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Geotechnical Engineering ● Engineering Geology

Geotechnical Report

PLAZA MEXICO RESIDENCES 3000 E Imperial Highway

Lynwood, California

Prepared for: M&D Properties 3100 E Imperial Highway

Lynwood, California 90262

Prepared by: Tetra Tech 1360 Valley Vista Drive Diamond Bar, California 91765

January 13, 2016 Project No. TET 16-93E

1360 Valley Vista Drive * Diamond Bar, CA 91765 * Tel: 909-860-7777 * Fax: 909-860-8017

Project No. TET 16-93E January 13, 2017

Mr. Luis Valenzuela M&D Properties 3100 E Imperial Highway Lynwood, CA 90262 Subject: GEOTECHNICAL INVESTIGATION REPORT PLAZA MEXICO RESIDENCES

3000 E Imperial Highway Lynwood, California

Dear Mr. Valenzuela: Presented herein is Tetra Tech’s geotechnical report for the proposed Plaza Mexico residential complex (Plaza Mexico Residences) located at 3000 E Imperial Highway in the City of Lynwood, California. This report summarizes the results of our geotechnical investigation to characterize the soils at the site and provides recommendations for the geotechnical design and construction of the proposed residential complex. The appendices of the report include logs of borings from the current investigation, Cone Penetration Testing (CPT) logs, results of laboratory tests, and liquefaction analyses. We appreciate the opportunity to provide our professional services on this project. If you have any questions regarding this report or if we can be of further service, please do not hesitate to contact the undersigned. Respectfully submitted, Tetra Tech Inc.

Fernando Cuenca, Ph.D., P.E. Project Engineer

Andrew McLarty, C.E.G. Project Geologist

Petyer Skopek, Ph.D., G.E.

Principal Distribution: Addressee c/o Leo Rebele (pdf by email [email protected]) Filename: 2017-01-13 Plaza Mexico Residential Develoment at 3000 Imperial GDR.doc

M&D Properties Project No. TET 16-93E Plaza Mexico Residences January 13, 2017

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TABLE OF CONTENTS Page

1. INTRODUCTION .................................................................................................................. 1

2. SCOPE OF WORK ................................................................................................................. 2

3. PROJECT BACKGROUND AND DESCRIPTION .............................................................. 3

4. SUBSURFACE EXPLORATIONS........................................................................................ 4

5. LABORATORY TESTING.................................................................................................... 6

6. SUBSURFACE CONDITIONS ............................................................................................. 7

6.1. REGIONAL GEOLOGY ........................................................................................................ 7 6.2.1. Artificial Fill ........................................................................................................................................ 7 6.2.2. Native Alluvium .................................................................................................................................. 8

6.3. GROUNDWATER ................................................................................................................ 8

7. SEISMIC AND GEOLOGIC HAZARDS ............................................................................ 10

7.1. GENERAL SEISMIC SETTING ............................................................................................ 10 7.2. SURFACE FAULT RUPTURE .............................................................................................. 12 7.3. SEISMIC HAZARD ZONES ................................................................................................. 12 7.4. LIQUEFACTION POTENTIAL AND DYNAMIC SETTLEMENT ................................................ 13

7.4.1. Groundwater Level for Liquefaction Analysis .................................................................................. 13 7.4.2. Soil Description ................................................................................................................................. 13 7.4.3. Liquefaction Seismic Demand .......................................................................................................... 13 7.4.4. Evaluation of Liquefaction Potential and Sensitivity Analyses ......................................................... 14 7.4.5. Dynamic Settlement .......................................................................................................................... 15

7.5. EARTHQUAKE-INDUCED LANDSLIDES ............................................................................. 17 7.6. SUBSIDENCE .................................................................................................................... 17 7.7. EXPANSIVE / COLLAPSIBLE SOILS ................................................................................... 17

8. DESIGN RECOMMENDATIONS ...................................................................................... 18

8.1. GENERAL ........................................................................................................................ 18 8.2. CLEARING AND GRUBBING .............................................................................................. 19 8.3. SITE PREPARATION .......................................................................................................... 19 8.4. TEMPORARY SLOPES AND TRENCH EXCAVATIONS .......................................................... 21 8.5. TEMPORARY SHORED EXCAVATIONS .............................................................................. 21

8.5.1. Soldier Pile and Lagging Wall System .............................................................................................. 22 8.5.2. Soil Nail Wall .................................................................................................................................... 25 8.5.3. Shoring System Deflection ................................................................................................................ 26

8.6. DEEP FOUNDATIONS ........................................................................................................ 26 8.6.1. Axial Loading Capacity ..................................................................................................................... 26 8.6.2. Settlement .......................................................................................................................................... 28 8.6.3. Lateral Loading Capacity .................................................................................................................. 28 8.6.4. Installation Considerations ................................................................................................................ 32 8.6.5. Pilot Test ........................................................................................................................................... 32 8.6.6. Observations during Pile Driving ...................................................................................................... 32 8.6.8. Footings Adjacent to Trenches .......................................................................................................... 33 8.6.9. Foundation Construction Observations ............................................................................................. 34 8.6.10. Exterior Slabs .................................................................................................................................... 35


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8.7. SEISMIC DESIGN PARAMETERS ........................................................................................ 35 8.8. RETAINING WALLS AND BASEMENT WALLS ................................................................... 36 8.9. EMBEDDED POSTS AND POLES AT GRADE ....................................................................... 39

8.9.1. Non-Constrained Case ....................................................................................................................... 39 8.9.2. Constrained Case ............................................................................................................................... 39

8.10. PAVEMENT SECTIONS .................................................................................................. 39 8.10.1. Subgrade Preparation ........................................................................................................................ 39 8.10.2. Asphalt Concrete Pavement Design .................................................................................................. 39 8.10.3. Portland Cement Concrete Pavement Design .................................................................................... 40 8.10.4. Pavement Construction Observations ................................................................................................ 41

8.11. SOIL CORROSION ......................................................................................................... 42 8.12. DRAINAGE CONTROL ................................................................................................... 42

9. GENERAL SITE GRADING RECOMMENDATIONS ..................................................... 44

11. LIMITATIONS ..................................................................................................................... 47

12. SELECTED REFERENCES ................................................................................................ 48

Figures

Figure 1 – Project Location Map Figure 2 – Project Layout, Boring and CPT Location Map Figure 3 – Geologic Map Figure 4 – Historic High Groundwater Map Figure 5 – Regional Faults and Seismicity Map Figure 6 – Seismic Hazard Zones Map

Appendices

Appendix A – Logs of Exploratory Borings Appendix B – Logs of Cone Penetration Tests (CPTs) Appendix C – Laboratory Testing Appendix D – Liquefaction Analyses


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1. INTRODUCTION This report presents the results of Tetra Tech’s geotechnical engineering evaluation for the proposed new Plaza Mexico residential complex, preliminary named Plaza Mexico Residences, located at 3000 E Imperial Highway, in the City of Lynwood, California (see Figure 1). The site is approximately 3.5 acres in footprint. Plaza Mexico Residences will be a mixed-use residential development featuring over 550 residential units and associated parking. The proposed development currently considers a 7-story parking structure including one subterranean level located in the center portion of the site, flanked by two 5-story residential to the east and the west. This conceptual layout is shown in Diagram 1.

The purpose of this study was to evaluate the subsurface conditions and to provide recommendations for the design and construction of the proposed residential complex. This report summarizes the collected data and presents our findings, conclusions, and geotechnical design recommendations.

Diagram 1. Currently proposed conceptual layout.


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2. SCOPE OF WORK Tetra Tech’s scope of services for this project consisted of the following tasks: Review of readily available background data.

Perform a reconnaissance site visit to observe conditions and mark boring locations.

Obtain permits from the Los Angeles County Department of Public Health (LACDPH) and the City of Lynwood, and coordinate with Underground Service Alert (USA) for clearance of buried on-site utilities prior to drilling.

Conduct a subsurface investigation, including excavating, logging, and geotechnical sampling of 8 soil exploratory borings in the southern parcel to a maximum depth of 66.5 feet. Contain soil cuttings in steel drums and dispose of them into an appropriate disposal facility and grout borings with cement-bentonite grout.

Conduct headspace air monitoring during the drilling using a Photo-Ionization Detector (PID)

to measure concentrations of Volatile Organic Compounds (VOCs).

Advance 4 Cone Penetration Tests (CPTs) in the southern parcel to a maximum depth of 79 feet to characterize the subsurface conditions.

Perform laboratory testing of selected samples recovered from the borings to evaluate geotechnical engineering properties of the on-site soils.

Conduct an evaluation of the geotechnical data to develop geotechnical recommendations for

the design and construction of the proposed structures in the southern parcel including the following items:

An evaluation of general subsurface conditions and description of types, distribution, and

engineering characteristics of subsurface materials. An evaluation of the liquefaction potential and dynamic settlement of the on-site granular

materials. An evaluation of the suitability of on-site soils for the support of structures. Recommendations for design of foundation systems including pile capacity, lateral

resistance, and settlement estimates. Determination of seismic design parameters in accordance with the 2013 California

Building Code. An evaluation of the corrosion potential of the on-site soils to buried concrete.

Prepare this written report documenting the work performed, physical data acquired, and

geotechnical design recommendations.


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3. PROJECT BACKGROUND AND DESCRIPTION Plaza Mexico is a large retail center located in Lynwood that has become a hub for Mexican American culture in Southern California. Plaza Mexico Residences is intended to be the first phase of Plaza Mexico’s expansion plan. The development is located directly adjacent to the west of the existing Plaza Mexico. The Plaza Mexico Residences site is rectangular in shape, about 680 feet long by 230 feet wide, approximately 3.5 acres in footprint and was formerly occupied by a large warehouse building that was demolished some time in 2006 – 2007 period. The site is essentially level with no pronounced elevation changes. Plaza Mexico Residences will be a mixed-use residential development featuring over 550 residential units. The proposed development currently considers a 7-story parking structure including one partial subterranean level located in the center portion of the site, flanked by two 5-story residential to the east and the west. This conceptual layout is shown in Diagram 1. It is understood that the subgrade soils at the site have been contaminated and that some remediation was recently carried. At this point the extent of the remaining contamination is not known but it is expected that grading of the site is likely encounter contaminated materials. Because the precise determination of the contamination extent is not known and to minimize the associated mitigation cost risk and because of adverse geotechnical conditions encountered at the site as described in this report a preference is given to a deep foundation system over the more conventional grading and shallow foundation system. Therefore, it is anticipated that deep pile foundations will be used to support the residential buildings and the parking structure and also support a structural floor slab. It is estimated that the building columns will be spaced on about a 30 feet by 30 feet grid with column loads of approximately 550 kips.


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4. SUBSURFACE EXPLORATIONS The current subsurface soil and groundwater conditions beneath the site were explored by Tetra Tech on September 16 and 19, and October 25 and 26, 2016 and included the drilling, logging, and sampling of 8 hollow stem auger soil exploratory borings identified as B-104 through B-111 to a maximum depth of 66.5 feet,. In addition, on October 25, 2016, 4 Cone Penetration Tests (CPTs) identified as C-101 to C-104 were advanced to a maximum depth of 79 feet. Prior to starting the field exploration program, a field reconnaissance was conducted to observe the site conditions and to mark the locations of the planned boreholes and CPTs. A drilling permit was obtained from the Los Angeles County Department of Public Health (LACDPH) for all the subsurface explorations. Underground Service Alert, the LACDPH inspector, and City of Lynwood personnel were also notified of the drilling schedule at least 48 hours prior to drilling. The hollow stem auger borings were excavated using a CME-75 truck-mounted drill rig equipped with an 8-inch diameter auger and advanced to a maximum depth of approximately 66.5 feet. CPTs were advanced to a maximum depth of approximately 79 feet using a standard electronic piezocone with a 15 cm2 area and a 60-degree apex angle pushed utilizing a 30-ton truck. The approximate coordinates of the soil exploration locations, elevations, and depths are included in Table 1. The approximate soil boring and CPT locations are shown on Figure 2 – Project Layout, Boring and CPT Location Map. Bulk, driven ring-type, and small bag samples were retrieved at selected depths during drilling of the exploratory borings. Standard Penetration Testing (SPT) was performed using an SPT sampler driven by an automatic 140-pound hammer with a drop of 30 inches in general accordance with ASTM D1586. Ring-type samples were collected utilizing a California-type sampler driven by the same equipment used for the SPTs. Sampling was carried out at 2.5-foot intervals at all the borings between the depths of 2.5 and 15 feet. Otherwise sampling was carried out at 5-foot intervals. Air monitoring was conducted during the drilling phase in the southern parcel using a Photo-Ionization Detector (PID) to measure concentrations of Volatile Organic Compounds (VOCs). The soil borings were surface-logged by a California Professional Geologist in general accordance with the visual-manual procedure for description and identification of soils, ASTM D2488. The Geologist prepared the recovered samples for subsequent reference and laboratory testing. The soil boring logs are presented in Appendix A. CPT testing was carried out in accordance with ASTM D5778. The piezocone was pushed at a rate of 2 cm/sec and the soil tip resistance, soil-sleeve friction, and immediate dynamic pore water pressure response were recorded at 1-inch intervals. A copy of the Cone Penetration Test Data report is included in Appendix B. At the completion of drilling, the borings and the CPTs were backfilled with a cement-bentonite grout in accordance with LACDPH requirements. The exploratory boreholes and CPTs advanced through paved surfaces were capped with a cold asphalt patch. Soil cuttings from the borehole explorations were stored in steel drums, tested, and disposed of at an appropriate facility.


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Table 1

Borehole and CPT Location Information

Exploration ID Northing Easting Approximate

Depth (ft)

Approximate Top Elevation

(ft MSL)*

B-104 33.93035 -118.21848 31.5 91

B-105 33.93036 -118.21793 56.5 91

B-106 33.93028 -118.21679 31.5 90

B-107 33.93004 -118.21861 31.5 91

B-108 33.93001 -118.21777 31.5 90

B-109 33.92994 -118.21721 51.5 90

B-110 33.92990 -118.21683 61.5 90

B-111 33.93033 -118.21725 66.5 90

C-101 33.93036 -118.21833 75 91

C-102 33.93009 -118.21862 70 90

C-103 33.93024 -118.21760 69 90

C-104 33.93014 -118.21688 79 90

*Estimated from Google Earth


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5. LABORATORY TESTING Laboratory tests were performed by Tetra Tech on selected samples recovered from the soil borings to aid in the classification of soils and to evaluate pertinent engineering properties of the soils at the site. The following tests were performed: In-situ Moisture Content and Dry Density, ASTM D7263 Moisture Content, ASTM D2216; Particle Size Analysis of Soils, ASTM D422; Atterberg Limits, ASTM D4318; Percent Passing #200 Sieve, ASTM D1140; Consolidation, ASTM D2435; Expansion Index, ASTM D 4829; Direct Shear Testing, ASTM D3080; pH and resistivity CTM 643; Water Soluble Sulphates content, CTM 417; and Chlorides content CTM 422. Testing was performed in general accordance with applicable ASTM Standards and California Test Methods. Results of all laboratory tests are presented in Appendix C. For ease of referral to the soil profile, most of the laboratory results have also been included on the boring logs in Appendix A.


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6. SUBSURFACE CONDITIONS 6.1. Regional Geology The subject site is located in the southwestern coastal plain of the greater Los Angeles Basin. The Los Angeles Basin is located within Peninsular Ranges geomorphic province which is characterized as a low-lying plain that rises gently inland to the surrounding mountains and hills including the Santa Monica and San Gabriel Mountains to the north, Puente Hills to the northeast, the Santa Ana Mountains to the Southeast, and the San Joaquin hills and Palos Verdes Peninsula to the south. The Peninsular Range is characterized by northwest-southeast trending structural blocks separated by northwest-southeast trending strike-slip faults. Within the Los Angeles Basin there are 4 structural blocks: the southwestern block, the northwestern block, the central block, and the northeastern block (Norris and Webb, 1990). The subject site is located in the Central Block, which is bounded by the Newport Inglewood- Rose Canyon fault zone to the southwest and the Whittier Elsinore fault zone to the northeast. The Los Angeles Basin is approximately 50 miles long and 30 miles wide. The Basin contains approximately 33,000 feet of marine and continental deposits of Miocene to early Pleistocene age sediments. These rocks are overlain by unconsolidated and semi-consolidated Quaternary marine and continental sediments (see Figure 3 – Geology Map). The marine and continental sediments all rest on Mesozoic schist and granitoid basement complex. 6.2. Site Geology A geologic map of the site area is shown in Figure 3. The subject site is located within the historical flood plain of the Los Angeles River. The low-lying Rosecrans Hills lie west of the site and resulted from uplift along the Newport- Inglewood Fault. According to the USGS Geologic Map of the Long Beach 30’ x 60’ Quadrangle, the site is underlain by silty and sandy Young Alluvial Fan Deposits (Qyf, – refer to Figure 3). The young alluvium was deposited by the ancestral Los Angeles River, and consists of unconsolidated layers and lenses of sand, silty sand, silts and clay. Based upon the findings from our subsurface investigation, the project site is mantled by artificial man-made fill soils. Beneath the fill, younger native alluvial soils were encountered to the base of the exploration at a maximum depth of approximately 66.5 feet in the boreholes. Generalized descriptions of the encountered units are provided below. Detailed descriptions of the encountered soil conditions in the boreholes are presented on the boring logs in Appendix A. Detailed descriptions of the encountered soil conditions in the CPTs are presented on the CPT logs in Appendix B. 6.2.1. Artificial Fill Artificial fill soils were encountered in all borings to depths ranging from approximately 6.5 to 12 feet across the entire subject site. The artificial fill soils were typically composed of soft to very stiff, gray brown to dark brown fat clay, lean clay, silt and elastic silt and, light gray to brown loose to dense, silty sand, containing traces of roots, wood fragments, gravel and brick fragments.


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6.2.2. Native Alluvium Native Young Alluvial Fan deposits were encountered below the fill soils. They consisted predominately of soft to hard silts, and firm to very stiff lean and fat clays interspersed with layers of loose to dense silty sand, and medium dense to dense poorly and well graded sands extending to the maximum explored depth of 66.5 feet. Detailed descriptions of the soil conditions encountered in the borings are presented in the boring logs in Appendix A. Uncorrected SPT blowcounts in the native alluvium for the fine-grained (clayey and silty) soils generally varied from 4 to 19 indicating firm to very stiff consistency. Uncorrected SPT blowcounts in the native alluvial coarse-grained (sandy) soils generally varied from 6 to greater than 50 indicating loose to very dense materials. Detailed descriptions of the soil conditions encountered in the borings are presented on the boring logs in Appendix A. 6.3. Groundwater According to the State of California (CDMG, 1998), the historic high groundwater level near the site has been mapped at a depth of about 8 feet (Figure 4 – Historic High Groundwater Map). Groundwater was encountered in the Tetra Tech exploratory borings at a depth ranging between approximately 32 and 45 feet. A review of the database from the Los Angeles County Department of Public Works (LACDPW) for nearby wells (http://dpw.lacounty.gov/general/wells/) and Geotracker database is summarized in Table 2.

Table 2

Groundwater Wells in the Vicinity of the Site

Well Identification Monitoring Period Location relative to

the site Shallowest depth

Geotracker Well cluster T0603703714 – BC-1, BC-3, B-8 to B-13, B-16 to B-33, B-36 to B-40, B-45, B-46, B-49 to B-61

May 2005 to May 2014

approximately 0.2 miles to the east of the site

22.5 feet in November 2011

Geotracker Well cluster T0603704150 – MW-1 to MW-11

September 2005 to December 2011

approximately 0.25 miles to the northwest of the site

22.2 feet in June 2006

LACDPW Well ID 1487B State # 3S13W11E01

March 1951 to September 2010

0.2 miles to the south

76.2 feet in March 1951

LACDPW Well ID 1487 State # 3S13W11K01

August 1934 to September 2015

0.35 miles to the southeast of the site

14.5 feet in February 1931

Based on the assessment of the local stratigraphy and local topography, it is our opinion that the LACDPW and Geotracker wells can be utilized for interpretation of the project groundwater conditions. Therefore, it is our conclusion that the groundwater at the site has been at minimum depth of 14.5 feet in 1931 and within 22 feet in the last 10 years. Fluctuations of the groundwater level, localized zones of perched water, and increased soil moisture content should be anticipated during and following the rainy season. Irrigation of


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landscaped areas on or adjacent to the site can also cause a fluctuation of local groundwater levels. Evaluation of such factors is beyond the scope of our services. Based on the research and observed conditions, groundwater is not expected to impact the construction of the proposed development, although the historic high groundwater elevation needs to be considered in the geotechnical and structural design.


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7. SEISMIC AND GEOLOGIC HAZARDS 7.1. General Seismic Setting The Southern California region is known to be seismically active. Earthquakes occurring within approximately 60 miles of the site are generally capable of generating ground shaking of engineering significance to the proposed construction. The project area is located in the general proximity of several active and potentially active faults, as shown on Figure 5 – Regional Faults and Seismicity Map. Active faults are defined as those that have experienced surface displacement within the Holocene period (approximately the last 11,000 years). Active faults within approximately 11 miles of the subject site include the Newport-Inglewood fault zone located 3.2 miles southeast of the site, the Whittier Fault located approximately 10.5 miles northeast of the site, and the Palos Verdes fault located approximately 11.4 miles south southwest of the site. The San Andreas Fault is located about 41 miles to the northeast of the site. An inferred trace of the potentially active Charnock fault, which trends sub-parallel to the northwest-trending Newport-Inglewood fault zone, is mapped approximately 9.1 miles to the west of the subject site. The Charnock fault has no record of historic earthquakes but shows evidence of displacement during late Quaternary time (Jennings, 2010). Table 3 lists selected principal known active faults that may affect the subject site and the maximum moment magnitude (Mmax) as published by Cao et al. (2003) for the California Geological Survey (CGS). The approximate distance to the site were calculated from Jennings (2010). Superimposed on the area map in Figure 5 are earthquake epicenters recorded by the USGS between 1900 to present day. A large amount of seismic activity and associated events with their epicenters have been recorded surrounding the project site. However, only relatively few earthquake epicenters have been recorded in the immediate area of the subject site. Notable historic earthquakes in Southern California of significance to the project include: • 1994 magnitude M6.7 Northridge earthquake on a blind thrust fault (low angle fault that is

not expressed at the ground surface) [Epicenter location: 34.21°N, 118.54°W]; • 1987 magnitude M5.9 Whittier Narrows earthquake on Puente Hills Blind Thrust Fault

[Epicenter location: 34.06°N, 118.08°W]; • 1971 magnitude M6.4 San Fernando earthquake which occurred on the San Fernando Fault

(of the Sierra Madre system) [Epicenter location: 34.42°N, 118.37°W]; • Two 1941 magnitude M4.8 Torrance-Gardena earthquakes which occurred on the Palos

Verdes Fault [Epicenter locations: 33.82°N, 118.22°W and 33.78°N, 118.25°W]; • 1933 magnitude M6.4 Long Beach earthquake on the Newport-Inglewood Fault [Epicenter

location: 33.63°N, 118.00°W]; • 1857 magnitude M7.9 Fort Tejon earthquake on the south central segment of the San Andreas

Fault [Epicenter location: 35.43°N, 120.19°W]. The most significant historic earthquakes near the project site were the 1933 Long Beach and 1994 Northridge earthquakes.


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Table 3 Principal Active Faults

Fault Name Approximate

Fault Distance to Site1 (miles)

Maximum Moment Magnitude2

(Mmax)

Newport-Inglewood 3.2 7.1

Whitter 10.5 6.8

Palos Verdes 11.4 7.3

Hollywood 12.8 6.4

Puente Hills Blind Thrust 12.0 7.1

Raymond 13.2 6.5

Santa Monica 14.0 6.6

Anacapa-Dume 14.9 7.5

Verdugo 16.2 6.9

Sierra Madre 18.6 7.2

Clamshell-Sawpit 27.3 6.5

Sierra Madre (San Fernando) 24.2 6.7

Malibu Coast 26.0 6.7

San Gabriel 26.5 7.2

San Andreas 41.0 7.8

Notes: 1 per Jennings, 2010 2 per Cao, et al., 2003

Potential seismic sources of significance to the project include active faults previously described and faults that are not known to break the ground surface but are considered active. This latter group of faults includes buried or “blind” thrust faults. Current tectonic models for the Los Angeles basin include the presence of buried thrust faults, several of which are considered partly responsible for the north-to-south compression of the basin. Although these faults are not currently zoned by the State of California for surface rupture hazards (Earthquake Fault Zones), many are considered capable of generating seismic shaking of significance to structures. Of these buried active faults the closest to the site is the Puente Hills Trust Fault (PHTF). The PHTF is currently defined as 3 separate but juxtaposed, generally east-west trending and north-dipping, fault surfaces that combined extend from Downtown Los Angeles to Brea. From west to east these include the Los Angeles, Santa Fe Springs, and Coyote Hills segments. Based upon recent studies by several researchers, including: Shaw et al., (2002), Olsen and Cooke (2005), and Leon et al. (2007), the three fault surfaces are interpreted to extend from depths in excess of 9 miles on the north side of the Los Angeles basin to less than 1.2 miles at the southerly limits of the fault surfaces in the central portion of the basin. Fault surface geometries are interpreted from historical petroleum exploration data, limited geotechnical subsurface exploration data, and limited seismicity (i.e.; the 1987 magnitude 5.9 Whittier Narrows earthquake).


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Leon et al. (2007) estimates that upwards of 60 percent of the total Los Angeles basin compression may be attributed to strain along the PHTF. Although ground rupture has not been officially attributed to the fault, the presence of youthful hills (e.g., Coyote Hills) and shallow folding at depth in the upper portion of the interpreted thrust ramp suggests recent activity. The PHTF is considered capable of generating earthquake magnitudes up to about Mw 7.0. 7.2. Surface Fault Rupture Official Maps of Earthquake Fault Zones were reviewed to evaluate the location of the project site relative to active fault zones. Earthquake Fault Zones (known as Special Studies Zones prior to 1994) have been established in accordance with the Alquist-Priolo Special Studies Zones Act enacted in 1972. The Act directs the State Geologist to delineate the regulatory zones that encompass surface traces of active faults that have a potential for future surface fault rupture. The purpose of the Alquist-Priolo Act is to regulate development near active faults in order to mitigate the hazard of surface fault rupture. The site is not located within a designated Earthquake Fault Zone for fault surface rupture hazard. Based on a review of State of California Earthquake Fault Zone maps, the closest zoned faults for surface rupture are within the Newport-Inglewood Zone Fault located approximately 3.2 miles southwest of the site and are mapped within the Inglewood Quadrangle (CDMG, 1986). No surface traces of any active or potentially active faults are known to pass directly through or project towards the site. Neither our field exploration nor literature review disclosed an active fault trace projecting to the ground surface in the project area. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed development is considered low. 7.3. Seismic Hazard Zones Maps of seismic hazard zones are issued by the California Geological Survey (CGS, formerly California Department of Conservation, Division of Mines and Geology (CDMG)) in accordance with the Seismic Hazards Mapping Act enacted in April 1997. The intent of the Seismic Hazards Mapping Act is to provide for a statewide seismic hazard mapping and technical advisory program to assist cities and counties in developing compliance requirements to protect the public health and safety from the effects of strong ground shaking, liquefaction, landslides, or other ground failure and other seismic hazards caused by earthquakes. Based on the review of the South Gate Quadrangle Official Map of Seismic Hazard Zones issued March 25, 1999 (see Figure 6), the proposed development is located within an area identified by the State of California as subject to the hazard of liquefaction. Because the site is located in a mapped area where the potential for liquefaction exists and due to the increase in the code-prescribed seismic demand since the Seismic Hazard Map was generated, a field investigation and analyses were performed to evaluate the site liquefaction potential per the 2013 CBC.


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7.4. Liquefaction Potential and Dynamic Settlement Liquefaction of soils can be caused by ground shaking during earthquakes. Research and historical data indicate that loose, relatively clean granular soils and low plasticity silts are susceptible to liquefaction and dynamic settlement, whereas the stability of the majority of clayey silts, silty clays and clays is not typically adversely affected by ground shaking. Liquefaction is generally known to occur in saturated or near-saturated cohesionless soils at depths shallower than about 50 feet. However, layers of loose to medium dense sands were encountered at a depth greater than 50 feet, and therefore the liquefaction evaluation was extended to include coarse-grained materials to a depth of 60 feet. 7.4.1. Groundwater Level for Liquefaction Analysis Groundwater was encountered during the field explorations at a depths ranging between 30 and 45 feet. The historic high groundwater at the site was mapped by CDMG (South Gate Quadrangle) at a depth of about 8 feet. Therefore, a groundwater depth of 8 feet was assumed for evaluation of liquefaction potential at the site. 7.4.2. Soil Description Evaluation of liquefaction potential for the on-site materials was performed based on soil stratigraphy encountered in the field explorations. The encountered soil materials generally consisted of alluvial deposits made up of layers of soft to hard silts, and firm to very stiff lean and fat clays interspersed with layers of loose to dense silty sand, and medium dense to very dense poorly and well graded sands. Materials that are above the groundwater table are not considered susceptible to liquefaction. Thus, the liquefaction potential was evaluated only for soils encountered below a depth of 8 feet. Fine-grained soils as described in the following sections can undergo severe strength loss during ground shaking, and thus an evaluation of their sensitivity was also performed. 7.4.3. Liquefaction Seismic Demand Based on the USGS U.S. Seismic Design Maps website application (http://earthquake.usgs.gov/designmaps/us/application.php), for a site with coordinates 33.93024oN, -118.21807oW, the mapped Geometric Mean Peak Ground Acceleration (PGAM) was estimated to be approximately 0.654g for a site class D (assumed vs = 300 m/s), for a ground motion corresponding to the Maximum Considered Earthquake (MCE). From the Seismic Hazard Interactive Deaggregation website (https://geohazards.usgs.gov/deaggint/2008/) this ground motion approximately corresponds to a predominant earthquake magnitude of Mw 6.6 located at a distance of approximately 5.9 km (3.7 miles). These ground motion parameters were used in the liquefaction analyses.


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7.4.4. Evaluation of Liquefaction Potential and Sensitivity Analyses Liquefaction potential of on-site soils was evaluated from SPT blowcounts as well as from CPT probes. Pervasive liquefaction potential was identified in all borings and probes. Liquefiable intervals were identified in various thickness and elevations at depths between 8 and 60 feet and composed about 35 to 50 percent of the soil profile within this interval. The liquefaction potential of cohesionless (sandy) soils was evaluated based on the SPT blowcounts and laboratory test results utilizing procedure published in Idriss and Boulanger (2008) monography publication on liquefaction evaluation, and generally as recommended in the County of Los Angeles Administrative Manual, Liquefaction/Lateral Spreading/GS045.0 dated October 6, 2014. The analyses based on Standard Penetration Tests (SPTs) considered an energy ratio correction factor CE of 1.25. This ratio is based on Table 5.2 of the Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California (SCEC, 1999). For an automatic trip hammer the table suggests the energy ratio correction factor range from 0.9 to 1.6 (modified from Youd and Idriss, 1997). Consequently, the selected design energy ratio correction factor of 1.25 is an average and reflects a hammer efficiency of approximately 75 percent, which is consistent with our experience with similar equipment. The blowcounts recorded for soils driven with the 3-inch O.D. California Sampler with brass rings were converted to an equivalent SPT blowcounts using a reduction factor of 0.67. Borehole diameter correction factor CB of 1 based on the internal diameter of the hollow stem auger system used for the drilling was utilized in our liquefaction evaluation. Results of SPT-based liquefaction analyses of granular soils are summarized in Table 4 in the next section of this report and individually presented in Appendix D. Seismic sensitivity of fine-grained soils (clays and silts) was further evaluated per County of Los Angeles Administrative Manual GS045.0 with modifications proposed by Idriss and Boulanger (2008) and the fine-grained soils were classified in the following 3 categories: 1. Soils with Plasticity Index < 7 and below groundwater are classified as fine-grained soils

susceptible to liquefaction (typically includes silts);

2. Soils with Plasticity Index > 18 and a degree of sensitivity St > 6 are classified as fine-grained soils potentially susceptible to significant loss of strength during seismic shaking and require additional evaluation. The sensitivity of the on-site fine-grained soils is evaluated based on the water content, Atterberg limits, and effective vertical stresses using the procedures suggested by Holtz and Kovacs (1981) and Terzaghi, Peck and Mesri (1996).

