Anaheim City Council
November 13, 2024

City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration

FirstCarbon Solutions
Appendix D:

Geotechnical Due Diligence Review

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1000 North Coast Highway Suite 10 • Laguna Beach, California 92651 • (949) 403-7229 • SAgeotechnical.com

September 29, 2023

Project No. 23048-01
Plan Check No. TECH2023-01476

To: Meritage Homes
5 Peters Canyon Road, Suite 310
Irvine, California 92606

Attention: Ms. Johanna Crooker

Subject: Respons e to City of Anaheim Geotechnical Report Review, Proposed 56-unit Residential Development, 275 and 375 East Santa Ana Street, City of Anaheim, California

Reference: SA Geotechnical, Inc. 2023, Geotechnical Due Diligence Review, S ubsurface Exploration and Preliminary Design, Proposed Residential Development, 275 and 375 East Santa Ana Street, City of Anaheim, California, Project No. 23048-01, dated May 10, 2023.

SA Geotechnical, Inc. (SA GEO) has prepared this response report to the City of A naheim Department of Public Works Geotechnical Report Review (Plan Check No. TECH2023-01476).

The review sheet w as prepared by Harris & Associates, dated September 6, 2023. For ease of reference, the review comments are presented in italic and our responses to t he comments are provided below the comments. The Geotechnical Review Comment Sheet is also attached at the rear of text.

RESPONSE TO CITY REVIEW

Comment No. 2.1: Section 2.1: Verify consistency of the geologic symbol with Figure 2.

Response to Comment No. 2.1: The geologic symbol within the limits of the site boundary, as presented on Figure 2 (and as mapped by the United States Geological Survey) is "Qyfsa". Per the published map explanation "Qyfsa" is defined as Quaternary-age "young alluvial fan deposits". The subscript "sa" indicates the predominant grain sizes that compose the al luvium (e.g., s = silt, a = sand). For simplification purposes we have classified the native alluvial fan deposits as "Alluvium" (Qal) and the two map units are therefore considered synonymous with one another.

12/4/2023, 6:21:36 PM
ANAH-TECH2023-01476
Monic Sary
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Comment No. 2.2: Section 3.4: It appears that the allowable bearing capacity equation includes cohesion. Provide the cohesion value used.

Response to Comment No. 2.2: We have used a cohesion of 50 psf for calculation of the bearing capacity equation.

As noted in the report refenced report, the direct shear test results for the in -situ sample indicate an ultimate internal friction angle of 30 degrees and cohesion of 175 pounds per square foot (psf) with peak internal friction angle of 32 degrees at a cohesion of 275 psf. The remolded sample had an ultimate internal friction angle of 30 degrees and a cohesion of 175 pounds psf wit h peak internal friction angle of 30 degrees at a cohesion of 200 psf.

Comment No. 2.3: Section 3.4: Clarify if the value for subgrade modulus was already corrected or to be corrected for large slabs.

Response to Comment No. 2.3: As stated in the geotechnical report (Section 3.4), the value is "corrected" for large slabs. No additional correction factors need to be applied.

Comment No. 2.4: Section 3.10: Perform R-value testing during the design phase to confirm that the assumed value is appropriate.

Response to Comment No. 2.4: We have performed geotechnical exploration, observation and testing throughout Anaheim with subsurface soil characteristics that are very similar to those at the subject site (i.e. silty sandy alluvium). The R-value of the test ed soils from nearby sites are typically higher than 30. Per City of Anaheim's requirements, R-value testing should be performed at the completion of grading and utility installation, representing the actual subgrade conditions within the pavement areas. Therefore, we have conservatively used and R-value of 15 for the design phase. We will collect soil samples and perform R-value testing a t the completion of the grading and also upon the completion of utility installation. We will then issue an addendum report including the R-value test results and updated pavement section recommendati ons for the improvements at the site.

Comment No. 2.5: Appendix C: The soil type for boring H-4 at 0 to 5 feet was described as SM in the maximum dry density and direct shear test results but as CL-ML i n the EI and % passing #200 test results. Clarify the inconsistency and/or revise the description.

Response to Comment No. 2.5: The sample is considered marginal with approximately 52 percent passing the No. 200 Sieve. Also, the laboratory testing indicates that the soil sample has "very low" expansion potential with an Expansion Index of 4. Since the tested sam ple was a bulk sample, depending on the portion of the collected sample that was tested, t he material could be classified as either CL-ML or SM-SC. The USCS classification of the tested bulk sample does not impact the geotechnical analysis and the recommendations provided in our report. No c hange to the presented soil classification is necessary.

Comment No. 2.6: Please see any additional comments on the TECH report.

Response to Comment No. 2.6: No additional comments were noted on the report markup.

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If you have any questions regarding this response report, please contact our office. We appreciate the opportunity to provide our services.

Respectfully submitted,

SA GEOTECHNICAL, INC.

Peter Anderson, CEG 2596 Reza Saberi, GE 3071
Principal Engineering Geologist Principal Engineer

Distribution: (1) Addressee (E- mail)

Attachment: City of Anaheim Department of Public Works Development Services Report Review Comments, Dated September 6, 2023

City of Anaheim

DEPARTMENT OF PUBLIC WORKS
200 S. Anaheim Blvd., Suite 276
Anaheim, CA 92805

TEL (714) 765-5176 Page 1 of 1
FAX (714) 765-5225

www.anaheim.net
September 6, 2023

To: Johanna Crooker
MLC Holdings, Inc.
5 Peters Canyon Rd
Irvine, CA 92606
[email protected]
(949) 299-3847

RE: Preliminary soils study to develop 56 attached single-family residential dwelling units.
275 E Santa Ana St
TECH2023-01476– First Review

Dear Tony,

The Public Works (PW) Department has reviewed the report for the Preliminary Hy drology Report at the subject location. The information in this letter is in tended to help you comply with Public Works requirements with as little inconvenience, as possible. The following will be required for the next plan submittal:

1. Please resubmit electronically addressing all comments and corrections as noted in this letter and markup report. Provide a response letter for each comment if needed.

2. PW Development Services Department Comments:

2.1 Section 2.1: Verify consistency of the geologic symbol with Figure 2.

2.2 Section 3.4: It appears that the allowable bearing capacity equation includes cohesion. Provide the cohesion value used.

2.3 Section 3.4: Clarify if the value for subgrade modulus was already corrected or to be corrected for large slabs.

2.4 Section 3.10: Perform R-value testing during the design phase to confirm that the assumed value is appropriate.

2.5 Appendix C: The soil type for boring H-4 at 0 to 5 feet was described as SM in the maximum dry density and direct shear test results but as CL-ML in EI and % passing #200 test results. Clarify the inconsistency and/or revise the description.

2.6 Please see any additional comments on the TECH report.

If you have any questions regarding this project, please contact the Case Engineer, Monic Mak with Harris & Associates, at [email protected] or (714) 765-5176 x5731.

Sincerely,

For Monic Mak
for
Shawn Azarhoosh, P.E.

Principal Civil Engineer
CC:

Mike Eskander, Development Services Manager
Harris & Associates
File

1000 North Coast Highway Suite 10  Laguna Beach, California 92651  (949) 403-7229  SAgeotechnical.com May 10, 2023

Project No. 23048-01

To: Meritage Homes
5 Peters Canyon Road, Suite 310
Irvine, California 92606

Attention: Ms. Louisa Feletto

Subject: Geotechnical Due Diligence Review, Subsurface Exploration and Preliminary Design, Proposed Residential Development, 275 and 375 East Santa Ana Street, City of Anaheim, California

At your request, SA Geotechnical, Inc. (SA GEO) has conducted geotechnical due diligence review and subsurface exploration for the proposed residential development at 275 and 375 East Santa Ana Street in the City of Anaheim, California (Figure 1). The purpose of this study was to evaluate the geotechnical site conditions in ligh t of the proposed grading and improvements in order to provide a geotechnical summary and preliminary geotechnica l recommendations for project design, grading and construction. Our eval uation included review of collected geologic, geotechnical engineering and seismological reports and maps pertinent to the subject site; a site- specific subsurface exploration; laboratory testing; geotechnical analysis; and preparation of this report.

The subject site currently consists of a vacant/ab andoned lumber mill industrial facility that will be demolished prior to proposed residential development. Ba sed on our review, the primary geotechnical constraints include seismic shaking during a strong earthquake event, the presence of undocumented fill and weathered/unsuitable soils in the uppermost 5 feet, and the presence of granular, friable soils at depth that may be prone to caving in steep sided excavations. The site soil generally consists of sandy silt, silty sand, and fine to coarse-grained sands with very low expansion potential. Conventional foundations and slabs may be used for the proposed residential buildings. Groundwater is anticipa ted to remain grea ter than 50 feet be low existing grades.

Percolation testing was performed during this study and results indicate that stormwater infiltration is generally feasible at the site.

This report presents our findi ngs, conclusions, and preliminary design reco mmendations for the subject residential development. Based on our ex ploration and review, the proposed grading and development is considered geotech nically feasible provided the recommendations in this report are implemented during design, grading, and construction. Additional geotechnical exploration as well as percolation testing, evaluation, and analys is may need to be performed once the project plans for grading, foundations, and stormwater infiltration systems are developed. 00006
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230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx References pertinent to the site are included in Appendix A. Bori ng logs and laboratory test data are included in Appendix B and C, respectively. Seismic design parameters are presented in Appendix D. Percolation test data sheets are included in Appendix E. General Earthwork and grading specifications are presented in Appendix F.

If you have any questions regarding this report, please contact our office. We appreciate the opportunity to provide our services.

Respectfully submitted,

SA GEOTECHNICAL, INC.

Peter Anderson, CEG 2596 Reza Saberi, GE 3071
Principal Engineering Geologist Principal Engineer

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230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

TABLE OF CONTENTS

EXECUTIVE SUMMARY ........................................................................................................ 1

1.0 INTRODUCTION .............................................................................................................. 2

1.1 Introduction and Scope of Services ................................................................................ 2

1.2 Site Condition and History.............................................................................................. 2

1.3 Proposed Grading and Improvements ............................................................................. 3

1.4 Field Exploration ............................................................................................................ 3

1.5 Laboratory Testing .......................................................................................................... 4

2.0 GEOTECHNICAL FINDINGS .......................................................................................... 5

2.1 Geologic Setting and Geotechnical Conditions .............................................................. 5

2.2 Groundwater ................................................................................................................... 6

2.3 Percolation Testing ......................................................................................................... 6

2.4 Regional Faulting and Seismicity ................................................................................... 7

2.5 Settlement and Foundati on Considerations .................................................................... 7

2.6 Shrinkage and Bulking .................................................................................................... 8

2.7 Existing Pavement Section and Utilities ......................................................................... 8

3.0 CONCLUSION AND PRELIMI NARY RECOMMENDATIONS ................................... 9

3.1 General Conclusion and Recommendation ..................................................................... 9

3.2 Site Preparation and Earthwork ...................................................................................... 9

3.2.1 Site Demolition and Clearing ....................................................................................... 9

3.2.2 Protection of Existing Impr ovements and Utilities ...................................................... 9

3.2.3 Remedial Grading Measures ...................................................................................... 10

3.2.4 Fill Placement .......................................................................................................... ... 10

3.2.5 Import .................................................................................................................. ....... 11

3.3 Settlement Potential ...................................................................................................... 11

3.4 Foundation Design ........................................................................................................ 11

3.5 Interior Slab Mo isture Mitigation ................................................................................. 13

3.6 Retaining Walls Design and Lateral Earth Pressures ................................................... 14

3.7 Seismic Design Parameters ........................................................................................... 15

3.8 Corrosivity .................................................................................................................... 15

3.9 Exterior Concrete .......................................................................................................... 15

3.10 Preliminary Asphalt Concre te Pavement Design .......................................................... 16

3.11 Trench Excavation and Backfill .................................................................................... 17

3.12 Groundwater .............................................................................................................. ... 17

3.13 Stormwater Infiltration .................................................................................................. 18

3.14 Surface Drainage and Irrigation .................................................................................... 18

3.15 Additional Subsurface Exploration and Laboratory Testing ........................................ 19

3.16 Review of Future Plans ................................................................................................. 19

3.17 Observation and Testing during Grading and Construction ......................................... 19

4.0 LIMITATIONS ............................................................................................................. 20

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230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx TABLE OF CONTENTS (Continued)

List of Illustrations

Figure 1 – Site Location and Seismic Hazards Map – Rear of Text Figure 2 – Regional Geologic Map – Rear of Text
Figure 3 – Regional Fault Map – Rear of Text
Figure 4 – Retaining Wall Drainage Detail – Rear of Text

Appendices

Appendix A – References
Appendix B – Boring Logs
Appendix C – Laboratory Test Results
Appendix D – Seismicity Data
Appendix E – Percolation Test Data
Appendix F – General Earthwork and Grading Specifications

Plates

Plate 1 – Boring Location Map – Rear of Appendices

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EXECUTIVE SUMMARY

The subject site is generally underlain by sa ndy silt, silty sand, and sandy native alluvium.

Undocumented artificial fill was encountered in one boring, up to 2.5 feet thick. Groundwater was not encountered during our ex ploration, to a maximum dept h of 51.5 feet. Historic high groundwater is mapped as greate r than 50 feet below ground su rface. The primary geotechnical constraints at the site include the following:

 Potential for strong seismic shaking during an earthquake event;  The presence of undocumented fill material and weathered/unsuitabl e alluvium in the upper 5 feet below existing grad es, which will need to be removed and replaced as compacted fill; and
 Presence of granular friable soils that may be prone to caving in steep sided excavations.

Remedial grading for the site should consist of the remova l and re-compaction of all

undocumented fill materials and we athered or disturbed alluvium in order to provide competent subgrade and bearing conditions for the proposed structural slabs and foundations. In general, remedial removals are anticipated to extend 5 feet below existing grades. Deeper removals may be required locally, where existing trees, utility lines, structures , and foundations are to be abandoned/removed. Removals within the propos ed streets and drive areas may be limited to removal and re-compaction of the upper 2 feet, below design grades. The recommended remedial removals will help reduce the potential fo r future settlement at the site. Septic tanks, cesspools, and/or wells may be encountered at the site during demolition and grad ing. If encountered, they should be removed in accordance with Orange County Health Care Agency requirements and the project environmental engineer’s recommendations.

Building foundations and slabs should be designed to tolerate a total settlement of 1.5 inches and a differential settlement of ¾-inch over a span of 40 feet. Onsite soils are anticipated to have "Very Low" to "Low" expansion potential at the completion of grading and are not considered corrosive to concrete.

Based on our findings, we conclude that the proposed residential development is feasible from a geotechnical viewpoint, provided it is design ed and constructed in accordance with the recommendations presented in this report and a ny future design report(s). The site is also considered suitable for infiltration of stormwater. Preliminary design infiltration rates are provided herein; however, additional subsurface explorati on and percolation testing may be necessary during the design phase depending on the actual location and depth of the infiltration devices.

