C 570-158209-C-1-B MS Matrix Spike Total/NA Solid 5030C
570-158209-C-1-C MSD Matrix Spike Duplicate Total/NA Solid 5030C Analysis Batch: 377402
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-2 B1-3 Total/NA Solid 8260B 377400
570-158168-6 B2-5 Total/NA Solid 8260B 377400
MB 570-377400/5-A Method Blank Total/NA Solid 8260B 377400 LCS 570-377400/1-A Lab Control Sample Total/NA Solid 8260B 377400 LCSD 570-377400/2-A Lab Control Sample Dup Total/NA Solid 8260B 377400 570-158209-C-1-B MS Matrix Spike Total/NA Solid 8260B 377400 570-158209-C-1-C MSD Matrix Spike Duplicate Total/NA Solid 8260B 377400 GC VOA
Analysis Batch: 377492
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-2 B1-3 Total/NA Solid 8015B 377514
570-158168-6 B2-5 Total/NA Solid 8015B 377514
MB 570-377514/3-A Method Blank Total/NA Solid 8015B 377514 LCS 570-377514/1-A Lab Control Sample Total/NA Solid 8015B 377514 LCSD 570-377514/2-A Lab Control Sample Dup Total/NA Solid 8015B 377514 570-158261-A-2-C MS Matrix Spike Total/NA Solid 8015B 377514 570-158261-A-2-D MSD Matrix Spike Duplicate Total/NA Solid 8015B 377514 Prep Batch: 377514
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-2 B1-3 Total/NA Solid 5030C
570-158168-6 B2-5 Total/NA Solid 5030C
MB 570-377514/3-A Method Blank Total/NA Solid 5030C
LCS 570-377514/1-A Lab Control Sample Total/NA Solid 5030C LCSD 570-377514/2-A Lab Control Sample Dup Total/NA Solid 5030C 570-158261-A-2-C MS Matrix Spike Total/NA Solid 5030C
570-158261-A-2-D MSD Matrix Spike Duplicate Total/NA Solid 5030C GC Semi VOA
Prep Batch: 377094
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-7 COMP-1 Total/NA Solid 3550C
570-158168-8 COMP-2 Total/NA Solid 3550C
Analysis Batch: 377336
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-7 COMP-1 Total/NA Solid 8015B 377094
570-158168-8 COMP-2 Total/NA Solid 8015B 377094
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Metals
Prep Batch: 377307
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-7 COMP-1 Total/NA Solid 7471A
570-158168-8 COMP-2 Total/NA Solid 7471A
MB 570-377307/1-A Method Blank Total/NA Solid 7471A
LCS 570-377307/2-A Lab Control Sample Total/NA Solid 7471A LCSD 570-377307/3-A Lab Control Sample Dup Total/NA Solid 7471A 570-157800-A-1-H MS Matrix Spike Total/NA Solid 7471A
570-157800-A-1-I MSD Matrix Spike Duplicate Total/NA Solid 7471A Prep Batch: 377372
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-7 COMP-1 Total/NA Solid 3050B
570-158168-8 COMP-2 Total/NA Solid 3050B
MB 570-377372/1-A ^5 Method Blank Total/NA Solid 3050B
LCS 570-377372/2-A ^5 Lab Control Sample Total/NA Solid 3050B LCSD 570-377372/3-A ^5 Lab Control Sample Dup Total/NA Solid 3050B 570-158059-R-12-A MS ^5 Matrix Spike Total/NA Solid 3050B 570-158059-S-12-A MSD ^5 Matrix Spike Duplicate Total/NA Solid 3050B Analysis Batch: 377732
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-7 COMP-1 Total/NA Solid 7471A 377307
570-158168-8 COMP-2 Total/NA Solid 7471A 377307
MB 570-377307/1-A Method Blank Total/NA Solid 7471A 377307 LCS 570-377307/2-A Lab Control Sample Total/NA Solid 7471A 377307 LCSD 570-377307/3-A Lab Control Sample Dup Total/NA Solid 7471A 377307 570-157800-A-1-H MS Matrix Spike Total/NA Solid 7471A 377307 570-157800-A-1-I MSD Matrix Spike Duplicate Total/NA Solid 7471A 377307 Analysis Batch: 377966
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-7 COMP-1 Total/NA Solid 6010B 377372
570-158168-8 COMP-2 Total/NA Solid 6010B 377372
MB 570-377372/1-A ^5 Method Blank Total/NA Solid 6010B 377372 LCS 570-377372/2-A ^5 Lab Control Sample Total/NA Solid 6010B 377372 LCSD 570-377372/3-A ^5 Lab Control Sample Dup Total/NA Solid 6010B 377372 570-158059-R-12-A MS ^5 Matrix Spike Total/NA Solid 6010B 377372 570-158059-S-12-A MSD ^5 Matrix Spike Duplicate Total/NA Solid 6010B 377372 Organic Prep
Analysis Batch: 377465
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-158168-1 B1-1 Total/NA Solid Composite
570-158168-2 B1-3 Total/NA Solid Composite
570-158168-3 B1-5 Total/NA Solid Composite
570-158168-4 B2-1 Total/NA Solid Composite
570-158168-5 B2-3 Total/NA Solid Composite
570-158168-6 B2-5 Total/NA Solid Composite
Eurofins Calscience