3. Fine-grained soils falling outside the two categories above are considered to behave like

clays and are not considered susceptible to liquefaction or seismic sensitivity. Analyses of the sensitivity of the saturated fine-grained soils indicated low sensitivity based on the estimated sensitivity ratios of 1.9 to 4.5 as evaluated from Terzagi, Peck and Mesri (1996). The


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sensitivity was also estimated from the CPT data which indicates that the fine-grained soils at the site ranged in sensitivity between 0.9 and 4 with most values in the order of 1.1 to 2, i.e., significantly less than the accepted sensitivity threshold value of 6. Therefore these soils are not considered to be susceptible to undergo seismically induced loss of strength. Consequently, the potential for significant loss of strength of fine-grained materials and ensuing bearing failure or significant deformations during seismic shaking is considered low. The results of the sensitivity analyses for the soil borings are included in Appendix D. The liquefaction potential of the subsurface materials was also evaluated from the CPT data using the computer software CLiq v.2.0.6.97 by Geologismiki. The liquefaction susceptibility and the liquefaction induced settlements were evaluated using the Robertson (2009) method. Results of the liquefaction analysis using CPT data are summarized in Table 4 in the next section of this report and presented in Appendix D. 7.4.5. Dynamic Settlement Dynamic settlement can occur in both dry and saturated sands when loose to medium-dense granular soils undergo volumetric changes during ground shaking. Dynamic settlement can occur in saturated sands due to liquefaction or in dry sands due to densification of the soil matrix. The anticipated dynamic settlement of the saturated soils at the site was evaluated using SPT data from the current exploration using procedures outlined by Yoshimine et al (2006). The potential for dry dynamic settlement using SPT data was calculated according to the procedure outlined in Pradel (1998a and 1998b). The anticipated dynamic settlement of the saturated soils at the site was evaluated from the CPT data from the current exploration using the computer software CLiq v.2.0.6.9. The settlement of saturated soils was computed using the procedure outlined by Youd et al (2001). The potential for dry dynamic settlement was evaluated using the CPT data according to the procedure outlined in Robertson and Shao (2010). The details of dynamic settlement analyses are presented in Appendix F Table 4 presents the results of the liquefaction analyses and both the liquefaction-induced and the dry dynamic settlement.


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Table 4 Results of Liquefaction and Dry Dynamic Settlement Analyses

Boring No.

Assumed Groundwater

Depth (feet)

Liquefiable Zone Depth Interval 1

(feet) FSliq

Liquefaction Settlement

(inches)

Settlement of Dry Sands

(inches)

Combined Dynamic

Settlement (inches)

B-105

8

15-20 40-45 50-57

0.3 0.27 0.25

9.6 negligible 9.6

B-109 15-20 35-40 45-50

0.51 0.54 0.42

5.0 negligible 5.0

B-110

10-13 15-30 40-45 55-65

0.55 0.51 0.45 0.41

8.7 1.2 10.0

B-111 10-13 20-25 40-50

0.73 0.51 0.75

4.6 0.4 5.0

C-101 13-19 23-29 47-56

0.5 0.3 0.3

9.3 negligible 9.3

C-102 9-15

17-35 49-52

0.6 0.3 0.3

7.7 negligible 7.8

C-103

13-26 30-35 40-42 48-52

0.3 0.3

0.25 0.25

9.8 0.1 9.9

C-104

9-23 27-32 36-49 55-60

0.5 0.3 0.2 0.5

9.7 1.1 10.8

Note: 1 Depth below existing grade

As shown in Table 4, the combined dynamic settlement at the ground surface of the on-site soils for the southern parcel was estimated from the SPT data to range between 5 and 10 inches and from the CPT data to range between 7.8 and 10.8 inches. These results obtained by different methods match well and therefore increase confidence in their reliability. For total seismically induced settlements in excess of 4 inches application of ground modification methods and/or pile-supported foundations to mitigate the effects of settlement is necessary. Due to significant contributions to the total liquefaction induced settlement from liquefiable soil layers at depths greater than 35 feet (more than 4 inches of settlement), ground improvement is not considered to be an economical and feasible alternative at this site. Therefore, to mitigate the effects of liquefaction, pile-supported foundations are recommended.


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7.5. Earthquake-Induced Landslides The site is not located in an Earthquake-induced Landslide Hazard Zone on the State of California Seismic Hazard Zones Map (see Figure 6). No evidence of landsliding was observed on or in the immediate vicinity of the site. Therefore the occurrence of an earthquake-induced landslide at the site is not considered to be a hazard to the site. 7.6. Subsidence Land subsidence is the lowering of the ground surface due to extraction or lowering of water levels or other stored fluids within the subsurface soil pores, or due to seismic activity which can the alluvial sediments to compact. Damage caused by subsidence can be visible cracks, fissures, or surface depression. There is no evidence that significant subsidence has occurred or may occur in the future at the site. Therefore, subsidence is not considered to be a hazard at this site. 7.7. Expansive / Collapsible Soils Action of soils exhibiting volumetric changes due to changes in moisture content affects the performance of the supported structures and improvements. Depending upon the supply of moisture in the ground, soils may experience changes in volume of up to thirty percent or more. Foundation soils which are expansive will “heave” and can cause lifting of a building or other structure during periods of high moisture. Conversely during periods of falling soil moisture, expansive soils will shrink which can result in structure settlement. Additionally, some unsaturated soils may be subject to collapse of the loose soil matrix due to dissolving of the cemented bonds within the matrix. The amount and rate of collapse is a function of mineralogy, percentage of clay, Atterberg limit values, cementing agents, etc. Observations and laboratory tests indicated that the on-site soils have a low expansion potential and therefore expansion of the near surface materials is not likely to be a problem at the site. Observations and laboratory tests indicated that the on-site soils have a degree of collapse slight to none.


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8. DESIGN RECOMMENDATIONS 8.1. General Based on the results of the field exploration and engineering analyses, it is Tetra Tech’s opinion that the proposed construction is feasible from a geotechnical standpoint, provided that the recommendations contained in this report are incorporated into the design plans and implemented during construction. It is expected that a system of driven precast concrete piles connected by grade beams supporting a structural concrete slab can be efficiently used to support the proposed structures and mitigate the significant adverse effects of the design seismically-induced settlement. The recommended driven precast concrete pile foundation is expected to be installed relatively easily using conventional construction methods. An important benefit is that the installation does not generate any soil cuttings and thus minimizes the need to handle contaminated soil. Because of the large magnitude of the liquefaction induced settlement, a structurally supported slab spanning between pile caps and supporting the ground floor loads within the residential units is recommended. Within the parking structures an alternative of flor slab-on-grade could be considered since damage to the slab due to liquefaction-induced settlement following a design seismic event could be relatively readily repaired. Subgrade overexcavation and recompaction possibly in combination with geogrid reinforcement of the subgrade would still be required. This approach would result in need to potentially handle contaminated soil Cast-in-drilled-hole (CIDH) piers were also considered but because of the significant volume of excavated soil and the likely risk of handling contaminated material, this system is not expected to be cost effective. However, drilled displacement piles, also called auger pressure grouted displacement piles, although relatively costly, may be considered because they generate relatively minor drill cuttings volume but could provide higher load capacities, if needed, than the herein recommended driven precast concrete piles. A mat foundation system or perhaps a conventional shallow foundation pad and continuous footing system may be considered but it would require implementation of ground improvement to further reduce and control reduce the estimated seismically induced settlement to acceptable levels, i.e., less than about 4 inches of total settlement. Such ground improvement could include significant overexcavation and recompaction, use of intermediate foundation systems, e.g., rammed aggregate piers, use of geosynthetics, or combination of thereof. Given the need to mitigate a significant amount of settlement originating at relatively deep depths, these methods are likely to prove less effective. In addition, due to the likely need to handle and dispose contaminated on site soil, these ground improvement methods are not expected to be cost effective. Observations and laboratory tests indicate that the on-site soils have negligible levels of water-soluble sulfates, therefore, the soils are not expected to cause injurious sulfate attack on concrete with a minimum 28-day compressive strength of 2,500 psi. Observations and laboratory tests indicated that the on-site soils have a low expansion potential and therefore expansion of the near surface materials is not likely to be a problem at the site.


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The design recommendations presented below reflect these considerations. The design recommendations presented below are based on Tetra Tech’s current understanding of the project. Once the project configuration is finalized and the design is complete, Tetra Tech should review the plans and specifications to evaluate if the geotechnical design recommendations have been incorporated as intended. 8.2. Clearing and Grubbing The construction area should be cleared of any pavement, structures, vegetation, trash and debris, prior to commencement of the site work. Any subterranean installations not to be preserved, such as pipes, utility collectors, tanks, older foundations, etc., should be abandoned and removed per Geotechnical Engineer’s recommendations and in accordance with applicable regulations. 8.3. Site Preparation No specific site preparation is required from the geotechnical perspective in the building areas where structures will be supported by the proposed pile and structural slab system. Some preparation may be, however, required to accommodate construction of the building protection system (BPS) under the buildings to control gas intrusion into the structures. It is expected that such subgrade preparation would require nominal scarification and recompaction to support BPS geomembrane. Specific recommendations may be provided once the BPS system is decided. In areas outside the building perimeter that will support various appurtenant structures and pavements the following recommendations for subgrade preparation are provided: Subgrade preparation for slabs and foundations for lightly loaded structures (e.g., trash

enclosures, landscape walls, or other appurtenant structures that are structurally separate from the main buildings) should consist of overexcavation and recompaction to a depth of at least 2 feet below the bottom of the foundation or floor slab, 2.5 feet below the existing grade, or to competent soils, whichever is deeper. To the extent practicable, the zone of overexcavation should extend outside the perimeter of the building area for a horizontal distance of at least 5 feet, but not less than a distance equivalent to the depth of overexcavation below the foundation bottom, except where existing adjacent foundations would be undermined.

Pavement areas and flatwork areas should be overexcavated and recompacted to a depth of at least 1.5 feet below the proposed subgrade elevation, or to uniform acceptable soils, whichever is deeper. To the extent practicable, the zone of overexcavation should extend a horizontal distance of at least 2 feet beyond the outside perimeter of the pavement.

In non-structural/landscaped areas, any existing soils may remain in place. However,

depending on the future use of the area, existing fill may be preferred to be excavated and replaced as engineered fill to accommodate future construction. This can be evaluated during grading.


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Disturbed soils at structural and non-structural areas will likely occur after demolition of existing site improvements. These soils should be overexcavated and recompacted to the total depth of the disturbed material.

The exposed overexcavation subgrade for all structures and slabs, should be probed and accepted by the Geotechnical Engineer. The soils should be scarified to a depth of 4 inches and compacted at a minimum of 110 percent of optimum moisture content to at least 90 percent of the maximum dry density, as evaluated by the latest version of ASTM D1557. Localized zones of loose and/or unstable soils may be encountered during the grading operations at the subgrade level and should be overexcavated and recompacted. If loose/soft/wet areas are encountered that are not practical to be excavated and processed, Table 5 below provides options for stabilizing the subgrade. The objective is to produce at least about 3 feet for foundations and 2 feet for pavements of competent fill to bridge over the impacted area. The specific type of remediation and associated area limits will need to be evaluated in the field by the Geotechnical Engineer.

Table 5 Conceptual Options for Handling Unstable Materials at the Excavated Subgrade

Areas where the soils are soft and/or unstable at the excavation subgrade

Overexcavate at least 3 feet for foundations, 2 feet for pavement areas Stabilize the soft subgrade by working open-graded aggregate material

(typically 3/4” or 1.5” crushed rock, coarser for softer subgrade) at least 4 to 6 inches into the soil.

Place non-woven geotextile, Mirafi 180N or approved equivalent, over the stabilized subgrade.

Place and compact well-graded fill (e.g., AB, CMB) or general approved backfill material to specified compaction over the geotextile.

Larger areas where the soils are excessively soft and/or unstable

Overexcavate at least 3 feet for foundations, 2 feet for pavement areas Improve the soft subgrade by working in open-graded aggregate

material as much as possible/practical into the subgrade. Place non-woven geotextile, Mirafi 180N or approved equivalent, over

the exposed soil. Place at least 8 inches (12-18 inches preferred) of well graded

aggregate material (e.g., AB, CMB); only reasonably achievable compaction is required.

Place non-woven geotextile, Mirafi 180N or approved equivalent, over the aggregate layer.

Place and compact fill to specified compaction over the geotextile. All fill placement associated with the replacement of the overexcavated soils, fill placed to achieve finish grade or subgrade, or utility trench backfill should be moisture-conditioned to at least 110 percent of the optimum moisture content and compacted to at least 90 percent of the maximum dry density, as evaluated by the latest version of ASTM D1557. The upper 1 foot of soils below pavements and any flatwork should be processed and compacted to at least 95 percent of the maximum dry density (ASTM D1557).


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Excavated on-site soils may be re-used as compacted fill provided they are acceptable from the environmental contamination perspective, free of organics, deleterious materials, debris and particles over 3 inches in largest dimension. Locally, particles up to 6 inches in largest dimension may be incorporated in the fill soils based on specific approval and placement recommendations provided by the Geotechnical Engineer of Record during grading. In the event that any soil materials (including backfill or base course materials) are imported to the site, such soils should be sampled, tested, and approved by Tetra Tech prior to arrival on-site. In general, any soils imported to the site for use as fill should be predominantly granular and have an Expansion Index less than 30. Additional recommendations for site grading are provided in the “General Site Grading Recommendations” section of this report. 8.4. Temporary Slopes and Trench Excavations The on-site soils are not expected to pose unusual excavation difficulties, and therefore, conventional earth-moving equipment may be used. Localized sloughing/raveling of exposed soil intervals should be anticipated. All trench excavations should be performed in accordance with Cal-OSHA regulations. The on-site soils may be considered Type C soils to a depth of 20 feet as defined by the current Cal-OSHA soil classification. Unsurcharged excavations: Sides of temporary, unsurcharged excavations less than 20 feet deep should be sloped back at an inclination of 1.5(H):1(V) or flatter according to Cal-OSHA. Where space for sloped sides is not available, shoring will be necessary. All excavations where the bottom vertical height of the trench exceeds 4 feet must be shielded to a height of at least 18 inches above the top of the vertical side. Surcharge setback recommendations: Stockpiled (excavated) materials should be placed no closer than 4 feet from the top of the trench. A greater setback may be necessary when considering surcharge loads such as heavy vehicles, concrete trucks and cranes. This office should be advised of such heavy vehicle loadings so that specific setback requirements can be established for the used equipment. Alternatively, a shoring system may be designed to allow reduction in the setback distance. Personnel from Tetra Tech should observe the excavation progress so that appropriate modifications to the excavation design may be recommended, if necessary, due to encountered conditions differing from the design assumptions. 8.5. Temporary Shored Excavations Significant excavation is required for the construction for the proposed below grade parking structure. It is anticipated that the bottom of the pile caps will be at a depth of about 15 feet below existing grade level. If not enough space is available for sloped excavations, then shoring will be required. At these depths a cantilever soldier pile wall shoring will likely be adequate. Although a soldier pile wall with 1 row of tieback anchors or a soil nail wall shoring system may be required if lateral loads cannot be handled by soldier pile wall system alone.


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Presented herein are preliminary design recommendations for a cantilevered and tieback and soil nail shoring systems based on the information available at this time. All components of the shoring system, including the penetration depth, should be designed by a specialist Registered Civil Engineer in the State of California and should further satisfy requirements of Cal-OSHA. It is recommended that all shoring designs be reviewed by the Geotechnical Engineer. Based on the encountered groundwater conditions, which are well below the historic high groundwater, groundwater is not expected to be an issue during construction. Therefore, the following recommendations are based on the assumption that the groundwater during construction is below the tips of soldier piles and no hydrostatic pressure can build up behind the shoring lagging. 8.5.1. Soldier Pile and Lagging Wall System Temporary soldier pile and lagging shoring system may be used to facilitate the proposed excavation. The soldier pile and lagging system would consist of steel soldier piles placed in drilled holes, backfilled with concrete. Tiebacks are usually required for excavation depths greater than about 15 feet. Alternate measures may be considered that would allow for elimination of the tiebacks such as installation of internal bracing, i.e., rakers, partial lowering of the grade just outside the excavation, or use of oversized soldier pile beams. 8.5.1.1. Soldier Pile Wall Design Table 6 below summarizes the governing geotechnical design parameters and loading diagrams for a cantilevered and tieback-supported soldier pile wall shoring system. These values are based on the following assumptions: 1. The shored soil grade is level at the ground surface; 2. There are no hydrostatic pressures behind the wall lagging; 3. There is no groundwater within the embedment depth of the soldier piles; and 4. The shoring is temporary.

Any surcharge (live or dead load) located within a 1(H):1(V) plane drawn up from the bottom of the excavation should be added to the lateral earth pressures. As a minimum, a 2 feet of uniform soil surcharge, i.e., 240 psf, is recommended to be included to account for nominal construction surcharge. The contribution of this vertical uniform surcharge to lateral loading on the shoring may be calculated by multiplying the surcharge by the coefficient of active lateral pressure. This office can provide recommendations for other surcharge configurations, if requested. To resist the lateral loading on shoring, the necessary depth of penetration of isolated soldier piles below the excavation bottom can be calculated based on the passive soil resistance provided in Table 6. Passive resistance should be ignored for the upper 12 inches below excavation bottom to account for potential near-surface soil disturbance. The passive resistance of individual soldier piles in Table 6 was increased to account for soil arching and factored by a Factor of Safety of 1.5. The provided value is applicable for soldier piles that are spaced no closer than 2 pile widths/diameters. For closer spacing the passive resistance would need to be reduced.


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Table 6 Geotechnical Design Parameters

Temporary Soldier Pile Wall with Tieback Anchors

Excavation bottom depth Up to ~18 feet

Subsurface materials Alluvial Soils

Mostly soft to firm silts and some silty sands (materials to ~18 feet below existing grade)

SHORING SYSTEM

For cantilevered shoring systems

For restrained shoring systems

Soldier pile tieback wall – single level of tiebacks – multiple levels of tiebacks

Soil unit weight, γ 125 pcf

Design friction angle, ϕ 27o 0o

Design cohesion, c 0 psf 1,000 psf

Stability number, Ns = ∙

n/a 1.9 – 2.3

ACTIVE PRESSURE

Ka … coefficient of active lateral pressure 0.38 n/a

Equivalent fluid density, EFD 47 pcf n/a

ALLOWABLE PASSIVE PRESSURE

Arching capability * 2.0

Kp … coefficient of passive lateral pressure 2.7

Equivalent fluid density – includes Safety Factor of 1.5 – considers arching

450 pcf EFD

LOADING DIAGRAMS

Loading Diagram behind the shoring 47 pcf EFD (i.e., triangular distribution)

Trapezoidal load diagram (see Diagram 2 below) based on stability number Ns = 1.9 – 2.3

Allowable passive resistance for soldier piles below excavation bottom: – includes Safety Factor of 1.5 – considers arching – ignore resistance within the upper 12 inches

450 pcf EFD ** (i.e., triangular distribution)

* Per Caltrans Trenching and Shoring Manual (2011) ** Valid without reduction for soldier pile spacing > 2 times the effective pile width. This office can provide recommendations for reduction

of the allowable passive pressure for more closely spaced soldier piles


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H = Excavation depth (feet)

H1

Tieback

2/3H1

P = 0.4*γ H

Ptotal = 0.4 H2 -0.13 H H1

H2

Hn

Hn+1

Diagram 2. Trapezoidal lateral pressures loading diagram for cohesive soils for shoring wall with tiebacks

8.5.1.2. Tieback Design Friction tieback anchors may be used to resist lateral loads. For design purposes, it may be assumed that the active wedge adjacent to the shoring is defined by a plane drawn at 33 degrees with the vertical through the bottom of the excavation. The tieback bonded zone must not encroach inside the active zone. The unbonded length of the anchor should extend either a minimum of distance of H/5, where H is the height of the wall, or 5 feet behind the surface defined by the active wedge. Only the frictional resistance developed beyond the active wedge would be effective in resisting lateral loads. If the anchors are spaced at least 6 feet on centers, no reduction due to group action in the capacity of the anchors needs to be considered. The tieback anchors be detensioned after completion of the basement walls. Tiebacks are considered to assist with the lateral restraint of the shoring and to reduce soil movement behind the shoring wall. Straight shaft, pressure-grouted tiebacks may be initially designed for an allowable bond stress of 1,550 psf. The allowable bond stress includes a Factor of Safety of 2. The allowable bond stress should be verified at the beginning of the construction. The center of the anchor bond zone should be a minimum of 15 feet below the ground surface. The tieback bond stress may need to be adjusted for shallower tieback depths and/or depending on the grouting method. 8.5.1.3. Tieback Testing The bond stress and capacities of anchors should be verified by testing during construction. The tieback proof and performance testing program should be in compliance with the latest (4th edition) Post-Tensioning Institute (PTI) guidelines “Recommendations For Prestressed Rock And Soil Anchors”. This office should review and approve the actual testing program and observe and interpret the execution of the testing program.


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8.5.1.4. Tieback Installation The anchors should be installed at angles between 15 and 30 degrees below the horizontal. Caving of anchor holes at certain locations should be anticipated and provisions should be made available to minimize such caving. The anchors should be filled with grout placed by pumping from the tip out, and the grout should extend from the tip of the anchor to the active wedge. To minimize the potential for caving, we suggest that the portion of the anchor shaft within the active wedge be backfilled with sand before testing the anchor. This portion of the shaft should be filled tightly and flush with the face of the excavation. The sand backfill may contain a small amount of cement to allow the sand to be placed by pumping. For post-grouted anchors the anchor may be filled with grout to the face of the shoring provided the tieback strands are enclosed in plastic sheathing. 8.5.1.5. Internal Bracing Locally, where tiebacks cannot be used, raker bracing may be used to internally brace the soldier pile wall. If used, raker bracing could be supported by temporary concrete footings (deadmen). For design of such temporary footings, poured with the bearing surface normal to the rakers inclined at 45 to 60 degrees from the vertical, a bearing value of 2,000 psf may be used, provided the shallowest point of the footing is at least 1 foot below the lowest adjacent grade. To reduce the movement of the shoring, the rakers should be tightly wedged against the footings and/or shoring system. 8.5.2. Soil Nail Wall A soil nail wall may be considered an option for the support of the temporary excavation. The soil nail wall alternative may be more economical than a soldier pile wall shoring system with tiebacks depending on the actual shoring configuration. 8.5.2.1. Soil Nail Wall Design Parameters to be used for the initial soil nail wall design are summarized in Table 7 below for the prevailing on-site silty soils for solid bar nails.

Table 7 Summary of Soil Nail Design Parameters

Design Parameter Design Value

Ultimate Bond Stress (for rotary drilled nails) 10 psi

Ultimate Bond Stress (for augered nails)

Yield Strength of Reinforcement Steel 60 ksi

Soil Nail Diameter 6 inches

This office can provide the full design of the soil nail wall, if requested.


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8.5.2.2. Soil Nail Testing Soil nail testing should be performed in accordance with the testing guidelines described in Chapter 9 of the FHWA Geotechnical Engineering Circular No.7 – Soil Nail Walls (FHWA-NHI-14-007) under the oversight of the Geotechnical Engineer. 8.5.3. Shoring System Deflection It is difficult to accurately predict the amount of deflection of a shored excavation as it largely depends on the quality of construction. It should be realized, however, that some deflection will likely occur. We estimate that for shoring systems designed consistent with the herein provided recommendation this deflection deflection could be on the order of 1 inch at the top of the shored excavation. If greater deflection occurs during construction, additional bracing or restraint may be necessary to minimize settlement of the nearby improvements. If it is desired to reduce the deflection of the shoring, a greater lateral earth pressure or a higher static Factor of Safety (e.g., greater than 1.5) could be used for the soldier pile or soil nail shoring system design, respectively. 8.5.3.1. Shoring System Construction Staging The shoring should be constructed utilizing a top-down method of construction whereas the soil is first partially excavated to produce a bench for installation of the topmost row of tiebacks or soil nails. The bench should not be excavated more than 5 feet below the elevation of the centerline of the tieback or soil nail row. If applicable, the shoring designer should analyze each stage of tieback or soil nail wall installation to ensure that the excavated bench level has an adequate Factor of Safety. 8.6. Deep Foundations The proposed buildings may be supported on a system of driven precast concrete piles connected by grade beams supporting a structural concrete slab. The driven precast concrete piles have the advantage of relative ease of installation, high production rate, and relatively high compressive axial capacity. Possible issues with driven piles may include noise and vibrations during installation and comparatively relatively smaller capacity than capacity of cast-in-drilled-hole piles. Because of the presence of deep liquefiable deposits up to a depth of about 60 feet, the piles need to extend sufficiently deep into the underlying competent soils in order to derive enough resistance to withstand downdrag forces due to seismically induced settlement. 8.6.1. Axial Loading Capacity Recommendations are provided herein for concrete 14-, 16-, and 20- inch square piles. Table 8 provides the recommended length and the estimated allowable axial downward and uplift capacities. The pile cap bottom has been assumed to be 5 feet below the adjacent finished grade / floor slab elevation. The allowable axial downward capacity was estimated using a Factor of Safety of 3 for the side and the end bearing resistances and for the uplift capacity. A one-third


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increase may be used when considering wind or seismic loads. If driven piles with different capacities or cross-sections are desired, Tetra Tech should be contacted Tetra Tech should be contacted to provide appropriate recommendations. The tops of piles installed within the footprint of the parking structure basement will be located at a depth of about 11 feet below the tops of piles installed below the adjacent buildings. Since most of the pile capacity is derived from the end bearing in the dense zone below a depth of about 60 feet, the piles within the basement of the parking structure may be driven to the same tip elevation as the piles for the rest of the site i.e., the piles within the footprint of the parking structure basement would be about 54 feet long instead of 65 feet long, and the recommendations included in Table 8 remain applicable. Difficult driving conditions are not generally anticipated within the upper 60 feet. However, depending on the selected pile size, structural capacity, and driving equipment, some measures may need taken in order to drive the piles typically about 10 feet into the dense to very dense sand below a depth of about 60 feet. These measures may include a use of a driving shoe, drilling to assist driving (pre-drilling), or jetting. Initial considerations techniques to achieve the needed embedment depth include a requirement that the pre-drilled hole diameter be smaller than 80 percent of the pile cross-section diagonal. Neither pre-drilling nor jetting should be performed within 1 foot above the pile tip depth. The allowable shaft resistance for both compressive and axial capacity presented in Table 8 was reduced by 50 percent to account for the effects of pre-drilling.

Table 8 DESIGN Axial Pile Capacities and Estimated Pile Depth for Driven Piles

Square Pile Side

Dimension (in)

DESIGN Groundwater Depth Below

Existing Grade (feet)

RECOMMENDED Pile Tip Depth /

Length (feet)

ULTIMATE Compressive

Capacity (kips)

ALLOWABLE Compressive

Capacity

(kips)

ALLOWABLEUplift

Capacity1

(kips)

14

8

70 … depth below grade, i.e., 65 … pile length below cap

630 210 50

16 795 265 55

20 1,190 395 70

1 The weight of the pile can be further added to estimate the uplift capacity.

Table 9 is provided to assist the contractor with selection of appropriate pile driving method. This table presents the ultimate driving resistances with no Factors of Safety to assess the actual resistances that will be experienced during pile installation. For this case, the groundwater is considered at the same depth at which it was encountered during the field investigation, which is the condition anticipated during construction.


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Table 9 also presents the ultimate axial compressive resistance for the extreme design condition when liquefaction has taken place and the associated seismically-induced settlement has imposed downdrag on the pile. An average undrained residual strength of 750 psf was assumed in the liquefiable layers for downdrag computations. The designer should consider the most critical case for the design of the piles and verify the structural integrity of the piles. The ultimate capacities presented in Table 9 are applicable for piles installed both within the footprint of the parking structure and the adjacent buildings.

Table 9 ULTIMATE Axial Pile Capacities during Installation and Following Liquefaction

Square Pile Side

Dimension (in)

RECOMMENDED Pile Tip Depth /

Length (feet)

Conditions During Pile Installation

Conditions Due To Seismically-Induced Downdrag

Groundwater Depth Below

Existing Grade DURING PILE

DRIVING (feet)

ULTIMATE Driving

Resistance (kips)

DESIGN Groundwater Depth Below

Existing Grade (feet)

ULTIMATE Compressive

Resistance After Liquefaction

(kips)

14 70 … depth below grade, i.e., 65 … pile length below cap

35

875

8

385

16 1,105 520

20 1,650 840

The axial capacities provided in Tables 8 and 9 are maximum loads based solely on the geotechnical capacity of the soils. The loads for each design condition should be assessed by the Structural Engineer with regard to structural capacity of the piles. Typically, piles in groups should be spaced at least 3 pile widths on centers. If the piles are so spaced, no reduction in the capacities of the piles need be considered due to group action, unless large pile groups are required. In such a case this office should be contacted to provide appropriate recommendations. 8.6.2. Settlement

The settlement of the proposed structures due to dead and live loads, supported on driven piles in the manner recommended, is estimated to be less than 0.5 inch, excluding elastic compression of the piles. Differential settlement between adjacent columns is estimated to be less than 0.25 inch. 8.6.3. Lateral Loading Capacity

Table 10 presents the generalized soil parameters to be used with LPILE software (ENSOFT) for the analysis of laterally loaded piles. Note that the soil profile is provided in terms of depths below the existing prevailing grade. Therefore, the lateral analysis configuration needs to be set up with considerations for pile cap thickness and basement grade, as appropriate.


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Table 10 Geotechnical Design Parameters for Static Conditions

Pile Foundations – LPILE Parameters

Depth below

EXISTING grade

(ft)

Material

LPILE Parameters1

Soil Model

Effective Unit

Weight (pcf)

Su

(psf) ϕo

(deg)

k (static)

(pci) ε50

0-5 Silt Stiff Clay with No Free Water

120 1,300 - - 0.007

5-8 Silt Stiff Clay with No Free Water

120 1,100 - - 0.007

8-13 Silt Stiff Clay free

water 58 1,100 - 500 0.007

13-19 Sand Sand API 58 - 31 40 -

19-25 Sand Sand API 58 - 32 45 -

25-40 Clay Stiff Clay with No Free Water

58 2,400 - - 0.005

40-52 Sand Sand API 58 - 31 40 -

52-57 Clay Stiff Clay with No Free Water

58 4,400 - - 0.004

57-60 Sand Sand API 58 - 29 30 -

60-80 Sand Sand API 58 - 37 100 - 1 The top 1 foot of soil is assumed not to provide lateral resistance, thus the p-y curve for the upper 1 foot of the pile length should be modified by a p-multiplier of 10-6.

For the case where liquefaction is triggered by the design seismic event soil parameters included in Table 11 should be used with LPILE. Similarly as for Table 10, the lateral analysis configuration needs to be set up with considerations for pile cap thickness and basement grade, as appropriate.