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1.0 INTRODUCTION

1.1 Introduction and Scope of Services
At your request, SA Geotechnical, Inc. (SA GEO) has conducted geotechnical due diligence review and subsurface explorati on for the proposed residential development located at 275 and 375 East Santa Ana Street in the City of Anaheim, California (Figure 1). The purpose of our review was to assess the onsite geologic and geotechnical conditions and provide preliminary recommendations for design, grading, and constr uction of the proposed improvements. We have reviewed the Conceptual Site Plan provided by you, dated Marc h 21, 2023. The Conceptual Site Plan was utilized as the base for our Boring Location Map (Plate 1).

Our scope of services for this due diligence study included the following tasks:
 Review of available geologic and geotechnical maps, reports, and data for the subject site and surrounding area. A list of references is included in Appendix A.  Review of available historic aerial photographs dating back to 1938.  Notification and coordination with DigAlert to identify and clear boring locations of underground utilities.
 Subsurface exploration consisting of 10 hollow-stem auger borings (H-1 through H-4 and P-1 through P-6) to depths ranging from 10 to 51.5 f eet below ground surface (bgs). Boring Logs are included in Appendix B.
 Percolation testing in six borings (P-1 through P-6) in general conformance with the 2013 County of Orange WQMP Technical Guidance Document.
 Laboratory testing of selected samples to de termine engineering properties of onsite soils, including in-situ moisture and density, grain size distribution, Atterberg limits, consolidation, shear strength, maximum density and optimum moisture conten t, expansion potential, and soluble sulfate content. Laboratory test results are included in Appendix C.  Geotechnical evaluation and analysis of the compiled data with respect to the proposed grading and development.
 Preliminary evaluation of faulting, seismicity, and seismic and static settlement in accordance with the 2022 California Building Code (CBC).
 Preparation of this report incl uding our findings, conclusions, preliminary recommendations, and accompanying illustrations.
 Consultations with the project team.

SA GEO’s expertise and scope of services do not include assess ment of potential subsurface environmental contaminants or environmental health hazards.

1.2 Site Condition and History
The subject site is located at 275 and 375 East Santa Ana Street, situated between South Claudina Street to the west and South Olive Street to the east, in the City of Anaheim, California (see Figure 1). The site includes two lots/parcels that are divided by South Philadelphi a Street. The site is

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3 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx bound to the south by East Santa Ana Street, an a lleyway and single/multi- family homes to the north, South Claudina Street to the west, and South Olive Street to the east. An active railroad line is present along the centerline of East Santa Ana Street which curves south at South Olive Street.

The site is currently occupied by abandoned industrial structures associated with prior lumber mill operations and adjacent at-grade asphalt parking and drive aisles. Remnants of railroad lines and turnouts are present on site. Elevations range from approximately 157 to 162 feet above mean sea level across the site and generally sheet flow to the northwest.

Based on our review of availabl e historic aerial photog raphs dating back to 1938, the earliest observed land use was for industria l purposes. An industrial struct ure occupied 275 East Santa Ana Street as early as 1938, while 375 East Santa Ana Street remained largely undeveloped. The railroad line along Santa Ana Street/Olive Street, adjacent/surrounding city streets, and residential development were also constr ucted by this time. By 1953, bot h parcels were developed for industrial use. By 1963 the current structure at 375 East Santa Ana Street was present. The existing structure at 275 East Santa Ana Street was constructed between 1972 and 1980. The site has remained largely unchanged since this time. Industrial operations appear to have ceased around 2017.

1.3 Proposed Grading and Improvements
Prior to site grading and redevelopment, the exis ting structures, pavements, and utilities to be abandoned will be demolished. Based on our review of the conceptual site plan, we anticipate design grading cuts and fills to be generally minor and on the order of 0 to 2 feet.

The proposed development is anticipated to include construction of 56 attached residential units (28 per parcel), stormwater qual ity/infiltration devices, drive ai sles and parking, and utility infrastructure improvements to support the development. We understand that the proposed attached units will be two- to three-story and consist of wood-framed construction.

1.4 Field Exploration
Our field exploration was performed on April 18 and 19, 2023, and included 10 hollow stem auger borings (H-1 through H-4 and P-1 through P-6) to depths ranging from 10 to 51.5 feet bgs. The approximate boring locations ar e shown on Plate 1 (Boring Loca tion Map). The borings were geologically logged, and samples were obtained at selected intervals. At the completion of drilling, borings were backfilled using the cuttings. Boring logs are included in Appendix B.

Soil sampling was performed usi ng a Modified California ring samp ler. Relatively undisturbed ring samples were obtained from the borings at vari ous depths with a 2.5-inch inside-diameter, split-barrel sampler. The sa mpler was driven with a 140-pound, automatic trip hammer, free falling 30-inches. Representative bulk samples of onsite soils were also collected from soil cuttings and used for additional soil identification purposes and laboratory testing. The sampling was used to assess the soil beneath the site as well as to obtain a measure of resistance of the soil to penetration (recorded as blows-per-foot on the geotechnical boring logs).

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4 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Percolation testing was performed in Borings P-1 through P-6 on April 19 and 20, 2023, in general accordance with the County of Orange WQMP Technical Guidance Document (TGD) (2013).

Two-inch diameter slotted well pipe was installed with #3 sand annular backfill, constructed through the auger to prevent caving of the sandy soil during testing. The results of the onsite percolation testing are included in Appendix E and discussed in Sections 2.3 and 3.13.

1.5 Laboratory Testing

Representative samples of onsite soils collecte d during our field exploration were tested to characterize the engineering properties. Labo ratory tests performed on selected relatively undisturbed and bulk soil samples included:

 Moisture content and dry density;
 Sieve analysis;
 Consolidation;
 Direct shear;
 Atterberg limits;
 Soluble sulfate; and
 Maximum density and optimum moisture content.

Laboratory tests were conducted in general conf ormance with applicable ASTM International standards. The laboratory test results are provided in Appendix C.

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2.0 GEOTECHNICAL FINDINGS

2.1 Geologic Setting and Geotechnical Conditions
The subject site is located in the eastern portion of the Downey Plain, west of the Santa Ana River, within the Peninsular Ranges geomorphic province of Southern California. The site is mapped by the United States Geologic Survey (2006) as underl ain by extensive Quaternary-age alluvial fan (Qal) deposits (Figure 2). The al luvium encountered in our bor ings generally consisted of yellowish-brown, olive brown, yellow, and gray silty/clayey sand and clean fine to coarse-grained sands with thin silt interlayers. Below approximately 7 feet bgs, the alluvial material is friable and locally highly friable. Undocumented fill (Afu) material was encountered in one boring (H-4), up to 2.5 feet thick, and generally consisted of silty sand.

Based on our geotechnical exploration and laboratory testing (Appendix C), the site geotechnical conditions are generally as follows:

Soil Moisture Content and Dry Density: Native sandy alluvial soils had in-situ moisture content and dry densities ranging from 1.3 to 14.1 percent and 94.7 to 121.3 pounds per cubic foot (pcf), respectively. Fine-grained alluvial soils had in-situ moisture content and dry densities ranging from

18.4 to 34.7 percent and 87.2 to 102.8 pcf, respectiv ely. Blow counts in the alluvial materials ranged from 9 to 75+ blows per foot. The alluvium was generally found to be damp to very moist and medium dense to very dense/stiff to hard.

Soil Properties: Grain-size distribution tests were conducted on two bulk samples collected from the uppermost 5 feet and two ring samples collected at depths of 7.5 and 15 feet. The near-surface bulk samples were classified in accordance with the Unified Soil Classification System (USCS) as sandy clay/silt (CL-ML), with fines contents (pa ssing No. 200 sieve) of 53 and 63 percent. Soil plasticity testing performed on the sample collected in the upper 5 feet in Boring P-1 indicates that the soil has a Liquid Limit of 28 and a Plasticity Index of 7 (USCS classification of CL-ML). The ring samples were found to have fines contents of 26 percent (7.5 foot sample) and 31 percent (15 foot sample) and were given USCS classification of SM.

Maximum dry density testing of a near surface sample (upper 5 feet ) indicates that the silty sand has a maximum dry density of 115.7 pcf at an optimum moisture content of 12.2 percent.

Consolidation: Tests were performed on three samples collected at depths of 7.5, 10, and 15 feet.

The testing showed that the materials have re latively low compressibil ity potential. Also, all samples had a relatively low collapse potential (less than 1 percent) upon the addition of water at a load of 3.2 tsf.

Shear Strength: Direst shear testing was performed on a relatively undisturbed ring sample collected from a depth of 5 feet, representative of the native alluvium. One remolded direct shear (remolded to 92% relative compaction of th e maximum density) was also performed, representative of future compacted fill material. The test results for the in-situ sample indicate an ultimate internal fricti on angle of 30 degrees and cohesion of 175 pounds per square foot (psf) with peak internal friction angle of 32 degrees at a cohesion 275 psf. The remolded sample had an 00001
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6 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx ultimate internal friction angle of 30 degrees and a cohesion of 175 pounds per square foot (psf) with peak internal friction angle of 30 degrees at a cohesion 200 psf.

Expansion Potential: Two near surface samples (CL-ML) collected at a depth of 0 to 5 feet had "very low" expansion potential, with expansion indices of 4 and 8. We anticipate that at the completion of grading, onsite soils will have "Very Low" to "Low" expansion potential.

Soluble Sulfate: Two bulk samples collected at a depth of 0 to 5 feet were also tested for sulfate- content. The test results indicate that sulfate- content of the soils may be classified as "S0" (negligible) per Table 19.3.1.1 of ACI-318.

2.2 Groundwater
Groundwater was not encountered during our e xploration to a maximum depth of 51.5 feet.

Historic high groundwater mapping indicates that groundwater has remained in excess of 50 feet below the site (CDMG, 1997). Groundwater well data available on the State of California Water Resources Control Board database ("GeoTracker") shows depths to groundwater within nearby sites is between 60 to 70+ feet bgs.

2.3 Percolation Testing
Percolation testing at the site was performed on April 19 and 20, 2023, in general accordance with the County of Orange WQMP Technical Guidan ce Document (2013). Th e Percolation Test Method was utilized as outlined in the County of Orange WQMP TGD. In order to prevent caving of the friable sandy soils during auger removal and testing, a 2-inch diameter slotted well pipe was installed within all borings a nd backfilled (annular space) with #3 sand. The borings were presoaked and tested to confirm onsite soils fell under the "Sandy Soil" criteria as defined in the guidance document. Test results we re tabulated, and final measurem ents were used to calculate the infiltration rate (Appendix E).

The County of Orange TGD does not include calculation adjustments to account for the presence of the annular backfill material described above and, in our experi ence, may overestimate infiltration rates. We have used a correction factor to account for the volume loss due to the annular material, based on the porosity of the material (#3 sand), the pi pe size used, and the boring diameter. The correction factor is noted on the percolation test data sheets (Appendix E).

The calculated infiltration rates are provided below, which include the correction factor discussed above; however, the rates below do not include a f actor of safety reducti on. A discussion of the design infiltration rates, including a factory of safety is provid ed in Section 3.13. The infiltration test results are representative of the location and depths the tests were performed. Due to the potential for variation in the subsurface conditions, infiltration rates could vary across the site and with depth.

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7 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx TABLE 1 – PERCOLATION TEST RESULTS
Boring No.

Tested Depth
(Feet Below Ground
Surface)
Calculated
Infiltration Rate
(in./hr.)
P-1 6.25 to 8.25 3.0
P-2 12.5 to 14.5 17.7
P-3 31 to 34.5 14.7
P-4 6.25 to 9.5 73.4
P-5 18 to 19.5 59.0
P-6 31.75 to 33.75 25.7

2.4 Regional Faulting and Seismicity
Regional Faults: The site is not located within a fau lt-rupture hazard zone as defined by the Alquist-Priolo Special Studies Zones Act (CGS , 2018). Also, based on mapping by the State (Jennings et al, 2010), there are no active faults mapped at the site. Regional Faults are presented on Figure 3.

Seismicity: Properties in southern Califor nia are subject to seismic hazards of varying degrees depending upon the proximity, degree of activity, and capability of nearby faults. These hazards can be primary (i.e., directly re lated to the energy release of an earthquake) or secondary (i.e., related to the effect of earthquake energy on the physical world). Since there are no active faults at the site, the potential for pr imary ground rupture is considered very low. The primary seismic hazard for this site is ground shaking durin g a future earthquake. The maximum moment magnitude for the controlling fault is 7.3 MW, which would be generated from the Compton Fault.

The closest active fault to the site is Richfield Fault located 4 miles northeast.

The site is not located within a potential lique faction zone, as define d by the State’s Seismic Hazard Mapping (CDMG, 1998). The attached Site Location and Seismic Hazards Map (Figure 1) depicts the site relative to mapped seismic hazard zones. Additionally, based on the absence of groundwater in the uppermost 50 feet, liquefaction potential is consider ed very low to nil. Other secondary seismic hazards, such as tsunami and seiche are considered nil due to site elevation and distance from the ocean or other confined body of water (CGS, 2021).

2.5 Settlement and Foundation Considerations
In general, the anticipated settlements depend u pon the building loads, type of foundations, and the geotechnical properties of the supporting subgrade soils. Our preliminary analysis assumes the new structures will be near existing grades , with no significant ground elevation change.

Considering the subsurface soil conditions and labor atory test data, and relatively lightly loaded residential structures, we estimate total settlement (combined static and seismic) to be on the order of 1.5 inches and differential settlement to be on the order of ¾-inch over a 40-foot span. This assumes remedial grading measures recommended in Section 3.2 of this report are implemented.

The total and differential seismic settlement is anticipated to be less than ½-inch and ¼-inch over a span of 40 feet respectively.

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2.6 Shrinkage and Bulking
The shrinkage and bulking (reduction or increas e in volume of excavated materials on recompaction as fill) varies by soil type and location. The volume changes depend primarily on in-situ density and the maximum dry density of the soil type. We anticipate that the undocumented fill materials and weathered alluvium will shrink 2 to 7 percent. An average value of 4 percent may be assumed for soil shrinkage in the upper 5 feet. Ground subsid ence at the site is estimated to be on the order of 0.1 foot.

2.7 Existing Pavement Section and Utilities
The existing pavement sections as measured during our exploration are shown on the boring logs (Appendix B). The existing asphalt concrete thicknesses varied at each boring location, ranging from 1 to 4 inches. Aggregate base was not encount ered at some of the locations and in others approximately 2.5 to 4 inches of aggregate base was encountered below the asphalt concrete pavement.

No utilities were marked onsite during the DigAle rt clearance process; however, we anticipate water and sewer service to the existing buildings to be present. Overhead utilities are present north of the site, within the existing alleyway. An ac tive railroad line is present along East Santa Ana Street and curves to the south at South Olive Street.

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3.0 CONCLUSION AND PREL IMINARY RECOMMENDATIONS

3.1 General Conclusion and Recommendation
Based on our subsurface exploration and review, construction of the proposed residential development, as described herein, is considered geotechnically feasible provided the preliminary recommendations in this report are implemented during design, grading, and construction.

Additional geotechnical exploratio n including percolation testing at the location of infiltration devices may need to be performed during the design phase. Also, grading, foundation, structural and wall plans for the project should be reviewed by the geotechnical consultant during the design phase.

Updated recommendations should be provided once the project plans are finalized and as needed.

The recommendations in this report should be considered minimum and may be superseded by more restrictive requirements of others. In addition to the following recommendations, General Earthwork and Grading Specifications are provided in Appendix F.