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15 Lab Chronicle
Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Client Sample ID: B1-1 Lab Sample ID: 570-158168-1
Date Collected: 10/25/23 12:57 Matrix: Solid
Date Received: 10/25/23 15:45
Analysis Composite 1 377465 10/26/23 09:54 UQTR EET CAL 4 Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA
Instrument ID: NOEQUIP
Client Sample ID: B1-3 Lab Sample ID: 570-158168-2
Date Collected: 10/25/23 13:02 Matrix: Solid
Date Received: 10/25/23 15:45
Prep 5030C 377400 10/26/23 07:54 AH8S EET CAL 4
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 5.09 g 5 mL
Total/NA Analysis 8260B 1 5 g 5 mL 377402 10/26/23 13:50 AH8S EET CAL 4 Instrument ID: GCMSCC
Total/NA Prep 5030C 5.07 g 5 mL 377514 10/26/23 11:59 A9VE EET CAL 4 Total/NA Analysis 8015B 1 5 g 5 mL 377492 10/26/23 13:35 PT EET CAL 4 Instrument ID: GC73
Total/NA Analysis Composite 1 377465 10/26/23 09:54 UQTR EET CAL 4 Instrument ID: NOEQUIP
Client Sample ID: B1-5 Lab Sample ID: 570-158168-3
Date Collected: 10/25/23 13:09 Matrix: Solid
Date Received: 10/25/23 15:45
Analysis Composite 1 377465 10/26/23 09:54 UQTR EET CAL 4 Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA
Instrument ID: NOEQUIP
Client Sample ID: B2-1 Lab Sample ID: 570-158168-4
Date Collected: 10/25/23 13:21 Matrix: Solid
Date Received: 10/25/23 15:45
Analysis Composite 1 377465 10/26/23 09:54 UQTR EET CAL 4 Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA
Instrument ID: NOEQUIP
Client Sample ID: B2-3 Lab Sample ID: 570-158168-5
Date Collected: 10/25/23 13:27 Matrix: Solid
Date Received: 10/25/23 15:45
Analysis Composite 1 377465 10/26/23 09:54 UQTR EET CAL 4 Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA
Instrument ID: NOEQUIP
Eurofins Calscience

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Client: Ninyo & Moore Job ID: 570-158168-1
Project/Site: Gardena Aquatic Center / 212427001
Client Sample ID: B2-5 Lab Sample ID: 570-158168-6
Date Collected: 10/25/23 13:39 Matrix: Solid
Date Received: 10/25/23 15:45
Prep 5030C 377400 10/26/23 07:54 AH8S EET CAL 4
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 5.02 g 5 mL
Total/NA Analysis 8260B 1 5 g 5 mL 377402 10/26/23 14:11 AH8S EET CAL 4 Instrument ID: GCMSCC
Total/NA Prep 5030C 5.15 g 5 mL 377514 10/26/23 11:59 A9VE EET CAL 4 Total/NA Analysis 8015B 1 5 g 5 mL 377492 10/26/23 13:55 PT EET CAL 4 Instrument ID: GC73
Total/NA Analysis Composite 1 377465 10/26/23 09:54 UQTR EET CAL 4 Instrument ID: NOEQUIP
Client Sample ID: COMP-1 Lab Sample ID: 570-158168-7
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
Prep 3550C 377094 10/25/23 21:00 KH3Z EET CAL 4
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 10.25 g 10 mL
Total/NA Analysis 8015B 1 10 mL 10 mL 377336 10/27/23 01:13 N5Y3 EET CAL 4 Instrument ID: GC47
Total/NA Prep 3050B 2.00 g 50 mL 377372 10/26/23 09:00 GYR8 EET CAL 4 Total/NA Analysis 6010B 5 377966 10/27/23 13:02 VZ0K EET CAL 4 Instrument ID: ICP10
Total/NA Prep 7471A 0.53 g 50 mL 377307 10/25/23 19:42 EV3M EET CAL 4 Total/NA Analysis 7471A 1 377732 10/26/23 21:38 CS5Z EET CAL 4 Instrument ID: HG7
Client Sample ID: COMP-2 Lab Sample ID: 570-158168-8
Date Collected: 10/25/23 00:00 Matrix: Solid
Date Received: 10/25/23 15:45
Prep 3550C 377094 10/25/23 21:00 KH3Z EET CAL 4
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 10.06 g 10 mL
Total/NA Analysis 8015B 1 10 mL 10 mL 377336 10/27/23 01:34 N5Y3 EET CAL 4 Instrument ID: GC47
Total/NA Prep 3050B 2.01 g 50 mL 377372 10/26/23 10:00 GYR8 EET CAL 4 Total/NA Analysis 6010B 5 377966 10/27/23 13:38 VZ0K EET CAL 4 Instrument ID: ICP10
Total/NA Prep 7471A 0.52 g 50 mL 377307 10/25/23 19:42 EV3M EET CAL 4 Total/NA Analysis 7471A 1 377732 10/26/23 21:40 CS5Z EET CAL 4 Instrument ID: HG7
Laboratory References:

EET CAL 4 = Eurofins Calscience Tustin, 2841 Dow Avenue, Tustin, CA 92780, TEL (714)895-5494 Eurofins Calscience