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Table 11 Geotechnical Design Parameters when Liquefaction Occurs

Pile Foundations – LPILE Parameters

Depth below

EXISTING grade

(ft)

Material

LPILE Parameters

Soil Model

Effective Unit

Weight (pcf)

Su or Sur2

(psf) ϕo

(deg) k

(pci) ε50

0-5 Silt Stiff Clay with No

Free Water 120 1,300 - - 0.007

5-8 Silt Stiff Clay with No

Free Water 120 1,100 - - 0.007

8-13 Silt Stiff Clay free

water 58 1,100 - 500 0.007

13-19 Sand Liquefied Sand

Hybrid 58 600 - 40 0.005


Hybrid 58 700 - 45 0.004

25-40 Clay Stiff Clay with No

Free Water 58 2,400 - - 0.005


Hybrid 58 750 - 40 0.001

52-57 Clay Stiff Clay with No

Free Water 58 4,400 - - 0.004


Hybrid 58 250 - 30 0.015

60-80 Sand Sand API 58 - 37 100 -

Note: The highlighted rows indicate liquefiable zones 1 The top 1 foot of soil is assumed not to provide lateral resistance, thus the p-y curve for the upper 1 foot of

the pile length should be modified by a p-multiplier of 10-6. 2 Sur is the estimated undrained residual strength of the layers that liquefy.

Lateral loads may be resisted by the piles and the passive resistance of the soils. The lateral capacity of the piles will depend on the permissible deflection and the degree of fixity at the top of the pile. This office can perform the analyses of the laterally loaded piles, if requested, when the pile selection is determined. Piles in groups may be considered to act individually when the center-to-center spacing is greater than 4 pile widths in the direction normal to loading and about 8 piles widths in the direction parallel to loading. Discussion below provides more detailed guidance. If the lateral load is normal (perpendicular) to the pile row, there would be a reduction of the lateral load capacity if the center-to-center spacing between piles is less than 4 times the diameter of a single pile. The p-multipliers presented in Table 12 are recommended by Caltrans California Amendments to AASHTO LRFD Bridge Design Specifications (2014), Section 10.7.2.4.


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Table 12 Pile p-multipliers for Closely Spaced Piles

Static Loading Perpendicular to the Pile Row

Pile Center to Center spacing (in the direction perpendicular to the loading)

p-multiplier

2.5 D 0.8

3 D 0.9

4 D 1.0

If the lateral load is parallel to the pile row, there would be a reduction of the lateral load capacity if the center-to-center spacing between piles is less than 8 times the diameter (D) of a single pile. The p-multipliers presented in Table 13 are recommended by Caltrans California Amendments to AASHTO LRFD Bridge Design Specifications (2014), Section 10.7.2.4.

Table 13 Pile p-multipliers for Closely Spaced Piles Static Loading Parallel with the Pile Row

Pile Center to Center spacing (in the direction of loading)

p-multiplier

Row 1 Row 2 Row 3 and higher

2 D 0.60 0.35 0.25

3 D 0.75 0.55 0.40

4 D 0.90 0.65 0.55

5 D 1.00 0.85 0.70

7 D 1.00 1.00 0.90

This office can provide pile group reduction multipliers for any specific pile configuration upon request. The passive resistance of compacted fill against pile caps and grade beams may be computed using the parameters for shallow foundations provided in Table 14. A one-third increase in the passive value may be used for wind or seismic loads. The resistance of the piles and the passive resistance of the soils against pile caps and grade beams may be combined without reduction in determining the total lateral resistance.


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8.6.4. Installation Considerations

Piles in groups should be driven from the interior of the group outward. Piles should be checked for alignment and plumbness.

If drilling to assist driving (pre-drilling) is implemented to aid the pile installation, the pre-drilling should not be extend within 1 foot above the specified tip elevation. Caving and raveling of the pre-drill excavations should be anticipated. The auger for pre-drilling should have a cross-sectional area no larger than 80 percent of the cross-sectional area of the pile.

The pile hammer should be an approved diesel, steam, or air hammer that develops sufficient energy to drive piles at a penetration rate of not less than 1/8-inch per blow at the design load. The pile hammer should have a rated energy of at least 150P (ft-lbs), where P is the allowable compressive capacity in kips.

8.6.5. Pilot Test

We recommend that a full-scale compression static pile load pilot testing program be considered in accordance with FHWA NHI-05-042, Chapter 18. The pilot pile load testing should be performed according by procedures specified by ASTM D1143 using the quick load method. A total minimum of 2 tests is considered appropriate based on the size of the site. If a full-scale static pile load pilot testing program is not implemented we recommend that dynamic pilot pile testing and analyses (PDA) be performed prior to commencement of production pile installation and periodically during the production pile driving to evaluate the performance of the pile driving system, pile installation stresses, pile integrity, and to confirm static pile capacity. Blowcount pile driving criteria should be developed based on the selected pile and pile driving method and equipment and in conjunction with the results of the pilot pile driving testing and analyses. 8.6.6. Observations during Pile Driving All equipment, pile driving method and schedule should be reviewed by a representative of Tetra Tech prior to commencement of the installation activities. The pile driving operations should be observed and recorded continuously by a representative of Tetra Tech. The representative should evaluate that the design pile-tip elevations and blowcount criteria are achieved for each pile before termination of pile driving and review the periodic PDA testing results. Shallow Foundations for Appurtenant Structures Conventional shallow foundations may be used for lightly loaded structures such as trash enclosures, planter walls, and other similar structures that are not attached to the building superstructure.


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8.6.7. Design Parameters Shallow foundations should be designed using the geotechnical design parameters presented in Table 14. Footings should be designed and reinforced in accordance with the recommendations of the Structural Engineer and should conform to the 2013 California Building Code. The total allowable lateral resistance can be calculated as the sum of the allowable friction resistance and the allowable passive resistance. The passive resistance values may be increased by one-third when considering transient wind or seismic loading. 8.6.8. Footings Adjacent to Trenches The bottom of any trenches that are required for any buried utilities and piping should be kept outside a zone defined by a 1(H):1(V) plane projected from the outside bottom edge of any existing or proposed footings. Backfill materials and procedures shall conform to the recommendations provided in the “Site Preparation” and “General Site Grading” sections of this report. If any piping needs to be placed within the zone of influence, the pipes should be designed to account for the increased surcharge from the applied footing pressures and to withstand potential differential settlement between the surcharged and unsurcharged segments of the pipe. Generally, the pipes within the impacted zone should be protected with concrete encasement, utilidors, or other suitable form of protection. This office should be contacted to review any specific utility interaction configurations and their proposed mitigation.


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Table 14 Geotechnical Design Parameters

Shallow Continuous and Isolated Spread Footing Foundations

Continuous Strip Footings

Dimensions At least 1 foot wide but less than 4 feet wide Embedded at least 2 feet below the lowest adjacent grade.

Allowable Bearing Capacity 2,000 psf The allowable bearing value may be increased by one-third for transient

live loads from wind or seismicity.

Spread Footings or Pads

Dimensions (feet) Up to 4 feet x 4 feet

Depth of Embedment At least 1.5 feet

Allowable Bearing Pressure 1,500 psf

The allowable bearing value may be increased by one-third for transient live loads from wind or seismicity.

All Shallow Foundations

Estimated Settlement Approximately 1-inch total settlement. Approximately 0.5-inch differential settlement between supports or over

a distance of 30 feet. Allowable Adhesion at the base (incorporates Factor of Safety of 1.5)

500 psf Adhesion to be multiplied by the contact area as limited per 2013 CBC

Section 1806.3.2. Allowable Lateral Passive Resistance (incorporates Factor of Safety of 2)

160 pcf (EFD) The passive resistance derived of the upper 12 inches should be neglected.

Allowable Combined Lateral Resistance

The total allowable resistance to lateral loads can be calculated by combining the lateral resistance due to adhesion at the base and the lateral passive resistance.

The passive resistance values may be increased by one-third when considering transient wind or seismic loading

Uplift Capacity

The weight of the soil that contributes to the uplift capacity can be estimated as a zone defined by an angle of 30 degrees from the vertical projected from the top edge of the footing to the adjacent grade.

A total unit weight of 120 pcf may be used for the soil. The lowest depth of embedment from the adjacent grade shall be used in

the estimations

8.6.9. Foundation Construction Observations Foundation excavations should be observed by a representative of Tetra Tech, and be clean of loosened soil and debris before placing steel or concrete. If soft or loose soils or other unsatisfactory materials are encountered, such materials should be removed and replaced with compacted fill prior to pouring the footing.

M&D Properties Project No. TET 16-93E

Plaza Mexico Residences January 13, 2017

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8.6.10. Exterior Slabs

The recommendations provided in the “Site Preparation” section of this report and in this section

are intended to help reduce the occurrence of cracks in concrete and associated horizontal

separation and vertical offset. However, it should be understood that concrete slabs may still crack

due to structural design or detailing, curing, or construction execution even when these

recommendations are implemented. If cracking of the concrete is desired to be minimized, the

reinforcement, concrete mix, and curing specifications should be designed appropriately by the

Structural Engineer and Concrete Specialist.

For design of concrete slabs, a modulus of subgrade reaction 1k on a 1-foot by 1-foot square plate

of 115 pounds per cubic inch may be used. For the on-site silty soils, the design modulus of

subgrade reaction for a rectangular base concrete element can be calculated as:

B

L

B

kk*5.1

)*5.01(

1

Where B and L are the width and length of the element in feet, respectively, while B is no more

than 14 times the thickness of the element, i.e., floor slab, and k is the design modulus of subgrade

reaction in pci.

In order to assist with initiation of the slab design, the slab-on-ground should have a minimum

thickness of 5 inches. The minimum reinforcement to reduce separation and offset of potential

concrete cracks should consist of No. 4 reinforcing bars spaced at 18 inches on-center, each way,

placed in the middle one-third of the section. Reinforcement should be properly placed and

supported on blocks or “chairs.” Welded wire mesh reinforcement is not recommended.

Control joints should be constructed in accordance with recommendations from the Structural

Engineer and the Architect. For preliminary design considerations, control joints should be

provided in all concrete slabs-on-grade as recommended by American Concrete Institute (ACI)

guidelines and at a maximum spacing (in feet) of 2 to 3 times of the slab thickness (in inches), but

generally no more than 10 feet,. All joints should form approximately square patterns to reduce

potential for randomly oriented shrinkage cracks. The control joints should be tooled at the time

of the pour or sawcut to ¼ of slab depth within 6 to 8 hours of concrete placement. All joints in

flatwork should be sealed to prevent moisture, vermin, or foreign material intrusion. Precautions

8.7. Seismic Design Parameters

The seismic design coefficients provided below in Table 15 are based on Chapter 16 of the

2013 California Building Code. According to the 2013 CBC, sites subject to liquefaction should

be classified as Site Class F, which requires a site response analysis to determine the site

acceleration response spectrum. However, ASCE 7-10, Section 20.3.1, which is the basis for the

2013 CBC, states that for structures with fundamental period of vibration equal or less than 0.5s,

site response analysis is not required to determine the site acceleration response spectrum and the



Page 36

Site Class may be determined in accordance with Section 20.3, in which case this site may be

classified as a Site Cass D. The structural engineer shall verify that the natural period of the

structure meets this condition. If a site specific response is required, Tetra Tech can provide

such an analysis.

Table 15

Site Categorization and 2013 CBC Site Coefficients

Site coordinates 33.93024o N, -118.21807o W

Parameter Design Value

Site Class (Table 20.3-1 ASCE 7) D*

Short Period Spectral Acceleration Parameter Ss 1.776**

1-sec. Period Spectral Acceleration Parameter S1 0.638**

Short Period Design Spectral Acceleration Parameter SDS 1.184**

1-sec. Period Design Spectral Acceleration Parameter SD1 0.638**

* Soil profile based on estimated vs30 of 300 m/s ** Values from USGS Earthquake Hazards Program website, http://earthquake.usgs.gov/hazards/designmaps/

based on the ASCE7-10 with July 2013 errata and 2012 International Building Code.

8.8. Retaining Walls and Basement Walls

Foundations for retaining walls with a retained height of soil lower than 6 feet may be designed

with the recommendations provided in Table 16 without including any seismic pressure

increments. Walls retaining more than 6 feet require the inclusion of not only static lateral

pressures but also of additional seismically induced lateral earth pressures as stipulated in the 2014

County of Los Angeles Building Code, which is based on the 2013 California Building Code

(CBC).

According to the 2013 CBC the dynamic seismic lateral earth pressures on foundation walls and

retaining walls should be determined using the design earthquake ground motions. Based on the

USGS U.S. Seismic Design Maps website application

(http://earthquake.usgs.gov/designmaps/us/application.php), the PGA from the Design Response

Spectrum at the site is approximately 0.47g where the design PGA is calculated as 0.4*SDS, where

SDS is the risk-targeted, maximum rotated acceleration direction, design response spectrum

parameter for short periods. The seismic induced earth pressure increments were estimated using

the method recommended by Mikola and Sitar (2013). These recommendations are provided in

Table 16. Lateral earth pressures presented in this table are for a level backfill.

Determination of whether the active or at-rest condition is appropriate for design will depend on

the flexibility of the walls. In walls with silty sand backfill that are free to rotate at least

0.002 radians (deflection at the top of the wall of at least 0.002 x H) may be designed for the active

condition. Walls that are not capable of this movement should be assumed rigid and designed for

http://earthquake.usgs.gov/hazards/designmaps/

http://earthquake.usgs.gov/designmaps/us/application.php



Page 37

the at-rest condition. The effect of any surcharge (dead or live load) located within a 1(H):1(V)

plane drawn upward from the heel of the wall footing should be added to the lateral earth pressures.

The on-site soils may be used as backfill material behind the site retaining walls provided they are

not contaminated and are approved by the Geotechnical Engineer. Alternatively, an approved

import material should be used for the backfill behind the wall. Suitable backfill materials should

have a Sand Equivalent of about 30, an Expansion Index of less than 20, and fines content (passing

#200 sieve) of less than 15 percent. The materials that are approved as backfill materials should

be moisture-conditioned at or above optimum moisture content, and placed in horizontal lifts not

more than 8 inches in uncompacted thickness, and compacted to at least 90 percent of the

maximum dry density, as evaluated by the latest version of ASTM D1557.

Retaining and basement walls should be constructed to limit potential for hydrostatic pressure

built-up behind the wall or be designed to withstand hydrostatic forces. If irrigation or

precipitation infiltration is expected, adequate drainage is essential to provide a free-drained

backfill condition to limit the hydrostatic buildup behind the wall. If control of efflorescence on

the air side of the wall due to moisture transmission through the wall is desired, the wall should be

appropriately waterproofed. However, efflorescence can also develop from the air side due to

irrigation overspray. Adequate drainage and waterproofing behind the wall may be provided by a

backdrain consisting of a geosynthetic drainage composite such as TerraDrain, MiraDrain, or

approved equivalent, placed against the entire backside of the wall. The drainage composite should

be connected to a 4-inch-diameter perforated ABS or PVC Schedule 40 drain pipe, or an approved

equivalent, placed at the base of the wall. The drain pipe should be sloped at least 2 percent and

surrounded by 1 cubic foot per foot of the Class II Permeable Material (Caltrans Standard

Specifications - Section 68), or by ¾-inch crushed rock (Standard Specification for Public Works

Construction (“Greenbook”) - Section 200-1.2) wrapped in suitable non-woven filter fabric, e.g.,

Mirafi 140NL or approved equivalent. Perforations in the drain pipe should have a maximum

diameter of 0.25 inches or 3/8 inches for Class 2 Permeable or ¾-inch crushed rock drain material,

respectively, spaced 3 inches on center, and be arranged in 2 rows at a radial spacing of

approximately 120 degrees. The axis of the included angle between the perforation rows should

be positioned downward to form a flowline. The drain pipe should discharge through a solid pipe

to appropriate outlets, such as the storm drain system or through the wall. The maximum length

of the drain pipe between discharge outlets should not exceed 200 feet.


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Table 16 Geotechnical Design Parameters for Retaining and Basement Walls

Lateral Pressures due to Static and Seismic Loads

Active Pressure for Yielding Walls

Static active pressure (psf)

above groundwater 45z + 0.38Q

below groundwater (at depth z > zw) 45zw + 86(z - zw) + 0.38Q

Active seismic pressure increment (psf)

above groundwater 15z

below groundwater (at depth z > zw) 15zw + 7 (z - zw) +

26 z z ∗

At Rest Pressure for Non-yielding Walls

Static at-rest pressure (psf)

above groundwater 66z + 0.55Q

below groundwater (at depth z > zw) 66zw + 97(z - zw) + 0.55Q

At-rest seismic pressure increment (psf)

above groundwater 34z

below groundwater (at depth z > zw) 34zw + 17(z - zw) +

26 z z ∗ Allowable Lateral Passive Pressure Resistance

Includes a Factor of Safety of 2

Lateral passive pressure (psf)

above groundwater 160z1

below groundwater (at depth z1 > zw) 160zw + 115(z1 - zw)

Notes: Lateral Pressures due to Seismic Loading are based on a PGA=0.47g for a design response spectrum taken as 2/3 MCER

response spectrum. The appropriate total seismic force (active plus seismic increment for yielding walls and at rest plus seismic increment for non-yielding walls) should be calculated be assuming a downward increasing tringle equivalent fluid pressure distribution. The resulting force should be assumed to act at 1/3 of the height of the wall above the bottom of the wall.

Pressure based on soil with ϕ = 27o, c = 0 psf, γt = 120 pcf (above groundwater), γt = 125 pcf (below groundwater) The 2013 CBC requires that basement walls be designed for at rest earth pressures for static conditions.

Legend: z … Depth (ft) below the grade behind the wall –depth measured from the ground surface to the depth where

the soil lateral pressure is being evaluated; z1 … Depth (ft) below the grade where passive conditions apply, i.e., usually in front of the wall – depth

measured from the ground surface to the depth where the soil lateral pressure is being evaluated; zw … Depth to groundwater (ft) – depth measured from the ground surface to the groundwater; dw … Depth of water along the wall height (ft) – measured from the groundwater table to the bottom of the

structure; Q … Uniform surcharge (psf) within a 1(H):1(V) plane drawn upward from the heel of the wall footing.

Because the historical high groundwater depth is at 8 feet, the basement walls under the parking structure need to be waterproofed in accordance with 2013 CBC, Section 1805 unless permanent dewatering systems are installed that keep the water table at least 2 feet below the basement grade elevation in which case the walls should be damp proofed.


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8.9. Embedded Posts and Poles at Grade 8.9.1. Non-Constrained Case For the non-constrained case where the pole is not restricted to move at the ground level, the minimum depth of embedment required to resist lateral loads should be determined in accordance with the 2013 CBC Section 1807.3.2.1. The allowable static lateral soil bearing pressure can be assumed to be equal to 160 pcf equivalent fluid density (pcf EFD). Where bare ground (without concrete or asphalt cover) is present adjacent to the foundation, the lateral resistance should be ignored for the upper 12 inches below grade. Therefore, a trapezoidal pressure distribution should be used starting at 12 inches below grade. The allowable passive earth pressure value incorporates a Factor of Safety of 2. Vertical compressive loading can be resisted utilizing an allowable end bearing pressure of 1,600 psf. 8.9.2. Constrained Case For the constrained case where the pole is restricted from movement at the ground level by encasement in surrounding concrete or similar, the minimum depth of embedment required to resist lateral loads should be determined in accordance with the 2013 CBC, Section 1807.3.2.2. The allowable static lateral soil bearing pressure can be assumed to be at least 160 pcf EFD. The constrained earth pressure value incorporates a Factor of Safety of 2. Vertical compressive loading can be resisted utilizing an allowable end bearing pressure of 1,600 psf. 8.10. Pavement Sections New pavements for driveways are anticipated to be constructed around and throughout the development. 8.10.1. Subgrade Preparation The subgrade preparation and fill placement in the areas to be paved should conform to the recommendations provided in the “Site Preparation” and “General Site Grading” sections of this report. 8.10.2. Asphalt Concrete Pavement Design Flexible pavement sections have been evaluated in general accordance with the Caltrans Highway Design Manual method for flexible pavement design using a 20-year design life period. It is estimated that the access roads may be designed for a Traffic Index of 5. If fire access is required, a Traffic Index of 5 or 6 is typically acceptable to regulatory agencies. Based on the prevailing on-site subgrade silty soils R-value of 15 was assumed. The resulting recommended pavement sections are presented in Table 17.


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Table 17 Flexible Pavement Sections

Location R-Value Assumed Traffic Index

Asphalt Concrete (inches)

Aggregate Base

(inches)

Full Depth Asphalt

Concrete Alternative

Parking / drive aisles

15

5.0 or less 3.0 8 7

Light / moderate traffic 6.0 3.5 10.5 8.5

Asphalt concrete and aggregate base should conform to the Specifications for Public Works Construction (Green Book) Sections 203-6 and 200-2, respectively. The aggregate base course should be compacted to 95 percent or more of the maximum dry density, as evaluated by the latest version of ASTM D1557. 8.10.3. Portland Cement Concrete Pavement Design Portland cement concrete (PCC) pavement sections are presented in Table 18. The PCC pavement sections may be placed directly on uniformly compacted subgrade soils to reduce potential for moisture infiltration and degradation of the subgrade. Alternatively, the PCC pavement be placed on at least 4 inches of aggregate base compacted to 95 percent or more of the maximum dry density (ASTM D 1557). The 4-inch aggregate base is not required from the pavement structural design perspective but provides a desired separation from the underlying potentially corrosive soils, assists with curing, and for constructability reasons. Optionally, the pavement sections may be reinforced with No. 3 reinforcing bars spaced 18 inches on center, each way, to reduce the potential for shrinkage cracking. Reinforcement steel and tie bar requirements should meet ACI recommendations.

The average daily truck traffic (ADTT) has been assumed for this project. The PCC pavement sections were designed for a theoretical 20-year design life based on the procedures suggested by the American Concrete Institute (ACI) Committee 330 (ACI 330R-01, 2001). Contraction, construction and isolation joints should be placed per ACI recommendations.


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Table 18 Portland Cement Concrete Pavement Sections

Subgrade Soil Silty Soils

Thickness of Aggregate Base Course None or 4 inches

Modulus of Subgrade Reaction, k 120 pci

PCC Pavement 28-day concrete compressive strength 4,000 psi

Modulus of rupture determined by the third-point method 600 psi

Category ADTT1 Pavement Traffic Description PCC Thickness

(inches)

A 0 Car parking areas and access lanes Autos, pickups, and panel trucks only

3.5

A-1 10 Truck access lanes

5.5 B 25

Shopping center entrance and service lanes Bus parking areas and interior lanes Single-unit truck parking areas and interior lanes

C 300 Bus entrance and exterior lanes Single-unit truck entrance and exterior lanes Multiple-unit truck parking areas and interior lanes

6.5

D 700 Bus entrance and exterior lanes Multiple-unit truck entrance and exterior lanes Multiple-unit truck parking areas and interior lanes

8.0

Note: 1Average Daily Truck Traffic; 8.10.4. Pavement Construction Observations The preparation of the pavement subgrade and the placement of base course and pavement sections should be observed by Tetra Tech personnel. Careful observation is recommended to evaluate that the pavement subgrade is consistent with the design assumptions and that it is uniform and uniformly compacted and that the recommended pavement and base course thickness are achieved. Paved areas should be properly sloped, and surface drainage facilities should be established to reduce water infiltration into the pavement subgrade. Curbing located adjacent to paved areas should be founded in the soil subgrade in order to provide a cutoff to reduce water infiltration into the base course.


Page 42

8.11. Soil Corrosion The corrosion potential of the on-site materials to buried steel and concrete was evaluated based on laboratory testing on 2 representative soil samples. Table 19 below presents the results of the corrosivity testing.

Table 19

Corrosivity Test Results

Boring Sample ID Depth (feet)

pH Resistivity (ohm-cm)

Chlorides (ppm/%)

Soluble Sulfate Content in Soil

(ppm/%)

B-109 SK-1 0-5 8.3 1,160 13/0.0013 80/0.0080

Category S0 per 2013 CBC

Per 2013 CBC/ 2012 IBC, Section 1904.1, concrete subject to exposure to sulfates shall comply with the requirements set forth in ACI 318, Section 4.3. Based on the measured water soluble sulfate results the exposure of buried concrete to sulfate attack should be considered “not applicable”, i.e., exposure class S0 per ACI 318, Table 4.2.1. Consequently, injurious sulfate attack is not anticipated for concrete with a minimum 28-day compressive strength of 2,500 psi. Per 2013 CBC, Section 1904.1, concrete reinforcement should be protected from corrosion and exposure to chlorides in accordance with ACI 318, Section 4.3. The potential for corrosion of buried metals was evaluated based on the minimum resistivity and our experience with similar soils. The on-site soils are anticipated to likely have a “severe” corrosion potential to buried ferrous metals. A corrosion specialist should be consulted regarding suitable types of piping and necessary protection for underground metal conduits. The corrosion potential of the on-site soils should be verified during construction for each encountered soil type. Imported fill materials should be tested prior to placement to confirm that their corrosion potential is not more severe than the one assumed for the project. 8.12. Drainage Control The intent of this section is to provide general information regarding the control of surface water. The control of surface water is essential to the satisfactory performance of the building construction and site improvements. Surface water should be controlled so that conditions of uniform moisture are maintained beneath and adjacent to the structure, even during periods of heavy rainfall. The following recommendations should be considered as minimal.

Ponding and areas of low flow gradients should be avoided. Paved surfaces within 10 feet from the building foundation should be provided with a

gradient of at least 2 percent sloping away from improvements. Bare soil, e.g., planters, within 10 feet of the structure should be sloped away from the

improvement at a gradient of 5 percent. Positive drainage devices, such as graded swales, paved ditches, and/or catch basins should

be employed to accumulate and convey water to appropriate discharge points. Concrete walks and flatwork should not obstruct the free flow of surface water.


Page 43

Area drains should be recessed below grade to allow free flow of water into the basin. Enclosed raised planters should be sealed at the bottom and provided with an ample flow

gradient to a drainage device. Recessed planters and landscaped areas should be provided with area inlet and subsurface drain pipes.

Planters should not be located immediately adjacent to structures. If planters are to be located adjacent to a structure, they should be positively sealed, should incorporate a subdrain, and should be provided with free discharge capacity to a drainage device.

Planting areas at grade should be provided with positive drainage. Wherever possible, the grade of exposed soil areas should be established above adjacent paved grades. Drainage devices and curbing should be provided to prevent runoff from adjacent pavement or walks into planted areas.

Gutter and downspout systems should be provided to capture discharge from roof areas. The accumulated roof water should be conveyed to an off-site disposal area by a pipe or concrete swale system.

Landscape watering should be performed judiciously to preclude either soaking or desiccation of soils. The watering should be such that it just sustains plant growth without excessive infiltration. Sprinkler systems should be checked periodically to detect leakage and irrigation efforts should be reduced or halted during the rainy season.


Page 44

9. GENERAL SITE GRADING RECOMMENDATIONS The intent of this section is to provide general information regarding the site grading. Site grading operations should conform with applicable local building and safety codes and to the rules and regulations of those governmental agencies having jurisdiction over the subject construction. The grading contractor is responsible for notifying governmental agencies, as required, and a representative of Tetra Tech at the start of site cleanup, at the initiation of grading, and any time that grading operations are resumed after an interruption. Each step of the grading should be accepted in a specific area by a representative of Tetra Tech, and where required, should be approved by the applicable governmental agencies prior to proceeding with subsequent work. The following site grading recommendations should be regarded as minimal. The site grading recommendations should be incorporated into the project plans and specifications. 1. Prior to grading, existing vegetation, trash, surface structures and debris should be removed

and disposed off-site at a legal dumpsite. Any existing utility lines, or other subsurface structures which are not to be utilized, should be removed, destroyed, or abandoned in compliance with current governmental regulations.

2. Subsequent to cleanup operations, and prior to initial grading, a reasonable search should be

made for subsurface obstructions and/or possible loose fill or detrimental soil types. This search should be conducted by the contractor, with advice from and under the observation of a representative of Tetra Tech.

3. Prior to the placement of fill or foundations within the building area, the site should be prepared

in accordance with the recommendations presented in the section “Site Preparation” of this report. All undocumented fill or disturbed soils within the building areas should be removed and processed as recommended by the representative of Tetra Tech.

4. The exposed subgrade and/or excavation bottom should be observed and approved by a

representative of Tetra Tech for conformance with the intent of the recommendations presented in this report and prior to any further processing or fill placement. It should be understood that the actual encountered conditions may warrant excavation and/or subgrade preparation beyond the extent recommended and/or anticipated in this report.

5. On-site inorganic granular soils that are free of debris or contamination are considered suitable

for placement as compacted fill. Any rock or other soil fragments greater than 6 inches in size should not be placed within 5 feet of the foundation subgrade.

6. Any imported fill material required for backfill or grading should be tested and approved prior

to delivery to the site. 7. Visual observations and field tests should be performed during grading by a representative of

Tetra Tech. This is necessary to assist the contractor in obtaining the proper moisture content and required degree of compaction. Wherever, in the opinion of a representative of Tetra Tech,


Page 45

an unsatisfactory condition is being created in any area, whether by cutting or filling, the work should not proceed in that area until the condition has been corrected.


Page 46

10. DESIGN REVIEW AND CONSTRUCTION MONITORING Geotechnical review of plans and specifications and participation during the construction are an integral part of the design practice. The following paragraphs present our recommendations relative to the review of construction documents and the monitoring of construction activities. 10.1. Plans and Specifications The design plans and specifications should be reviewed and approved by Tetra Tech prior to bidding and construction, as the geotechnical recommendations may need to be re-evaluated in the light of the actual design configuration and loads. This review is necessary to evaluate whether the recommendations contained in this report have been incorporated into the project plans and specifications as intended. 10.2. Construction Monitoring Site preparation, pile installation, assessment of imported fill materials, fill placement, and other site grading operations should be observed and tested. The subgrade soils exposed during the construction may differ from those anticipated in the preparation of this report. Continuous observation by a representative of Tetra Tech should be implemented during construction to allow for evaluation of the soil conditions as they are encountered, and to provide the opportunity to recommend appropriate revisions as needed.


Page 47

11. LIMITATIONS The recommendations and opinions expressed in this report are based on Tetra Tech’s review of background documents and on information obtained from the current geotechnical investigation. It should be noted that the scope of this study did not include the evaluation of the presence and/or extent of hazardous materials on any portion of the site although Tetra Tech is cognizant of the presence of such materials in certain portions of the site. Due to the limited nature of the field explorations, conditions not observed and described in this report may be present on the site. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation and laboratory testing can be performed upon request. It should be understood that conditions different from those anticipated in this report may be encountered during grading operations, for example, the extent of unsuitable soil and the associated additional effort required to mitigate them. Site conditions, including groundwater level, can change with time as a result of natural processes or the activities of man at the subject site or at nearby sites. Changes to the applicable laws, regulations, codes, and standards of practice may occur as a result of government action or the broadening of knowledge. The findings of this document may, therefore, be invalidated over time, in part or in whole, by changes over which Tetra Tech has no control. Therefore, this report should reviewed and recertified if it were to be used for a project design commencing more than 1 year after the date of issuance of this report. Tetra Tech’s recommendations for this site are dependent upon appropriate quality control of the excavation for the construction of the underground storage tank and related facilities. Accordingly, the recommendations are made contingent upon the opportunity for Tetra Tech to observe grading and foundation installation operations, including installation of the temporary shoring. If parties other than Tetra Tech are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the Geotechnical Engineer of Record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations. This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Tetra Tech should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. Reliance by others on the data presented herein or for purposes other than those stated in the text is authorized only if so permitted in writing by Tetra Tech. It should be understood that such an authorization may incur additional expenses and charges. Tetra Tech has endeavored to perform its evaluation using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with experience in this area in similar soil conditions. No other warranty, either expressed or implied, is made as to the conclusions and recommendations contained in this report.