3.2 Site Preparat ion and Earthwork
Site preparation and grading should be performed in accordance with the recommendations herein and the requirements of the City of Anaheim.

3.2.1 Site Demolition and Clearing
Prior to remedial grading, the existing stru ctures, foundations, hardscape/landscape, and utilities to be abandoned should be demolished. Deleterious materials and debris should be cleared from the site and disposed of offsite. Concrete material may be mixed with onsite soils and placed as compacted fill provided that it is broken into pieces that are smaller than 6 inches in the largest diameter. Asphalt concrete may also be used in compacted fill materials; however, it should not be placed under the residential pads. Placement of concrete and asphalt as compacted fill should also be approved by the project environmental engineer. Excavations for the removal of existing foundations, utilities and vegetation, including onsite trees, should be observed by the geotechnical consultant. La rge roots, highly organic soils, and existing utilities should be removed and should not be incorporated into new fills.

Soil that is disturbed as part of excavations or removal of trees or underground utilities should be evaluated by the geotechnical consultant. Excavations that require backfill should be properly documented and compacted under the observation and testing of the geotechnical consultant.

3.2.2 Protection of Existing Improvements and Utilities Existing buildings, improvements and utilities adjacent to the site that are to be protected in place should be located and visually marked prior to grading operations. Excavations adjacent to improvements to be protected in -place or any utility easement should be performed with care, so as not to undermine existing foundations or destabilize the adjacent ground.

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10 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Stockpiling of soils more than 5 feet in height at or near existing structures and over utility lines should not be allowed. If deeper removals are requir ed, shoring or other special measures (i.e., setback or laybacks) to pr ovide safety and mitigate the potential for lateral/vertical movements may be required.

3.2.3 Remedial Grading Measures
Remedial grading at the site should consist of removal of undocumented fill materials in their entirety and weathered/unsuitable alluvium. In general, we reco mmend that remedial removals consist of removal and recompaction of soils in the upper 5 feet. Where not limited by adjacent structures/properties, the remova ls should extend a minimum of 5 feet beyond the limits of the proposed building footprints. Removals within the proposed streets and drive areas may be limited to removal and re-compaction of the upper 2 feet, below design grades.

Where deeper undocumented fill/unsuitable material is encountered, the removals should be extended to the bottom of undocumented fill and/or unsuitable materials to competent native soils.

Cesspools, septic tanks and/or wells may be encountered at th e site. If encountered, they should be removed in accordance with Orange County Health Care Agency requirements and the project environmental engineer’s recommendations. The voids should be backfilled with suitable onsite or import material s and compacted in accordance with the recommendations provided in Section 3.2.4.

The geotechnical consultant should review a nd approve removal botto ms prior to fill placement and should provide specific reco mmendations based on actual conditions, if necessary.

Excavations deeper than 4 feet will need to be laid back at a minimum inclination of 1.5H:1V (horizontal to vertical) or provided with shoring. Shallow, unconfined excavations (4 feet or less) may consist of near-vertical excavation. Trench excavations should be performed in accordance with Cal/OSHA requirements for Soil Type "C" due to the presence of friable/running sands. The contractor’s qualifi ed person should verify compliance with Cal/OSHA requirements. Excavations near exis ting structures (within a 1:1 projection) should be provided with shoring that is designed to support the surcharge load of the existing structure. Alternatively, excavations in soils within the upper 5 feet where cohesive materials (silts and clays) are present may be performed in sections that are 20 feet long or less.

3.2.4 Fill Placement
Upon the completion of remedial grading measures, the approved removal bottoms should be scarified a minimum of 6 inches. The removal bottoms and fill materials should be compacted to at least 90 percent of maximum dry density, as determined by ASTM Test Method D1557. Fill materials should be placed in loose lifts no thicker than 8 inches.

Fill materials should be relatively free of deleterious material. The existing undocumented fill material and native alluvial soils are considered suitable for re-use as compacted fill provided any deleterious material is removed. Concrete material may be mixed with onsite soils and placed as compacted fill provided that it is broken into pieces that are smaller than 6 inches in the largest diameter. Asphalt concrete may also be used in compacted fill materials; however,

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11 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx it should not be placed under the residential pads. Placement of concrete and asphalt as compacted fill should be approved by the project environmental engineer. The compacted fill soils should be moisture conditioned to above optimum moisture content but within the compactable moisture range.

3.2.5 Import
The geotechnical consultant should evalua te and accept any import soils prior to transportation to the subject site. We recommend that import soils have similar engineering properties as onsite soils. At minimum, the import materials should have Expansion Index of less than 50, Plasticity Index of less than 15, fines content (passing Sieve 200) of less than 50 percent, and negligible soluble sulfate content.

3.3 Settlement Potential

The amount of settlement will depend upon the type of foundation(s) selected and future loading by additional fill and structures. Based on our subsurface exploration, considering the remedial grading recommendations provided in this report are implemented during grading, and the anticipated structural loads typically associated with the proposed structur es, we estimate that total and differential settlement (combined static and seismic) will be on the order of 1.5 inches and ¾-inch over a span of 40 feet, respectively.

SA GEO should be provided with the foundation pl ans and structural load s, once available, in order to further evaluate the po tential for post-constr uction settlement of the proposed building and associated improvements. Th e parameters provided herein wi ll then be confirmed/updated based on the planned foundations and loads and additional testing and analysis.

3.4 Foundation
Design
The slab and foundations should be designed by the project structural engineer based on the proposed structure type and the anticipated loading c onditions. The foundation soils may locally have expansive soil conditions (Expansion Index of greater than 20) and will be subject to climatic and landscape moisture fluctuations. The following foundation recommendations are provided with the assumption that the recommendations included in Section 3.2 of this report are implemented during grading of the site.

The recommended net allowable bearing capacity for continuous and isolated footings may be calculated based on the following equation:

q all = 800 D + 300 B + 700 (but not to exceed 3,000 psf) where:

D = embedment depth of footing, in feet
B = width of footing, in feet

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12 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Also, the following parameters may be used for design of foundation and slabs:

 Soil unit weight = 120 pcf
 Soil internal friction angle = 30 degrees
 Coefficient of Friction = 0.38
 Subgrade modulus (k) of 100 pci (corrected for large slabs)  Soil elastic modulus (Es) of 2,000 psi

The dead load of concrete below adjacent grades (buried concrete foundations) may be neglected.

The allowable bearing pressure and friction coefficient may be increased by one-third for wind and seismic loading.

We recommend that strip and isolated footings for the buildings ha ve a minimum embedment depth of 12 inches below the lowest adjacent gr ade. Continuous footings should be at least 12 inches wide and isolated column footings should be at least 24 inches wide. The footings of freestanding and isolated structures, such as walls and pilasters, should have a minimum embedment depth of 18 inches into approved soils.

The following table provides our general guidelines and preliminary recommendations for design of post-tensioned foundations and slabs in accordance with the 2022 California Building Code (CBC) and Post-Tension Institute (PTI) DC 10.5 Edition provisions.

GEOTECHNICAL GUIDELINES

FOR DESIGN OF POST-TENSIONED SLABS
Parameter Recommendation
Center Lift
Edge Moisture Variation Distance, em
Center Lift, ym

9.00 feet

0.35 inches
Edge Lift
Edge Moisture Variation Distance, em
Edge Lift, ym

5.00 feet

0.50 inch
Presaturation, as needed, to obtain the minimum
moisture down to the minimum depth

1.1 x optimum down to
6 inches

We recommend that post-tensioned slabs have a thic kened edge such that the slab is embedded a minimum of 12 inches below the lowest adjacent grade.

In addition, as indicated in the DC 10.5 Edition of PTI, shape factor calculations should be performed by the project structural engineer in order to determine if strengthening/modification of foundations are necessary. Per PTI guidelines, modifications to the foundations design should be considered if the shape factor (ratio of square of foundatio n perimeter over foundation area) exceeds 24.

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13 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx If non-post-tensioned slabs-on-grad e and foundations are considered at the site, an effective Plasticity Index of less than 15 is considered appropriate for the upper 15 feet of soil materials, in accordance with Wire Reinforcement Institute (WRI) method (per the 2022 CBC). For non-post- tensioned slabs, we recommend a minimum embedm ent of 12 inches below the lowest adjacent grade for the perimeter footings. Also, the upper 6 inches of subgrade soil should be pre- saturated/pre-wetted to 110 per cent of optimum moisture content prior to placement of moisture barrier and concrete.

The foundations and slabs should also be designed to tolerate the total and differential settlements discussed in Section 3.3 of this report.

For the design of pole-type foundations (i.e., light poles, shade structures, etc.), an allowable soil- bearing pressure (S1) of 360 psf/ft may be used for Equation 18-1 (the "pole" equation) of the 2022 CBC Section 1807.3.2.1 to determine the depth of embedment for the footings, considering level ground conditions. The equation is applicable for designed embedment depths of less than 12 feet for the purpose of computing lateral pressure. Also, for vertical loads on pole-type foundations, an allowable skin friction of 250 pounds per square f oot may be used. For ca st-in-place pole-type foundations, the vertical end bearing pressure should be neglected. We recommend that pole-type foundations have a minimum embedment of 2.5 feet below lowest adjacent grades.

3.5 Interior Slab Moisture Mitigation
In addition to geotechnical and st ructural considerations, the project owner should also consider interior moisture mitigation when designing and constructing slabs-on-grade.

The intended use of the interior space, type of flooring, and the type of goods in contact with the floor may dictate the need for, and design of, measures to mitigat e potential effects of moisture emission from and/or moisture vapor transmission through the slab. Typically, for human occupied structures, a vapor retard er or barrier is recommended under th e slab to help mitigate moisture transmission through slabs. The most recent guide lines by the American Concrete Institute (ACI 302.1R-04) suggest that the vapor retarder be placed directly under the slab (no sand layer).

However, the location of the vapor retarder may also be subject to the builder's past successful practice. Placement of 1 or 2 inches of sand over the moisture retardant has been common practice by builders in southern California. Specifying the strength of the retarder to resist puncture and its permeance rating is important. These qualities ar e not necessarily a function of the retarder thickness. A minimum of 10-mil is typical but so me materials, such as 10-mil polyethylene ("Visqueen"), may not meet the desired standards for toughness and permeance.

Vapor retarders, when used, should be installed in accordance with standards such as ASTM E 1643 and/or those specified by the manufacturer.

Concrete mix design and curing are also significant factors in mitigating slab moisture problems.

Concrete with lower water/cement ratios results in denser, less permeable slabs that also "dry" faster with regard to when fl ooring can be installed (reduced moisture emission quantities and rates). Rewetting of the slab following curing shoul d be avoided since it can result in additional drying time required prior to floo ring installation. Proper concrete slab testing prior to flooring installation is also important.

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14 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Concrete mix design, the type and location of th e vapor retarder should be determined in coordination with all parties involved in the fi nished product, includ ing the project owner, architect, structural engineer, geotechnical co nsultant, concrete subcontractors, and flooring subcontractors.

3.6 Retaining Walls Design and Lateral Earth Pressures
Recommendations for lateral earth pressures for permanent retaining walls and structures (if any) with approved onsite drained soils and above groundwater table are as follows:

Conditions Level (pcf) 2:1 Sloping
Active 40 65
At-Rest 60 85
Passive 360 180 (sloping down)

These parameters are based on a soil internal fric tion angle of 30 degrees and soil unit weight of 120 pcf.

To design an unrestrained retaining wall, such as a cantilever wall, the active earth pressure may be used. For a restrained retainin g wall, the at-rest pressure shoul d be used. Passive pressure is used to compute lateral soils resistance developed against lateral structural movement. The passive pressures provided above may be increased by one- third for wind and seismic loads. The passive resistance is taken into account only if it is en sured that the soil against embedded structure will remain intact with time. Future landscaping/pl anting and improvements adjacent to the retaining walls should also be taken into account in the design of the retaining walls. Excessive soil disturbance, trenches (excavation and backfill), future landscaping adjacent to footings and over- saturation can adversely impact retaining structures and result in reduced lateral resistance.

For sliding resistance, the friction coefficient of 0.38 may be used at the concrete and soil interface.

The coefficient of friction may be increased by one-third for wind an d seismic loading. The retaining walls may also need to be designed for additional lateral loads if other structures or walls are planned within a 1H:1V projection.

The seismic lateral earth pressure for walls retaining more than 6 feet of soil and level backfill conditions may be estimated to be an addition al 20 pcf for active and at-rest conditions. The earthquake soil pressure has a triang ular distribution and is added to the static pressures. For the active and at-rest conditions, the additional earthquake loading is zero at the top and maximum at the base. The seismic lateral earth pressure does not apply to walls retaining less than, or equal to, 6 feet of soil (2022 CBC Section 1803.5.12).

Drainage behind retaining walls should also be provided in accordance with the attached Figure 4.

Specific drainage connections, ou tlets and avoiding open joints s hould be considered for the retaining wall design.

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3.7 Seismic Design Parameters
The following table summarizes the seismic design criteria for the subject site. The seismic design parameters are developed in accordance with ASCE 7-16 and 2022 CBC. Please note that, considering the proposed structures and anticipated structural periods, site-specific ground-motion hazard analysis was not performed for the site. Per Supplement 3 of ASCE 7-16, the value of SM1, and therefore SD1, have been increased by 50 percent. The seismic response coefficient, Cs, should be determined per the parameters provided below and using equation 12.8-2 of ASCE 7-16.

Selected Seismic Design Parameters
from 2022 CBC/ASCE 7-16
Seismic Design
Values Reference
Latitude 33.8320 North
Longitude -117.9100 West
Controlling Seismic Source Compton USGS, 2023
Site Class per Table 20.3-1 of ASCE 7-16 D
Spectral Acceleration for Short Periods (Ss) 1.494 g SEA/OSHPD, 2023 Spectral Accelerations for 1-Second Periods (S1) 0.528 g SEA/OSHPD, 2023 Site Coefficient Fa, Table 11.4-1 of ASCE 7-16 1.0 SEA/OSHPD, 2023 Site Coefficient Fv, Table 11.4-2 of ASCE 7-16 1.772
Design Spectral Response Acceleration at Short
Periods (SDS) from Equation 11.4-4 of ASCE 7-16 0.996 g SEA/OSHPD, 2023 Design Spectral Response Acceleration at 1-Second
Period (SD1) from Equation 11.4-4 of ASCE 7-16
(Includes 50% increase per Supplement 3)

0.936 g

TS, SD1 /SDS 11.4.6 of ASCE 7-16 0.94 sec
TL, Long-Period Transition Period 8 sec SEA/OSHPD, 2023 Peak Ground Acceleration Corrected for Site Class
Effects (PGAM) from Equation 11.8-1 of ASCE 7-16 0.698 g SEA/OSHPD, 2023 Seismic Design Category, Section 11.6 of ASCE 7-16 D SEA/OSHPD, 2023

3.8 Corrosivity
Based on the laboratory testing performed during our study, soluble sulfates exposure in the onsite soils may be classified as "S0" per Table 19.3.1.1 of ACI-318-14. Structural concrete elements in contact with soil include footings and building slabs-on-grade. The flatwork and sidewalk concrete are typically not considered stru ctural elements. Concre te mix for structural elements should be based on the "S0" soluble sulfate exposure class of Table 19.3.2.1 in ACI-318-14. Other ACI guidelines for structural concre te are recommended. Also, onsite soils are anticipated to be moderately corrosive to metals.