Page 48

12. SELECTED REFERENCES California Building Standards Commission, 2013 California Building Code, California Code of

Regulations Title 24, Based on the 2012 International Building Code, July 2013. California Department of Conservation, Division of Mines and Geology, 2008, Guidelines for

Evaluation and Mitigation of Seismic Hazards in California: Special Publication 117. California Department of Conservation, Division of Mines and Geology, 1999, State of California,

Seismic Hazard Zones, Beverly Hills Quadrangle, Official Map, released March 25, 1999, Scale 1:24,000.

California Department of Conservation, Division of Mines and Geology, 1998, Seismic Hazard

Evaluation of the Beverly Hills 7.5-Minute Quadrangle, Los Angeles County, California: Open-File Report 98-14.

California Department of Transportation (CALTRANS), 2011, Trenching and Shoring Manual.

County of Los Angeles, Department of Public Works, Geotechnical and Materials Engineering Division, 2009. Review of Geotechnical Reports addressing Liquefaction. GME-3 (February 4).

California Geological Survey, 1999, State of California, Tsunami Inundation Map for Emergency

Planning, County of Los Angeles, Beverly Hills Quadrangle, released March 1, 1999, Scale 1:24,000.

Cao, T., Bryant, W. A., Rowshandel B., Branum D., and Wills C. J., 2003, The Revised 2002

California Probabilistic Seismic Hazard Maps June 2003. Dibblee, T.W., Ehrenspeck, H.E., Ehlig, P.L., and Bartlett, W.L., 1990, Geologic map of the Palos

Verdes Peninsula and vicinity, Redondo Beach, Torrance, and San Pedro quadrangles, Los Angeles County, California: Dibblee Foundation, DF-70, Scale 1:24,000.

Ebeling, R., 1993, The Seismic Design of Waterfront Retaining Structures, NCEL Technical Report

R-939, January 1993. Idriss, I.M., and Boulanger, R.W., 2008. Soil Liquefaction during Earthquakes. Earthquake

Engineering Research Institute. International Code Council, Inc., 2012 International Building Code, June 2011. Jennings, C. W., and Bryant, W. A., 2010, Fault Activity Map of California, California Geological

Survey, Data Map No. 6, Map scale 1:750,000. Naval Facilities Engineering Command (NAVFAC), 1982. Soil Mechanics, Foundations and Earth

Structures. Design Manuals 7.01 and 7.02.


Page 49

Leon, L. A., Christofferson, S. A., Dolan, J. F., Shaw, J. H., and Pratt, T. L., 2007, Earthquake-by-earthquake fold growth above the Puente Hills, blind thrust fault, Los Angeles, California: Implications for fold kinematics and seismic hazard, J. Geophys. Res., 112.

Norris, R. M., and R. W. Webb, 1990, Geology of California, John Wiley & Sons, N.Y. Olson, E.L. and Cooke, M.L., 2005, Application of Three Fault Growth Criteria to the Puente Hills

Thrust System, Los Angeles, California, USA: Journal of Structural Geology 27(2005)1765-1777.

Poland and Piper, 1956, Ground-water geology of the coastal zone, Long Beach - Santa Ana area,

California, USGS, Water-Supply Paper 1109, dated 1956 Pradel, D., 1998a, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils:

Journal of Geotechnical and Geoenvironmental Engineering, dated April, pp. 364-368. Pradel, D., 1998b, Erratum to Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy

Soils: Journal of Geotechnical and Geoenvironmental Engineering, dated October, p. 1048. Robertson, P.K. and Cabal, K.L., 2007. Guide to Cone Penetration Testing for Geotechnical

Engineering. Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical

Journal, 27 (1), 151-8. Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT

Canadian Geotechnical Journal, 1998, Vol. 35, August. Robertson, P.K., 2009. Interpretation of Cone Penetration Tests – a unified approach. Canadian

Geotechnical Journal, 2009, Vol. 46, pgs. 1337-1355. Robertson, P.K. and Shao L., 2010. Estimation of Seismic Compression in Dry Soils Using the CPT.

Fifth Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics and Symposium in Honor of Professor I.M. Idriss, May 24-29, 2010, San Diego, CA, pgs. 1-6.

Shaw, J., Plesch, A., Dolan, J. F., Pratt, T. L., Fiore, P., 2002, Puente Hills Blind-Thrust System, Los

Angeles, California, Bulletin of the Seismological Society of America (Seismological Society of America) 92 (8): 2946–2960.

Southern California Earthquake Center, 1999. Recommended Procedures for Implementation of

DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California, dated March.

Terzaghi, K., Peck R., and Mesri G., (1996), Soil Mechanics in Engineering Practice, Third

Edition, Published by Wiley-Interscience, February 7, 1996.


Page 50

Yoshimine, M., Nishizaki, H., Amano, K., and Hosono, Y., 2006. Flow Deformation of Liquified

Sand Under Constant Shear Load and its Application to Analysis of Flow Slide in Infinite Slope. Soil Dynamics and Earthquake Engineering, 26, 253-264.

Youd, T.L., and Idriss, I.M. (eds.), 1998, Summary Report in Proceedings of the NCEER Workshop

on Evaluation of Liquefaction Resistance of Soils: National Center for Earthquake Engineering Research Technical Report NCEER-97-0022, pp. 1-40.

Youd, T.L., and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary report of NCEER

1996 and 1998 NCEER/SF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, dated April.


Figures


Appendix A

Logs of Exploratory Borings

Project: 3000 E. Imperial Hwy Redevelopment

Project Location: Lynwood

Project Number: TET 16-93E

Log of Boring B-104

Date(s) Drilled 9/19/2016

Drilling Method Hollow Stem Auger

Drill Rig Type CME 75

Groundwater Level and Date Measured Not encountered

Borehole Backfill Cement bentonite grout

Logged By Andrew McLarty, Scott Zylstra

Drill Bit Size/Type 8-inch

Drilling Contractor Jet Drilling Inc.

Sampling Method(s) SPT, Ring

Location South Site, Lat: 33.93035 Long: -118.21848

Checked By Andrew McLarty

Total Depth of Borehole 31.5 feet BGS

Approximate Surface Elevation 91.0 feet

Hammer Data

CME auto trip hammer, 140 lb. with 30-inch drop

Mat

eria

l Typ

e

SM

CH

MH

ML

MH

REMARKS AND OTHER TESTS

Consol

PL=23/LL=33/PI=10 <#200=57%

<#200=57%

Gra

phic

Log

Wat

er C

onte

nt, %

20.4

20.2

20.3

Dry

Uni

t Wei

ght,

pcf

100

101

104

MATERIAL DESCRIPTION

[FILL] Artificial Fill (af) Silty SAND, loose, light brownish gray (2.5Y 6/2), damp

Fat CLAY, firm, dark reddish brown (2.5YR 3/3), damp

Elastic SILT with GRAVEL, soft, variegated light yellowish brown (10YR 6/4), reddish brown (2.5YR 5/4) and dark bluish gray (5B 1/1), damp

[NATIVE] Young Alluvial Fan Deposits (Qyf) SILT, firm to stiff, brown (10YR 5/3), damp, trace of well-rounded gravel

...few gravel, trace of carbonate nodules

...damp to moist, few iron stained partings

...mottled light brownish gray (2.5Y 6/2) and dark reddish brown (2.5YR 3/3), trace of clay, few platy iron-stained planes

...pink (7.5YR 7/3), damp

...stiff, dark brown (7.5YR 3/4), damp, trace of elastic SILT

SILT with GRAVEL, stiff, mottled reddish brown (2.5YR 5/4) with dark brown (7.5YR 3/4), damp, clasts mostly carbonate

Elastic SILT, stiff, olive yellow (2.5Y 6/6), damp

Bottom of boring at 31.5 feet Below Ground Surface (BGS). NOTES: No groundwater encountered. Backfilled with neat cement per Los Angeles County Department of Public Health (LACDPH) specifications.

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SPT-1

R-2

SPT-3

R-4

SPT-5

R-6

SPT-7

R-8

SPT-9

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

3/3/4

3/2/3

2/3/5

2/2/5

4/4/6

4/5/9

4/5/5

4/6/14

3/3/5

Ele

vatio

n (f

eet)

91

86

81

76

71

66

61

56

51

46

41

36

31

26

21

L:\0

2 -

PR

OJE

CT

S\2

016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

orin

g Lo

gs\B

orin

g Lo

gs.b

g4[7

0-75

with

2 la

b T

t LO

GO

_w L

ab A

bb.tp

l]

Sheet 1 of 1




Log of Boring B-105




Groundwater Level and Date Measured 46.0 feet


Logged By Scott Zylstra



Sampling Method(s) Bulk, SPT, Ring





Hammer Data


Mat

eria

l Typ

e

MH

ML

ML

SM

ML

CH

SM

ML

SW

SM


DS

Consol

<#200=45%

DS

DS

<#200=42%

Gra

phic

Log

Wat

er C

onte

nt, %

18.5

18.2

15.1

26.4

38.2

31.4

17.7

Dry

Uni

t Wei

ght,

pcf

102

112

105

98

88

94

115


[FILL] Artificial Fill (af) Elastic SILT, firm, reddish brown (2.5YR 5/4), damp

SILT, firm, reddish brown (2.5YR 5/4), damp

...very stiff, trace of well-rounded gravel, plastic

...rubber gasket fragments

...soft, concrete fragments, trace of pea size gravel

[NATIVE] Young Alluvial Fan Deposits (Qyf) Sandy SILT, firm, yellowish brown (10YR 5/6) variegated with light yellowish brown (10YR 6/4), damp, some mica, trace of cobbles

SILT, firm, mottled yellowish brown (10YR 5/6) with a little olive brown (2.5Y 4/3), damp, trace of gravel

Silty SAND, medium dense, light olive gray (5Y 6/2), damp

...firm, damp to moist

SILT, very stiff, olive brown (2.5Y 4/3), damp

...soft, bluish gray (5B 5/1), moist

...firm

Fat CLAY, firm, dark bluish gray (5B 1/1), wet

Silty SAND, loose, bluish gray (5B 5/1), wet

SILT, very loose, gray (N 6/1), wet, trace of clay

Well-graded SAND, loose, gray (N 6/1), wet

Silty SAND, light gray to gray (N 6/1), saturated

Bottom of boring at 56.5 feet BGS. NOTES: Groundwater @ 40.5 feet ATD, @ 46 feet AD. Backfilled with neat cement per LACDPH specifications.

@ 40.5 feet ATD sampler visibly wet

@ 46 feet AD (15 mins)

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SK-1

R-2

SPT-3

R-4

SPT-5

R-6

SPT-7

R-8

SPT-9

R-10

SPT-11

R-12

SPT-13

R-14

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

3/3/3

7/8/12

1/2/2

1/2/4

2/2/3

4/7/9

3/4/4

1/2/2

2/4/6

2/3/3

1/2/2

2/3/6

4/4/6

Ele

vatio

n (f

eet)

91

86

81

76

71

66

61

56

51

46

41

36

31

26

21

L:\0

2 -

PR

OJE

CT

S\2

016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

orin

g Lo

gs\B

orin

g Lo

gs.b

g4[7

0-75

with

2 la

b T

t LO

GO

_w L

ab A

bb.tp

l]

Sheet 1 of 1




Log of Boring B-106






Logged By Scott Zylstra








Hammer Data


Mat

eria

l Typ

e

ML

MH

ML

SM

ML

SM

ML

MH


EI=1

Gra

phic

Log

Wat

er C

onte

nt, %

8.0

22.9

11.7

23.3

Dry

Uni

t Wei

ght,

pcf

114

103

115

92


[FILL] Artificial Fill (af) SILT, soft, brown (10YR 4/3), damp, trace of sand

...firm to stiff, dark brown (7.5YR 3/4), damp, little gravel (~2 in dia.) and carbonate in composition

...firm, light olive gray (5Y 6/2), damp

...little gravel

[NATIVE] Young Alluvial Fan Deposits (Qyf) Elastic SILT, firm, brown (10YR 5/3), damp

Sandy SILT, soft to firm, reddish brown (2.5YR 5/4), damp, trace of pebbles

...stiff, brown (10YR 4/3 5/3), damp, with gravel

Silty SAND, medium dense, light yellowish brown (10YR 6/4), damp

SILT, hard, mottled brown (10YR 4/3 5/3) to olive brown (2.5Y 4/3), damp, organic odor

Silty SAND, medium dense, light olive gray (5Y 6/2), damp

SILT, very stiff, olive (5Y 5/4), damp, with stratified Silty SAND, medium dense, gray (N 6/1), 1-2 inches thick

Elastic SILT with GRAVEL, stiff, dark brown (7.5YR 3/4), damp

Bottom of boring at 31.5 feet BGS. NOTES: Groundwater not encountered. Backfilled with neat cement per LACDPH specifications.

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SK-1

SPT-2

R-3

SPT-4

R-5

SPT-6

SPT-7

R-8

SPT-9

R-10

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

6/5/3

4/3/3

1/2/2

6/6/7

5/6/6

6/7/10

12/20/23

8/8/9

4/6/8

Ele

vatio

n (f

eet)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

L:\0

2 -

PR

OJE

CT

S\2

016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

orin

g Lo

gs\B

orin

g Lo

gs.b

g4[7

0-75

with

2 la

b T

t LO

GO

_w L

ab A

bb.tp

l]

Sheet 1 of 1




Log of Boring B-107














Hammer Data


Mat

eria

l Typ

e

ML

CL

ML

CL

SM

CL

SM

CL

ML

CL

ML


PL=NP/LL=NP/PI=NP

PL=25/LL=36/PI=11

Gra

phic

Log

Wat

er C

onte

nt, %

20.0

21.3

27.7

Dry

Uni

t Wei

ght,

pcf

106

93.0

93


[FILL] Artificial Fill (af) SILT, soft, reddish brown (2.5YR 5/4), dry to damp

Lean CLAY, soft to firm, brown (10YR 5/3), damp

SILT, stiff, dark reddish brown (2.5YR 3/3), damp, lenticular structure

[NATIVE] Young Alluvial Fan Deposits (Qyf) Lean CLAY, stiff, reddish brown (2.5YR 5/4), damp

Silty SAND, medium dense, mottled yellowish brown (10YR 5/6), damp, iron staining along partings

...a few carbon stains, trace of carbonate nodules

...brown (10YR 4/3), a few iron-stained nodules

Lean CLAY, stiff, dark brown (7.5YR 3/4), damp

Silty SAND, medium dense, pale yellow (2.5Y 7/3), damp with stratified SILT, stiff, brown to dark brown (10YR 5/3)

Lean CLAY, stiff, reddish brown (2.5YR 5/4), damp

SILT with SAND, firm, pale yellow (2.5Y 7/3), damp

Lean CLAY, firm, olive (5Y 5/4), damp

SILT, stiff, pale red (10R 6/4), damp


Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SK-1

SPT-2

R-3

SPT-4

R-5

SPT-6

R-7

SPT-8

R-9

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

1/2/2

3/6/11

3/5/8

4/7/14

5/6/5

7/8/8

5/3/3

3/6/12

Ele

vatio

n (f

eet)

91

86

81

76

71

66

61

56

51

46

41

36

31

26

21

L:\0

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Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

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ield

& L

ab\B

orin

g Lo

gs\B

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0-75

with

2 la

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Sheet 1 of 1




Log of Boring B-108














Hammer Data


Mat

eria

l Typ

e

SM

CL

ML

ML

MH

SM

SP

ML

CL-ML

REMARKS AND OTHER TESTSG

raph

ic L

og

Wat

er C

onte

nt, %

17.2

14.1

18.6

Dry

Uni

t Wei

ght,

pcf

113

116

105


[FILL] Artificial Fill (af) Silty SAND, loose, light yellowish brown (10YR 6/4), damp

Lean CLAY, soft, light olive gray (5Y 6/2), damp

SILT with SAND, very stiff, pale olive (5Y 6/4), damp, a little clay

[NATIVE] Young Alluvial Fan Deposits (Qyf) SILT, firm, light brownish gray (2.5Y 6/2), damp, slightly porous, a little mica

...very stiff

...stiff, a trace of clay

Elastic SILT, very stiff, dark reddish brown (2.5YR 3/3), damp, a few iron stains

Silty SAND, medium dense, olive yellow (2.5Y 6/6), damp, a trace of clay

Poorly-graded SAND, loose, pink (7.5YR 7/3), damp, a trace of silt, well-stratified

SILT, stiff, brown (10YR 4/3 5/3), damp

... very stiff

Silty Lean CLAY to SILT, stiff, dark reddish brown (2.5YR 3/3), damp-moist, a little mica


Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SK-1

SPT-2

R-3

SPT-4

R-5

SPT-6

R-7

SPT-8

R-9

SPT-10

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

1/1/2

4/7/15

2/3/4

5/11/16

2/4/6

8/15/16

6/6/3

8/14/14

4/4/7

Ele

vatio

n (f

eet)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

L:\0

2 -

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S\2

016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

orin

g Lo

gs\B

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g Lo

gs.b

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0-75

with

2 la

b T

t LO

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_w L

ab A

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Sheet 1 of 1




Log of Boring B-109











Checked By Peter Skopek



Hammer Data


Mat

eria

l Typ

e

MH

ML

SM

CL

SM

CL-ML

ML

SM

SP-SM

ML

SM

MH

SM


Res = 1280 ohm-cm pH = .40 mS/cm SO4 = 80 mg/kg Cl = 13 mg/kg

<#200=35%

<#200=49%

<#200=10%

<#200=31%

Gra

phic

Log

Wat

er C

onte

nt, %

16.6

26.8

22.1

24.0

Dry

Uni

t Wei

ght,

pcf

110

97

103

101


[FILL] Artificial Fill (af) Elastic SILT, soft to firm, dark brown (7.5YR 3/4), moist

... soft to firm, rusty nail

[NATIVE] Young Alluvial Fan Deposits (Qyf) SILT, firm, light olive brown (5Y 6/2), moist, trace of carbonate nodules

...stiff, a little more clay

Silty fine SAND, medium dense, brown (10YR 4/3), damp

Lean CLAY, stiff, brown (10YR 4/3), damp

Silty fine SAND, medium dense, brown (10YR 4/3), damp

Silty Lean CLAY to SILT, stiff, olive gray (5Y 4/2), damp

SILT, very stiff, olive gray (5Y 4/2), damp

Silty SAND, medium dense, bluish gray (5B 5/1), moist

...dark bluish gray (5B 1/1), moist, trace of mica

Poorly graded SAND with Silt and Gravel, dense, bluish gray (5B 5/1), wet

SILT, stiff, dark gray (N 4/1), wet

Silty SAND, medium dense, gray (N 6/1), wet

Elastic SILT, hard, bluish gray (5B 5/1), wet

Silty SAND, dense, gray (N 6/1), wet

Bottom of boring at 51.5 feet BGS. NOTES: Groundwater @ 30 feet ATD, @ 38.85 feet AD. Backfilled with neat cement per LACDPH specifications.

@ 30 feet AD sampler visibly wet

@ 38.85 feet AD (15 min)

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SK-1

R-2

SPT-3

R-4

SPT-5

R-6

SPT-7

R-8

SPT-9

R-10

SPT-11

R-12

SPT-13

R-14

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

2/2/4

3/5/3

5/6/8

3/4/6

6/12/15

5/6/5

7/14/19

5/5/5

5/8/14

8/8/9

8/25/36

4/6/9

11/26/28

Ele

vatio

n (f

eet)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

L:\0

2 -

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OJE

CT

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016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

orin

g Lo

gs\B

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gs.b

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with

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Sheet 1 of 1




Log of Boring B-110






Logged By Andrew McLarty





Checked By Fernando Cuenca



Hammer Data


Mat

eria

l Typ

e

SM

CH

SM

ML

SM

ML

CL-ML

SM

ML

SP-SM


Consol

DS

DS

<#200=41%

DS

<#200=61% PL=23/LL=31/PI=8

DS

DS

Gra

phic

Log

Wat

er C

onte

nt, %

7.4

14.3

16.4

9.2

26.2

37.1

26.5

Dry

Uni

t Wei

ght,

pcf

102

85

106

104

100

80

100


[FILL] Artificial Fill (af) Silty SAND, medium dense, brown (10YR 4/3), damp, wood fragments.

Fat CLAY, firm, dark brown to brown (10YR 5/3), damp.

Silty fine SAND, medium dense, brown (10YR 4/3), damp.

...as above

[NATIVE] Young Alluvial Fan Deposits (Qyf) SILT, firm, dark brown (7.5YR 3/4), damp, trace of gravel

Silty SAND, medium dense, olive yellow (2.5Y 4/3), damp

...iron staining along partings

...olive gray (5Y 4/2), moist

...as above

SILT, very stiff, light olive gray (5Y 6/2), moist

Silty CLAY with SAND, very stiff, light olive gray (5Y 6/2), wet, @ 36' 3-inch lens of gray (N 6/1) sand

...as above

Silty SAND, medium dense, olive gray (5Y 6/2), moist to wet

Sandy SILT, very stiff, olive gray (5Y 4/2), wet

...hard

...very stiff

Poorly-graded SAND with SILT, medium dense, gray (N 6/1) to light olive gray (5Y 6/2), wet

...dense

Bottom of boring @ 61.5 feet BGS. NOTES: Groundwater ATD @ 32.0 feet BGS. Backfilled with neat cement per LACDPH specifications.

ATD @ 32 feet bgs

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

R-1

SPT-2

R-3

SPT-4

R-5

SPT-6

R-7

SPT-8

R-9

SPT-10

R-11

SPT-12

R-13

SPT-14

SPT-15

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

6\8\14

3\3\4

5\12\19

3\4\6

4\7\7

4\8\9

6\12\14

4\6\10

6\12\16

3\7\8

5\8\16

7\10\10

15\25\31

6\9\12

10\12\18

Ele

vatio

n (f

eet)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

L:\0

2 -

PR

OJE

CT

S\2

016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

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g Lo

gs\B

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0-75

with

2 la

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ab A

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Sheet 1 of 1




Log of Boring B-111






Logged By Andrew McLarty





Checked By Fernando Cuenca



Hammer Data


Mat

eria

l Typ

e

SM

CL

ML

SM

MH

CL

SM

CL

ML

CL

SM

ML

SM

SP


DS

DS

DS

Consol

<#200=59%

DS

DS

Gra

phic

Log

Wat

er C

onte

nt, %

31.6

16.6

17.3

9.4

21.3

18.9

Dry

Uni

t Wei

ght,

pcf

92

115

110

102

107

113


[FILL] Artificial Fill (af) Silty fine SAND, loose, brown (10YR 5/3), damp

Lean CLAY, firm, brown (10YR 5/3), moist

SILT, firm, olive brown (2.5Y 4/3), damp

[NATIVE] Young Alluvial Fan Deposits (Qyf) Silty fine SAND, medium dense, dark brown (2.5YR 3/4), moist, with some mica

Elastic SILT with SAND, stiff, olive brown (2.5Y 6/6), moist, iron-stained nodules

Lean CLAY with SAND, very stiff, brown (10YR 4/3), moist

Silty SAND, medium dense, gray (N 6/1) to light yellowish brown (10YR 6/4), damp

Lean CLAY with SAND, very stiff, brown (10YR 4/3), damp

SILT, stiff, dark brown (7.5 YR 3/4), moist to wet

Lean CLAY with SAND, very stiff, light olive gray (5Y 6/2), wet

...saturated

Silty SAND, medium dense, olive gray (5Y 4/2), saturated

Silty fine SAND, medium dense, olive gray (5Y 4/2), saturated

SILT with SAND, very stiff, gray (N 6/1), wet

...as above

Silty SAND, dense, gray (N 6/1), saturated

Poorly-graded SAND, very dense, light olive gray (5Y 6/2), saturated.

Bottom of boring at 66.5 feet BGS. NOTES:

ATD @ 35' bgs

Dep

th (

feet

)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

Sam

ple

Num

ber

SPT-1

R-2

SPT-3

R-4

SPT-5

R-6

SPT-7

R-8

SPT-9

R-10

SPT-11

R-12

SPT-13

SPT-14

SPT-15

SPT-16

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

3\3\7

2\3\4

2\3\4

4\8\11

2\3\7

6\11\19

5\6\8

16\17\19

3\4\5

7\14\15

8\10\12

8\14\21

6\8\10

5\9\12

6\19\24

20\45\50

Ele

vatio

n (f

eet)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

L:\0

2 -

PR

OJE

CT

S\2

016

Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

y -

Lynw

ood\

03 F

ield

& L

ab\B

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g Lo

gs\B

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Sheet 1 of 1




Key to Log of Boring

Mat

eria

l Typ

e

REMARKS AND OTHER TESTSG

raph

ic L

og

Wat

er C

onte

nt, %

Dry

Uni

t Wei

ght,

pcf

MATERIAL DESCRIPTIONDep

th (

feet

)

Sam

ple

Num

ber

Sam

ple

Typ

e

Sam

plin

g R

esis

tanc

e,

blow

s/ft

Ele

vatio

n (f

eet)

1 2 3 4 5 6 7 8 9 10 11

COLUMN DESCRIPTIONS

1 Elevation (feet): Elevation (MSL, feet).2 Depth (feet): Depth in feet below the ground surface.3 Sample Type: Type of soil sample collected at the depth interval

shown.4 Sample Number: Sample identification number.5 Sampling Resistance, blows/ft: Number of blows to advance driven

sampler one foot (or distance shown) beyond seating intervalusing the hammer identified on the boring log.

6 Material Type: Type of material encountered.

7 Graphic Log: Graphic depiction of the subsurface materialencountered.

8 MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptivetext.

9 Water Content, %: Water content of the soil sample, expressed aspercentage of dry weight of sample.

10 Dry Unit Weight, pcf: Dry weight per unit volume of soil samplemeasured in laboratory, in pounds per cubic foot.

11 REMARKS AND OTHER TESTS: Comments and observationsregarding drilling or sampling made by driller or field personnel.

FIELD AND LABORATORY TEST ABBREVIATIONS

CHEM: Chemical tests to assess corrosivityCOMP: Compaction testCONS: One-dimensional consolidation testDS: Direct ShearEI: Expansion Index

LL: Liquid Limit, percentPI: Plasticity Index, percentSA: Sieve analysis (percent passing No. 200 Sieve)UC: Unconfined compressive strength test, Qu, in ksfWA: Wash sieve (percent passing No. 200 Sieve)

MATERIAL GRAPHIC SYMBOLS

Fat CLAY, CLAY w/SAND, SANDY CLAY (CH)

Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)

SILTY CLAY (CL-ML)

SILT, SILT w/SAND, SANDY SILT (MH)

SILT, SILT w/SAND, SANDY SILT (ML)

Silty SAND (SM)

Silty to Clayey SAND (SM-SC)

Poorly graded SAND (SP)

Poorly graded SAND with Silt (SP-SM)

Well graded SAND (SW)

Well graded SAND with Silt (SW-SM)

TYPICAL SAMPLER GRAPHIC SYMBOLS

Bulk Sample3.0-inch-OD ModifiedCalifornia w/ brass liners

2-inch-OD unlined splitspoon (SPT)

OTHER GRAPHIC SYMBOLS

Water level (at time of drilling, ATD)

Water level (after waiting)

Minor change in material properties within astratum

Inferred/gradational contact between strata

? Queried contact between strata

GENERAL NOTES

1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may begradual. Field descriptions may have been modified to reflect results of lab tests.2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representativeof subsurface conditions at other locations or times.

L:\0

2 -

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Pro

ject

s\T

ET

16-

93E

(45

52-0

093)

Res

iden

tial a

t 300

0 Im

peria

l Hw

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Lynw

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03 F

ield

& L

ab\B

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g Lo

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Sheet 1 of 1


Appendix B

Logs of Cone Penetration Tests (CPTs)

SUMMARY

OF

CONE PENETRATION TEST DATA

Prepared by:

KEHOE TESTING & ENGINEERING 5415 Industrial Drive

Huntington Beach, CA 92649-1518 Office (714) 901-7270 / Fax (714) 901-7289

www.kehoetesting.com

Project:

Beechwood Avenue & State Street

Lynwood, CA

October 25, 2016

Prepared for:

Mr. Fernando Cuenca

Tetra Tech BAS

1360 Valley Vista Drive

Diamond Bar, CA 91765

Office (909) 860-5096 / Fax (909) 860-5094

TABLE OF CONTENTS

1. INTRODUCTION

2. SUMMARY OF FIELD WORK

3. FIELD EQUIPMENT & PROCEDURES

4. CONE PENETRATION TEST DATA & INTERPRETATION

APPENDIX

CPT Plots

CPT Classification/Soil Behavior Chart

Interpretation Output (CPeT-IT) CPeT-IT Calculation Formulas

SUMMARY

OF

CONE PENETRATION TEST DATA

1. INTRODUCTION This report presents the results of a Cone Penetration Test (CPT) program carried out for the project located at Beechwood Avenue & State Street in Lynwood, California. The work was performed by Kehoe Testing & Engineering (KTE) on October 25, 2016. The scope of work was performed as directed by Tetra Tech BAS personnel.

2. SUMMARY OF FIELD WORK The fieldwork consisted of performing CPT soundings at seven locations to determine the soil

lithology. Groundwater measurements and hole collapse depths provided in TABLE 2.1 are for information only. The readings indicate the apparent depth to which the hole is open and the apparent water level (if encountered) in the CPT probe hole at the time of measurement upon completion of the CPT. KTE does not warranty the accuracy of the measurements and the reported water levels may not represent the true or stabilized groundwater levels.

LOCATION

DEPTH OF

CPT (ft)

COMMENTS/NOTES:

C-1 70 Refusal, hole open to 33.0 ft (dry)

C-2 70 Hole open to 33.5 ft (dry)

C-3 70 No cave depth taken




C-104 79 Refusal, hole open to 21.0 ft (dry)

TABLE 2.1 - Summary of CPT Soundings

3. FIELD EQUIPMENT & PROCEDURES

The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone used during the program was a 15 cm^2 cone and recorded the following parameters at approximately 2.5 cm depth intervals:

Cone Resistance (qc) Inclination

Sleeve Friction (fs) Penetration Speed

Dynamic Pore Pressure (u)

The above parameters were recorded and viewed in real time using a laptop computer. Data is stored at the KTE office for future analysis and reference. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly.