3.9 Exterior Concrete
The driveway, patio slabs and other flatwork el ements should be at least 4 inches thick.

Considering that the onsite soils have "Very Low" to "Low" expansion potential, reinforcement of concrete is not necessary from a geotechnical standpoint; however, reinforcement will reduce the potential for concrete cracking as a result of shrinkage. If rein forcement is used, we recommend

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16 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx that No. 3 bars be placed at 24 inches on cent er both ways. Concrete slabs should be provided with construction or weakened plane control joints at a maximum spacing of 10 feet. The control joints should have a thickness that is ¼ of the total concrete thickness. Upon the placement and compaction of subgrade soils (per Section 3.2 of these recommendations), the upper 6 inches of the subgrade soils should be pre-saturated/pre-wetted to 110 percent of optimum moisture content prior to placement of concrete and reinforcement.

For exterior slabs, the use of a granular sublayer is primarily intended to facilitate presaturation and subsequent construction by providing a better working surface over the saturated soil. It also helps retain the added moisture in the native so il in the event that the slab is not placed immediately. Where these factors are not signif icant, the layer may be omitted. If used, we recommend placement of 2 to 4 inches of granular material over subgrade soils.

Exterior concrete elements such as curb and gutter, driveways, sidewalks and patios are susceptible to lifting and cracking when constructed over expansive soils. With expansive soils, the impacts to flatwork/hardscape can be si gnificant, generally re quiring removal and replacement of the affected improvements. Please also note that re ducing concrete problems is often a function of proper slab design, concrete mix design, placement, and curing/finishing practices. Adherence to guidelines of the American Concrete Institute (ACI) is recommended. Also, the amount of post- construction watering, or lack thereof, can have a very significant impact on the adjacent concrete flatwork.

On projects with expansive soils, additional meas ures such as thickened concrete edges/footings, subdrains and/or moisture barriers should be considered where planters or natural areas with irrigation are located adjacent to the concrete improvements. Design and maintenance of proper surface drainage is also very important. If th e concrete will be subj ect to heavy loading from cars/trucks or other heavy objects, at minimum, a 6-inch-thick pavement section should be used.

The above recommendations typically are not applied to curb and gutter.

3.10 Preliminary Asphalt Concrete Pavement Design

Final structural pavement sections should be based on R-value testing after the completion of grading and in accordance with City of Anaheim requirements. Based on an assumed design R-value of 15 and estimated traffic indices (TIs), we recommend the following preliminary pavement sections:

Street Location Estimated TIs Pavement Section
General Drives TI – 5.5 0.35' AC / 0.65' AB
Parking Stalls TI – 4.0 0.35' AC / 0.35' AB
AC = Asphalt Concrete, AB = Aggregate Base

Please note that for two-stage paving operations, we recommend that the final AC cap be a minimum of 0.10 foot thick and the base AC course have a minimum thickness of 0.25 foot.

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17 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Asphalt concrete pavement should be placed in accordance with the requirements of Sections 301 and 302 of the Standard Specifica tions of Public Works Construc tion (the Greenbook). Prior to construction of pavement sections, the subgrade soils should be scarified to a minimum depth of 6 inches, moisture-conditioned as n eeded, and recompacted in-place to a minimum of 90 percent relative compaction (per ASTM D1557). Subgrade should be firm prior to aggregate base placement.

Aggregate base materials may consist of crushed aggregate base or crushed miscellaneous base, in accordance with the Greenbook (Section 200-2). The materials should be free of any deleterious materials. Aggregate base materials should be placed in 6- to 8-inch-thick loose lifts, moisture- conditioned as necessary, and co mpacted to a minimum of 95 pe rcent relative compaction (per ASTM D1557). Asphalt concrete should also be compacted to a minimum relative compaction of 95 percent.

Unpaved median and parkway areas should also be provided with vertical moisture barriers.

3.11 Trench Excavation and Backfill
Excavations should be performed in accordance with the requirements set forth by Cal/OSHA Excavation Safety Regulations (Construction Safety Orde rs, Section 1504, 1539 through 1547, Title 8, California Code of Regulations). In genera l, onsite soils may be cl assified as Type "C".

Cal/OSHA regulations indicate that , for workmen in confined conditions, the steepest allowable slopes in Type "C" soils are 1.5:1 (horizontal to vertical) for excavations less than 20 feet deep.

Where there is no room for these layback slopes, we anticipate that shoring will be necessary. The subsurface soils are generally sandy and may be fri able, locally loose, and prone to caving. This condition should also be anticipated for excavations within the streets adjacent to the site.

Adequate shoring (i.e., shields) should be provided, as deemed necessary. Backfilling may require sand-cement slurry in order to reduce the potential of caving during the re moval of shoring.

Excavations should be reviewed periodically by the contractor's qualified person to confirm compliance with Cal/OSHA requirements.

Native soils should be suitable for use as trench backfill. Native backfi ll materials should be compacted to a minimum of 90 percent relative compaction (per ASTM D1557). S elect granular backfill (i.e., clean sand with SE 30 or better) may be us ed in lieu of native soils but should also be compacted or densified with water jetting and flooding. Trenches excavated next to structures and foundations should also be properly backfilled and compacted to provide full lateral support and reduce settlement potential.

3.12 Groundwater
Based on our subsurface exploration and review of published data, groundwater is anticipated to remain deeper than 50 feet bgs. Groundwater is not expected to be encountered during grading and construction, including the remedial removals; however, the presence of locally saturated soils and/or perched water cannot be ruled out specially during rainy seasons.

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3.13 Stormwater Infiltration
Based on our onsite percolation testing, storm water infiltration is considered feasible. In general, higher infiltration rates were encountered at dept hs below 10 feet. Additional infiltration testing may need to be conducted onsite once a water quality management plan has been prepared in order to evaluate the infiltration rate s at the actual location and dept h of the proposed devices. For preliminary design purposes, the following design infiltration rates may be used. These rates include a minimum factor-of-safety of 3 to account for soil variability.  Infiltration systems 6 to 10 feet deep: 1 inch per hour  Infiltration systems 10 to 15 feet deep: 3 inches per hour  Deep infiltration devices, 15 to 35 feet deep (i.e., dry wells): 5 inches per hour.

Infiltration systems should be designed and constructed in accordance with County of Orange and City of Anaheim guidelines. Infiltration systems should have a min imum setback of 1 0 feet from proposed residential structures. The subgrade soil utilized as th e infiltration surface should be reviewed and approved by the geotechnical consulta nt prior to installation of any infiltration devices. Special care should be ta ken to limit disturbanc e to native soils used as the infiltration surface. Proper maintenance will also be required to extend the operational life and reduce siltation or reduction in infiltration performance. All in filtration devices should be provided with an overflow system.

3.14 Surface Drainage and Irrigation
Maintaining adequate surface drainage, proper disposal of run-off water, and control of irrigation will help reduce the potential for future mois ture-related problems and differential movements from soil heave/settlement.

Surface drainage should be carefully taken into consideration during design, grading, landscaping, and building construction. Positive surface drainage should be provided to direct surface water away from structures and slopes and toward the street or suitable drainage devices. Ponding of water adjacent to the structures should not be allowed. Buildings should have roof gutter systems and the run-off should be directed to parking lot/street gutters by area drain pipes or by sheet flow over paved areas. Paved areas should be provided with adequate drainage devices, gradients, and curbing to prevent run-off flowing from paved areas onto adjacent unpaved areas.

Considering the climatic conditions in southern California and the rela tively low expansion potential of onsite soils, a two- percent slope away fro m structures should be provided and is in substantial compliance with the 2022 CBC. Also, swales with one-percent slopes are acceptable from our geotechnical standpoint and are common practice in this locale.

Construction of planter areas immediately adjacent to structures should be avoided if possible. If planter boxes are constructed adjacent to or near buildings, the planters should be provided with controls to prevent excessive penetration of th e irrigation water into th e foundation and flatwork subgrades. Provisions should be made to drain ex cess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Raised planter boxes may be drained with weepholes. Deep planters (such as palm tree planters) should be drained with below-ground, water-tight drainage lines conne cted to a suitable outlet. Mois ture barriers should also be considered.

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19 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx It is also important to maintain a consistent level of soil moisture, not allowing the subgrade soils to become overly dry or overly wet. Properly designed landscaping and irrigation systems can help in that regard.

3.15 Additional Subsurface Explor ation and Laboratory Testing Additional subsurface exploration and laboratory testing may be necessary during the design phase of the project for determination/confirmation of the percolation rates at the site, depending on the location and depth of the propos ed systems. Also, additional laboratory testing should be performed upon completion of th e grading to confirm/update th e design parameters provided herein.

3.16 Review of Future Plans
The project grading, foundation, wall, and landscap e plans should be revi ewed and accepted by the geotechnical consultant prior to grading and construction.

3.17 Observation and Testing during Grading and Construction Geotechnical observation and testing should be performed by SA GEO during the following phases of grading and construction:

 During site demolition, preparation and clearing;
 During excavations performed for remedial grad ing and to relocate or remove existing underground improvements;
 During earthwork, including observation and acceptance of remedial removal bottoms and fill placement, including import material (if any);
 Following the completion of gradin g, in order to verify soil properties for foundations, slab- on-grade and pavements;
 Upon completion of any foundation or structural excavation, prior to pouring concrete;  During slab and flatwork subgrade preparation prior to pouring concrete;  During placement of backfill for utility trenches and infiltration devices;  During placement of backfill for retaining structures (if any);  During installation and backfill of subdrainage systems (if any); and  When any unusual soil conditions are encountered.

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4.0 LIMITATIONS
This report has been prepared for the exclusive use of our client, Meritage Homes, within the scope of services requested for the subject property described herein. This report or its contents should not be used or relied upon fo r other projects or purposes, or by other parties without the acknowledgement of SA GEO and the consultation of a geotechnical professional. The means and methods used by SA GEO for this study are base d on local geotechnical st andards of practice, care, and requirements of governing agencies. No warranty or guarantee, expressed or implied, is given.

Our findings, conclusions, and recommenda tions are profession al opinions based on interpretations and inferences made from geolog ic and engineering data from specific locations and depths, observed or collected at a given time. By nature, geologic conditions can vary from point to point, can be very different in-between exploration points, and can also change over time.

Our conclusions and recommendations are, by na ture, preliminary and subject to verification and/or modification during grading and construction when more subsurface data is exposed.

Site Location and Seismic Hazard Map
Site Location
Meritage Homes
Proposed Residential Development
275 & 375 East Santa Ana Street
Anaheim, California
Project Number: 23048-01
Date: May 10, 2023
Figure 1
Source: Seismic Hazard Zones Map, Anaheim Quadrangle (CDMG, 1998)

Regional Geologic Map
Site Location
Source: Source: Santa Ana 30’x60’ Quadrangle (USGS, 2006) Meritage Homes
Proposed Residential Development
275 & 375 East Santa Ana Street
Anaheim, California
Project Number: 23048-01
Date: May 10, 2023
Figure 2

Source: Fault Activity Map of California (Jennings et al, 2010) Regional Fault Map
Site Location
Meritage Homes
Proposed Residential Development
275 & 375 East Santa Ana Street
Anaheim, California
Project Number: 23048-01
Date: May 10, 2023
Figure 3

Retaining Wall Drainage Detail
Figure 4

Appendix
A

23048-01
May 10, 2023
A-1

APPENDIX A

REFERENCES

California Division of Mines and Geology (CDMG), 1997, Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5-Minute Qu adrangles, Orange County, California, Seismic Hazard Zone Report 03.

California Division of Mines and Geology (CDMG), 1998, Seismic Hazard Zones Map, Anaheim Quadrangle, Official Map dated April 15, 1998.

California Geological Survey (C GS), 2018, Earthquake Fault Zone s, A Guide for Government Agencies, Property Owners / Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, Revised 2018.

California Geological Survey (CGS), 2021, Ts unami Hazard Area Map, County of Orange, California, Official Map dated July 8, 2021.

Jennings, Charles W. and Bryant W.A., 2010, Fault Activity Map of California, Department of Conservation, California Geological Survey, Geologic Data Map No. 6.

Nationwide Environmental Title Research, LLC (NETR), 2022, Historic Aerials by NETR Online, Date Accessed: April 26, 2023; website address:
http://historicaerials.com

Orange County Public Works (OCPW), 2013, Or ange County Watersheds Water Quality Management Plan (WQMP) Technical Guid ance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans, Exhibit 7.III, Dated December 20, 2013.

State of Californi a Water Resources Control Bo ard, 2023, GeoTracker Website, http://geotracker.waterboards.ca.gov/

Structural Engineers Association/Office of Statewide Health Planning and Development (SEA/OSHPD), 2023, U.S. Seismic Design Maps, web site address:
https://seismicmaps.org/; Date Accessed: April 25, 2023.

U.S. Geological Survey, 2006, Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California, dated 2006, Open File Report 2006-1217.

U.S. Geological Survey, 2023, Unified Haza rd Tool, NSHM 2014 Dynamic Deaggregation Program; web site address: https://earthqu ake.usgs.gov/hazards/interactive/; Date Accessed: April 25, 2023.

Appendix
B

COARSE

GRAINED SOILS
MORE THAN 50%

OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE

FINE GRAINED
SOILS
MORE THAN 50%

OF MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE

GRAVEL AND

GRAVELLY
SOILS
MORE THAN 50% OF

COARSE FRACTION
RETAINED ON NO. 4
SIEVE

SAND AND

SANDY SOILS
MORE THAN 50% OF

COARSE FRACTION
PASSING NO. 4 SIEVE

SILTS AND
CLAYS

SILTS AND
CLAYS

HIGHLY ORGANIC SOILS
CLEAN

GRAVELS
(LITTLE OR NO
FINES)

GRAVELS WITH
FINES
(APPRECIABLE

AMOUNT OF FINES)

CLEAN SANDS
(LITTLE OR NO
FINES)

SANDS WITH
FINES
(APPRECIABLE

AMOUNT OF FINES)

LIQUID LIMIT LESS
THAN 50

LIQUID LIMIT
GREATER THAN 50
NOTE: Dual symbols are used to indicate gravels or sand with 5-12% fines and soils with fines classifying as CL-ML. Symbols separated by a slash indicate borderline soil classifications.

SOIL CLASSIFICATION CHART

MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS
GW

POORLY GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES

CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO
FINES

POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR

NO FINES

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

SANDY OR SILTY SOILS, ELASTIC SILTS

INORGANIC CLAYS OF HIGH PLASTICITY

ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,

ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC

CONTENTS
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT

WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

KEY TO LOG OF BORING
Sampler and Symbol Descriptions Laboratory and Field Test Abbreviations GS
Notes:

AL
DS
CN
CC Chemical Testing incl. Soluble Sulfate
RV
MD
SE Sand Equivalent
EI Expansion Index
Modified California sample (D-#)
Standard Penetration Test (S-#)
Large bulk sample (B-#)
Resistance Value (R-Value)
Grain Size Analysis (Sieve, Hydro. and/or -No. 200)Approximate depth of groundwater during drilling Approximate depth of static groundwater
Atterberg limits (plasticity)
Small bulk sample (SB-#)
Maximum Density and Optimum Moisture
SE
Consolidation
Direct Shear
Sand Equivalent
UU Unconsolidated Undrained Shear Strength
Note: Number of blows required to advance driven sample 12 inches (or length noted).