4. CONE PENETRATION TEST DATA & INTERPRETATION The Cone Penetration Test data is presented in graphical form in the attached Appendix. These plots were generated using the CPeT-IT program. Penetration depths are referenced to ground surface. The soil classification on the CPT plots is derived from the attached CPT Classification Chart (Robertson) and presents major soil lithologic changes. The stratigraphic interpretation is based on relationships between cone resistance (qc), sleeve friction (fs), and penetration pore pressure (u). The friction ratio (Rf), which is sleeve friction divided by cone resistance, is a calculated parameter that is used along with cone resistance to infer soil behavior type. Generally, cohesive soils (clays) have high friction ratios, low cone resistance and generate excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little (or negative) excess pore water pressures. Tables of basic CPT output from the interpretation program CPeT-IT are provided for CPT data averaged over one foot intervals in the Appendix. Spreadsheet files of the averaged basic CPT output and averaged estimated geotechnical parameters are also included for use in further geotechnical analysis. We recommend a geotechnical engineer review the assumed input parameters and the calculated output from the CPeT-IT program. A summary of the equations used for the tabulated parameters is provided in the Appendix. It should be noted that it is not always possible to clearly identify a soil type based on qc, fs and u. In these situations, experience, judgement and an assessment of the pore pressure data should be used to infer the soil behavior type. If you have any questions regarding this information, please do not hesitate to call our office at (714) 901-7270. Sincerely,

KEHOE TESTING & ENGINEERING Richard W. Koester, Jr. General Manager 10/26/16-kk-7666

APPENDIX

Depth

(ft)qc (tsf) fs (tsf) u (psi) Other qt (tsf) Rf(%) SBT Ic SBT ã (pcf) ó,v (tsf) u0 (tsf)

ó',vo

(tsf)Qt1 Fr (%) Bq SBTn n Cn Ic Qtn

1 94.61 0.84 0 -0.1 94.61 0.88 6 1.91 120.05 0.06 0 0.06 1574.1 0.88 0 6 0.43 3.45 1.52 308.53

2 64.12 0.63 0 0.1 64.12 0.98 5 2.08 117 0.12 0 0.12 539.61 0.98 0 6 0.51 3.04 1.71 184.16

3 68.61 0.73 -0.1 0.2 68.61 1.07 5 2.08 118.29 0.18 0 0.18 385.32 1.07 0 6 0.53 2.58 1.76 167.07

4 118.94 1.04 -0.1 0.1 118.94 0.88 6 1.84 122.24 0.24 0 0.24 497.17 0.88 0 6 0.48 2.03 1.61 227.66

5 40.62 0.73 -0.19 0 40.62 1.8 5 2.39 117.01 0.3 0 0.3 135.63 1.81 0 5 0.67 2.34 2.12 89.26

6 10.86 0.52 -0.19 0 10.86 4.81 3 3.11 111.33 0.35 0 0.35 29.76 4.97 0 3 0.93 2.78 2.79 27.56

7 22.77 0.73 -2.03 0 22.74 3.21 4 2.75 115.6 0.41 0 0.41 54.35 3.27 -0.01 4 0.82 2.18 2.51 46

8 30.81 0.94 -0.63 0 30.8 3.05 4 2.63 118.18 0.47 0 0.47 64.56 3.1 0 4 0.8 1.91 2.43 54.85

9 31.95 0.84 -1.27 0 31.94 2.62 4 2.58 117.4 0.53 0 0.53 59.43 2.66 0 5 0.79 1.73 2.41 51.45

10 22.03 1.04 -0.96 0 22.02 4.74 3 2.87 118.13 0.59 0 0.59 36.48 4.87 0 4 0.91 1.71 2.71 34.64

11 40.1 1.04 -1.53 0.1 40.08 2.61 4 2.5 119.59 0.65 0 0.65 60.91 2.65 0 5 0.79 1.47 2.39 54.93

12 22.56 1.15 -3.66 0.2 22.51 5.1 3 2.88 118.88 0.71 0 0.71 30.84 5.27 -0.01 3 0.94 1.46 2.78 30.14

13 26.32 1.46 -2.77 0.2 26.28 5.56 3 2.86 121.02 0.77 0 0.77 33.25 5.73 -0.01 3 0.95 1.36 2.78 32.68

14 62.97 1.36 -0.76 0.2 62.96 2.16 5 2.3 122.61 0.83 0 0.83 74.98 2.18 0 5 0.75 1.2 2.25 70.48

15 18.69 0.84 -1.91 0.2 18.67 4.47 3 2.91 116.09 0.89 0 0.89 20.05 4.7 -0.01 3 0.99 1.19 2.88 20.01

16 46.99 1.88 -1.1 0.3 46.98 4 4 2.58 124.28 0.95 0 0.95 48.51 4.08 0 4 0.87 1.1 2.56 47.83

17 44.9 1.46 -2.68 0.3 44.87 3.26 4 2.53 122.33 1.01 0 1.01 43.42 3.33 0 4 0.86 1.04 2.53 43.14

18 110.28 1.78 -0.38 0.3 110.27 1.61 5 2.04 125.94 1.07 0 1.07 101.78 1.63 0 5 0.68 0.99 2.04 102.23

19 98.58 1.98 -0.57 0.3 98.57 2.01 5 2.14 126.48 1.14 0 1.14 85.76 2.04 0 5 0.73 0.95 2.16 87.44

20 132.1 2.3 -0.38 0.3 132.1 1.74 6 2 128.27 1.2 0 1.2 109.05 1.76 0 5 0.68 0.92 2.04 113.5

21 20.89 0.84 -0.29 0.4 20.88 4 3 2.84 116.37 1.26 0 1.26 15.59 4.26 0 3 1 0.84 2.93 15.59

22 18.8 0.63 -0.1 0.4 18.8 3.33 3 2.82 114.01 1.32 0 1.32 13.29 3.58 0 3 1 0.8 2.94 13.29

23 44.17 1.25 1.5 0.4 44.19 2.84 4 2.49 121.16 1.38 0 1.38 31.11 2.93 0 4 0.9 0.79 2.59 31.93

24 100.15 1.36 -0.74 0.4 100.14 1.36 6 2.01 123.74 1.44 0 1.44 68.64 1.38 0 5 0.72 0.8 2.1 74.88

25 93.46 2.3 -0.38 0.4 93.46 2.46 5 2.22 127.42 1.5 0 1.5 61.23 2.5 0 5 0.8 0.76 2.31 65.62

26 20.15 0.63 -0.38 0.4 20.15 3.11 4 2.78 114.18 1.56 0 1.56 11.93 3.37 0 3 1 0.68 2.96 11.93

27 17.44 0.94 2.01 0.5 17.46 5.38 3 2.98 116.79 1.62 0 1.62 9.8 5.93 0.01 3 1 0.65 3.18 9.8

28 133.04 1.57 -0.48 0.5 133.03 1.18 6 1.88 125.48 1.68 0 1.68 78.19 1.19 0 6 0.69 0.73 1.99 90.28

29 24.44 1.04 0.07 0.5 24.44 4.27 3 2.8 118.38 1.74 0 1.74 13.05 4.6 0 3 1 0.61 3.01 13.05

30 48.35 1.36 1.06 0.6 48.36 2.81 4 2.46 121.97 1.8 0 1.8 25.87 2.92 0 4 0.94 0.61 2.65 26.64

31 93.04 1.88 -4.18 0.6 92.99 2.02 5 2.16 125.94 1.86 0 1.86 48.91 2.06 0 5 0.82 0.63 2.32 54.13

32 98.16 1.88 -4.97 0.6 98.1 1.92 5 2.13 126.07 1.93 0 1.93 49.93 1.95 0 5 0.81 0.61 2.29 55.8

33 129.18 1.67 -5.34 0.7 129.11 1.29 6 1.92 125.88 1.99 0 1.99 63.91 1.31 0 5 0.74 0.63 2.08 75.47

34 23.81 1.04 -3.54 0.7 23.77 4.39 3 2.82 118.32 2.05 0 2.05 10.6 4.81 -0.01 3 1 0.52 3.1 10.6

35 105.16 1.67 -3.63 0.7 105.11 1.59 5 2.05 125.38 2.11 0 2.11 48.8 1.62 0 5 0.8 0.57 2.24 55.91

36 19.95 1.15 2.72 0.7 19.98 5.75 3 2.96 118.59 2.17 0 2.17 8.21 6.45 0.01 3 1 0.49 3.26 8.21

37 114.14 1.78 2.65 0.6 114.17 1.55 6 2.01 126.03 2.23 0 2.23 50.12 1.59 0 5 0.8 0.55 2.22 58.14

38 85.32 1.98 0.58 0.6 85.32 2.33 5 2.23 126.13 2.3 0 2.3 36.16 2.39 0 5 0.9 0.5 2.47 39.11

39 68.82 1.67 -1.25 0.6 68.8 2.43 5 2.31 124.35 2.36 0 2.36 28.17 2.51 0 4 0.94 0.47 2.57 29.49

40 32.37 0.94 -1.15 0.6 32.36 2.9 4 2.6 118.3 2.42 0 2.42 12.38 3.14 0 3 1 0.44 2.93 12.38

41 99.73 1.36 -0.93 0.6 99.72 1.36 6 2.02 123.73 2.48 0 2.48 39.22 1.4 0 5 0.83 0.49 2.27 45.23

42 18.38 1.04 9.6 0.7 18.5 5.65 3 2.97 117.7 2.54 0 2.54 6.29 6.54 0.04 3 1 0.42 3.36 6.29

43 18.9 0.84 13.03 0.6 19.06 4.38 3 2.89 116.14 2.6 0 2.6 6.34 5.07 0.06 3 1 0.41 3.29 6.34

44 17.75 0.84 15.47 0.7 17.94 4.66 3 2.93 116 2.65 0 2.65 5.76 5.46 0.07 3 1 0.4 3.34 5.76

45 115.81 2.09 -2.58 0.7 115.78 1.8 5 2.06 127.25 2.72 0 2.72 41.6 1.85 0 5 0.87 0.44 2.33 47.16

46 194.86 1.88 -9.15 0.7 194.75 0.97 6 1.7 127.75 2.78 0 2.78 69.01 0.98 0 6 0.72 0.5 1.94 90.41

47 330.62 2.3 -10.12 0.8 330.49 0.7 6 1.44 130.51 2.85 0 2.85 115.08 0.7 0 6 0.61 0.55 1.64 169.56

48 300.54 1.98 -9.56 0.8 300.42 0.66 6 1.45 129.2 2.91 0 2.91 102.18 0.67 0 6 0.62 0.53 1.66 149.82

49 240.7 1.78 -9.37 0.8 240.59 0.74 6 1.56 127.84 2.98 0 2.98 79.85 0.75 0 6 0.67 0.5 1.79 111.79

50 200.6 1.78 -9.18 0.8 200.49 0.89 6 1.67 127.4 3.04 0 3.04 64.97 0.9 0 6 0.73 0.46 1.93 86.37

51 160.19 1.57 -9.18 0.8 160.08 0.98 6 1.77 125.93 3.1 0 3.1 50.6 1 0 5 0.78 0.43 2.06 63.88

52 115.5 1.78 -9.08 0.9 115.39 1.54 6 2.01 126.05 3.17 0 3.17 35.45 1.58 -0.01 5 0.89 0.38 2.35 39.81

53 34.88 1.46 -9.27 0.9 34.77 4.21 4 2.69 121.71 3.23 0 3.23 9.78 4.64 -0.02 3 1 0.33 3.12 9.78

54 23.91 0.84 -8.8 0.9 23.81 3.51 4 2.76 116.69 3.28 0 3.28 6.25 4.07 -0.03 3 1 0.32 3.24 6.25

55 42.19 1.15 -8.7 0.9 42.08 2.73 4 2.5 120.41 3.34 0 3.34 11.58 2.97 -0.02 3 1 0.32 2.94 11.58

56 20.89 1.25 -8.61 0.9 20.78 6.03 3 2.96 119.32 3.4 0 3.4 5.1 7.21 -0.04 3 1 0.31 3.46 5.1

57 110.8 1.88 -7.74 1 110.7 1.7 5 2.05 126.37 3.47 0 3.47 30.92 1.75 -0.01 5 0.94 0.33 2.44 33.04

58 54.82 1.36 -7.55 1 54.73 2.48 5 2.39 122.27 3.53 0 3.53 14.51 2.65 -0.01 4 1 0.3 2.83 14.51

59 26.21 0.73 -6.88 1 26.13 2.8 4 2.66 115.94 3.59 0 3.59 6.28 3.24 -0.02 3 1 0.3 3.18 6.28

60 23.5 0.63 -5.83 1 23.42 2.67 4 2.69 114.54 3.64 0 3.64 5.43 3.17 -0.02 3 1 0.29 3.23 5.43

61 48.35 1.15 -5.35 1 48.28 2.38 5 2.41 120.74 3.7 0 3.7 12.03 2.58 -0.01 3 1 0.29 2.89 12.03

62 32.27 1.46 -4.75 1 32.21 4.54 4 2.73 121.52 3.77 0 3.77 7.55 5.14 -0.01 3 1 0.28 3.23 7.55

63 225.25 2.61 2.01 1.1 225.27 1.16 6 1.72 130.51 3.83 0 3.83 57.81 1.18 0 5 0.82 0.35 2.06 73.18

64 283.62 2.3 1.93 1.1 283.65 0.81 6 1.54 130.13 3.9 0 3.9 71.82 0.82 0 6 0.74 0.38 1.86 100.53

65 207.5 1.78 5.07 1.1 207.56 0.86 6 1.65 127.48 3.96 0 3.96 51.43 0.87 0 6 0.81 0.35 2.02 66.44

66 339.7 2.19 5.14 1.1 339.76 0.65 6 1.41 130.23 4.02 0 4.02 83.43 0.65 0 6 0.7 0.39 1.72 125.13

67 413.53 2.92 6.31 1.2 413.61 0.71 6 1.38 132.82 4.09 0 4.09 100.11 0.71 0 6 0.68 0.4 1.67 153.89

68 385.44 2.4 6.88 1.8 385.53 0.62 6 1.36 131.21 4.16 0 4.16 91.76 0.63 0 6 0.68 0.39 1.67 141.57

C-1 In situ data Basic output data

69 428.15 2.82 5 1.5 428.21 0.66 6 1.35 132.64 4.22 0 4.22 100.41 0.67 0 6 0.68 0.39 1.65 156.65

70 404.66 0 7.21 0.8 404.74 0 0 0 87.36 4.27 0 4.27 93.87 0 0 0 1 0.25 4.06 93.87

Depth


ó',vo


1 78.01 0.84 -0.1 -0.2 78.01 1.07 6 2.03 119.58 0.06 0 0.06 1302.8 1.07 0 6 0.47 3.82 1.61 281.32

2 44.9 0.42 -0.1 0 44.9 0.93 5 2.19 113.16 0.12 0 0.12 384.6 0.93 0 6 0.53 3.26 1.79 137.78

3 56.7 0.52 -0.19 0.2 56.7 0.92 5 2.11 115.36 0.17 0 0.17 324.91 0.92 0 6 0.54 2.63 1.78 140.61

4 93.15 0.73 -0.1 0 93.15 0.78 6 1.89 119.04 0.23 0 0.23 397.86 0.79 0 6 0.49 2.09 1.64 183.49

5 71.95 0.52 -0.19 0.1 71.95 0.73 6 1.96 115.95 0.29 0 0.29 245.78 0.73 0 6 0.52 1.96 1.73 132.81

6 8.46 0.31 0 0.1 8.46 3.7 3 3.13 106.99 0.35 0 0.35 23.51 3.86 0 3 0.93 2.84 2.79 21.76

7 7.41 0.31 0 0.1 7.41 4.23 3 3.21 106.67 0.4 0 0.4 17.61 4.47 0 3 0.98 2.6 2.91 17.25

8 9.19 0.42 0.19 0.2 9.19 4.54 3 3.15 109.29 0.45 0 0.45 19.29 4.78 0 3 0.98 2.29 2.9 18.92

9 16.29 0.52 0.1 0.2 16.29 3.2 3 2.86 112.32 0.51 0 0.51 31 3.31 0 4 0.89 1.91 2.66 28.56

10 16.81 0.84 0.1 0.2 16.81 4.97 3 2.97 115.84 0.57 0 0.57 28.65 5.14 0 3 0.94 1.8 2.8 27.67

11 18.69 0.73 0.25 0.3 18.7 3.91 3 2.87 115.12 0.62 0 0.62 28.93 4.05 0 4 0.92 1.62 2.73 27.73

12 16.92 0.84 0.86 0.3 16.93 4.94 3 2.97 115.86 0.68 0 0.68 23.8 5.14 0 3 0.97 1.53 2.85 23.48

13 31.01 0.63 1.53 0.4 31.03 2.02 4 2.52 115.23 0.74 0 0.74 40.93 2.07 0 5 0.81 1.34 2.43 38.27

14 61.51 1.15 1.34 0.4 61.52 1.87 5 2.27 121.33 0.8 0 0.8 75.82 1.89 0 5 0.73 1.23 2.21 70.32

15 17.65 0.73 1.18 0.4 17.66 4.14 3 2.9 114.98 0.86 0 0.86 19.58 4.35 0.01 3 0.98 1.23 2.86 19.5

16 21.51 1.25 1.91 0.5 21.54 5.82 3 2.93 119.41 0.92 0 0.92 22.46 6.08 0.01 3 1 1.15 2.92 22.46

17 37.07 0.73 2.41 0.5 37.1 1.97 5 2.45 116.79 0.98 0 0.98 36.99 2.02 0 5 0.83 1.07 2.44 36.48

18 73.93 1.04 1.81 0.6 73.96 1.41 5 2.13 121.08 1.04 0 1.04 70.32 1.43 0 5 0.71 1.01 2.13 69.91

19 31.22 1.36 1.91 0.6 31.25 4.34 4 2.73 120.9 1.1 0 1.1 27.47 4.5 0 3 0.95 0.97 2.76 27.52

20 48.45 1.25 2.1 0.7 48.48 2.58 5 2.44 121.39 1.16 0 1.16 40.86 2.65 0 4 0.85 0.93 2.48 41.42

21 14.83 0.73 2.01 0.8 14.85 4.92 3 3.01 114.56 1.22 0 1.22 11.22 5.36 0.01 3 1 0.87 3.11 11.22

22 8.77 0.31 2.29 0.9 8.8 3.56 3 3.1 107.08 1.27 0 1.27 5.93 4.16 0.02 3 1 0.83 3.26 5.93

23 44.07 0.73 2.67 0.9 44.1 1.66 5 2.34 117.21 1.33 0 1.33 32.22 1.71 0 5 0.84 0.83 2.43 33.43

24 105.99 1.04 2.29 0.9 106.02 0.98 6 1.91 121.96 1.39 0 1.39 75.36 1 0 6 0.67 0.83 1.97 82.47

25 60.67 1.57 2.2 1 60.7 2.58 5 2.36 123.57 1.45 0 1.45 40.85 2.64 0 4 0.86 0.76 2.47 42.72

26 14.93 0.73 2.58 1 14.96 4.88 3 3 114.58 1.51 0 1.51 8.93 5.43 0.01 3 1 0.7 3.19 8.93

27 33.52 1.67 3.74 1 33.57 4.98 3 2.75 122.6 1.57 0 1.57 20.39 5.22 0.01 3 1 0.67 2.9 20.39

28 79.57 1.88 3.44 1.1 79.62 2.36 5 2.25 125.57 1.63 0 1.63 47.8 2.41 0 5 0.83 0.7 2.38 51.35

29 42.92 1.04 3.89 1.1 42.97 2.43 5 2.46 119.76 1.69 0 1.69 24.4 2.53 0.01 4 0.93 0.65 2.63 25.19

30 70.59 1.57 3.53 1.2 70.64 2.22 5 2.27 123.94 1.75 0 1.75 39.28 2.27 0 5 0.86 0.65 2.43 42.2

31 92.1 1.46 3.44 1.2 92.15 1.59 5 2.09 124.08 1.82 0 1.82 49.75 1.62 0 5 0.79 0.65 2.24 55.76

32 58.58 1.98 3.15 1.2 58.62 3.38 4 2.46 125.21 1.88 0 1.88 30.21 3.5 0 4 0.95 0.58 2.65 31.12

33 115.91 2.09 3.95 1.2 115.96 1.8 5 2.05 127.25 1.94 0 1.94 58.72 1.83 0 5 0.79 0.62 2.21 66.89

34 52.32 1.57 5.07 1.2 52.38 2.99 4 2.46 123.21 2 0 2 25.15 3.11 0.01 4 0.97 0.54 2.68 25.7

35 114.24 1.57 4.39 1.3 114.3 1.37 6 1.98 125.11 2.07 0 2.07 54.32 1.4 0 5 0.77 0.6 2.16 63.41

36 13.05 0.73 5.55 1.3 13.12 5.57 3 3.08 114.26 2.12 0 2.12 5.18 6.65 0.04 3 1 0.5 3.43 5.18

37 17.02 1.04 8.4 1.3 17.12 6.1 3 3.02 117.52 2.18 0 2.18 6.85 6.99 0.04 3 1 0.48 3.35 6.85

38 113.41 1.57 8.6 1.3 113.51 1.38 6 1.98 125.1 2.24 0 2.24 49.58 1.41 0.01 5 0.79 0.55 2.19 58.08

39 85.32 1.36 6.7 1.3 85.4 1.59 5 2.11 123.36 2.31 0 2.31 36.03 1.63 0.01 5 0.86 0.51 2.35 40.34

40 29.76 1.04 6.42 1.3 29.84 3.5 4 2.68 118.87 2.37 0 2.37 11.61 3.8 0.02 3 1 0.45 3 11.61

41 121.03 1.46 7.38 1.4 121.12 1.21 6 1.92 124.75 2.43 0 2.43 48.89 1.23 0 5 0.78 0.52 2.15 58.51

42 16.19 0.84 8.31 1.4 16.29 5.13 3 2.99 115.76 2.49 0 2.49 5.55 6.05 0.04 3 1 0.43 3.38 5.55

43 18.59 0.63 11.34 1.4 18.73 3.35 3 2.83 114 2.54 0 2.54 6.36 3.87 0.05 3 1 0.42 3.22 6.36

44 21.72 0.63 13.78 1.5 21.89 2.86 4 2.73 114.38 2.6 0 2.6 7.42 3.25 0.05 3 1 0.41 3.12 7.42

45 54.72 2.19 18.25 1.5 54.94 3.99 4 2.53 125.79 2.66 0 2.66 19.63 4.19 0.03 3 1 0.4 2.85 19.63

46 62.66 1.67 11.42 1.5 62.8 2.66 5 2.36 124.12 2.72 0 2.72 22.04 2.78 0.01 4 1 0.39 2.7 22.04

47 215.02 1.46 9.69 1.5 215.13 0.68 6 1.57 126.15 2.79 0 2.79 76.16 0.69 0 6 0.67 0.52 1.79 105.32

48 231.83 1.36 7.34 1.5 231.92 0.59 6 1.5 125.79 2.85 0 2.85 80.35 0.59 0 6 0.64 0.53 1.73 114.47

49 241.96 1.25 7.16 1.6 242.05 0.52 6 1.45 125.31 2.91 0 2.91 82.08 0.52 0 6 0.63 0.53 1.68 119.58

50 245.3 1.15 7.26 1.6 245.39 0.47 6 1.42 124.71 2.98 0 2.98 81.46 0.47 0 6 0.62 0.53 1.65 120.51

51 267.23 1.25 7.26 1.6 267.32 0.47 6 1.39 125.55 3.04 0 3.04 86.97 0.47 0 6 0.61 0.52 1.62 130.82

52 75.29 1.98 6.88 1.7 75.38 2.63 5 2.3 125.83 3.1 0 3.1 23.3 2.75 0.01 4 1 0.34 2.68 23.3

53 52.53 1.67 7.83 1.7 52.62 3.18 4 2.47 123.69 3.16 0 3.16 15.64 3.38 0.01 3 1 0.33 2.87 15.64

54 21.83 0.84 12.62 1.8 21.98 3.8 3 2.81 116.49 3.22 0 3.22 5.82 4.45 0.05 3 1 0.33 3.29 5.82

55 104.32 1.57 14.39 1.8 104.5 1.5 5 2.03 124.89 3.28 0 3.28 30.82 1.55 0.01 5 0.92 0.35 2.4 33.76

56 89.29 1.98 12.13 1.9 89.43 2.22 5 2.2 126.24 3.35 0 3.35 25.72 2.3 0.01 4 1 0.32 2.6 25.78

57 22.77 0.84 10.77 2 22.9 3.65 4 2.78 116.59 3.41 0 3.41 5.72 4.29 0.04 3 1 0.31 3.28 5.72

58 23.29 0.84 13.74 2 23.46 3.56 4 2.77 116.65 3.46 0 3.46 5.77 4.18 0.05 3 1 0.31 3.28 5.77

59 43.13 1.15 17.39 2.1 43.34 2.65 4 2.48 120.48 3.52 0 3.52 11.3 2.88 0.03 3 1 0.3 2.94 11.3

60 53.05 1.88 17.27 2.1 53.26 3.53 4 2.5 124.58 3.59 0 3.59 13.85 3.78 0.03 3 1 0.3 2.94 13.85

61 278.51 2.09 16.34 2 278.71 0.75 6 1.52 129.39 3.65 0 3.65 75.33 0.76 0 6 0.71 0.41 1.81 107.38

62 255.74 1.98 14.37 2 255.92 0.78 6 1.55 128.81 3.72 0 3.72 67.88 0.79 0 6 0.74 0.4 1.87 94.4

63 290.93 2.3 12.46 2.1 291.09 0.79 6 1.52 130.2 3.78 0 3.78 76 0.8 0 6 0.72 0.4 1.82 107.93

64 328.95 1.98 11.05 2.1 329.08 0.6 6 1.4 129.42 3.85 0 3.85 84.58 0.61 0 6 0.68 0.42 1.69 128.12

65 375.31 2.09 10.6 2.2 375.44 0.56 7 1.33 130.12 3.91 0 3.91 95.01 0.56 0 6 0.65 0.43 1.62 149.58

66 370.09 2.3 9.39 2 370.2 0.62 6 1.37 130.78 3.98 0 3.98 92.11 0.63 0 6 0.67 0.41 1.67 141.87

67 281.33 2.09 9.16 2 281.44 0.74 6 1.51 129.42 4.04 0 4.04 68.65 0.75 0 6 0.75 0.37 1.85 96.54

68 237.78 2.82 8.89 2.1 237.89 1.19 6 1.71 131.2 4.11 0 4.11 56.94 1.21 0 5 0.84 0.32 2.08 71.13


69 294.38 1.98 5.54 2.2 294.45 0.67 6 1.47 129.15 4.17 0 4.17 69.6 0.68 0 6 0.74 0.36 1.81 99.66

70 409.15 0 5.73 2.2 409.22 0 0 0 87.36 4.21 0 4.21 96.1 0 0 0 1 0.25 4.06 96.1

Depth


ó',vo


1 93.88 1.25 0.48 -0.1 93.89 1.33 6 2.03 123 0.06 0 0.06 1524.6 1.34 0 6 0.48 3.9 1.64 346.17

2 57.43 0.73 0.29 -0.2 57.44 1.27 5 2.18 117.86 0.12 0 0.12 475.63 1.28 0 6 0.54 3.26 1.8 176.82

3 45.11 0.42 0.1 -0.2 45.11 0.93 5 2.19 113.17 0.18 0 0.18 253.96 0.93 0 6 0.56 2.73 1.84 115.85

4 78.11 0.73 0 -0.1 78.11 0.94 6 2 118.61 0.24 0 0.24 329.57 0.94 0 6 0.52 2.19 1.74 161.3

5 33 0.84 -0.1 0 33 2.53 4 2.56 117.48 0.3 0 0.3 110.83 2.55 0 5 0.73 2.53 2.27 78.15

6 12.32 0.63 -0.19 0 12.32 5.09 3 3.08 112.98 0.35 0 0.35 34.04 5.24 0 3 0.92 2.76 2.77 31.21

7 14.31 0.63 -0.1 -0.1 14.31 4.38 3 2.99 113.34 0.41 0 0.41 34.04 4.51 0 4 0.91 2.37 2.72 31.15

8 30.08 0.52 -0.27 -0.1 30.07 1.74 5 2.49 113.82 0.47 0 0.47 63.66 1.76 0 5 0.74 1.84 2.29 51.57

9 23.29 0.73 -0.38 -0.1 23.28 3.14 4 2.73 115.66 0.52 0 0.52 43.52 3.21 0 4 0.85 1.82 2.55 39.07

10 34.57 0.73 -0.38 0 34.56 2.12 5 2.49 116.62 0.58 0 0.58 58.46 2.15 0 5 0.77 1.59 2.35 51

11 31.54 0.73 -0.29 0 31.53 2.32 4 2.55 116.4 0.64 0 0.64 48.31 2.37 0 5 0.8 1.5 2.43 43.78

12 19.32 0.73 -0.29 0.1 19.32 3.78 3 2.85 115.2 0.7 0 0.7 26.71 3.93 0 4 0.93 1.47 2.74 25.92

13 16.5 0.94 0.1 0.1 16.5 5.7 3 3.01 116.65 0.76 0 0.76 20.85 5.97 0 3 1 1.4 2.93 20.85

14 43.96 1.25 0.1 0.1 43.97 2.85 4 2.5 121.15 0.82 0 0.82 52.88 2.9 0 5 0.82 1.24 2.44 50.45

15 90.64 0.73 0.29 0.2 90.65 0.81 6 1.91 118.97 0.88 0 0.88 102.54 0.81 0 6 0.6 1.12 1.87 95.14

16 103.59 0.84 0.38 0.2 103.6 0.81 6 1.86 120.27 0.94 0 0.94 109.72 0.81 0 6 0.6 1.08 1.84 104.39

17 92.94 0.73 0.38 0.2 92.94 0.79 6 1.89 119.03 1 0 1 92.39 0.79 0 6 0.61 1.04 1.88 90.24

18 96.18 0.94 0.39 0.2 96.18 0.98 6 1.94 120.95 1.06 0 1.06 90.12 0.99 0 6 0.64 1 1.94 90.04

19 35.4 1.36 0.62 0.3 35.41 3.83 4 2.65 121.21 1.12 0 1.12 30.72 3.96 0 4 0.93 0.95 2.69 30.84

20 97.12 1.04 0.52 0.4 97.12 1.08 6 1.96 121.75 1.18 0 1.18 81.51 1.09 0 6 0.66 0.93 1.99 84.48

21 11.07 0.31 0.19 0.4 11.07 2.83 3 2.97 107.64 1.23 0 1.23 7.99 3.18 0 3 1 0.86 3.09 7.99

22 15.14 0.73 0.19 0.4 15.14 4.83 3 3 114.61 1.29 0 1.29 10.76 5.28 0 3 1 0.82 3.12 10.76

23 42.08 1.36 1.24 0.5 42.1 3.22 4 2.55 121.63 1.35 0 1.35 30.21 3.33 0 4 0.92 0.8 2.64 30.81

24 85.53 1.15 1.15 0.5 85.54 1.34 5 2.06 122.14 1.41 0 1.41 59.67 1.37 0 5 0.73 0.81 2.14 64.41

25 57.85 1.67 1.15 0.6 57.87 2.89 5 2.41 123.93 1.47 0 1.47 38.31 2.96 0 4 0.88 0.75 2.52 39.85

26 13.16 0.31 1.23 0.6 13.17 2.38 4 2.86 108.07 1.53 0 1.53 7.63 2.69 0.01 3 1 0.69 3.07 7.63

27 25.48 1.78 1.81 0.6 25.5 6.96 3 2.93 122.37 1.59 0 1.59 15.07 7.42 0.01 3 1 0.67 3.1 15.07

28 116.33 1.57 2 0.7 116.36 1.35 6 1.97 125.16 1.65 0 1.65 69.53 1.37 0 5 0.72 0.73 2.08 78.76

29 42.19 1.15 2.22 0.7 42.22 2.72 4 2.5 120.41 1.71 0 1.71 23.69 2.84 0 4 0.95 0.63 2.67 24.27

30 53.47 1.04 2.96 0.7 53.5 1.95 5 2.32 120.29 1.77 0 1.77 29.22 2.02 0 4 0.89 0.63 2.5 30.99

31 93.04 1.57 2.66 0.8 93.08 1.68 5 2.1 124.61 1.83 0 1.83 49.79 1.72 0 5 0.8 0.65 2.26 55.69

32 80.41 1.15 2.52 0.8 80.44 1.43 5 2.1 121.99 1.89 0 1.89 41.48 1.46 0 5 0.81 0.63 2.27 46.44

33 128.03 1.57 3.17 0.9 128.07 1.22 6 1.91 125.39 1.96 0 1.96 64.47 1.24 0 5 0.73 0.64 2.06 76.2

34 27.15 1.25 3.53 0.9 27.19 4.61 3 2.79 119.98 2.02 0 2.02 12.49 4.98 0.01 3 1 0.52 3.05 12.49

35 14.41 0.42 3.73 0.9 14.46 2.89 3 2.88 110.4 2.07 0 2.07 5.98 3.37 0.02 3 1 0.51 3.21 5.98

36 29.66 0.73 5.35 1 29.72 2.46 4 2.58 116.25 2.13 0 2.13 12.96 2.65 0.01 3 1 0.5 2.87 12.96

37 84.27 1.25 5.95 0.9 84.35 1.49 5 2.1 122.74 2.19 0 2.19 37.5 1.53 0.01 5 0.84 0.54 2.32 42.23

38 75.81 1.46 5.15 1 75.88 1.93 5 2.21 123.61 2.25 0 2.25 32.68 1.99 0.01 5 0.89 0.51 2.45 35.52

39 30.7 0.94 5.54 1 30.77 3.05 4 2.63 118.17 2.31 0 2.31 12.31 3.3 0.01 3 1 0.46 2.95 12.31

40 111.42 1.25 6.49 1.1 111.5 1.12 6 1.93 123.42 2.37 0 2.37 45.98 1.15 0 5 0.78 0.53 2.15 54.8

41 41.77 1.36 5.92 1.1 41.84 3.24 4 2.55 121.62 2.43 0 2.43 16.19 3.44 0.01 3 1 0.43 2.86 16.19

42 22.03 0.52 14.89 1.1 22.22 2.35 4 2.67 113.08 2.49 0 2.49 7.92 2.65 0.05 3 1 0.42 3.05 7.92

43 22.35 0.73 17.88 1.2 22.57 3.24 4 2.75 115.58 2.55 0 2.55 7.85 3.65 0.06 3 1 0.42 3.13 7.85

44 37.18 1.78 20.81 1.1 37.43 4.74 4 2.7 123.31 2.61 0 2.61 13.34 5.1 0.04 3 1 0.41 3.04 13.34

45 162.59 1.88 1.12 1.2 162.61 1.16 6 1.81 127.31 2.67 0 2.67 59.81 1.18 0 5 0.76 0.49 2.05 74.81

46 173.66 2.61 -4.45 1.2 173.61 1.5 6 1.88 129.87 2.74 0 2.74 62.39 1.53 0 5 0.79 0.47 2.12 76.39

47 283.94 2.19 -5.25 1.2 283.87 0.77 6 1.52 129.79 2.8 0 2.8 100.25 0.78 0 6 0.64 0.54 1.72 142.41

48 203.11 2.3 -4.96 1.2 203.05 1.13 6 1.74 129.32 2.87 0 2.87 69.79 1.15 0 6 0.74 0.48 1.98 90.33

49 227.02 2.82 -4.77 1.3 226.97 1.24 6 1.74 131.09 2.93 0 2.93 76.36 1.26 0 6 0.74 0.47 1.98 99.27

50 291.56 1.67 -4.77 1.3 291.5 0.57 6 1.42 127.87 3 0 3 96.24 0.58 0 6 0.62 0.53 1.64 143.31

51 278.09 1.57 -4.58 1.3 278.03 0.56 6 1.43 127.28 3.06 0 3.06 89.81 0.57 0 6 0.63 0.51 1.66 133.24

52 147.87 2.3 -4.49 1.4 147.81 1.55 6 1.94 128.54 3.13 0 3.13 46.29 1.59 0 5 0.85 0.4 2.24 54.31

53 69.55 1.15 -4.44 1.4 69.49 1.65 5 2.19 121.63 3.19 0 3.19 20.81 1.73 0 4 0.99 0.34 2.6 21.02

54 21.41 0.73 -3.91 1.5 21.36 3.42 4 2.79 115.45 3.24 0 3.24 5.58 4.04 -0.02 3 1 0.33 3.28 5.58

55 42.4 0.94 -3.34 1.6 42.36 2.22 5 2.44 118.95 3.3 0 3.3 11.82 2.41 -0.01 3 1 0.32 2.88 11.82

56 109.44 1.88 -2.96 1.6 109.4 1.72 5 2.06 126.34 3.37 0 3.37 31.49 1.77 0 5 0.94 0.34 2.43 33.85

57 26 0.84 -2.63 1.6 25.97 3.22 4 2.7 116.9 3.43 0 3.43 6.58 3.71 -0.01 3 1 0.31 3.2 6.58

58 23.6 0.94 -1.46 1.5 23.58 3.99 3 2.8 117.53 3.48 0 3.48 5.77 4.68 -0.01 3 1 0.3 3.3 5.77

59 38.43 2.72 0.11 1.4 38.43 7.06 3 2.82 126.48 3.55 0 3.55 9.83 7.78 0 3 1 0.3 3.25 9.83

60 285.92 2.72 4.22 1.5 285.97 0.95 6 1.58 131.37 3.61 0 3.61 78.15 0.96 0 6 0.74 0.41 1.87 108.17

61 263.26 1.46 4.49 1.7 263.32 0.56 6 1.44 126.64 3.68 0 3.68 70.62 0.56 0 6 0.69 0.42 1.75 103.76

62 223.79 1.67 4.72 1.7 223.85 0.75 6 1.58 127.22 3.74 0 3.74 58.85 0.76 0 6 0.76 0.38 1.91 79.95

63 161.86 1.15 4.3 1.8 161.91 0.71 6 1.67 123.69 3.8 0 3.8 41.59 0.73 0 6 0.81 0.35 2.05 52.79

64 189.22 1.67 4.87 1.9 189.28 0.88 6 1.69 126.82 3.87 0 3.87 47.97 0.9 0 6 0.82 0.35 2.05 60.86

65 271.3 1.78 4.87 1.9 271.36 0.65 6 1.48 128.14 3.93 0 3.93 68.06 0.66 0 6 0.73 0.39 1.81 97.36

66 282.37 4.18 4.87 2 282.43 1.48 6 1.74 134.5 4 0 4 69.67 1.5 0 5 0.83 0.33 2.07 87.56

67 408 2.4 8.3 2 408.1 0.59 7 1.33 131.34 4.06 0 4.06 99.46 0.59 0 6 0.66 0.41 1.62 157.36

68 502.92 1.78 6.86 2 503.01 0.35 7 1.1 129.64 4.13 0 4.13 120.88 0.36 0 6 0.57 0.46 1.37 217.83


69 451.75 1.67 1.94 2.2 451.78 0.37 7 1.15 128.94 4.19 0 4.19 106.78 0.37 0 6 0.6 0.44 1.44 186.12

70 235.17 0 0 2.7 235.17 0 0 0 87.36 4.24 0 4.24 54.53 0 0 0 1 0.25 4.06 54.53

Depth


ó',vo


1 136.38 1.36 0.2 0.2 136.38 1 6 1.83 124.5 0.06 0 0.06 2188.5 1 0 6 0.42 3.29 1.48 423.24

2 70.38 1.04 0.1 -0.1 70.39 1.48 5 2.16 120.96 0.12 0 0.12 572.12 1.49 0 6 0.54 3.22 1.8 213.68

3 46.68 0.84 -0.1 0.1 46.68 1.79 5 2.35 118.33 0.18 0 0.18 255.72 1.8 0 6 0.62 2.99 2 131.27

4 62.34 0.73 -0.19 0 62.34 1.17 5 2.13 118.06 0.24 0 0.24 257.8 1.18 0 6 0.57 2.32 1.86 136.32

5 31.64 0.63 -0.38 0 31.64 1.98 4 2.51 115.28 0.3 0 0.3 104.96 2 0 5 0.71 2.45 2.21 72.43

6 8.77 0.31 -0.19 0 8.77 3.57 3 3.11 107.07 0.35 0 0.35 23.9 3.72 0 4 0.93 2.77 2.78 22.03

7 14.31 0.52 0.58 -0.1 14.31 3.65 3 2.94 112.01 0.41 0 0.41 34.07 3.75 0 4 0.89 2.33 2.68 30.63

8 12.32 0.42 0.74 -0.1 12.33 3.39 3 2.97 110.01 0.46 0 0.46 25.63 3.52 0 4 0.92 2.13 2.74 23.91

9 14.52 0.63 0.55 -0.1 14.52 4.31 3 2.98 113.38 0.52 0 0.52 26.94 4.47 0 3 0.94 1.94 2.78 25.73

10 12.22 0.52 0.88 -0.1 12.23 4.27 3 3.04 111.62 0.58 0 0.58 20.24 4.48 0.01 3 0.97 1.8 2.87 19.87

11 18.27 0.84 1.34 -0.1 18.29 4.57 3 2.92 116.04 0.63 0 0.63 27.87 4.73 0.01 3 0.94 1.62 2.78 27.03

12 19.01 0.94 1.69 -0.1 19.03 4.94 3 2.93 117 0.69 0 0.69 26.49 5.13 0.01 3 0.96 1.5 2.82 26.01

13 40.62 0.73 2.37 0 40.65 1.8 5 2.39 117.02 0.75 0 0.75 53.16 1.83 0 5 0.77 1.3 2.32 49.09

14 67.98 1.04 1.81 0 68 1.54 5 2.18 120.88 0.81 0 0.81 82.85 1.55 0 5 0.7 1.2 2.12 76.44

15 22.97 0.84 1.24 0 22.99 3.63 4 2.78 116.6 0.87 0 0.87 25.44 3.78 0 4 0.94 1.2 2.74 25.12

16 34.46 1.88 2.29 0.1 34.49 5.45 3 2.77 123.52 0.93 0 0.93 36.04 5.6 0 3 0.94 1.13 2.75 35.77

17 56.39 1.46 2.1 0.1 56.42 2.59 5 2.39 122.89 0.99 0 0.99 55.83 2.64 0 5 0.81 1.05 2.38 55.14

18 81.77 1.15 2.77 0.2 81.8 1.4 5 2.09 122.03 1.05 0 1.05 76.64 1.42 0 5 0.7 1 2.1 76.54

19 38.85 1.67 2.48 0.2 38.88 4.3 4 2.66 122.96 1.12 0 1.12 33.87 4.42 0 4 0.93 0.95 2.69 33.99

20 65.06 1.36 2.58 0.3 65.09 2.09 5 2.28 122.69 1.18 0 1.18 54.33 2.12 0 5 0.79 0.92 2.32 55.56

21 16.29 0.84 2.55 0.3 16.32 5.12 3 2.99 115.77 1.23 0 1.23 12.22 5.54 0.01 3 1 0.86 3.09 12.22

22 8.56 0.31 3.53 0.3 8.61 3.64 3 3.12 107.03 1.29 0 1.29 5.68 4.28 0.03 3 1 0.82 3.29 5.68

23 34.46 1.15 4.62 0.3 34.52 3.33 4 2.62 119.92 1.35 0 1.35 24.61 3.46 0.01 4 0.95 0.79 2.72 24.91

24 94.19 1.36 3.92 0.3 94.24 1.44 5 2.05 123.6 1.41 0 1.41 65.86 1.46 0 5 0.73 0.81 2.13 71.2

25 64.54 1.57 3.37 0.4 64.58 2.43 5 2.33 123.72 1.47 0 1.47 42.89 2.48 0 5 0.85 0.76 2.43 45.13

26 15.56 0.94 3.91 0.4 15.61 6.02 3 3.05 116.52 1.53 0 1.53 9.2 6.68 0.02 3 1 0.69 3.23 9.2

27 54.93 1.57 6.59 0.4 55.01 2.85 5 2.43 123.33 1.59 0 1.59 33.57 2.93 0.01 4 0.9 0.69 2.56 34.95

28 89.91 1.46 5.55 0.5 89.98 1.62 5 2.1 124.02 1.65 0 1.65 53.42 1.66 0 5 0.78 0.71 2.23 59.03

29 19.01 1.04 5.61 0.5 19.07 5.47 3 2.96 117.78 1.71 0 1.71 10.14 6.01 0.02 3 1 0.62 3.17 10.14

30 35.09 0.84 6.78 0.6 35.17 2.38 4 2.52 117.64 1.77 0 1.77 18.86 2.5 0.01 4 0.97 0.61 2.72 19.15

31 80.3 0.94 5.76 0.6 80.38 1.17 6 2.05 120.52 1.83 0 1.83 42.89 1.2 0.01 5 0.78 0.65 2.21 48.46

32 32.69 1.15 4.97 0.6 32.75 3.51 4 2.65 119.79 1.89 0 1.89 16.31 3.72 0.01 3 1 0.56 2.88 16.31

33 41.04 1.36 9.16 0.6 41.15 3.3 4 2.56 121.57 1.95 0 1.95 20.08 3.46 0.02 4 1 0.54 2.79 20.08

34 116.02 1.57 8.97 0.6 116.13 1.35 6 1.97 125.15 2.01 0 2.01 56.64 1.37 0.01 5 0.76 0.61 2.14 66.14

35 33.42 1.15 7.93 0.7 33.51 3.43 4 2.64 119.85 2.07 0 2.07 15.15 3.65 0.02 3 1 0.51 2.9 15.15

36 25.06 1.67 17.81 0.6 25.28 6.61 3 2.92 121.91 2.14 0 2.14 10.84 7.22 0.06 3 1 0.5 3.2 10.84

37 149.85 2.09 8.42 0.6 149.96 1.39 6 1.9 127.88 2.2 0 2.2 67.18 1.41 0 5 0.75 0.58 2.08 80.91

38 131.37 1.67 6.01 0.6 131.44 1.27 6 1.91 125.93 2.26 0 2.26 57.1 1.29 0 5 0.76 0.56 2.11 68.51

39 60.46 1.36 4.28 0.7 60.52 2.24 5 2.32 122.52 2.32 0 2.32 25.04 2.33 0.01 4 0.95 0.47 2.6 26.06

40 24.96 1.04 4.8 0.7 25.02 4.17 3 2.79 118.44 2.38 0 2.38 9.5 4.61 0.02 3 1 0.44 3.12 9.5

41 71.22 1.78 4.53 0.7 71.27 2.49 5 2.3 124.88 2.45 0 2.45 28.15 2.58 0 4 0.95 0.45 2.58 29.35

42 21.51 0.73 8.85 0.8 21.62 3.38 4 2.78 115.48 2.5 0 2.5 7.64 3.82 0.03 3 1 0.42 3.15 7.64

43 29.55 0.73 9.74 0.8 29.67 2.46 4 2.59 116.25 2.56 0 2.56 10.59 2.7 0.03 3 1 0.41 2.95 10.59

44 18.48 0.63 14.32 0.8 18.66 3.36 3 2.83 113.99 2.62 0 2.62 6.13 3.91 0.06 3 1 0.4 3.24 6.13

45 15.98 0.52 22.22 0.8 16.25 3.21 3 2.86 112.32 2.67 0 2.67 5.08 3.85 0.12 3 1 0.4 3.3 5.08

46 80.2 1.36 18.3 0.8 80.42 1.69 5 2.15 123.21 2.74 0 2.74 28.4 1.75 0.02 5 0.92 0.42 2.46 30.66

47 43.65 2.09 14.89 0.8 43.83 4.76 4 2.65 124.88 2.8 0 2.8 14.66 5.09 0.03 3 1 0.38 3 14.66

48 158.21 1.15 6.23 0.8 158.28 0.73 6 1.69 123.64 2.86 0 2.86 54.34 0.74 0 6 0.73 0.48 1.95 71.17

49 199.04 1.67 0.86 0.8 199.05 0.84 6 1.65 126.94 2.92 0 2.92 67.08 0.85 0 6 0.71 0.48 1.9 89.69

50 193.19 1.67 1.24 0.8 193.21 0.86 6 1.67 126.87 2.99 0 2.99 63.68 0.88 0 6 0.73 0.47 1.93 84.43

51 122.08 1.46 1.81 0.9 122.1 1.2 6 1.92 124.77 3.05 0 3.05 39.04 1.23 0 5 0.84 0.41 2.23 46.01

52 29.55 0.84 1.83 0.9 29.58 2.82 4 2.62 117.22 3.11 0 3.11 8.52 3.16 0 3 1 0.34 3.07 8.52

53 22.97 1.04 3.72 0.9 23.02 4.54 3 2.84 118.24 3.17 0 3.17 6.27 5.26 0.01 3 1 0.33 3.3 6.27

54 22.03 1.15 6.67 0.9 22.12 5.19 3 2.89 118.84 3.23 0 3.23 5.85 6.08 0.03 3 1 0.33 3.36 5.85

55 103.38 1.78 3.89 0.9 103.43 1.72 5 2.08 125.79 3.29 0 3.29 30.44 1.77 0 5 0.94 0.34 2.45 32.64

56 75.61 1.67 1.91 0.9 75.63 2.21 5 2.25 124.58 3.35 0 3.35 21.56 2.31 0 4 1 0.32 2.66 21.56

57 20.99 0.63 4.82 0.9 21.05 2.98 4 2.75 114.28 3.41 0 3.41 5.17 3.55 0.02 3 1 0.31 3.28 5.17

58 22.56 0.73 8.09 0.9 22.66 3.23 4 2.75 115.59 3.47 0 3.47 5.54 3.81 0.03 3 1 0.31 3.27 5.54

59 28.2 1.25 11.75 0.9 28.34 4.42 3 2.77 120.08 3.53 0 3.53 7.04 5.05 0.03 3 1 0.3 3.25 7.04

60 238.51 1.57 7 1 238.6 0.66 6 1.52 126.91 3.59 0 3.59 65.46 0.67 0 6 0.72 0.42 1.83 92.33

61 326.86 1.78 6.02 1.1 326.93 0.54 6 1.37 128.59 3.65 0 3.65 88.46 0.55 0 6 0.65 0.45 1.64 136.41

62 367.37 1.46 4.91 1.1 367.44 0.4 7 1.24 127.46 3.72 0 3.72 97.82 0.4 0 6 0.6 0.47 1.51 161.7

63 376.15 1.88 5.67 1.3 376.22 0.5 7 1.3 129.35 3.78 0 3.78 98.45 0.5 0 6 0.63 0.45 1.57 157.95

64 413.43 1.46 5.92 1.3 413.5 0.35 7 1.17 127.74 3.85 0 3.85 106.49 0.36 0 6 0.58 0.47 1.43 183.64

65 410.92 1.67 6.18 1.3 411 0.41 7 1.21 128.71 3.91 0 3.91 104.08 0.41 0 6 0.6 0.46 1.48 175.65

66 334.79 0.73 4.9 1.5 334.85 0.22 7 1.12 122.16 3.97 0 3.97 83.3 0.22 0 6 0.58 0.46 1.43 144.94

67 207.29 1.57 4.93 1.5 207.35 0.76 6 1.61 126.57 4.04 0 4.04 50.38 0.77 0 6 0.8 0.34 1.99 65.94

68 368.21 1.46 -1.91 1.6 368.19 0.4 7 1.24 127.46 4.1 0 4.1 88.82 0.4 0 6 0.63 0.42 1.54 146.18


69 449.35 1.57 -2.25 1.7 449.32 0.35 7 1.14 128.45 4.16 0 4.16 106.92 0.35 0 6 0.59 0.45 1.42 187.9

70 434.21 1.67 -2.58 1.8 434.18 0.38 7 1.18 128.84 4.23 0 4.23 101.69 0.39 0 6 0.61 0.43 1.47 174.36

71 458.33 1.36 -2.29 1.9 458.3 0.3 7 1.08 127.45 4.29 0 4.29 105.79 0.3 0 6 0.58 0.45 1.38 190.95

72 465.85 1.25 -2.2 1.8 465.82 0.27 7 1.05 126.91 4.36 0 4.36 105.96 0.27 0 6 0.57 0.45 1.35 194.48

73 434.94 1.25 -2.39 1.8 434.91 0.29 7 1.09 126.74 4.42 0 4.42 97.43 0.29 0 6 0.6 0.43 1.41 173.64

74 420.53 3.13 -2.29 1.8 420.5 0.75 6 1.4 133.36 4.49 0 4.49 92.76 0.75 0 6 0.72 0.35 1.72 139.14

75 386.28 0 -1.62 1.5 386.26 0 0 0 87.36 4.53 0 4.53 84.29 0 0 0 1 0.23 4.06 84.29

Depth


ó',vo


1 177.74 1.98 0.67 -0.5 177.74 1.12 6 1.78 127.92 0.06 0 0.06 2776.2 1.12 0 6 0.41 3.19 1.47 536.07

2 133.77 1.46 0.76 -0.5 133.78 1.09 6 1.86 124.99 0.13 0 0.13 1056.2 1.09 0 6 0.46 2.64 1.58 333.55

3 72.89 0.63 0.48 -0.6 72.9 0.86 6 2 117.31 0.19 0 0.19 392.95 0.86 0 6 0.51 2.42 1.7 166.61

4 93.25 0.84 0.38 -0.4 93.26 0.9 6 1.92 120.02 0.25 0 0.25 379.51 0.9 0 6 0.5 2.09 1.68 183.52

5 10.44 0.21 0.19 -0.4 10.45 2 4 2.91 104.53 0.3 0 0.3 34.12 2.06 0 4 0.83 2.88 2.54 27.58

6 9.5 0.31 0.1 -0.4 9.5 3.3 3 3.06 107.27 0.35 0 0.35 26.07 3.42 0 4 0.91 2.72 2.73 23.56

7 10.34 0.42 0.19 -0.5 10.34 4.04 3 3.08 109.58 0.41 0 0.41 24.48 4.2 0 3 0.94 2.45 2.8 23.04

8 64.43 0.84 0.29 -0.5 64.44 1.3 5 2.15 119.12 0.47 0 0.47 137.48 1.31 0 6 0.63 1.67 1.98 101.19

9 41.98 0.84 0.1 -0.5 41.98 1.99 5 2.41 118.07 0.52 0 0.52 79.06 2.02 0 5 0.73 1.67 2.25 65.48

10 17.75 0.63 0 -0.5 17.75 3.53 3 2.86 113.87 0.58 0 0.58 29.54 3.65 0 4 0.91 1.72 2.7 27.91

11 18.17 0.84 0.34 -0.4 18.17 4.6 3 2.92 116.03 0.64 0 0.64 27.42 4.76 0 3 0.94 1.61 2.79 26.65

12 31.54 0.84 1.24 -0.4 31.55 2.65 4 2.58 117.37 0.7 0 0.7 44.2 2.71 0 4 0.83 1.41 2.48 41.18

13 38.12 1.57 1.24 -0.4 38.13 4.11 4 2.65 122.44 0.76 0 0.76 49.23 4.19 0 4 0.87 1.33 2.57 47.1

14 77.9 1.04 1.05 -0.4 77.92 1.34 5 2.09 121.21 0.82 0 0.82 94.04 1.35 0 5 0.67 1.19 2.04 86.39

15 43.76 1.04 0.86 -0.3 43.77 2.39 5 2.45 119.8 0.88 0 0.88 48.75 2.44 0 5 0.81 1.16 2.41 47.07

16 16.5 0.63 1.15 -0.3 16.51 3.79 3 2.9 113.69 0.94 0 0.94 16.63 4.02 0.01 3 1 1.13 2.9 16.63

17 34.77 1.46 2.26 -0.3 34.8 4.2 4 2.69 121.71 1 0 1 33.89 4.32 0 4 0.92 1.06 2.69 33.73

18 99.94 1.04 1.91 -0.3 99.96 1.04 6 1.94 121.82 1.06 0 1.06 93.46 1.06 0 6 0.64 1 1.95 93.46

19 23.08 1.36 1.81 -0.3 23.1 5.88 3 2.92 120.17 1.12 0 1.12 19.65 6.18 0.01 3 1 0.95 2.96 19.65

20 72.05 1.46 1.72 -0.3 72.08 2.03 5 2.24 123.48 1.18 0 1.18 60.07 2.06 0 5 0.77 0.92 2.28 61.58

21 18.17 0.31 2.48 -0.2 18.2 1.72 4 2.67 108.86 1.23 0 1.23 13.74 1.85 0.01 4 0.96 0.86 2.76 13.82

22 21.72 0.42 2.89 -0.2 21.76 1.92 4 2.63 111.4 1.29 0 1.29 15.86 2.04 0.01 4 0.95 0.83 2.73 16.01

23 63.91 1.15 3.06 -0.2 63.95 1.8 5 2.24 121.43 1.35 0 1.35 46.34 1.84 0 5 0.8 0.82 2.32 48.68

24 118 1.15 2.67 -0.2 118.04 0.97 6 1.87 122.92 1.41 0 1.41 82.57 0.98 0 6 0.65 0.83 1.94 91.23

25 64.64 1.57 2.48 -0.2 64.67 2.42 5 2.33 123.72 1.47 0 1.47 42.86 2.48 0 5 0.85 0.76 2.43 45.12

26 11.17 0.31 2.48 -0.2 11.2 2.8 3 2.96 107.67 1.53 0 1.53 6.33 3.24 0.02 3 1 0.69 3.18 6.33

27 17.86 1.36 4.32 -0.2 17.91 7.58 3 3.07 119.55 1.59 0 1.59 10.28 8.32 0.02 3 1 0.67 3.26 10.28

28 111.84 1.67 4.2 -0.1 111.89 1.49 6 2.01 125.53 1.65 0 1.65 66.79 1.52 0 5 0.74 0.72 2.12 75.09

29 50.23 1.36 3.62 -0.2 50.27 2.7 5 2.44 122.06 1.71 0 1.71 28.37 2.8 0.01 4 0.92 0.64 2.6 29.44

30 35.61 0.94 5.06 -0.1 35.67 2.63 4 2.54 118.54 1.77 0 1.77 19.14 2.77 0.01 4 0.98 0.6 2.74 19.35

31 55.35 1.15 4.58 -0.1 55.4 2.07 5 2.33 121.08 1.83 0 1.83 29.25 2.14 0.01 4 0.9 0.61 2.51 30.98

32 68.3 1.15 4.07 -0.1 68.35 1.68 5 2.2 121.59 1.89 0 1.89 35.12 1.73 0 5 0.85 0.61 2.38 38.37

33 73.2 1.46 5.08 0 73.27 2 5 2.23 123.52 1.95 0 1.95 36.49 2.05 0.01 5 0.86 0.59 2.42 39.66

34 76.44 1.46 4.88 0 76.5 1.91 5 2.2 123.63 2.02 0 2.02 36.95 1.96 0 5 0.86 0.57 2.4 40.45

35 69.44 1.67 4.01 0 69.49 2.4 5 2.3 124.37 2.08 0 2.08 32.44 2.48 0 4 0.91 0.54 2.52 34.52

36 13.99 0.63 6.59 0 14.07 4.45 3 3 113.3 2.13 0 2.13 5.59 5.25 0.04 3 1 0.5 3.34 5.59

37 17.75 0.94 7.97 0.1 17.85 5.27 3 2.97 116.85 2.19 0 2.19 7.14 6 0.04 3 1 0.48 3.29 7.14

38 54.51 1.15 7.66 0.1 54.6 2.1 5 2.34 121.04 2.25 0 2.25 23.23 2.19 0.01 4 0.95 0.49 2.61 24.12

39 57.96 1.25 6.38 0.1 58.04 2.16 5 2.33 121.83 2.31 0 2.31 24.07 2.25 0.01 4 0.95 0.48 2.6 25.02

40 30.7 1.15 5.92 0.1 30.77 3.73 4 2.69 119.64 2.37 0 2.37 11.96 4.04 0.02 3 1 0.45 3.01 11.96

41 44.9 1.15 6.7 0.1 44.99 2.55 5 2.46 120.57 2.43 0 2.43 17.48 2.7 0.01 4 1 0.43 2.77 17.48

42 26.52 0.94 9.74 0.1 26.64 3.53 4 2.72 117.82 2.49 0 2.49 9.68 3.89 0.03 3 1 0.42 3.07 9.68

43 41.56 0.84 10.12 0.1 41.69 2 5 2.41 118.05 2.55 0 2.55 15.33 2.13 0.02 4 1 0.41 2.76 15.33

44 28.72 1.15 10.98 0.1 28.85 3.98 4 2.73 119.49 2.61 0 2.61 10.04 4.38 0.03 3 1 0.41 3.09 10.04

45 25.38 0.94 11.94 0.1 25.52 3.68 4 2.75 117.72 2.67 0 2.67 8.55 4.11 0.04 3 1 0.4 3.13 8.55

46 21.41 0.84 12.89 0.2 21.57 3.87 3 2.82 116.45 2.73 0 2.73 6.9 4.44 0.05 3 1 0.39 3.23 6.9

47 17.75 0.42 12.76 0.1 17.91 2.33 4 2.75 110.92 2.79 0 2.79 5.43 2.76 0.06 3 1 0.38 3.2 5.43

48 20.36 0.73 18.59 0.2 20.59 3.55 3 2.81 115.36 2.84 0 2.84 6.24 4.12 0.08 3 1 0.37 3.24 6.24

49 26.42 1.57 17.99 0.2 26.64 5.88 3 2.87 121.56 2.9 0 2.9 8.18 6.6 0.05 3 1 0.36 3.27 8.18

50 172.2 2.4 12.43 0.2 172.35 1.39 6 1.86 129.24 2.97 0 2.97 57.07 1.42 0.01 5 0.8 0.44 2.13 70.1

51 150.58 2.82 9.45 0.2 150.7 1.87 6 1.99 130.09 3.03 0 3.03 48.68 1.91 0 5 0.86 0.4 2.28 56.22

52 55.35 1.46 13.06 0.2 55.51 2.63 5 2.4 122.85 3.09 0 3.09 16.94 2.79 0.02 4 1 0.34 2.79 16.94

53 43.86 1.46 5.82 0.1 43.93 3.33 4 2.54 122.28 3.16 0 3.16 12.92 3.59 0.01 3 1 0.34 2.95 12.92

54 46.78 0.94 12.08 0.1 46.93 2 5 2.37 119.2 3.22 0 3.22 13.6 2.15 0.02 4 1 0.33 2.81 13.6

55 84.38 1.67 21.82 0.2 84.64 1.97 5 2.18 124.85 3.28 0 3.28 24.82 2.05 0.02 4 0.99 0.33 2.57 25.22

56 26.73 1.15 18.34 0.2 26.96 4.26 3 2.77 119.32 3.34 0 3.34 7.08 4.86 0.06 3 1 0.32 3.24 7.08

57 31.54 1.57 32.59 0.1 31.94 4.9 3 2.76 122 3.4 0 3.4 8.4 5.49 0.08 3 1 0.31 3.21 8.4

58 152.88 3.55 16.65 0.1 153.09 2.32 5 2.06 131.81 3.46 0 3.46 43.19 2.37 0.01 5 0.93 0.33 2.4 46.87

59 275.37 3.24 11.68 0.1 275.52 1.17 6 1.67 132.57 3.53 0 3.53 77.04 1.19 0 6 0.76 0.4 1.95 102.79

60 291.46 3.24 9.45 0.2 291.57 1.11 6 1.63 132.71 3.6 0 3.6 80.06 1.12 0 6 0.75 0.4 1.92 108.61

61 266.81 1.88 7.92 0.2 266.91 0.7 6 1.51 128.52 3.66 0 3.66 71.9 0.71 0 6 0.71 0.41 1.81 102.5

62 240.08 2.19 6.81 0.2 240.16 0.91 6 1.62 129.39 3.73 0 3.73 63.46 0.93 0 6 0.77 0.38 1.95 84.98

63 355.05 1.78 6.13 0.2 355.13 0.5 7 1.32 128.79 3.79 0 3.79 92.7 0.51 0 6 0.64 0.44 1.6 146.9

64 266.29 2.51 5.16 0.1 266.35 0.94 6 1.6 130.62 3.86 0 3.86 68.08 0.95 0 6 0.77 0.37 1.93 92.05

65 486.84 1.88 4.74 0 486.9 0.39 7 1.14 129.98 3.92 0 3.92 123.19 0.39 0 6 0.57 0.48 1.39 217.44

66 332.81 1.57 1.15 -0.2 332.82 0.47 7 1.32 127.72 3.98 0 3.98 82.53 0.48 0 6 0.66 0.42 1.63 129.5

67 289.79 2.61 0.95 -0.2 289.8 0.9 6 1.56 131.12 4.05 0 4.05 70.55 0.91 0 6 0.77 0.36 1.9 96.7

68 364.03 2.19 0.76 -0.2 364.04 0.6 6 1.37 130.4 4.12 0 4.12 87.47 0.61 0 6 0.68 0.39 1.68 134.2