Shelby tube sample (T-#)

1. 2.

Soil classifications are based on the Unified Soil Classification System and include color, moisture, and relative density or consistency. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate. Bedrock descriptions are based on visual classification and include rock type, moisture, color, grain size, strength, and weathering.

Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were drilled. They are not warranted to be representative of subsurface conditions at other locations or times.

D-3
D-5
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

21.5 H-1
D-1
20 @ 5’: Yellowish brown silty fine SAND, moist, medium dense, trace mica.

Alluvium (Qal)
CL-
ML
D-4 @ 10’: Yellowish brown fine to medium SAND, damp,
medium dense, friable.

3.5 100.1
@ 15’: Olive brown silty fine to medium SAND, very moist to wet, medium dense. Local SILT layers, 2 to 3 inches thick.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, dense, friable.

1.9 107.2
25 9
55 12.3 109.0

20.1 102.8SM/
ML
SP
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown sandy SILT/CLAY, moist, stiff, trace mica.

Surface: 3” AC over 3” AB
D-2
Lower: Yellowish brown fine SAND with silt, moist, medium dense, micaceous, slightly friable.

SP-
SM
16 22
@ 7.5’: Upper: Yellowish brown silty fine SAND, moist,
medium dense, trace mica. 10.4 111.6

11.0 103.7
B-1 @ 0.5’-5’B-1
Notes:

Total Depth: 21.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP
SM DS
CN
CN

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

51.5 H-2
D-1
20 @ 5’: Yellowish brown silty fine SAND, moist, medium dense, micaceous.

Alluvium (Qal)
SM/
ML
D-4 @ 10’: Upper: Yellowish brown to pale yellow silty fine SAND, moist, medium dense, trace mica. 4.1 106.0
@ 15’: Pale yellow fine to coarse SAND, damp, medium
dense, friable. Silt layer within sample, 2 to 3 inches thick.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, dense, friable.

2.0 107.1
28 21
49 D-5

8.4 109.4

2.3 104.6
D-7 @ 25’: Pale yellow fine to coarse SAND, damp, dense, friable. 2.1 104.1
30 Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty fine SAND/SILT, damp to moist, medium dense/stiff, micaceous, trace pinhole pores.

Surface: 3” AC over 2.5” AB.

D-2
21 14 @ 7.5’: Yellowish brown to pale yellow silty fine SAND, damp to moist, medium dense, trace mica.

7.9 102.9

8.0 106.3SP
SP/
ML
SP
B-1 @ 0.5’-5’B-1
Lower: Pale yellow fine to medium SAND, damp, friable,
medium dense.

ML Sampler Tip: Olive gray SILT, very moist, stiff, FeO staining.

SM

D-12
Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
H-2
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

@ 30’: Pale yellow to gray fine to medium SAND, damp,
dense, friable.

1.9 107.5D-8
54 SP

51.5 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California, Bulk
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Date(s)Drilled: 4-18-2023
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
D-9
@ 35’: Gray fine to medium SAND, damp, dense, friable.44

3.5 102.3

34.7 87.2

3.1 103.6

3.1 107.8
D-10 47 SP-
SM
D-11 66
@ 40’: Olive gray to gray fine to medium SAND with silt, damp, medium dense, slightly friable.
@ 45’: Gray fine to coarse SAND, damp, dense, friable.
23 @ 50’: Dark Olive gray fine sandy SILT, wet, very stiff.ML Notes:

Total Depth: 51.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP

@ 7.5’: Pale yellow brown fine to medium SAND, damp to
moist, medium dense, friable.

D-3
D-5
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

21.5 H-3
D-1
10 @ 5’: Dark yellowish brown silty fine SAND, moist, loose, trace mica.

Alluvium (Qal)
D-4 @ 10’: Pale yellow brown fine to coarse SAND, damp to moist, medium dense, friable.

5.4 100.0
@ 15’: Upper: Dark olive silty fine SAND/SILT, very moist, medium dense/stiff, micaceous.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, medium dense, friable, trace fine gravel.

3.6 106.5
20 15
60 10.6 112.2

4.1 121.3SM/
ML
SP
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty SAND, moist, medium stiff, trace mica.

Surface: 3” AC over 4” AB
D-2
10 21 4.4 101.1

13.4 109.0
B-1 @ 0.5’-5’
MDB-1
Notes:

Total Depth: 21.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP
Lower: Pale yellow fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

SM
CN

@ 0-2.5’: Very dark brown sandy CLAY/SILT, damp.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

51.5 H-4
D-1
11 @ 5’: Yellowish brown silty fine SAND/SILT, very moist, medium dense/stiff.

CL-
ML
D-4 @ 10’: Yellowish brown fine to medium SAND, damp,
medium dense, friable.

2.7 103.2
@ 15’: Yellowish brown fine to coarse SAND, damp to
moist, medium dense, friable. Silt layers 1 to 2 inches thick in sample.

D-6 @ 20’: Pale yellow fine to coarse SAND, moist, medium dense, friable.

7.9 102.7
24 24
30 D-5

20.7 94.4

5.8 114.2
D-7 @ 25’: Pale yellow to gray fine to coarse SAND, damp to moist, dense, friable.

5.3 108.7
69 Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
Alluvium (Qal)
@ 2.5’: Dark yellowish brown silty fine to medium SAND, moist, loose, micaceous.

Surface: 3” AC, No AB.

D-2
11 20 @ 7.5’: Yellowish brown fine to medium SAND with silt, damp, medium dense, friable.

4.0 106.6

13.2 103.8
SP
SP/
ML
SP
B-1 @ 0.5’-5’
GS, EI, CC, DSB-1
SM-
ML
Sampler Tip: Yellowish brown silty fine SAND/SILT, very moist to wet, medium dense/stiff.

Undocumented Artificial Fill (Afu)
SM
SM/
ML
SP-
SM
SP

SM
D-12
Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
H-4
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

@ 30’: Light gray fine to coarse SAND, damp, dense, friable. 4.9 104.7D-8 58 SP

51.5 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California, Bulk
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Date(s)Drilled: 4-18-2023
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
D-9
@ 35’: Yellowish brown fine to coarse SAND, damp to moist, dense, friable.
61 14.1 109.4

18.4 99.8

6.2 107.3

5.9 119.9
D-10 56 SP-
SM
D-11 75/
11”
@ 40’: Yellowish brown fine to medium SAND with silt,
moist, dense, slightly friable.
@ 45’: Upper: Olive gray SILT, very moist to wet, hard. 42 @ 50’: Upper: Olive gray SILT, very moist, very stiff, FeO staining.

ML
Notes:

Total Depth: 51.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP Lower: Yellowish brown fine to medium SAND, moist, very dense, slightly friable.

ML
Lower: Olive gray silty fine to medium SAND, moist, dense.

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-19-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
10 P-1
D-1
Alluvium (Qal)
CL-
ML
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown sandy CLAY/SILT, moist, stiff, micaceous.
23 B-1 @ 0.5-5’
GS, AL, EI, CCB-1
Notes:

Total Depth: 10 Feet.

Groundwater Not Encountered.

Installed 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/19/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
19 D-2
15 SM/
ML
Surface: 1” AC over 3” AB.

9.8 108.5

10.3 106.3

14.1 108.7
@ 5’: Upper: Light olive brown silty fine SAND/SILT, moist, medium dense/stiff.

Lower: Yellowish brown silty fine SAND, moist, medium
dense.

SM
@ 8’: Upper: Light olive brown silty fine SAND/SILT, moist, medium dense/stiff.

SM/
ML
SM Lower: Yellowish brown silty fine SAND, moist, medium dense.

GS

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-19-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
15 P-2
D-1
Alluvium (Qal)
SM
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty fine SAND, moist, medium dense, micaceous.
22 Notes:

Total Depth: 15 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/19/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
21 D-2
17 Surface: 4” AC, No AB.

8.3 110.6

13.9 110.1

9.0 107.7
@ 5’: Light olive brown silty fine SAND, moist, medium
dense.

SM/
ML
@ 7.5’: Upper: Yellowish brown to olive brown silty fine SAND/SILT, moist, medium dense/stiff, FeO staining.

SM
SP
@ 13’: Pale yellow fine to medium SAND, damp, medium
dense, friable.

D-4 27
D-5 30
@ 10’: Pale yellow fine to medium SAND, damp, medium
dense, friable.

2.3 101.0

2.8 105.3
Lower: Yellowish brown silty fine SAND, moist, medium dense

Lower: Light gray silty fine SAND, damp to moist, medium dense. micaceous.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-19-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
35 P-3
D-1
32 @ 5’: Upper: Light gray fine sandy SILT, moist, stiff.

D-4 @ 10’: Pale yellow fine to medium SAND, damp, medium dense, highly friable.

1.3 102.3
@ 15’: Yellowish brown silty fine to medium SAND, damp, medium dense, micaceous.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, dense, highly friable.

1.3 107.8
34 26
48 D-5

9.6 100.1

6.3 114.8
D-7 @ 25’: Upper: Pale yellow fine to coarse SAND, damp, dense, highly friable.

1.7 111.5
16 Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Pale yellow silty fine SAND, damp, medium dense, micaceous.

Surface: 4” AC, No AB.

D-2
29 29 @ 7.5’: Pale yellow silty fine SAND, damp, medium dense, micaceous.

4.7 112.2

5.5 103.1
SP
SM
SP
ML Lower: Olive gray SILT, wet, stiff.

ML
Alluvium (Qal)
SM
SM
GS

Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
P-3
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

@ 33’: Light gray fine to medium SAND with silt, damp, very dense, friable.

2.2 106.4D-8
78 SP
35 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Date(s)Drilled: 4-19-2023
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
Notes:

Total Depth: 35 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
10 P-4
D-1
Alluvium (Qal)
CL-
ML
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown sandy CLAY/SILT, moist, stiff, micaceous.
11 Notes:

Total Depth: 10 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
10 D-2
18 Surface: 4” AC over 3.5” AB.

7.2 107.0

16.5 128.9
@ 5’: No Sample Recovery.
@ 8’: Upper: Yellowish brown silty fine to medium SAND, moist, medium dense.

SP Lower: Pale yellowish brown fine to coarse SAND, damp, medium dense, friable.

SM

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
20 P-5
D-1
Alluvium (Qal)
SM/
ML
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty fine to medium SAND/ SILT, moist, loose/medium stiff, micaceous.
11 Notes:

Total Depth: 20 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
12 D-2
20 Surface: 4” AC over 3.5” AB.

8.0 107.0

2.9 101.4

13.2 108.1
@ 5’: Dark yellowish brown silty fine to medium SAND,
moist, loose, micaceous.

SP
@ 7.5’: Pale yellow fine to coarse SAND, damp, medium
dense, friable.
@ 15’: Pale yellow fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

D-4
24 D-5 26
@ 10’: Pale yellow fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

3.6 105.5

3.4 101.2
@ 18’: Pale yellow fine to coarse SAND, damp, medium
dense, friable.

D-6
24 2.9 99.1
SM

SM Lower: Gray silty fine SAND, damp, dense, micaceous. @ 25’: Upper: Pale yellowish brown fine to medium SAND, damp, dense, friable.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Date(s)Drilled: 4-19-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
35 P-6
D-1
13 @ 5’: Yellowish brown silty fine to medium SAND, moist, micaceous.

D-4 @ 10’: Pale yellowish brown fine to coarse SAND, damp, medium dense, friable.

4.4 101.1
@ 15’: Light gray fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

D-6 @ 20’: Yellowish brown fine to medium SAND with silt, damp, medium dense, friable.

4.9 115.7
20 30
30 D-5

9.6 105.5

3.0 94.7
D-7 2.7 105.9 67
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Yellowish brown silty fine SAND, moist, loose,
micaceous.

Surface: 1.5” AC, over 3” AB.

D-2
14 18 @ 7.5’: Pale yellowish brown fine to coarse SAND, damp, medium dense, friable.

3.3 100.6

12.3 105.6
SP
SP-
SM
Alluvium (Qal)
SM
SP

Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
P-6
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

@ 33’: Upper: Light yellowish brown fine to medium SAND with silt, damp, medium dense.

3.7 111.7D-9
24 SP-
SM
35 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Date(s)Drilled: 4-19-2023
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
Notes:

Total Depth: 35 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.
@ 33’: Light gray fine to coarse SAND, damp, dense, friable.D-8 56 SP
Lower: Olive brown fine sandy SILT, moist, stiff.ML

2.8 102.9

Appendix
C

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project: Meritage - 275 Santa Ana Street Performed by: GA Project No.: 23048-01 Checked by: KL
Date: 4/19/2023
Dry Soil
before
Wash
+
WContainer
Dry Soil
after #200
Wash
+
WContainer
WContainer
Wt of soil
retained on
# 200
sieve
Initial wt of
dry soil
Soil % passing
200 sieve
g g g g g %
P-1 B-1 0.5-5 Brown, Sandy Silty Clay (CL-ML) 793.71 434.37 220.46 213.91 573.25 62.68 H-4 B-1 0-5 Brown, Sandy Silty Clay (CL-ML) 782.30 485.68 221.74 263.94 560.56 52.91 MATERIALS FINER THAN 75-μm (No. 200) SIEVE by WASHING
ASTM D1140
Boring
No.

Sample
No.

Sample Description
(USCS)
Depth
(ft)
00005
Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project: 275 & 375 E. Santa Ana St. - Anaheim Performed by: GA Project No.: 23048-01 Checked by: KL
Date: 4/21/2023
Dry Soil
before
Wash
+
WContainer
Dry Soil
after #200
Wash
+
WContainer
WContainer
Wt of soil
retained on
# 200
sieve
Initial wt of
dry soil
Soil % passing
200 sieve
g g g g g %
P-1 D-3 7.5 Yellowish Brown, Silty Sand (SM) 729.21 596.71 218.85 377.86 510.36 25.96 P-3 D-5 15 Yellowish Brown, Silty Sand (SM) 750.18 588.60 223.45 365.15 526.73 30.68 MATERIALS FINER THAN 75-μm (No. 200) SIEVE by WASHING
ASTM D1140
Boring
No.

Sample
No.