69 356.41 1.36 0.43 -0.2 356.42 0.38 7 1.24 126.84 4.18 0 4.18 84.3 0.39 0 6 0.64 0.42 1.55 138.17

70 304.82 0 -0.07 -0.1 304.82 0 0 0 87.36 4.22 0 4.22 71.19 0 0 0 1 0.25 4.06 71.19

Depth


ó',vo


1 173.35 1.88 0.37 0.3 173.35 1.08 6 1.78 127.46 0.06 0 0.06 2717.3 1.08 0 6 0.41 3.18 1.46 521.2

2 122.7 1.46 -4.03 0.2 122.65 1.19 6 1.91 124.78 0.13 0 0.13 970.86 1.19 0 6 0.47 2.74 1.62 317.07

3 78.84 0.94 0 0.3 78.84 1.19 5 2.06 120.47 0.19 0 0.19 422.24 1.19 0 6 0.53 2.52 1.77 187.35

4 85.94 0.73 0 0.3 85.94 0.85 6 1.94 118.84 0.25 0 0.25 348.73 0.85 0 6 0.51 2.1 1.69 169.74

5 64.33 0.63 -0.1 0.4 64.33 0.97 5 2.07 117.01 0.3 0 0.3 210.4 0.98 0 6 0.56 2.02 1.84 122.32

6 9.4 0.21 0 0.4 9.4 2.22 3 2.97 104.28 0.36 0 0.36 25.37 2.31 0 4 0.88 2.59 2.65 22.16

7 6.89 0.21 1.24 0.4 6.91 3.02 3 3.15 103.53 0.41 0 0.41 15.92 3.21 0.01 3 0.96 2.5 2.86 15.34

8 9.19 0.42 0.89 0.4 9.2 4.54 3 3.15 109.3 0.46 0 0.46 18.88 4.78 0.01 3 0.98 2.25 2.91 18.57

9 29.55 0.42 -1.15 0.3 29.54 1.41 5 2.44 112.14 0.52 0 0.52 55.93 1.44 0 5 0.74 1.69 2.27 46.44

10 14.52 0.42 -0.29 0.3 14.51 2.88 3 2.87 110.41 0.57 0 0.57 24.28 3 0 4 0.91 1.74 2.71 22.96

11 15.77 0.42 -0.76 0.3 15.76 2.65 4 2.82 110.61 0.63 0 0.63 24.04 2.76 0 4 0.9 1.6 2.69 22.86

12 17.44 0.73 -2.01 0.4 17.41 4.2 3 2.91 114.95 0.69 0 0.69 24.35 4.37 -0.01 3 0.95 1.51 2.8 23.83

13 31.43 1.04 -1.46 0.3 31.41 3.32 4 2.65 119 0.75 0 0.75 41.09 3.41 0 4 0.86 1.35 2.57 39.19

14 61.51 0.84 0 0.4 61.51 1.36 5 2.18 119 0.81 0 0.81 75.33 1.38 0 5 0.7 1.21 2.12 69.35

15 33.31 1.04 0.6 0.3 33.32 3.13 4 2.61 119.14 0.87 0 0.87 37.5 3.22 0 4 0.87 1.19 2.57 36.54

16 59.42 0.63 -2.26 0.4 59.39 1.05 5 2.12 116.81 0.92 0 0.92 63.28 1.07 0 5 0.69 1.1 2.1 60.71

17 70.28 0.63 0.1 0.4 70.28 0.89 6 2.02 117.22 0.98 0 0.98 70.53 0.9 0 6 0.66 1.05 2.01 68.79

18 97.53 1.04 0 0.5 97.53 1.07 6 1.96 121.76 1.04 0 1.04 92.49 1.08 0 6 0.65 1.01 1.96 92.03

19 65.68 1.25 0.1 0.5 65.69 1.91 5 2.25 122.13 1.1 0 1.1 58.48 1.94 0 5 0.77 0.97 2.27 59.06

20 24.33 0.73 1.04 0.5 24.34 3 4 2.71 115.76 1.16 0 1.16 19.95 3.15 0 4 0.96 0.91 2.77 20.02

21 47.31 1.25 -1.12 0.6 47.29 2.65 5 2.45 121.33 1.22 0 1.22 37.67 2.72 0 4 0.86 0.88 2.51 38.42

22 72.16 0.73 -2.41 0.6 72.13 1.01 6 2.04 118.41 1.28 0 1.28 55.25 1.03 0 5 0.71 0.87 2.1 58.39

23 82.08 0.94 0.1 0.6 82.08 1.15 6 2.03 120.57 1.34 0 1.34 60.15 1.16 0 5 0.71 0.84 2.1 64.38

24 99.73 1.04 0.1 0.6 99.73 1.05 6 1.94 121.81 1.4 0 1.4 70.07 1.06 0 6 0.68 0.82 2.02 76.59

25 99.31 1.78 -0.03 0.7 99.31 1.79 5 2.1 125.69 1.47 0 1.47 66.73 1.81 0 5 0.75 0.78 2.19 72.34

26 16.5 0.31 -1.72 0.7 16.48 1.9 4 2.73 108.61 1.52 0 1.52 9.84 2.09 -0.01 3 1 0.7 2.92 9.84

27 19.74 1.15 -0.48 0.7 19.73 5.82 3 2.96 118.56 1.58 0 1.58 11.49 6.33 0 3 1 0.67 3.15 11.49

28 44.69 1.67 0 0.7 44.69 3.74 4 2.57 123.3 1.64 0 1.64 26.23 3.88 0 4 0.97 0.65 2.73 26.6

29 79.47 1.57 -8.4 0.7 79.37 1.97 5 2.2 124.22 1.7 0 1.7 45.59 2.02 -0.01 5 0.82 0.68 2.34 49.63

30 22.97 1.04 -7.94 0.8 22.88 4.56 3 2.84 118.22 1.76 0 1.76 11.98 4.95 -0.03 3 1 0.6 3.06 11.98

31 48.56 0.94 -7.76 0.8 48.46 1.94 5 2.35 119.28 1.82 0 1.82 25.59 2.02 -0.01 4 0.91 0.61 2.55 26.93

32 73.83 1.25 -8.02 0.8 73.73 1.7 5 2.18 122.41 1.88 0 1.88 38.14 1.74 -0.01 5 0.84 0.62 2.36 41.91

33 107.87 2.3 -7.52 0.8 107.78 2.13 5 2.13 127.77 1.95 0 1.95 54.35 2.17 -0.01 5 0.82 0.61 2.29 60.79

34 90.75 2.3 -8.21 0.7 90.65 2.53 5 2.24 127.35 2.01 0 2.01 44.08 2.59 -0.01 5 0.87 0.57 2.42 47.95

35 90.33 1.57 -7.86 0.7 90.23 1.74 5 2.12 124.54 2.07 0 2.07 42.52 1.78 -0.01 5 0.83 0.57 2.32 47.64

36 15.25 0.42 -5.46 0.8 15.18 2.75 4 2.85 110.52 2.13 0 2.13 6.13 3.2 -0.03 3 1 0.5 3.19 6.13

37 24.12 0.84 -2.54 0.7 24.09 3.47 4 2.75 116.72 2.19 0 2.19 10.02 3.81 -0.01 3 1 0.48 3.06 10.02

38 28.61 0.84 3.39 0.7 28.65 2.92 4 2.64 117.14 2.25 0 2.25 11.76 3.16 0.01 3 1 0.47 2.95 11.76

39 81.87 1.36 -3.47 0.7 81.83 1.66 5 2.14 123.25 2.31 0 2.31 34.47 1.71 0 5 0.87 0.51 2.38 38.25

40 33.52 0.84 -4.58 0.7 33.47 2.5 4 2.55 117.52 2.37 0 2.37 13.14 2.69 -0.01 3 1 0.45 2.87 13.14

41 144.32 1.57 -5.25 0.7 144.25 1.09 6 1.83 125.68 2.43 0 2.43 58.39 1.1 0 6 0.75 0.54 2.05 72.16

42 32.58 1.46 -4.23 0.7 32.53 4.49 4 2.73 121.54 2.49 0 2.49 12.07 4.87 -0.01 3 1 0.43 3.06 12.07

43 19.32 0.84 51.7 0.8 19.95 4.19 3 2.87 116.26 2.55 0 2.55 6.83 4.8 0.21 3 1 0.42 3.25 6.83

44 24.02 0.73 48.7 0.8 24.61 2.97 4 2.7 115.79 2.61 0 2.61 8.45 3.32 0.16 3 1 0.41 3.08 8.45

45 18.9 0.63 46.78 0.8 19.47 3.22 4 2.8 114.09 2.66 0 2.66 6.31 3.73 0.2 3 1 0.4 3.22 6.31

46 17.86 0.73 48.12 0.9 18.45 3.96 3 2.88 115.09 2.72 0 2.72 5.78 4.65 0.22 3 1 0.39 3.3 5.78

47 63.6 1.15 9.02 0.9 63.71 1.8 5 2.24 121.42 2.78 0 2.78 21.91 1.89 0.01 4 0.97 0.39 2.59 22.57

48 44.38 1.15 20.66 0.9 44.63 2.57 5 2.46 120.55 2.84 0 2.84 14.71 2.75 0.04 4 1 0.37 2.84 14.71

49 120.51 1.78 -2.59 0.9 120.48 1.47 6 1.98 126.16 2.9 0 2.9 40.48 1.51 0 5 0.86 0.42 2.28 46.82

50 199.46 1.57 -7.45 0.9 199.36 0.79 6 1.63 126.47 2.97 0 2.97 66.18 0.8 0 6 0.71 0.48 1.89 89.21

51 133.46 1.78 -5.45 0.9 133.39 1.33 6 1.92 126.41 3.03 0 3.03 43.01 1.36 0 5 0.84 0.41 2.22 50.86

52 45.53 1.46 -6.26 0.9 45.45 3.22 4 2.52 122.36 3.09 0 3.09 13.7 3.45 -0.01 3 1 0.34 2.92 13.7

53 28.61 1.04 -5.82 1 28.54 3.66 4 2.71 118.76 3.15 0 3.15 8.06 4.11 -0.02 3 1 0.34 3.15 8.06

54 35.4 0.84 -4.11 1 35.35 2.36 4 2.52 117.65 3.21 0 3.21 10.01 2.6 -0.01 3 1 0.33 2.96 10.01

55 133.77 2.19 -4.02 1.1 133.72 1.64 6 1.98 127.96 3.27 0 3.27 39.84 1.68 0 5 0.89 0.37 2.32 45.16

56 24.44 1.15 -2.52 1.1 24.41 4.71 3 2.83 119.08 3.33 0 3.33 6.32 5.45 -0.01 3 1 0.32 3.31 6.32

57 39.37 1.36 8.52 1.1 39.47 3.44 4 2.59 121.47 3.39 0 3.39 10.63 3.76 0.02 3 1 0.31 3.03 10.63

58 74.56 1.98 10.8 1.1 74.69 2.66 5 2.31 125.81 3.46 0 3.46 20.61 2.79 0.01 4 1 0.31 2.72 20.61

59 114.87 3.03 9.02 1.1 114.98 2.63 5 2.18 129.95 3.52 0 3.52 31.65 2.72 0.01 4 1 0.3 2.57 31.78

60 215.33 2.61 0.29 1.2 215.33 1.21 6 1.75 130.4 3.59 0 3.59 59.03 1.23 0 5 0.81 0.37 2.07 74.68

61 274.23 2.4 -2.9 1.2 274.19 0.88 6 1.57 130.37 3.65 0 3.65 74.07 0.89 0 6 0.74 0.4 1.87 102.81

62 241.96 1.88 4.62 1.3 242.01 0.78 6 1.57 128.28 3.72 0 3.72 64.11 0.79 0 6 0.75 0.39 1.89 88.12

63 192.15 2.4 2.67 1.3 192.18 1.25 6 1.79 129.51 3.78 0 3.78 49.82 1.27 0 5 0.85 0.34 2.15 60.55

64 224.94 3.03 -0.88 1.3 224.93 1.35 6 1.77 131.59 3.85 0 3.85 57.47 1.37 0 5 0.84 0.34 2.11 70.9

65 302.63 2.82 -1.45 1.3 302.61 0.93 6 1.56 131.79 3.91 0 3.91 76.33 0.94 0 6 0.75 0.37 1.88 105.79

66 334.38 2.3 -1.92 1.4 334.35 0.69 6 1.43 130.53 3.98 0 3.98 83.04 0.7 0 6 0.7 0.39 1.74 123.1

67 367.17 1.88 -1.34 1.4 367.15 0.51 7 1.31 129.29 4.04 0 4.04 89.81 0.52 0 6 0.66 0.41 1.62 142.02

68 406.64 2.3 -0.75 1.5 406.63 0.56 7 1.31 131.01 4.11 0 4.11 97.97 0.57 0 6 0.66 0.41 1.61 155.71


69 410.61 0 -0.1 1.6 410.61 0 0 0 87.36 4.15 0 4.15 97.89 0 0 0 1 0.25 4.06 97.89

Depth


ó',vo


1 156.95 1.15 -0.34 0 156.95 0.73 6 1.69 123.62 0.06 0 0.06 2536.6 0.73 0 6 0.37 2.89 1.37 428.91

2 94.51 0.84 -0.19 -0.1 94.5 0.88 6 1.92 120.05 0.12 0 0.12 774.18 0.89 0 6 0.46 2.73 1.59 243.41

3 67.36 0.52 -0.19 -0.1 67.35 0.78 6 2 115.78 0.18 0 0.18 373.91 0.78 0 6 0.51 2.45 1.69 155.45

4 60.15 0.73 -0.29 -0.1 60.15 1.22 5 2.16 117.97 0.24 0 0.24 251 1.22 0 6 0.58 2.36 1.87 133.5

5 11.7 0.31 -1.24 -0.1 11.68 2.68 3 2.93 107.77 0.29 0 0.29 38.92 2.75 -0.01 4 0.84 2.96 2.57 31.83

6 7.21 0.21 -1.24 -0.1 7.19 2.9 3 3.13 103.62 0.34 0 0.34 19.87 3.05 -0.01 4 0.93 2.83 2.79 18.34

7 27.05 0.21 -1.15 0 27.03 0.77 5 2.34 106.85 0.4 0 0.4 66.94 0.78 0 5 0.67 1.92 2.1 48.45

8 39.58 0.31 -1.05 -0.1 39.57 0.79 5 2.2 110.75 0.45 0 0.45 86.31 0.8 0 6 0.64 1.72 2.01 63.44

9 25.48 0.63 -1.15 -0.1 25.47 2.46 4 2.64 114.75 0.51 0 0.51 48.88 2.51 0 5 0.81 1.8 2.45 42.51

10 15.35 0.52 -0.76 -0.1 15.34 3.4 3 2.9 112.18 0.57 0 0.57 26.07 3.53 0 4 0.92 1.77 2.73 24.75

11 32.27 1.25 0.56 -0.1 32.27 3.88 4 2.69 120.4 0.63 0 0.63 50.48 3.96 0 4 0.85 1.56 2.56 46.79

12 63.91 0.42 -1.24 -0.1 63.89 0.65 6 1.98 114.02 0.68 0 0.68 92.42 0.66 0 6 0.6 1.3 1.89 77.71

13 92.63 0.63 -1.15 -0.1 92.61 0.68 6 1.85 117.9 0.74 0 0.74 123.69 0.68 0 6 0.57 1.22 1.79 106.09

14 102.86 0.84 -1.15 -0.1 102.85 0.81 6 1.86 120.26 0.8 0 0.8 127.09 0.82 0 6 0.58 1.17 1.81 113.15

15 111.74 0.94 -1.15 -0.1 111.72 0.84 6 1.84 121.32 0.86 0 0.86 128.37 0.85 0 6 0.58 1.13 1.81 117.88

16 34.57 1.57 -1.24 -0.1 34.55 4.53 4 2.71 122.2 0.92 0 0.92 36.36 4.66 0 4 0.92 1.13 2.69 35.96

17 101.5 1.04 -1.34 0 101.49 1.03 6 1.93 121.86 0.99 0 0.99 101.96 1.04 0 6 0.63 1.05 1.92 99.31

18 91.37 1.15 -1.16 0 91.36 1.26 6 2.02 122.3 1.05 0 1.05 86.28 1.27 0 6 0.67 1.01 2.03 85.98

19 23.81 1.04 -1.53 0.1 23.79 4.39 3 2.82 118.32 1.11 0 1.11 20.51 4.6 0 3 0.99 0.96 2.86 20.52

20 22.87 1.15 -1.34 0.2 22.85 5.03 3 2.87 118.92 1.17 0 1.17 18.61 5.3 0 3 1 0.91 2.94 18.61

21 100.25 0.63 -1.62 0.2 100.23 0.63 6 1.81 118.09 1.22 0 1.22 80.85 0.63 0 6 0.61 0.91 1.85 85.58

22 139.83 1.36 -1.62 0.2 139.81 0.97 6 1.81 124.56 1.29 0 1.29 107.65 0.98 0 6 0.62 0.89 1.86 116

23 65.48 1.25 -1.72 0.2 65.45 1.91 5 2.25 122.12 1.35 0 1.35 47.57 1.95 0 5 0.8 0.82 2.33 49.91

24 17.02 0.73 -1.05 0.2 17.01 4.3 3 2.93 114.89 1.41 0 1.41 11.1 4.68 0 3 1 0.75 3.07 11.1

25 22.97 1.15 2.29 0.2 23 4.99 3 2.87 118.93 1.46 0 1.46 14.7 5.33 0.01 3 1 0.72 3.02 14.7

26 25.27 0.84 -4.56 0.1 25.22 3.31 4 2.72 116.83 1.52 0 1.52 15.55 3.53 -0.01 3 1 0.69 2.88 15.55

27 61.09 1.15 -4.54 0.1 61.03 1.88 5 2.27 121.31 1.58 0 1.58 37.54 1.93 -0.01 5 0.84 0.71 2.4 40.05

28 31.22 0.73 -10.13 0.1 31.1 2.35 4 2.56 116.36 1.64 0 1.64 17.94 2.48 -0.02 4 0.97 0.65 2.74 18.17

29 77.17 0.94 -9.84 0.1 77.05 1.22 5 2.07 120.41 1.7 0 1.7 44.27 1.25 -0.01 5 0.77 0.69 2.21 49.31

30 104.01 1.36 -9.76 0.1 103.89 1.31 6 1.99 123.83 1.76 0 1.76 57.89 1.33 -0.01 5 0.74 0.68 2.13 65.97

31 141.81 1.67 -10.41 0.2 141.68 1.18 6 1.86 126.11 1.83 0 1.83 76.54 1.19 -0.01 6 0.7 0.68 1.99 90.37

32 41.56 1.67 -10.37 0.2 41.44 4.03 4 2.62 123.11 1.89 0 1.89 20.94 4.23 -0.02 3 1 0.56 2.83 20.94

33 64.12 1.15 -10.32 0.2 63.99 1.8 5 2.24 121.43 1.95 0 1.95 31.83 1.85 -0.01 5 0.87 0.59 2.44 34.41

34 15.25 0.42 -9.46 0.3 15.13 2.76 4 2.85 110.51 2 0 2 6.55 3.18 -0.05 3 1 0.53 3.16 6.55

35 16.5 0.63 -6.96 0.4 16.41 3.82 3 2.91 113.68 2.06 0 2.06 6.96 4.37 -0.03 3 1 0.51 3.22 6.96

36 19.95 0.73 -6.36 0.4 19.87 3.68 3 2.83 115.27 2.12 0 2.12 8.38 4.12 -0.03 3 1 0.5 3.14 8.38

37 27.46 0.63 -7.74 0.4 27.37 2.29 4 2.59 114.92 2.18 0 2.18 11.57 2.49 -0.02 3 1 0.49 2.9 11.57

38 124.37 1.25 -8.13 0.4 124.27 1.01 6 1.86 123.68 2.24 0 2.24 54.52 1.03 0 5 0.74 0.57 2.06 66.24

39 73.41 1.78 -8.12 0.4 73.31 2.42 5 2.29 124.95 2.3 0 2.3 30.86 2.5 -0.01 4 0.93 0.49 2.54 32.68

40 17.13 0.94 32.02 0.4 17.52 5.37 3 2.98 116.8 2.36 0 2.36 6.43 6.2 0.15 3 1 0.45 3.34 6.43

41 17.75 0.84 69.32 0.4 18.6 4.49 3 2.91 116.09 2.42 0 2.42 6.69 5.16 0.31 3 1 0.44 3.28 6.69

42 28.72 1.15 71.34 0.4 29.59 3.88 4 2.71 119.55 2.48 0 2.48 10.95 4.24 0.19 3 1 0.43 3.05 10.95

43 135.02 1.57 -7.66 0.4 134.93 1.16 6 1.87 125.52 2.54 0 2.54 52.13 1.18 0 5 0.77 0.51 2.11 63.53

44 197.05 2.3 -7.58 0.4 196.96 1.17 6 1.76 129.24 2.6 0 2.6 74.62 1.18 0 6 0.72 0.52 1.97 95.62

45 246.55 2.51 -10.99 0.5 246.42 1.02 6 1.65 130.43 2.67 0 2.67 91.3 1.03 0 6 0.68 0.53 1.85 122.56

46 143.38 2.19 -11.1 0.5 143.24 1.53 6 1.94 128.13 2.73 0 2.73 51.4 1.56 -0.01 5 0.82 0.46 2.2 61.15

47 139.62 1.88 -11.94 0.5 139.47 1.35 6 1.91 126.93 2.8 0 2.8 48.86 1.38 -0.01 5 0.81 0.45 2.18 58.65

48 110.59 1.78 -12.17 0.6 110.44 1.61 5 2.03 125.95 2.86 0 2.86 37.61 1.65 -0.01 5 0.88 0.42 2.34 42.58

49 92 2.19 -12.42 0.6 91.85 2.39 5 2.21 127.04 2.92 0 2.92 30.42 2.47 -0.01 4 0.96 0.38 2.54 31.74

50 27.88 0.94 -12.04 0.6 27.73 3.39 4 2.7 117.92 2.98 0 2.98 8.3 3.8 -0.04 3 1 0.35 3.12 8.3

51 29.24 1.46 -11.75 0.6 29.1 5.02 3 2.8 121.27 3.04 0 3.04 8.56 5.61 -0.03 3 1 0.35 3.21 8.56

52 109.96 1.88 -11.56 0.6 109.82 1.71 5 2.06 126.35 3.11 0 3.11 34.35 1.76 -0.01 5 0.91 0.38 2.39 37.9

53 34.77 1.67 -11.13 0.7 34.64 4.82 3 2.73 122.67 3.17 0 3.17 9.93 5.31 -0.03 3 1 0.33 3.15 9.93

54 27.99 1.36 -10.1 0.7 27.86 4.87 3 2.8 120.62 3.23 0 3.23 7.63 5.51 -0.03 3 1 0.33 3.25 7.63

55 50.02 1.98 -8.89 0.7 49.91 3.98 4 2.56 124.82 3.29 0 3.29 14.17 4.26 -0.01 3 1 0.32 2.97 14.17

56 98.37 2.61 -8.94 0.8 98.26 2.66 5 2.23 128.48 3.35 0 3.35 28.29 2.75 -0.01 4 1 0.32 2.61 28.29

57 226.29 1.98 -9.9 0.8 226.17 0.88 6 1.63 128.51 3.42 0 3.42 65.15 0.89 0 6 0.74 0.42 1.92 87.86

58 177.11 3.34 0.68 0.8 177.12 1.89 6 1.95 131.73 3.48 0 3.48 49.83 1.92 0 5 0.88 0.35 2.28 57.26

59 195.91 2.09 2.18 0.9 195.93 1.07 6 1.73 128.53 3.55 0 3.55 54.21 1.09 0 5 0.8 0.38 2.06 68.79

60 185.04 2.09 -2.67 0.9 185.01 1.13 6 1.77 128.39 3.61 0 3.61 50.2 1.15 0 5 0.83 0.36 2.11 62.23

61 131.58 1.15 -5.62 0.9 131.51 0.87 6 1.8 123.19 3.68 0 3.68 34.78 0.9 0 5 0.86 0.34 2.19 41.41

62 136.9 1.46 -6.94 1 136.82 1.07 6 1.85 125.05 3.74 0 3.74 35.61 1.1 0 5 0.88 0.33 2.24 41.37

63 133.46 1.46 -7.64 1.1 133.36 1.1 6 1.86 124.98 3.8 0 3.8 34.1 1.13 0 5 0.89 0.32 2.27 39.02

64 179.2 1.04 -6.69 1.1 179.12 0.58 6 1.59 123.24 3.86 0 3.86 45.38 0.6 0 6 0.78 0.36 1.96 60.28

65 324.04 2.61 -7.07 1.2 323.95 0.81 6 1.5 131.39 3.93 0 3.93 81.49 0.82 0 6 0.72 0.39 1.8 117.2

66 141.81 0.63 -6.66 1.1 141.73 0.44 6 1.6 118.93 3.99 0 3.99 34.55 0.45 0 6 0.81 0.34 2.02 44.44

67 133.46 0.84 -5.17 1.2 133.39 0.63 6 1.71 120.89 4.05 0 4.05 31.96 0.65 0 5 0.86 0.32 2.15 38.55

68 252.92 1.67 -4.3 1.3 252.87 0.66 6 1.51 127.52 4.11 0 4.11 60.51 0.67 0 6 0.76 0.36 1.87 84.2


69 283.42 2.09 -3.73 1.4 283.37 0.74 6 1.51 129.43 4.18 0 4.18 66.86 0.75 0 6 0.76 0.35 1.86 93.51

70 358.19 1.98 -3.31 1.5 358.14 0.55 6 1.35 129.63 4.24 0 4.24 83.46 0.56 0 6 0.69 0.38 1.67 128.61

71 384.4 4.39 -2.96 1.5 384.36 1.14 6 1.57 135.6 4.31 0 4.31 88.21 1.15 0 6 0.77 0.34 1.89 121.13

72 513.89 3.24 7.59 1.1 513.98 0.63 7 1.29 134.09 4.38 0 4.38 116.47 0.64 0 6 0.66 0.39 1.57 189.53

73 435.36 3.24 2.89 0.9 435.39 0.74 6 1.39 133.69 4.44 0 4.44 97.01 0.75 0 6 0.71 0.36 1.7 147.1

74 511.9 2.51 -0.53 0.8 511.9 0.49 7 1.2 132.21 4.51 0 4.51 112.55 0.49 0 6 0.63 0.4 1.5 191.12

75 589.7 1.15 0.28 0.5 589.7 0.19 7 0.89 126.85 4.57 0 4.57 127.99 0.2 0 7 0.51 0.47 1.17 260.89

76 439.43 1.57 2.91 0.7 439.47 0.36 7 1.15 128.4 4.64 0 4.64 93.79 0.36 0 6 0.63 0.39 1.48 160.91

77 545.84 2.82 3.82 0.8 545.89 0.52 7 1.2 133.23 4.7 0 4.7 115.08 0.52 0 6 0.65 0.38 1.51 194.93

78 650.58 4.07 -1.17 0.7 650.57 0.63 7 1.22 136.35 4.77 0 4.77 135.37 0.63 0 6 0.65 0.38 1.51 229.34

79 616.96 0 -1.54 1 616.94 0 0 0 87.36 4.81 0 4.81 127.15 0 0 0 1 0.22 4.06 127.15

M&

D P

roperties

Project N

o. TE

T 16-93E

P

laza Mexico R

esidences

January 13, 2017

A

pp

end

ix C

L

aboratory T

esting

10/6/2016

10/23/2016

Page 1 of 2

B-104 B-104 B-105 B-106 B-106 B-106 B-107 B-107

R-4 R-8 R-2 R-3 R-8 R-10 R-3 R-7

Sample Depth feet 12.5-14 25-26.5 5-6.5 7.5-9 20-21.5 30-31.5 10-11.5 20-21.5

Olive Brown Native (ML)


Dark Brown

(CL), Light Brownish

Gray (SM)

Dark Olive Brown Native (MH)

Brown Native (ML)

Brownish Gray

Native (MH)

Olive Brown

Fill (ML)

Light Brownish

Gray Native (CL/SM)

6 6 6 6 6 6 6 6grams 1144.30 1175.10 1144.50 1182.00 1197.80 1088.80 1187.20 1085.30

ft 3 0.0159 0.0159 0.0159 0.0159 0.0159 0.0159 0.0159 0.0159grams 269.58 269.58 269.58 269.58 269.58 269.58 269.58 269.58grams 874.72 905.52 874.92 912.42 928.22 819.22 917.62 815.72pcf 120.94 125.20 120.97 126.16 128.34 113.27 126.88 112.79

Z11 Z28 Z21 Z8 Z37 Z6 Z33 P21grams 4 4 4 4 4 4 4 9.1grams 270.4 278.3 280.3 285 308.1 324 286.7 205.4grams 225.7 232.1 237.2 232.7 276.3 263.6 239.6 170.9grams 44.7 46.2 43.1 52.3 31.8 60.4 47.1 34.5

pcf 100.7 104.1 102.1 102.7 114.9 91.9 105.7 93.0

% 20.2 20.3 18.5 22.9 11.7 23.3 20.0 21.3

TareWet Soil + TareDry Soil + Tare

* Dry Density

* Wet Density

Sample Number

USCS Soil Description

Number of RingsTotal Weight Rings + Soil

* Volume of Rings* Weight of Rings* Weight of Soil

MOISTURE CONTENT AND DENSITYASTM D2937

Container ID

3000 E. Imperial Highway Redevelopment

TET 16-93E

MG Note:

Boring / Test Pit / Trench

Date Completed:

Tested By:

* Weight of Water

* Moisture Content

Job Name: Date Sampled:

Job Number:

1360 Valley Vista Drive * Diamond Bar, CA 91765 * Tel.: (909) 860 7777

10/6/2016

10/23/2016

Page 2 of 2

B-107 B-108 B-108 B-108 B-109 B-109 B-109 B-109

R-9 R-3 R-5 R-9 R-6 R-10 R-12 R-14

Sample Depth feet 30-36.5 7.5-9 12.5-14 25-26.5 16-16.5 30-31.5 40-41.5 50-51.5

Dark Bluish Gray

Native (ML)

Olive Brown Fill

(ML)


Greenish Gray

Native (ML)

Olive Brown Native (SM)

Olive Gray Native (ML)

Dark Bluish Gray

Native (SM)

Dark Bluish Gray Native

(SM)

6 6 6 6 6 6 6 6grams 1128.50 1223.80 1224.20 1169.20 1205.20 1161.60 1171.40 1178.70

ft 3 0.0159 0.0159 0.0159 0.0159 0.0159 0.0159 0.0159 0.0159grams 269.58 269.58 269.58 269.58 269.58 269.58 269.58 269.58grams 858.92 954.22 954.62 899.62 935.62 892.02 901.82 909.12pcf 118.76 131.94 131.99 124.39 129.36 123.34 124.69 125.70

Z16 Z22 Z34 Z13 Z3 Z25 Z9 Z36grams 4 4 4 4 4 4 4 4grams 267.1 289.6 308.1 262.4 293.4 283.2 233.2 219.4grams 210.1 247.7 270.5 221.9 249.6 224.2 191.7 177.7grams 57 41.9 37.6 40.5 43.8 59 41.5 41.7

pcf 93.0 112.6 115.7 104.9 109.8 97.3 102.1 101.4

% 27.7 17.2 14.1 18.6 17.8 26.8 22.1 24.0


Container ID

3000 E. Imperial Highway Redevelopment

TET 16-93E

MG Note:


Date Completed:

Tested By:

* Weight of Water

* Moisture Content


Job Number:

* Wet Density

Sample Number





* Dry Density


10/26/2016

11/21/2016

Page 1 of 1

B-110 B-1 B-2

R-1 R-2 R-2

Sample Depth feet 3-3.5 2-3.5 6-6.5

Olive Brown Fill (SM)

Light Brownish Gray Fill

(SM)

Olive Gray Native (ML)

6 6 6grams 1079.90 1037.70 1140.30

ft 3 0.0159 0.0159 0.0159grams 284.76 284.76 284.76grams 795.14 752.94 855.54pcf 109.94 104.11 118.29

Z36 P25 P6grams 4 8.9 9.5grams 243.1 263.1 245.8grams 226.7 249.7 189.1grams 16.4 13.4 56.7

pcf 102.4 98.6 89.9

% 7.4 5.6 31.6


* Dry Density

* Wet Density

Sample Number





Container ID

3000 E. Imperial High Way Redevelopment

TET 16-93E

MG Note:


Date Completed:

Tested By:

* Weight of Water

* Moisture Content


Job Number:


ASTM D1140

MG

Address:Date Sampled:

BoringNumber

Sample NumberDepth

(ft)

Weight Before Wash - Dry

(grams)

Weight After Wash - Dry

(grams)

Percent Passing # 200 Sieve

USCSClassification

B-104 SPT-5 16-16.5 246.4 106.2 57% ML

B-104 SPT-7 20-21.5 334.9 144.9 57% ML

B-105 SPT-7 20-21.5 434.9 237.4 45% SM

B-105 SPT-11 40-41.5 342.8 200.5 42% SM

B-109 R-6 15-16.5 284 185.7 35% SM

B-109 SPT-11 35-36.5 291.2 148.2 49% SM

B-109 R-12 40-41.5 284.6 255.4 10% SP-SM

B-109 R-14 50-51.5 304.4 209.3 31% SM

B-110 SPT-8 25-26.5 384.9 226.6 41% SM

B-110 SPT-10 35-36.5 354 139.4 61% CL-ML

B-111 SPT-9 30-31.5 328.6 136 59% ML

B-1 SPT-5 10-11.5 412.7 124.3 70% ML

B-1 SPT-9 25-26.5 271.4 68.3 75% ML

B-1 SPT-14 50-51.5 422.8 121.4 71% ML

B-2 SPT-5 12.5-14 215 63.1 71% ML

B-2 SPT-7 20-21 285.9 237.3 17% SM

B-2 SPT-11 40-41.5 353.4 265 25% SM

B-2 SPT-13 50-51.5 455.5 413.6 9% SW-SM

PERCENT PASSING # 200 SIEVE

Job Name: Tested By :Job Number: Date Completed:

3000 E Imperial Highway Redev. TET-16-93E

October 6, 2016

October 24, 2016


1 2 1 2 3 4

grams NP NP NP NP NPgrams

grams

grams 0.00 0.00 0.00 0.00 0.00grams 0.00 0.00 0.00 0.00 0.00

% NP NP NP NP NP

NP

NP SM

NP

ATTERBERG LIMITSASTM D4318

Job Name: 3000E Imperial Highway Redevelopment Date Sampled: 10/6/2016

Job Number: TET-16-93E Date Completed: 11/1/2016Tested By: MG Sample Identification: B-106 , SPT-4

* Moisture Content

PLASTIC LIMIT LIQUID LIMIT

Test No.