Sample Description
(USCS)
Depth
(ft)

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project Name: Meritage - 275 Santa Ana Street Tested by: AH Project No.: 23048-01 Checked by: KL
Boring No.: P-1 Date: 04/19/23
Sample No.: B-1
Depth (ft): 0.5-5
Soil Description: Brown, Sandy Silty Clay (CL-ML)

LL LL LL PL PL
- 34 28 15 - -
(g) 20.3 24.4 20.3 8.5 8.1
(g) 18.3 21.6 18.3 7.2 6.9
(g) 10.9 11.3 11.4 1.1 1.1
(%) 26.7 27.6 29.9 20.9 20.7
28 21
7 CL-ML
Plastic Limit (PL)
Liquid Limit (LL)
Remarks:
- Fine Sample is Less than 50% of Passing
#200)
USCS
Plasticity Index (PI)
Water content
Wt. of Container
Wt. of Dry soil + Container
Wt. of Wet Soil + Container
No. of blows
Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D4318
Test
0 10
20 30
40 50
0 10 20 30 40 50 60 70 80 90 100
PLASTICITY INDEX, PI (%)
LIQUID LIMIT, LL (%)

CL - ML
CL or OL
CH or OH
ML or OL
MH or OH
Plasticity (Clays) or Compressibility (Silts)

LOW MEDIUM HIGH
26 27
28 29
30 10 100
Moisture content (%)
Number of blows
25 SAG-23-002-2
Client: SA Geotechnical, Inc GA
Project Name: 275 & 375 E. Santa Ana St. - Anaheim KL
Project Number: 23048-01 Date:

Boring No.: H-1
Sample No.: D-2
Sample Type:

Depth (ft): 5
Soil Description: Brown, Silty Sand (SM)
Type of test: Consolidated, Drained
1 2 3
1 2 4

0.002 0.002 0.002
#REF! #REF!
O 0.83 1.62 2.75
X 0.74 1.31 2.45

1.000 1.000 1.000

0.9976 0.9906 0.9849

2.416 2.416 2.416

12.5 12.5 12.5

22.5 19.4 19.9
102.5 109.5 104.8
Undisturbed Ring
Test No.

Symbol

DIRECT SHEAR TEST
HAI Project No.:

Tested by:

Checked by:
4/21/2023
ASTM D3080
Initial Moisture Content (%)
Dry Density (pcf)
Final Moisture Content (%)
Normal Stress (ksf)
Deformation Rate (in/min)
Peak Shear Stress (ksf)
Initial Height of Sample (in)
Diameter of Sample (in)
Height of Sample before Shear (in)
Shear Stress @ End of Test (ksf)
0 1
2 3
4 0 1 2 3 4 5 6 7 8
Shear Stress (ksf)
Normal Stress (ksf)
Peak
Ultimate
0 1
2 3
4 0 0.05 0.1 0.15 0.2 0.25
Shear Stress (ksf)
Horizontal Deformation (in)

SAG-23-002-2
Client: SA Geotechnical, Inc GA
Project Name: 275 & 375 E. Santa Ana St. - Anaheim KL
Project Number: 23048-01 Date:

Boring No.: H-4
Sample No.: B-1
Sample Type:

Depth (ft): 0-5
Soil Description: Brown, Silty Sand (SM)
Type of test: Consolidated, Drained
1 2 3
1 2 4

0.002 0.002 0.002
#REF! #REF!
O 0.80 1.38 2.58
X 0.73 1.36 2.48

1.000 1.000 1.000

0.9953 0.9853 0.9800

2.416 2.416 2.416

12.2 12.2 12.2

21.6 21.1 19.6
106.4 106.4 106.4
Sample Remold
Test No.

Symbol

DIRECT SHEAR TEST
HAI Project No.:

Tested by:

Checked by:
4/21/2023
ASTM D3080
Initial Moisture Content (%)
Dry Density (pcf)
Final Moisture Content (%)
Normal Stress (ksf)
Deformation Rate (in/min)
Peak Shear Stress (ksf)
Initial Height of Sample (in)
Diameter of Sample (in)
Height of Sample before Shear (in)
Shear Stress @ End of Test (ksf)
0 1
2 3
4 0 1 2 3 4 5 6 7 8
Shear Stress (ksf)
Normal Stress (ksf)
Peak
Ultimate
0 1
2 3
4 0 0.05 0.1 0.15 0.2 0.25
Shear Stress (ksf)
Horizontal Deformation (in)

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-1 Date: 04/21/23
Sample No.: D-3
Type of Sample: Undisturbed Ring
Depth (ft): 7.5
Soil Description: Brown, Clayey Sand (SC)
H (in)
Hs (in)
Hw (in)
Ha (in)
(pcf)
(%)
(%)
* Saturation is calculated based on Gs= 2.70
Load δH H Voids av Mv
(ksf) (in) (in) (in) (ksf-1) (ksf-1)

0.01 ------- 1.0000 0.345 0.527

0.2 0.0023 0.9977 0.343 0.523 1.8E-02 1.2E-02

0.4 0.0043 0.9957 0.341 0.520 1.5E-02 1.0E-02

0.8 0.0082 0.9918 0.337 0.514 1.5E-02 9.8E-03

1.6 0.0137 0.9863 0.331 0.506 1.0E-02 7.0E-03

3.2 0.0192 0.9808 0.326 0.497 5.2E-03 3.5E-03

3.2 0.0204 0.9796 0.325 0.496

6.4 0.0278 0.9723 0.317 0.484 3.5E-03 2.4E-03

12.8 0.0368 0.9632 0.308 0.471 2.2E-03 1.5E-03

3.2 0.0334 0.9666 0.312 0.476

0.8 0.0301 0.9699 0.315 0.481

0.2 0.0265 0.9735 0.318 0.486
e Comment
(%)

1.4 2.0

1.9 2.6
Unloaded
Water Added

3.0 3.3

3.7 2.8

0.8 0.4

0.2 0
Consol.

0.240
Initial Conditions
(g) (g)(g)
154.16
Height

0.284

0.655

0.974
150.88
Height of Water
Height of Solids
Initial Total Weight
132.86

1.000
Final Dry WeightFinal Total Weight

0.655
Final Conditions

CONSOLIDATION TEST
ASTM D2435

89.0 Height of Air

16.0 69.5

13.6 0.105
116.4110.4

0.035
Saturation
Water Content
Dry Density

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-1 Date: 04/21/23
Sample No.: D-3
Type of Sample: Undisturbed Ring
Depth (ft): 7.5
Soil Description: Brown, Clayey Sand (SC)

CONSOLIDATION TEST
ASTM D2435
-1.2

0.0 1.2

2.4 3.6

4.8 0.1 1 10 100
Consolidation (%)
Pressure, p (ksf)
Water added

0.46 0.48

0.50 0.52

0.54 0.1 1 10 100
Void Ratio, e
Pressure, p (ksf)
Water added

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-1 Date: 04/21/23
Sample No.: D-5
Type of Sample: Undisturbed Ring
Depth (ft): 15
Soil Description: Brown, Silty Sand (SM)
H (in)
Hs (in)
Hw (in)
Ha (in)
(pcf)
(%)
(%)
* Saturation is calculated based on Gs= 2.70
Load δH H Voids av Mv
(ksf) (in) (in) (in) (ksf-1) (ksf-1)

0.01 ------- 0.9930 0.383 0.627

0.2 0.0041 0.9889 0.378 0.620 3.5E-02 2.2E-02

0.4 0.0083 0.9847 0.374 0.613 3.4E-02 2.1E-02

0.8 0.0145 0.9785 0.368 0.603 2.5E-02 1.6E-02

1.6 0.0235 0.9696 0.359 0.588 1.8E-02 1.2E-02

3.2 0.0325 0.9606 0.350 0.574 9.2E-03 5.9E-03

3.2 0.0332 0.9598 0.349 0.572

6.4 0.0444 0.9487 0.338 0.554 5.7E-03 3.7E-03

12.8 0.0600 0.9330 0.323 0.528 4.0E-03 2.6E-03

3.2 0.0562 0.9369 0.326 0.535

0.8 0.0513 0.9417 0.331 0.543

0.2 0.0462 0.9468 0.336 0.551
e Comment
(%)

2.4 3.3

3.3 4.7
Unloaded
Water Added

5.2 5.7

6.0 4.5

1.5 0.8

0.4 0
Consol.

0.357
Initial Conditions
(g) (g)(g)
147.51
Height

0.315

0.610

0.947
150.62
Height of Water
Height of Solids
Initial Total Weight
123.82

0.993
Final Dry WeightFinal Total Weight

0.610
Final Conditions

CONSOLIDATION TEST
ASTM D2435

93.8 Height of Air

19.1 93.3

21.6 0.026
114.7103.6

0.021
Saturation
Water Content
Dry Density

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-1 Date: 04/21/23
Sample No.: D-5
Type of Sample: Undisturbed Ring
Depth (ft): 15
Soil Description: Brown, Silty Sand (SM)

CONSOLIDATION TEST
ASTM D2435
-2.0

0.0 2.0

4.0 6.0

8.0 0.1 1 10 100
Consolidation (%)
Pressure, p (ksf)
Water added

0.50 0.53

0.56 0.59

0.62 0.65

0.1 1 10 100
Void Ratio, e
Pressure, p (ksf)
Water added

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-3 Date: 04/21/23
Sample No.: D-4
Type of Sample: Undisturbed Ring
Depth (ft): 10
Soil Description: Brown, Poorly Graded Sand (SP)
H (in)
Hs (in)
Hw (in)
Ha (in)
(pcf)
(%)
(%)
* Saturation is calculated based on Gs= 2.70
Load δH H Voids av Mv
(ksf) (in) (in) (in) (ksf-1) (ksf-1)

0.01 ------- 1.0280 0.509 0.982

0.2 0.0029 1.0251 0.506 0.977 2.9E-02 1.5E-02

0.4 0.0052 1.0228 0.504 0.972 2.2E-02 1.1E-02

0.8 0.0097 1.0183 0.500 0.963 2.2E-02 1.1E-02

1.6 0.0147 1.0133 0.495 0.954 1.2E-02 6.2E-03

3.2 0.0196 1.0084 0.490 0.944 5.9E-03 3.0E-03

3.2 0.0206 1.0074 0.489 0.942

6.4 0.0279 1.0001 0.481 0.928 4.4E-03 2.3E-03

12.8 0.0367 0.9914 0.473 0.911 2.6E-03 1.4E-03

3.2 0.0344 0.9936 0.475 0.916

0.8 0.0321 0.9959 0.477 0.920

0.2 0.0302 0.9978 0.479 0.924

CONSOLIDATION TEST
ASTM D2435

99.8 Height of Air

34.1 50.3

18.3 0.253

87.885.0

0.001
Saturation
Water Content
Dry Density
Height

0.478

0.519

0.998
124.46
Height of Water
Height of Solids
Initial Total Weight
105.20

1.028
Final Dry WeightFinal Total Weight

0.519
Final Conditions
(g) (g)(g)
141.11

3.1 3.3

3.6 2.7

0.9 0.5

0.3 0
Consol.

0.256
Initial Conditions
e Comment
(%)

1.4 2.0

1.9 2.9
Unloaded
Water Added

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-3 Date: 04/21/23
Sample No.: D-4
Type of Sample: Undisturbed Ring
Depth (ft): 10
Soil Description: Brown, Poorly Graded Sand (SP)

CONSOLIDATION TEST
ASTM D2435
-1.0

0.0 1.0

2.0 3.0

4.0 0.1 1 10 100
Consolidation (%)
Pressure, p (ksf)
Water added

0.90 0.92

0.94 0.96

0.98 1.00

0.1 1 10 100
Void Ratio, e
Pressure, p (ksf)
Water added

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project: 275 & 375 E. Santa Ana St. - Anaheim Tested by: AH Project No.: 23048-01 Checked by: KL
Boring Number: H-3 Date: 04/21/23
Sample Number: B-1
Depth (ft) : 0-5
Soil Description: Brown, Silty Sand (SM)
Mold size (in) 4" 115.7
Procedure A 12.2
Weight Retained on: 1.1 -
Remarks: -
Compaction Characteristics of Soils Using Modified Effort ASTM D1557
Maximum Dry Density (pcf)
Corrected Optimum Moisture Content (%)
Corrected Maximum Dry Density (pcf)
Optimum Moisture Content (%)
100
110
120
130
140
0 5 10 15 20 25 30
Dry Density (pcf)
Moisture Content (%)
Gs= 2.80
Gs= 2.70

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project Name: Meritage - 275 Santa Ana Street Tested by: GA Project No.: 23048-01 Checked by: KL
Boring No.: H-4 Date:

Sample No.: B-1
Depth (ft): 0-5 Apparatus No.: 2
Soil Description: Brown, Sandy Silty Clay (CL-ML)
259.07 g 632.22 g
237.65 g 563.02 g

11.30 g 206.46 g

21.42 g 69.20 g
226.35 g 356.56 g

9.5 % 19.4 %
601.21 g
206.46 g
394.75 g
122.9 pcf 4/24/2023 9:50 0 0
112.3 pcf 4/24/2023 10:00 10 0.0000

2.68 -

51.9 % 4/25/2023 9:50 1440 0.0039
Wt. of water
Wt. of container
Very Low
∆h, Expansion
0 0
Moisture Content
Final Specimen Info
Wt. of wet soil + cont.

Wt. of dry soil + cont.

Wt. of container

EXPANSION INDEX
ASTM D4829
4/19/2023
Wt. of wet soil + cont.

Initial Specimen Info
Wt. of water
Wt. of ring
Wt. of wet soil + ring
Wt. of wet soil
Wt. of dry soil + cont.

Wet density of soil
Wt. of dry soil
Expansion Index =
Dial
Reading
Saturation
Moisture Content
Add Distilled Water to Sample
Date & Time
Elapsed
Time
(min)

0.0039
4 Specific gravity of soil
Dry density of soil
Wt. of dry soil

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project Name: Meritage - 275 Santa Ana Street Tested by: GA Project No.: 23048-01 Checked by: KL
Boring No.: P-1 Date:

Sample No.: B-1
Depth (ft): 0.5-5 Apparatus No.: 1
Soil Description: Brown, Sandy Silty Clay (CL-ML)
242.10 g 628.44 g
221.24 g 555.80 g

11.89 g 201.91 g

20.86 g 72.64 g
209.35 g 353.89 g

10.0 % 20.5 %
597.86 g
201.91 g
395.95 g
120.2 pcf 4/24/2023 9:15 0 0
109.3 pcf 4/24/2023 9:25 10 0.0000

2.68 -

50.4 % 4/25/2023 9:15 1440 0.0081
Wt. of water
Wt. of container
Very Low
∆h, Expansion
0 0
Moisture Content
Final Specimen Info
Wt. of wet soil + cont.

Wt. of dry soil + cont.

Wt. of container

EXPANSION INDEX
ASTM D4829
4/19/2023
Wt. of wet soil + cont.

Initial Specimen Info
Wt. of water
Wt. of ring
Wt. of wet soil + ring
Wt. of wet soil
Wt. of dry soil + cont.

Wet density of soil
Wt. of dry soil
Expansion Index =
Dial
Reading
Saturation
Moisture Content
Add Distilled Water to Sample
Date & Time
Elapsed
Time
(min)

0.0081
8 Specific gravity of soil
Dry density of soil
Wt. of dry soil

Project X REPORT S230421F
Corrosion Engineering Page 2
Corrosion Control – Soil, Water, Metallurgy Testing Lab

29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com

Soil Analysis Lab Results
Client: HAI
Job Name: Meritage - 275 Santa Ana Street
Client Job Number: SAG-23-002 / 23048-01
Project X Job Number: S230421F
April 25, 2023

Method
Bore# /
Description
Depth
(ft) (mg/kg) (wt%) (mg/kg) (wt%)
P-1 B-1 0.5-5 32.0 0.0032 21.7 0.0022
H-4 B-1 0-5 106.6 0.0107 49.6 0.0050
ASTM
D4327
ASTM
D4327
Sulfates
SO4
2-
Chlorides
Cl-

Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract PPM = mg/kg (soil) = mg/L (Liquid)

Note: Sometimes a bad sulfate hit is a contaminated spot. Typical fertilizers are Potassium chloride, ammonium sulfate or ammonium sulfate nitrate (ASN). So this is another reason why testing full corrosion series is good because we then have the data to see if those other ingredients are present meaning the soil sample is just fertilizer-contaminated soil. This can happen often when the soil samples collected are simply surface scoops which is why it's best to dig in a foot, throw away the top and test the deeper stuff. Dairy farms are also notorious for these items.

Appendix
D

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/40 /23
/40
/39 /21 /23
/39
/38 /21 /23
/41 /3 /4 /9
/7 /6 /34 /42 /2 /i255 /18 /41 /43 /24/38
/37 /21 /23
/37
/23 /21 /23
/23
/36 /21 /23/23
/44/i255/10 /8 /9 /6 /5 /7 /45 /34 /6 /7 /8 /9 /i255 /6 /8 /i255 /46 /3 /47 /3 /5 /42 /26 /27 /26 /23 /22 /27
/23
/26 /23
/22 /23
/29 /23
/36 /23
/23 /23
/10 /14 /8/30 /2 /30 /6 /i255 /1 /7 /30 /6 /3 /9 /31 /2 /32 /i255 /5 /33 /34 /12 /i255 /18 /35 /11/24
/37 /23
/38 /23
/39 /23
/40 /23
/40
/39 /21 /23
/39
/38 /21 /23
/38
/37 /21 /23
/41 /3 /4 /9 /7 /6 /34 /42 /2 /i255 /18 /41 /43 /24/37
/23 /21 /23
/23
/36 /21 /23

/0 /1/2/2/3/4 /5 /i255 /7 /8 /3 /8 /9 /7 /8 /9 /10 /7 /i255 /11 /12 /4 /13 /i255/14/15/3 /16 /16 /4 /15 /16 /3 /8 /9 /12 /17 /18 /i255 /19 /12 /8 /3 /20 /14/15/3 /16 /16 /4 /15 /16 /3 /8/9 /12 /17 /i255 /8 /3 /4 /16 /15 /8 /7 /21 /22 /23 /24 /25 /26 /i255 /28 /22 /25 /29 /30 /31/32/33/34 /35 /36 /i255 /38 /39 /40 /41 /42 /43 /22 /22 /31 /44 /26 /43 /22 /i255 /25/44 /23 /22/32/45/46 /45 /45 /45 /34 /45 /34 /45 /34 /45 /34 /i255 /38 /39 /47 /48 /49 /50 /51 /i255 /52 /25 /30 /24 /26 /31 /i255 /53/30 /23 /29 /30 /26/32/45/46 /35 /45 /54 /55 /56 /34 /55 /35 /i255 /57 /58 /15 /10 /12 /59 /15 /4 /15 /60 /i255 /8 /3 /4 /16 /15 /8 /7 /21 /22 /23 /24 /25 /26 /i255 /28 /22 /25 /29 /30 /31/32/33/54 /33 /61 /46 /55 /54 /56 /56 /i255 /38 /39 /40 /41 /42 /43 /22 /22 /31 /44 /26 /43 /22 /i255 /25 /44 /23 /22/32/45/46 /45 /45 /45 /62 /34 /56 /34 /34 /54 /34 /35 /i255 /38 /39 /47 /48 /19 /12 /8 /3 /20 /7
/63 /29 /26 /26 /22 /31/32/56/45 /45 /i255 /64
/21 /22 /65 /29 /31 /24 /44 /66/32/45/i255 /64
/67 /25 /44 /43 /22/32/45/46 /45 /35 /i255 /64
/68/15/3 /17 /i255 /69 /12 /59 /15 /4 /i255 /3 /20 /20 /i255 /7 /12 /1 /4 /10 /15 /7 /70 /53/32/55/46 /35
/25/32/56/56 /46 /61 /61 /i255 /71 /72
/73 /74/32/56/46 /62 /54 /i255 /75
/68/12/60 /15 /i255 /69 /20 /3 /4 /16 /15/7 /8 /i255/2/76/4 /i255 /77 /9 /17 /70 /53/32/35/46 /62
/25/32/56/45 /46 /54 /33 /i255 /71 /72
/73 /74/32/45/46 /61 /i255 /75
/78 /30 /26 /23 /25 /29 /79 /24 /23 /29 /30 /26/32/56/62 /46 /36 /55 /i255 /64 /68/12/60 /15 /i255 /69 /20 /3 /4 /16 /15 /7 /8 /i255/2/76/4 /76 /80 /74 /i255 /77 /9 /17 /70 /53/32/35/46 /62
/25/32/54/46 /54 /56 /i255 /71 /72
/73 /74/32/45/46 /55 /36 /i255 /75
/78 /30 /26 /23 /25 /29 /79 /24 /23 /29 /30 /26/32/36/46 /54 /36 /i255 /64 /14/9/7 /10 /4 /15 /8 /9 /81 /3 /8 /9/12 /17
/25/32/72/82/83 /i255 /84 /i255 /45 /46 /45 /85 /i255 /72/86 /87 /i255 /84 /i255 /56 /45 /45 /45 /46 /45 /85 /i255 /88 /i255 /84 /i255 /33 /45 /46 /45 /i255 /71 /72 /53/32/72/82/83 /i255 /84 /i255 /34 /46 /34 /85/i255/72/86/87 /i255 /84 /i255 /54 /46 /34 /85 /i255 /88 /i255 /84 /i255 /45 /46 /33 /73/32/72/82/83 /i255 /84 /i255 /89 /62 /46 /45 /85 /i255/72/86/87 /i255 /84 /i255 /62 /46 /45 /85 /i255 /88 /i255 /84 /i255 /45 /46 /36 /i255 /75 /90 /91 /7 /9 /20 /12 /17 /i255 /92 /15 /5 /7
/73 /93/32/94/89 /95 /i255 /46 /46 /i255 /89 /33 /46 /36 /96 /73 /97/32/94/89 /33 /46 /36 /i255 /46 /46 /i255 /89 /33 /46 /45 /96 /73 /98/32/94/89 /33 /46 /45 /i255 /46 /46 /i255 /89 /56 /46 /36 /96 /73 /99/32/94/89 /56 /46 /36 /i255 /46 /46 /i255 /89 /56 /46 /45 /96 /73 /100/32/94/89 /56 /46 /45 /i255 /46 /46 /i255 /89 /45 /46 /36 /96 /73 /101/32/94/89 /45 /46 /36 /i255 /46 /46 /i255 /45 /46 /45 /96 /73 /102/32/94/45 /46 /45 /i255 /46 /46 /i255 /45 /46 /36 /96 /73 /103/32/94/45 /46 /36 /i255 /46 /46 /i255 /56 /46 /45 /96 /73 /104/32/94/56 /46 /45 /i255 /46 /46 /i255 /56 /46 /36 /96 /73 /105/32/94/56 /46 /36 /i255 /46 /46 /i255 /33 /46 /45 /96 /73 /97 /93/32/94/33 /46 /45 /i255 /46 /46 /i255 /33 /46 /36 /96 /73 /97 /97/32/94/33 /46 /36 /i255 /46 /46 /i255 /106 /95 /107

/0/1/2 /3 /3 /4 /1 /3 /2 /5 /6 /7 /8 /i255 /10 /7 /8 /5 /4 /6 /11 /12 /5 /7 /4 /13 /14 /15 /16 /17 /18 /19 /i255 /14 /19/21 /i255/i255 /14 /15 /16 /17 /18/19/22 /23 /24/19/17 /25 /26/27 /28 /15/29/28 /30/21/30 /31 /32 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35/44/45 /46 /47 /48 /49 /50 /35 /51 /52 /53 /54 /34 /55 /50/56 /48 /55 /57 /i255 /59 /60/61/62 /44 /52 /63/54/54 /52 /44/51/60 /52 /64/44/62 /62 /53 /52 /60 /63 /35 /65/66/35 /35 /52 /54 /60 /44 /65/67/44 /44 /60 /52 /51 /64/64 /52 /44 /51 /68 /69 /70 /71/72 /69 /49 /73 /74 /i255 /59 /62/61/54 /52 /51/51/64 /52 /35/64/62 /52 /63/35/62 /62 /54 /52 /53 /54 /60 /65/66/35 /35 /52 /53 /53 /44 /65/67/35 /35 /52 /51 /53/63 /52 /75 /63 /76 /77 /49 /57/48 /49 /i255 /78 /69 /73 /73 /47 /i255 /79 /34 /55 /46 /55 /48 /49 /i255 /78 /69 /73 /73 /47 /80 /i255 /59 /60/61/54 /52 /75/54/54 /52 /44/54/62 /52 /60/54/62 /62 /54 /52 /75 /44 /44 /65/66/35 /35 /52 /53 /75 /35 /65/67/35 /51 /60 /52 /51 /75/63 /52 /35 /64 /66/71/69 /48/48 /69 /49 /37 /i255 /81 /73 /48 /i255 /44 /i255 /59 /63/61/62 /44 /52 /63/75/54 /52 /63/63/62 /52 /63/63/62 /62 /54 /52 /53 /64 /64 /65/66/35 /35 /52 /75 /35 /53 /65/67/62 /53 /52 /75 /60/35 /52 /51 /75 /76 /49 /37 /81/73 /48 /81 /i255 /78 /69 /73 /73 /47 /i255 /59 /62/61/35 /52 /54/35/54 /52 /44/53/60 /52 /54/44/62 /62 /54 /52 /53 /53 /51 /65/66/35 /35 /52 /53 /51 /63 /65/67/63 /35 /52 /35 /44/35 /52 /63 /75 /38 /57 /81 /71/49 /69/50/i255/59 /60/61/54 /52 /75/60/64 /52 /54/75/60 /52 /53/64/62 /62 /54 /52 /75 /51 /64 /65/66/35 /35 /52 /54 /75 /62 /65/67/44 /44 /35 /52 /44 /63/44 /52 /64 /63 /82 /55 /37 /36/81 /i255 /83 /69 /57 /74 /81 /i255 /59 /60/61/35 /52 /54/75/54 /52 /51/44/60 /52 /63/54/62 /62 /54 /52 /53 /53 /75 /65/66/35 /35 /52 /53 /51 /53 /65/67/35 /35 /52 /75 /60/62 /52 /54 /60 /67 /49 /84/56 /55 /37 /48 /85 /86 /57 /40 /73 /49 /84 /55 /55 /74 /i255 /81 /73 /48 /i255 /44 /i255 /59 /44/61/62 /53 /52 /64/63/54 /52 /51/62/62 /52 /54/44/62 /62 /53 /52 /60 /64 /62 /65/66/35 /35 /52 /54 /44 /44 /65/67/44 /44 /53 /52 /53 /44/62 /52 /60 /54 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35/62/45 /46 /47 /48 /49 /50 /35 /44 /52 /63 /51 /34 /55 /50/56 /48 /55 /57 /i255 /59 /60/61/62 /44 /52 /63/54/54 /52 /44/62/60 /52 /64/35/62 /62 /53 /52 /60 /63 /35 /65/66/35 /35 /52 /54 /60 /44 /65/67/44 /44 /60 /52 /51 /64/51 /52 /75 /54 /76 /49 /37 /81/73 /48 /81 /i255 /78 /69 /73 /73 /47 /i255 /59 /62/61/35 /52 /54/35/64 /52 /53/64/60 /52 /53/75/62 /62 /54 /52 /53 /53 /51 /65/66/35 /35 /52 /53 /51 /63 /65/67/63 /35 /52 /35 /44/63 /52 /54 /60 /66/71/69 /48/48 /69 /49 /37 /i255 /81 /73 /48 /i255 /62 /i255 /59 /63/61/62 /44 /52 /51/51/54 /52 /63/53/62 /52 /63/44/62 /62 /54 /52 /53 /64 /44 /65/66/35 /35 /52 /75 /35 /54 /65/67/44 /60 /52 /64 /63/63 /52 /35 /75 /38 /57 /81 /71/49 /69/50/i255/59 /60/61/54 /52 /75/60/64 /52 /54/51/60 /52 /53/75/62 /62 /54 /52 /75 /51 /64 /65/66/35 /35 /52 /54 /75 /62 /65/67/44 /44 /35 /52 /44 /63/44 /52 /64 /62 /82 /55 /37 /36/81 /i255 /83 /69 /57 /74 /81 /i255 /59 /60/61/35 /52 /54/75/54 /52 /35/53/60 /52 /51/60/62 /62 /54 /52 /53 /53 /75 /65/66/35 /35 /52 /53 /51 /53 /65/67/35 /35 /52 /75 /60/62 /52 /54 /60 /67 /49 /84/56 /55 /37 /48 /85 /86 /57 /40 /73 /49 /84 /55 /55 /74 /i255 /81 /73 /48 /i255 /62 /i255 /59 /44/61/62 /53 /52 /54/62/54 /52 /63/53/62 /52 /54/35/62 /62 /53 /52 /60 /54 /51 /65/66/35 /35 /52 /54 /35 /51 /65/67/44 /35 /63 /52 /53 /35/62 /52 /62 /53 /76 /77 /49 /57/48 /49 /i255 /78 /69 /73 /73 /47 /i255 /59 /60/61/62 /35 /52 /64/60/54 /52 /62/53/62 /52 /63/53/62 /62 /54 /52 /75 /60 /35 /65/66/35 /35 /52 /75 /63 /44 /65/67/44 /52 /53 /64/62 /52 /62 /44 /34 /71 /69 /57/55 /i255 /81 /73 /48 /i255 /62 /i255 /59 /62/61/62 /53 /52 /64/63/64 /52 /64/62/44 /52 /62/53/62 /62 /54 /52 /54 /62 /60 /65/66/35 /35 /52 /75 /51 /54 /65/67/51 /44 /52 /75 /53/62 /52 /60 /64 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35 /44 /i255 /79 /55 /56 /48/80/87 /37 /69 /74 /62 /64 /52 /62 /54 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /60 /64 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /60 /64 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /54/54/51 /52 /54/60/62 /52 /54/64/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /54 /51 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /54/54/51 /52 /54/60/62 /52 /54/64/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /54 /51 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35 /62 /i255 /79 /55 /56 /48/80/87 /37 /69 /74 /62 /51 /52 /51 /60 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /62 /63 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /62 /63 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /53/64/51 /52 /64/64/62 /52 /54/75/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /63 /64 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /53/64/51 /52 /64/64/62 /52 /54/75/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /63 /64

Appendix
E

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 119.5 Radius (in.): 4 4/19/2023
Tested By: AZ Pipe Diameter (in.): 2 4/19/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
11:56
12:06
12:07
12:17
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
12:18
12:28
12:29
12:39
12:40
12:50
12:51
13:01
13:02
13:12
13:14
13:24

42.7 I
t=

21.5 It= 7.5 in./hr.

21.2 C x It = 3.0 in./hr.

32.1 0.4Annulus Sand Correction (C) =
129.6
10 54 72 93.8 21.8 131.0
10 43 75 96.6 21.6
66 Date Tested:

Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
Average Head Over Time (Havg) =
147.670.8 95.4 24.6
ΔH(60r)/Δt(r+2Havg)

76.8 98.0 21.2
Initial Height of Water (Ho) =
10 32
10 22.0
Percolation Data Sheet
1 2
10 10

44.4 51.6
Sandy Soil Criteria
Test Hole Number: P-1

93.6 49.2

95.4 Project Number:

Date Excavated:

Date Presoak:
127.4

43.8 128.9
Percolation Data

72.6 94.1 21.5
131.8
10 21
10 10 75.4 97.3

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 178.2 Radius (in.): 4 4/19/2023
Tested By: AZ Pipe Diameter (in.): 2 4/19/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
14:31
14:32
14:37
14:38
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
14:43
14:44
14:50
14:51
14:55
14:56
15:01
15:03
15:07
15:09
15:12
15:14
15:17
15:19
15:22
15:24
15:27
15:29
15:33
15:35
15:38
15:40
15:43
15:45
27 I
t=

11.4 It= 44.15 in./hr.

15.6 C x It = 17.7 in./hr.

19.2 0.4
2 46 151.2 165.6 14.4 432
2 41 150 165 15 450
2 36 151.2 166.8 15.6 468
2 31 151.2 165.6 14.4 432
2 26 151.2 165 13.8 414
2 20 152.4 166.8 14.4 432
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
2 52 151.2 166.8 15.6 468
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
2 62 151.2 166.8 15.6 468
2 57 152.4 166.6 14.2 426
1 13 154.8 165.6 10.8 648
1 8 157.2 173 15.8 948
1 1 156 173 17 1020
2 1 154.8 173 18.2
Percolation Data
Date Tested:

Sandy Soil Criteria
1 1 152.4 173 20.6
Percolation Data Sheet
Project Number:

Test Hole Number: P-2 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 420 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
8:10
8:15
8:18
8:23
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
8:25
8:30
8:32
8:37
8:39
8:44
8:47
8:52
8:55
9:00
9:02
9:07
9:09
9:14
9:16
9:21
9:23
9:28
9:30
9:35
9:37
9:42
9:44
9:49

49.2 I
t=

4.8 It= 36.74 in./hr.

44.4 C x It = 14.7 in./hr.
27 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
5 84 370.8 415.2 44.4 532.8
5 77 370.8 415.2 44.4 532.8
5 70 372 415.2 43.2 518.4
5 63 370.8 415.2 44.4 532.8
5 56 370.8 415.2 44.4 532.8
5 49 370.8 415.2 44.4 532.8
5 42 372 415.2 43.2 518.4
5 35 372 415.2 43.2 518.4
5 27 370.8 415.2 44.4 532.8
5 19 370.8 415.2 44.4 532.8
5 12 370.8 415.2 44.4 532.8
5 5 372 415.2 43.2 518.4
2 5 370.8 415.2 44.4
Percolation Data
Date Tested:

Sandy Soil Criteria
1 5 375.6 415.2 39.6
Percolation Data Sheet
Project Number:

Test Hole Number: P-3 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/18/2023
Depth (in): 118.8 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
10:54
10:56
11:00
11:02
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
11:05
11:06
11:10
11:11
11:15
11:16
11:20
11:21
11:25
11:26
11:30
11:31
11:35
11:36
11:40
11:41
11:45
11:46
11:50
11:51
11:55
11:56
12:00
12:01
12:05
12:06

44.4 It=

4.2 It= 183.4 in./hr.

40.2 C x It = 73.4 in./hr.

24.3 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
1 51 74.4 114.6 40.2 2412
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
1 61 74.4 114.6 40.2 2412
1 56 74.4 114 39.6 2376
1 46 74.4 114.2 39.84 2390
1 41 74.4 114 39.6 2376
1 36 74.4 113.8 39.4 2362
1 31 74.4 114.6 40.2 2412
1 26 74.4 114 39.6 2376
1 21 74.4 115.2 40.8 2448
1 16 74.4 113.8 39.4 2362
1 11 74.4 113.4 39 2340
1 6 74.4 114 39.6 2376
1 1 74.4 111.6 37.2 2232
2 2 74.4 115.8 41.4
Percolation Data
Date Tested:

Sandy Soil Criteria
1 2 74.4 115.8 41.4
Percolation Data Sheet
Project Number:

Test Hole Number: P-4 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/18/2023
Depth (in): 240 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
10:44
10:45
10:50
10:51
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
12:15
12:16
12:21
12:22
12:27
12:28
12:33
12:34
12:38
12:39
12:44
12:45
12:50
12:51
12:55
12:56
13:00
13:01
13:05
13:06
13:10
13:11
13:16
13:17
24 I
t=

4.2 It= 147.6 in./hr.

19.8 C x It = 59.0 in./hr.

14.1 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
1 62 216 235.8 19.8 1188
1 56 216 235.8 19.8 1188
1 51 216 235.8 19.8 1188
1 46 216 235.8 19.8 1188
1 41 216 235.8 19.8 1188
1 36 216 235.8 19.8 1188
1 30 216 235.8 19.8 1188
1 24 216 235.8 19.8 1188
1 19 216 235.8 19.8 1188
1 13 216 235.8 19.8 1188
1 7 216 235.8 19.8 1188
1 1 216 235.8 19.8 1188
2 1 216 235.8 19.8
Percolation Data
Date Tested:

Sandy Soil Criteria
1 1 216 235.8 19.8
Percolation Data Sheet
Project Number:

Test Hole Number: P-5 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 414 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
14:15
14:17
14:22
14:24
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
14:32
14:34
14:38
14:40
14:44
14:46
14:50
14:52
14:56
14:58
15:02
15:04
15:08
15:10
15:14
15:16
15:20
15:22
15:26
15:28
15:32
15:34
15:38
15:40

32.4 I
t=

8.4 It= 64.3 in./hr.
24 C x It = 25.7 in./hr.

20.4 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
2 68 381.6 405.6 24 720
2 62 381.6 405.6 24 720
2 56 381.6 406.2 24.6 738
2 50 381.6 406.8 25.2 756
2 44 381.6 406.8 25.2 756
2 38 381.6 407.4 25.8 774
2 32 381.6 406.8 25.2 756
2 26 381.6 408 26.4 792
2 20 381.6 408 26.4 792
2 14 381.6 408 26.4 792
2 8 382.8 408 25.2 756
2 2 381.6 408.6 27 810
2 2 381.6 408.6 27
Percolation Data
Date Tested:

Sandy Soil Criteria
1 2 381.6 408.6 27
Percolation Data Sheet
Project Number:

Test Hole Number: P-6 Date Excavated:

Date Presoak:

Appendix
F

F-1

APPENDIX F

GENERAL EARTHWORK AND GRADING

SPECIFICATIONS

1.0 GENERAL

1.1 Intent: These General Earthwork and Gr ading Specifications are for the grading and earthwork shown on the appr oved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotech nical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these general Specifications. Observations of the earthwork by the project Geotechnical Consultant during grad ing may result in new or revised recommendations that could supers ede these specifications or the recommendations in the geotechnical report(s).

1.2 Geotechnical Consultant: Prior to commencement of work, the project owner shall employ a geotechnical consultant. The geotechnical consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotech nical findings, conclusions, and recommendations prior to the commencement of grading.

Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Eart hwork Contractor (Contractor) and schedule sufficient personnel to perfor m the appropriate level of observation, mapping, and compaction testing.

During grading and earthwork operations , the Geotechnical Consultant shall observe, map, and document the subsur face exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall info rm the owner, recommend appropriate changes in design to accommodate th e observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or te sted include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all keyway bottoms, and benches made on sloping ground to receive fill.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of subgrade and fill materi als and perform adequate relative compaction testing of fill to determine the attained level of compaction and assess if, in their opinion, if the work was performed in substantial compliance

F-2
with the geotechnical report(s) and these specifications. The Geotechnical Consultant shall provide test results to the owner on a ro utine and frequent basis.

1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contract or shall review and accept the plans, geotechnical report(s), and these Specifi cations prior to commencement of grading. The Contractor shall be solely responsible for pe rforming the grading in accordance with applicable grading codes, the project plans, and these specifications.

The Contractor shall prepare and sub mit to the owner and the Geotechnical Consultant a work plan that indicate s the sequence of earthwork grading, the number of "spreads" of work and the es timated quantities of daily earthwork planned for the site prio r to commencement of grad ing. The Contractor shall inform the owner and the Geotechnica l Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observa tions and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwor k in accordance with the applicable grading codes and agency ordinan ces, these Specifications, and the recommendations in the approved geotech nical report(s) and grading plan(s).

If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weat her, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recomme nd to the owner that construction be stopped until the conditions are corrected.

2.0 PREPARATION OF FILL AREAS

2.1 Clearing and Grubbing: Areas to be excavated and filled shall be cleared and grubbed. Vegetation, such as brush, grass, roots, and other deleterious material, man-made structures, and similar debr is shall be sufficiently removed and properly disposed of in a method acceptable to the ow ner, governing agencies, and the Geotechnical Consultant. Borrow areas shall be cleared and grubbed to the extent necessary to provide a suitable fill material.

Concrete fragments that ar e free of reinforcing street may be placed in fills, provided they are placed in accordance with Section 3 and 4. Ea rth fill material

F-3
shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percen t organic matter. Nesting of organic materials shall not be allowed.

If potentially hazardous materi als are encountered, the Contractor shall stop work in the affected area, and a h azardous material sp ecialist shall be informed immediately for proper evalua tion and handling of these materials prior to continuing to work in that ar ea. As presently defined by the State of California, most refined pe troleum products (gasoline, diesel fuel, motor oil, grease, etc.) have chemical constituents that are considered hazardous waste.

As such, the indiscriminate dumping or sp illage of such fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, a nd shall not be allowed.

The Geotechnical Consultant shall not be responsible for the identification or analysis of potentially hazardous materials; however, if observations, odors, or soil discoloration are susp ect, the Geotechnical Cons ultant may request from the owner the termination of grading operations until such materials are deemed not hazardous as defined by applicable laws and regulations.

2.2 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms , and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to r eceive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement.

A licensed surveyor shall provide the surv ey control for determining elevations of processed areas, keys, and benches.

2.3 Processing: Ground that has been declared sa tisfactory for support of fill by the Geotechnical Consultant shall be s carified to a minimum depth of 6 inches.

Ground that is not satisfactor y shall be removed/overex cavated as specified in the following section. Scarification sh all continue until soils are broken down and free of large clay lumps or clod s and the working surface is reasonably uniform, flat, and free of uneven fe atures that would inhibit uniform compaction. After scarificat ion, the surface should be moisture conditioned, as necessary, to achieve the proper moisture content and compacted in accordance with Section 4 of these specifications.

2.4 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan , soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be overexcavated to co mpetent ground as recommended by the Geotechnical Consultant during grading.

F-4

2.5 Benching: Fills to be placed on ground sloping steeper than 5H:1V (horizontal to vertical units) shall be stepped or be nched. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant . Other benches shall be excavated a minimum height of 4 feet into co mpetent material or as otherwise recommended by the Geotechnical C onsultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for fill placement.

3.0 FILL MATERIAL

3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to pla cement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotec hnical Consultant or mixed with other soils to achieve satisfactory fill material.

3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inch es, shall not be buried or placed in fill unless location, materials, and pl acement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and that oversize material is completely surrounded by compacted or densified fill. Oversize materi al shall not be placed within 10 vertical feet of finish gr ade or within 2 feet of future utilities or other underground construction.

3.3 Import: If importing of fill material is required for gradin g, proposed import material shall meet the requirements of Section 3.1 and/or requirements defined in the project geotechnical report(s). Th e potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before import begins so that suitability can be determined, and a ppropriate laboratory tests performed.

4.0 FILL PLACEMENT AND COMPACTION

4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizonta l layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can ad equately compact the thicker layers.

Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

F-5

4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with ASTM Internat ional (ASTM Test Method D1557).

4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Comp action equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction and uniformity.

Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in f ill elevation, or by other methods producing satisfactory re sults acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557.

4.4 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant’s discre tion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be sel ected to verify adequacy of compaction levels in areas that ar e judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

4.5 Frequency of Compaction Testing: Tests shall be taken at intervals required by the governing agency and as deemed necessary by the Geotechnical Consultant in order to adequately qualify the fill material. In general, it should be anticipated that tests will be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill, unless recommended otherwise by the Geotechnical Consultant. In addition, test(s) shall be taken on slope faces and/or each 10 feet of vertical height of slope as deemed necessary by the Geotechnical Consultant. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.

F-6

4.6 Compaction Test Locations: The Geotechnical Consulta nt shall document the approximate elevation and location of each compaction test. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so the Geotechnical Consu ltant can determine the test locations with sufficient accuracy. At a minimum , two grade stakes within a horizontal distance of 100 feet and vert ically less than 5 feet apart from pote ntial test locations shall be provided. Alternativel y, GPS units may be used to determine the approximate location/coordinates of the field density tests.

5.0 SUBDRAIN INSTALLATION
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and standard details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during gradin g. All subdrains shall be surveyed for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these su rveys. The Contract or should consider videoing the subdrains shor tly after burial to check proper installation and functionality. The Contractor is responsible for the performance of subdrains.

6.0 EXCAVATION
Excavations, including over-excav ation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grad ing. Remedial remova l depths shown on geotechnical report(s) and plans are estimate s. The actual extent of removal shall be determined by the Geotechnica l Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cu t slopes are to be graded, the cut portion of the slope shall be made, evaluated, a nd accepted by the Geot echnical Consultant prior to placement of materials for construc tion of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 TRENCH BACKFILLS

7.1 Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations.

7.2 Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of P ublic Works Construction.

Bedding material shall have a Sand Equi valent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum 90 percent of maximum from 1 foot above the top of the conduit to the surface, except in traveled ways (see Section 7.6 below).

F-7

7.3 Jetting of the bedding around the c onduits shall be observed by the Geotechnical Consultant.

7.4 Geotechnical Consultant shall test the trench backfill for relative compaction.

At least one test should be made for ever y 300 feet of trench and 2 feet of fill, unless required differently by the gove rning agency or the Geotechnical Consultant.

7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Cons truction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.

7.6 Trench backfill in the upper foot measur ed from finish grade within existing or future traveled way, shoulder, and ot her paved areas (or areas to receive pavement) should be placed to a minimum 95 percent relative compaction.

Boring Location Map
Legend
Scale: 1”= 50’
Meritage Homes
Proposed Residential Development
275 & 375 Santa Ana Street
Anaheim , California
Project Number: 23048-01
Date: May 10, 2023
Plate 1
H-4
TD: 51.5’
Approximate Location of Hollow Stem Auger Boring, Showing Total Depth in Feet.

NorthP-6
TD: 35’
Approximate Location of Hollow Stem Auger Boring and Percolation Test, Showing Total Depth in Feet.

H-4
TD: 51.5’H-2
TD: 51.5’
H-1
TD: 21.5’
H-3
TD: 21.5’
P-1
TD: 10’ P-2
TD: 15’
P-3
TD: 35’
P-4
TD: 10’
P-5
TD: 20’ P-6
TD: 35’

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