Weight of Container

* Moisture Weight* Weight of Dry Soil

Sample Description: Olive Brown Native (SM)

Note: Sample Depth: 10 11.5ft

Number of BlowsContainer IDWet Weight of Soil + Cont.

Dry Weight of Soil + Cont.

Plastic Limit

Liquid Limit USCS Classification

Plasticity Index

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

(%)

Liquid Limit (%)

Plasticity Chart

CH or OH

MH or OH

ML or OL

CL or

OL

CL or ML

1360 Valley Vista Drive * Diamond Bar, CA 91765 * Tel: (909) 860 7777

1 2 1 2 3 4

grams NP NP NP NP NPgrams

grams

grams 0.00 0.00 0.00 0.00 0.00grams 0.00 0.00 0.00 0.00 0.00

% NP NP NP NP NP

NP

NP ML

NP


Job Name: 3000E Imperial Highway Redevelopment Date Sampled: 10/26/2016Job Number: TET-16-93E Date Completed: 11/26/2016Tested By: MG Sample Identification: B-111 , SPT-9

* Moisture Content


Test No.

Weight of Container* Moisture Weight* Weight of Dry Soil

Sample Description: Olive Gray Native (ML)


Number of BlowsContainer IDWet Weight of Soil + Cont.Dry Weight of Soil + Cont.

Plastic Limit


Plasticity Index

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex (

%)

Liquid Limit (%)

Plasticity Chart

CH or OH

MH or OH

ML or OL

CL or

OL

CL or ML


1 2 1 2 3 4

30 21 15P5 P5 P36 N6 N11

grams 28.00 27.70 47.40 51.40 49.30grams 25.00 24.90 42.10 44.90 43.20grams 12.40 12.40 25.30 25.10 25.50grams 3.00 2.80 5.30 6.50 6.10grams 12.60 12.50 16.80 19.80 17.70

% 23.8 22.4 31.5 32.8 34.5

23

33 CL/ML

10



Job Number: TET-16-93E Date Completed: 11/1/2016Tested By: MG Sample Identification: B-104, SPT-05

* Moisture Content


Test No.


Sample Description: Dark Olive Brown Native (CL/ML)



Plastic Limit


Plasticity Index

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

(%)

Liquid Limit (%)

Plasticity Chart

CH or OH

MH or OH

ML or OL

CL or

OL

CL or ML


1 2 1 2 3 4

15 27 36N4 F7 P8 M14 T38


% 26.0 24.8 38.2 35.2 33.5

25

36 ML

11

Plastic Limit


Plasticity Index


* Moisture Content


Test No.


Sample Description: Light Brownish Gray (ML)


Job Number: TET-16-93E Date Completed: 11/1/2016Tested By: MG Sample Identification: B-107, R-7



0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

(%)

Liquid Limit (%)

Plasticity Chart

CH or OH

MH or OH

ML or OL

CL or

OL

CL or ML


1 2 1 2 3 4

30 24 15F2 F5 N10 P8 T38


% 22.7 22.7 30.1 31.2 32.4

23

31

8


Job Name: 3000E Imperial Highway Redevelopment Date Sampled: 10/26/2016Job Number: TET-16-93E Date Completed: 11/26/2016Tested By: MG Sample Identification: B-110, SPT-10

* Moisture Content


Test No.


Sample Description: Olive Gray Native (CL or ML)



Plastic Limit


Plasticity Index

CL or ML

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity

Ind

ex

(%)

Liquid Limit (%)

Plasticity Chart

CH or OH

MH or OH

ML or OL

CL or

OL

CL or ML


Tetra Tech TRT-16-0163000 E. Imperial Highway Redevelopment MB/KL

MZDate:

Sample No. Depth Symbol % Gravel % Sand % Fines 2

R-12 45-46.5' 0.0 49.9 50.1 10.9

U.S. STANDARD SIEVE SIZES

10/21/2016

USCS

Olive Gray, Sandy ( )

Boring No.

B-105

PARTICLE-SIZE ANALYSIS OF SOILS

TET 16-93E

(ASTM D422)Client: HAI Project No.:

Tested by:Project Name:Project No.: Checked by:

SANDCoarse Medium Fine

0

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

Perc

ent R

etai

ned

Perc

ent P

assi

ng

Grain size (mm)

GRAVELCoarse Fine

SILT AND CLAYCOBBLES

3" 4 10 20 40 100 2 200603/4" 3/8"1.5"

Tetra Tech TRT-16-0163000 E. Imperial Highway Redevelopment MB/KL

MZDate:

Sample No. Depth Symbol % Gravel % Sand % Fines 2

R-14 55-56.5' 0.0 84.6 15.4 3.5

PARTICLE-SIZE ANALYSIS OF SOILS

TET 16-93E

(ASTM D422)Client: HAI Project No.:

Tested by:Project Name:Project No.: Checked by:

U.S. STANDARD SIEVE SIZES

10/21/2016

USCS

Olive Gray, Silty Sand (SM)

Boring No.

B-105

SANDCoarse Medium Fine

0

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

Perc

ent R

etai

ned

Perc

ent P

assi

ng

Grain size (mm)

GRAVELCoarse Fine

SILT AND CLAYCOBBLES

3" 4 10 20 40 100 2 200603/4" 3/8"1.5"

Client : Tetra Tech3000 E. Imperial Highway Redevelopment KLTET 16-93E MZ

Date:Boring No.: B-104 R-2 Depth: 7.5-9'

Brown, Clayey Sand (SC)Undisturbed Ring

H (in)Hs (in)Hw (in)Ha (in)

(pcf)(%)(%)

Load H H Voids Consol. t50 av Mv(ksf) (in) (in) (in) (%) (sec) (ksf)-1 (ksf)-1

0.01 ------- 0.9995 0.431 0.759 0

0.2 0.0058 0.9937 0.425 0.749 0.6 5.4E-02 3.1E-02

0.4 0.0080 0.9915 0.423 0.745 0.8 1.9E-02 1.1E-02

0.8 0.0132 0.9863 0.418 0.736 1.3 2.3E-02 1.3E-021.6 0.0213 0.9782 0.410 0.721 2.1 1.8E-02 1.0E-02

0.4 0.0208 0.9787 0.410 0.722 2.1

1.6 0.0263 0.9732 0.405 0.713 2.6 8.1E-03 4.7E-03

1.6 0.0288 0.9707 0.402 0.708 2.9

3.2 0.0360 0.9635 0.395 0.696 3.6 7.9E-03 4.7E-03

6.4 0.0552 0.9443 0.376 0.662 5.5 1.1E-02 6.4E-0312.8 0.0874 0.9121 0.344 0.605 8.7 8.9E-03 5.5E-03

3.2 0.0838 0.9157 0.347 0.611 8.41.6 0.0808 0.9187 0.350 0.617 8.1

CONSOLIDATION TEST(ASTM D2435)

76.1

TRT-16-016

Type of Sample:

Final Dry Weight

Water Content

Height of WaterHeight of AirDry Density 100.4

Soil Description:

Saturation

Height0.568

0.103

Height of Solids

Project Name:Project No.:

145.47(g)

120.81(g)

10/24/2016Sample No.:

HAI Project No.:Tested by:

(g)Initial Total Weight

0.91870.568

Final Conditions

147.13

Checked by:

20.4

0.3500.000

Final Total Weight

Initial Conditions

e

0.9995

UNLOAD

Water Added

0.328

109.2

100.021.8

UNLOAD

Client: Tetra TechProject Name: 3000 E. Imperial Highway Redevelopment

TET 16-93EBoring No.: B-104 R-2 Depth: 7.5-9'Soil Description: Brown, Clayey Sand (SC)

Undisturbed Ring


Sample No.:

Type of Sample:

Project No.:

0.50

0.52

0.54

0.56

0.58

0.60

0.62

0.64

0.66

0.68

0.70

0.72

0.74

0.76

0.1 1 10 100

Void

Rat

io, e

Pressure, p (ksf)

-4

-2

0

2

4

6

8

10

120.1 1 10 100

Con

solid

atio

n (%

)

Pressure, p (ksf)

Water Added

Water Added


Date:Boring No.: B-105 R-6 Depth: 15-16.5'

Brown, Silty Sand (SM)Undisturbed Ring


(pcf)(%)(%)


0.01 ------- 0.9995 0.366 0.577 0

0.2 -0.0005 1.0000 0.366 0.578 -0.1 -4.2E-03 -2.6E-03

0.4 0.0021 0.9974 0.364 0.574 0.2 2.1E-02 1.3E-02

0.8 0.0060 0.9935 0.360 0.568 0.6 1.5E-02 9.8E-031.6 0.0111 0.9884 0.355 0.560 1.1 1.0E-02 6.4E-03

0.4 0.0096 0.9899 0.356 0.562 1.0

1.6 0.0123 0.9872 0.353 0.558 1.2 3.6E-03 2.3E-03

1.6 0.0147 0.9848 0.351 0.554 1.5

3.2 0.0196 0.9799 0.346 0.546 2.0 4.8E-03 3.1E-03

6.4 0.0292 0.9703 0.337 0.531 2.9 4.7E-03 3.1E-0312.8 0.0415 0.9580 0.324 0.512 4.2 3.0E-03 2.0E-03

3.2 0.0377 0.9618 0.328 0.518 3.81.6 0.0354 0.9641 0.330 0.521 3.5


69.4

TRT-16-016

Type of Sample:

Final Dry Weight

Water Content


Soil Description:

Saturation

Height0.634

0.112

Height of Solids


145.24(g)

126.16(g)

10/24/2016Sample No.:



0.96410.634

Final Conditions

150.94

Checked by:

15.1

0.3300.001

Final Total Weight

Initial Conditions

e

0.9995

UNLOAD

Water Added

0.254

108.7

99.819.6

UNLOAD


TET 16-93EBoring No.: B-105 R-6 Depth: 15-16.5'Soil Description: Brown, Silty Sand (SM)

Undisturbed Ring


Sample No.:

Type of Sample:

Project No.:

0.50

0.52

0.54

0.56

0.58

0.60

0.62

0.64

0.66

0.68

0.70

0.72

0.74

0.76

0.1 1 10 100

Void

Rat

io, e

Pressure, p (ksf)

-4

-2

0

2

4

6

8

10

120.1 1 10 100

Con

solid

atio

n (%

)

Pressure, p (ksf)

Water Added

Water Added


Date:Boring No.: B-110 R-3 Depth: 8.5-9'

Olive Brown, Silty Sand (SM)Undisturbed Ring


(pcf)(%)(%)


0.01 ------- 0.9990 0.320 0.471 0

0.2 0.0034 0.9956 0.317 0.466 0.3 2.6E-02 1.8E-02

0.4 0.0052 0.9938 0.315 0.463 0.5 1.3E-02 9.1E-03

0.8 0.0112 0.9878 0.309 0.455 1.1 2.2E-02 1.5E-021.6 0.0200 0.9790 0.300 0.442 2.0 1.6E-02 1.1E-02

0.4 0.0194 0.9796 0.301 0.443 1.9

1.6 0.0207 0.9783 0.299 0.441 2.1 1.6E-03 1.1E-03

1.6 0.0235 0.9755 0.296 0.437 2.4

3.2 0.0250 0.9740 0.295 0.434 2.5 1.4E-03 9.6E-04

6.4 0.0331 0.9659 0.287 0.422 3.3 3.7E-03 2.6E-0312.8 0.0434 0.9556 0.277 0.407 4.3 2.4E-03 1.7E-03

3.2 0.0392 0.9598 0.281 0.413 3.91.6 0.0368 0.9622 0.283 0.417 3.7

UNLOAD

Water Added

0.271

123.2

100.014.9

UNLOAD

Checked by:

14.3

0.2830.000

Final Total Weight

Initial Conditions

e

0.9990



0.96220.679

Final Conditions

164.01


163.12(g)

142.74(g)

12/2/2016Sample No.:

Dry Density 118.7

Soil Description:

Saturation

Height0.679

0.049

Height of Solids


84.8

TRT-16-016

Type of Sample:

Final Dry Weight

Water Content

Height of WaterHeight of Air


TET 16-93EBoring No.: B-110 R-3 Depth: 8.5-9'Soil Description: Olive Brown, Silty Sand (SM)

Undisturbed Ring


Sample No.:

Type of Sample:

Project No.:

0.40

0.44

0.48

0.52

0.56

0.60

0.64

0.68

0.72

0.76

0.80

0.84

0.1 1 10 100

Void

Rat

io, e

Pressure, p (ksf)

0

2

4

6

8

10

12

14

16

18

20

22

240.1 1 10 100

Con

solid

atio

n (%

)

Pressure, p (ksf)

Water Added

Water Added


Date:Boring No.: B-111 R-8 Depth: 26-26.5'

Gray, Poorly Graded Sand with Silt (SP-SM)Undisturbed Ring


(pcf)(%)(%)


0.01 ------- 1.0000 0.404 0.677 0

0.2 0.0020 0.9980 0.402 0.674 0.2 1.8E-02 1.1E-02

0.4 0.0050 0.9950 0.399 0.669 0.5 2.5E-02 1.5E-02

0.8 0.0105 0.9895 0.393 0.660 1.1 2.3E-02 1.4E-021.6 0.0157 0.9843 0.388 0.651 1.6 1.1E-02 6.6E-03

0.4 0.0146 0.9854 0.389 0.653 1.5

1.6 0.0160 0.9840 0.388 0.650 1.6 2.0E-03 1.2E-03

1.6 0.0202 0.9798 0.384 0.643 2.0

3.2 0.0262 0.9738 0.378 0.633 2.6 6.3E-03 3.9E-03

6.4 0.0374 0.9626 0.366 0.614 3.7 5.9E-03 3.6E-0312.8 0.0505 0.9495 0.353 0.593 5.1 3.4E-03 2.2E-03

3.2 0.0471 0.9529 0.357 0.598 4.71.6 0.0453 0.9547 0.358 0.601 4.5


38.0

TRT-16-016

Type of Sample:

Final Dry Weight

Water Content


Soil Description:

Saturation

Height0.596

0.250

Height of Solids


133.82(g)

122.28(g)

12/2/2016Sample No.:



0.95470.596

Final Conditions

149.20

Checked by:

9.4

0.3580.000

Final Total Weight

Initial Conditions

e

1.0000

UNLOAD

Water Added

0.154

106.4

100.022.0

UNLOAD


TET 16-93EBoring No.: B-111 R-8 Depth: 26-26.5'Soil Description: Gray, Poorly Graded Sand with Silt (SP-SM)

Undisturbed Ring


Sample No.:

Type of Sample:

Project No.:

0.40

0.44

0.48

0.52

0.56

0.60

0.64

0.68

0.72

0.76

0.80

0.84

0.1 1 10 100

Void

Rat

io, e

Pressure, p (ksf)

0

2

4

6

8

10

12

14

16

18

20

22

240.1 1 10 100

Con

solid

atio

n (%

)

Pressure, p (ksf)

Water Added

Water Added

TRT-16-016Client: Tetra Tech KLProject Name: 3000 E. Imperial Highway Redevelopment MZProject Number: TET 16-93E Date:

Boring No.: B-105

Sample No.: R-4

Depth (ft): 10-11.5'

Soil description: Brown, Clayey Sand (SC)Sample type:

Type of test: Consolidated, Drained

Normal Stress (ksf) 0.8

Deformation Rate (in/min) 0.002

Peak Shear Stress (ksf) 0.79

Shear stress @ end of test (ksf) 0.56

Initial height of sample (in) 1

Height of sample before shear (in) 0.9566

Diameter of sample (in) 2.42

Initial Moisture Content (%) 18.2

Final Moisture Content (%) 18.9

Dry Density (pcf) 112.1

Undisturbed Ring

DIRECT SHEAR TESTHAI Pr No.:Tested by:

Checked by:10/21/2016

(ASTM D3080)


Boring No.: B-105

Sample No.: R-8

Depth (ft): 25-26.5'

Soil description: Brown, Silty Sand (SM)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-105

Sample No.: R-10

Depth (ft): 35-36.5'

Soil description: Olive Gray, Lean Clay with Sand (CL)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-105

Sample No.: R-12

Depth (ft): 45-46.5'

Soil description: Olive Gray, Sandy Lean Clay (CL)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-105

Sample No.: R-14

Depth (ft): 55-56.5'

Soil description: Olive Gray, Silty Sand (SM)Sample type:


Normal Stress (ksf) 3










Undisturbed Ring



(ASTM D3080)


Boring No.: B-110

Sample No.: R-5

Depth (ft): 13.5-14













Undisturbed Ring



(ASTM D3080)


Boring No.: B-110

Sample No.: R-7

Depth (ft): 21-21.5'













Undisturbed Ring



(ASTM D3080)


Boring No.: B-110

Sample No.: R-9

Depth (ft): 31-31.5'

Soil description: Olive Gray, Silty Sand (SM)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-110

Sample No.: R-11

Depth (ft): 41-41.5'

Soil description: Olive, Sandy Lean Clay (CL)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-110

Sample No.: R-13

Depth (ft): 51-51.5

Soil description: Olive, Silty Sand (SM)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-111

Sample No.: R-2

Depth (ft): 6-6.5'

Soil description: Olive Brown, Sandy Lean Clay (CL)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-111

Sample No.: R-4

Depth (ft): 11-11.5'













Undisturbed Ring



(ASTM D3080)


Boring No.: B-111

Sample No.: R-6

Depth (ft): 16-16.5'

Soil description: Brown, Clayey Sand (SC)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-111

Sample No.: R-10

Depth (ft): 36-36.5'

Soil description: Olive Gray, SIlty Sand (SM)Sample type:












Undisturbed Ring



(ASTM D3080)


Boring No.: B-111

Sample No.: R-12

Depth (ft): 46-46.5'

Soil description: Olive, SIlty Sand (SM)Sample type:












Undisturbed Ring



(ASTM D3080)

Client: Tetra Tech TRT-16-016

Project Name: 3000 E. Imperial Highway Redevelopment KL

Project No.: TET 16-93E MZ

Boring No.: B-106 Sample No.: SK-1 Depth: 0-5' Date:

Brown, Silty, Clayey Sand (SC-SM)

145.10 g 638.97 g

135.26 g 571.38 g

12.07 g 197.36 g

9.84 g 67.59 g

123.19 g 374.02 g

8.0 % 18.1 %

Wt. of wet soil + ring 603.94 g

Wt. of ring 197.36 g

Wt. of wet soil 406.58 g

Wet density of soil 123.2 pcf 10/18/2016 14:01 0 0

Dry density of soil 114.1 pcf 10/18/2016 14:11 10 -0.0018

Specific gravity of soil 2.62 pcf

48.3 % 10/19/2016 14:01 1440 -0.0010

Expansion Index =

Add distilled water to sample

1

Wt. of water Wt. of water

Wt. of dry soil

Moisture Content

Saturation

Moisture Content

Elapsed time (min)

Dial Reading Δh, Expansion

MOISTURE CONTENT AFTER TESTWt. of wet soil + cont.

Wt. of dry soil + cont.

Wt. of container

EXPANSION INDEX

Wt. of dry soil + cont.

Soil Description:

HAI Project No.:

Tested by:

(ASTM D4829)

0.0008

Checked by:

MOLDED SPECIMENWt. of wet soil + cont.

Wt. of container

Wt. of dry soil

10/21/2016

Date & time

Page 1 of 1

Sample IDB-109 SK-1

@ 0-5'

Resistivity Unitsas-received ohm-cm 1,280minimum ohm-cm 1,160

pH 8.3

Electrical

Conductivity mS/cm 0.40

Chemical Analyses

Cations

calcium Ca2+ mg/kg 95magnesium Mg2+ mg/kg 25sodium Na1+ mg/kg 517potassium K1+ mg/kg 21Anionscarbonate CO3

2- mg/kg NDbicarbonate HCO3

1- mg/kg 857fluoride F1- mg/kg 44chloride Cl1- mg/kg 13sulfate SO4

2- mg/kg 80phosphate PO4

3- mg/kg 12

Other Testsammonium NH4

1+ mg/kg NDnitrate NO3

1- mg/kg 48sulfide S2- qual naRedox mV na

Minimum resistivity per CTM 643, Chlorides per CTM 422, Sulfates per CTM 417Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil-to-water extract.mg/kg = milligrams per kilogram (parts per million) of dry soil.Redox = oxidation-reduction potential in millivoltsND = not detectedna = not analyzed

Table 1 - Laboratory Tests on Soil Samples

3000 E Imperial Hwy RedevelopmentYour #TRT-16-015, HDR Lab #16-0760LAB

21-Oct-16

Hushmand Associates


Appendix D

Liquefaction Analyses

Project: Boring: Engineer: Date:

Total thickness of evaluated profile 60 feet

Profile thickness susceptible to liquefaction 50 feet

Number of evaluated intervals 11

Number of potentially liquefiable intervals 10Average Factor of Safety of sandy intervals 0.78

Dry sand settlement 0.00 inches

Liquefaction settlement 9.64 inches

Total earthquake-induced settlement 9.64 inches

Top Bottom In-situ Design SPT-N N1,60 N1,60,cs

feet feet feet pcf pcf % bpf bpf bpf – – in in

0 8 8 120.75 121.0 60 4.0 6.4 12.0 Not liquefiable - no groundwater 0.00 9.648 10 2 120.75 125.0 60 20.0 24.4 30.0 1.55 - fines > 50% 0.00 9.6410 13 3 120.75 125.0 60 3.0 4.1 9.7 0.32 - fines > 50% 0.00 9.6413 15 2 120.75 125.0 60 6.0 7.2 12.8 0.35 - fines > 50% 0.00 9.6415 20 5 120.75 125.0 45 4.0 4.7 10.3 0.29 - liquefieable - FS < 1.3 2.20 9.6420 25 5 120.75 125.0 60 16.0 16.8 22.4 0.54 - fines > 50% 0.00 7.4425 35 10 120.75 125.0 60 5.0 4.4 10.0 0.26 - fines > 50% 0.00 7.4435 40 5 120.75 125.0 60 7.0 5.6 11.2 0.28 - fines > 50% 0.00 7.4440 45 5 120.75 125.0 42 6.0 4.6 10.1 0.26 - liquefieable - FS < 1.3 2.22 7.4445 50 5 120.75 125.0 60 3.0 2.1 7.7 0.23 - fines > 50% 0.00 5.2150 60 10 120.75 125.0 10 9.0 6.4 7.6 0.24 - liquefieable - FS < 1.3 5.21 5.21

261.00 321.00 60.00 1328.25 1371.00 577.00 83.00 86.76 143.93 4.31 9.64 88.35

ChecksIn-Situ Groundwater depth 35.00 feet M 6.6 Groundwater depth check OKDESIGN Groundwater depth 8.00 feet PGA 0.654 Design groundwater/excavation depth check OKDESIGN Excavation depth 0.00 feet Fines correction method compatibility OK

DESIGN Surcharge (fill) 0.00 feet Idris & Boulanger, 2004 method for CN valid

Cetin 2009 settlement method NOT valid

Profile

Summary of Liquefaction and Earthquale-Induced Settlement Analysis

Earthquake loading

TET 16-XXXE3000 Imperial Hwy., Lynnwood B-105 FC 11/23/2016

Version 2016-11

LayerSettlement

ConsideredFactor of Safety

against Liquefaction

FScs K

Liquefaction potential rationale

Liquefaction Evaluation Method

Idriss & Boulang. 2008




Iddriss 1999

Idriss 1999, Idriss & Boulanger 2008

Idriss & Boulang. 2008Iddriss 1999

Idriss 1999, Idriss & Boulanger 2008


Liquefaction Analysis Statistics

Cumulative Settlement

LayerThickness Fines %

In-situ Depth to Layer Total Unit Weight

Yoshimine et al., 2006 – no adjustment

Pradel, 1998Dry settlement

Correction for fines content

Correction for overburden CN

Cyclic resistance ratio of soil CRRCS

Correction for overburden K

Stress reduction factor rD

Magnitude scaling factor MSF

Liquefaction settlement

Idriss & Boulang. 2004Idriss & Boulang. 2008

Printer on 12/8/2016 at 2:52 PM Page 1 of 2 Tetra Tech BAS GeoScience

0

10

20

30

40

50

60

0.0 0.5 1.0 1.5 2.0

Dep

th b

elow

Orig

inal

Gra

de (f

t)Factor of Safety against Liquefaction

(middle of the layer)

Design groundwater depth 8.00 feetB-105

FS = 1.3

LIQUEFACTIONNO

LIQUEFACTION

Design excavation depth feet0.00

0

10

20

30

40

50

60

0 2 4 6 8 10 12

Dep

th b

elow

Orig

inal

Gra

de (f

t)

Settlement (in)(top of the layer)

Design groundwater depth 8.00 feetB-105Design excavation depth feet0.00












0 8 8 120.75 121.0 60 4.0 6.4 12.0 Not liquefiable - no groundwater 0.00 5.048 10 2 120.75 125.0 60 9.0 11.8 17.5 0.55 - fines > 50% 0.00 5.0410 13 3 120.75 125.0 60 9.0 11.8 17.4 0.49 - fines > 50% 0.00 5.0413 15 2 120.75 125.0 60 10.0 11.9 17.5 0.46 - fines > 50% 0.00 5.0415 20 5 120.75 125.0 35 11.0 13.0 18.5 0.45 - liquefieable - FS < 1.3 1.47 5.0420 25 5 120.75 125.0 20 22.0 23.4 27.9 0.86 - liquefieable - FS < 1.3 0.60 3.5625 30 5 120.75 125.0 60 10.0 9.2 14.8 0.34 - fines > 50% 0.00 2.9730 35 5 120.75 125.0 60 15.0 13.7 19.3 0.43 - fines > 50% 0.00 2.9735 40 5 120.75 125.0 49 17.0 14.8 20.4 0.46 - liquefieable - FS < 1.3 1.36 2.9740 45 5 120.75 125.0 10 41.0 40.4 41.6 4.01 - too dense – (N1)60,CS > 32 0.00 1.6145 50 5 120.75 125.0 20 15.0 12.0 16.5 0.38 - liquefieable - FS < 1.3 1.61 1.61

241.00 291.00 50.00 1328.25 1371.00 494.00 163.00 168.41 223.25 8.42 5.04 40.88



Cetin 2009 settlement method NOT validVersion 2016-11

Profile Earthquake loading

LayerSettlement


Liquefaction settlement Yoshimine et al., 2006 – no adjustment

Factor of Safetyagainst

LiquefactionFScs K

Liquefaction potential rationaleIn-situ Depth to Layer Layer

Thickness

Total Unit WeightFines %

Considered

Magnitude scaling factor MSF Idriss 1999, Idriss & Boulanger 2008 Idriss 1999, Idriss & Boulanger 2008

Stress reduction factor rD Iddriss 1999 Iddriss 1999

Dry settlement Pradel, 1998

Correction for overburden K Idriss & Boulang. 2008 Idriss & Boulang. 2008

Cyclic resistance ratio of soil CRRCS Idriss & Boulang. 2004 Idriss & Boulang. 2004

Correction for overburden CN Idriss & Boulang. 2004 Idriss & Boulang. 2004

Liquefaction Evaluation Method Liquefaction Analysis Statistics

Correction for fines content Idriss & Boulang. 2008 Idriss & Boulang. 2008




0

10

20

30

40

50

60

0.0 0.5 1.0 1.5 2.0

Dep

th b

elow

Orig

inal

Gra

de (f




FS = 1.3

LIQUEFACTIONNO

LIQUEFACTION


0

10

20

30

40

50

60

0 1 2 3 4 5 6

Dep

th b

elow

Orig

inal

Gra

de (f

t)














0 8 8 120.75 121.0 20 7.0 11.2 15.6 Not liquefiable - no groundwater 1.21 9.998 10 2 120.75 125.0 20 21.0 25.5 30.0 1.54 - NOT liquefiable (FS > 1.3) 0.05 8.7810 13 3 120.75 125.0 20 10.0 13.1 17.5 0.50 - liquefieable - FS < 1.3 0.92 8.7313 15 2 120.75 125.0 60 9.0 10.7 16.3 0.43 - fines > 50% 0.00 7.8115 20 5 120.75 125.0 20 17.0 20.1 24.6 0.68 - liquefieable - FS < 1.3 1.16 7.8120 25 5 120.75 125.0 20 17.0 17.9 22.4 0.54 - liquefieable - FS < 1.3 1.26 6.6525 30 5 120.75 125.0 20 16.0 15.2 19.7 0.44 - liquefieable - FS < 1.3 1.40 5.3930 35 5 120.75 125.0 60 19.0 17.8 23.4 0.55 - fines > 50% 0.00 3.9935 40 5 120.75 125.0 60 15.0 12.9 18.5 0.41 - fines > 50% 0.00 3.9940 45 5 120.75 125.0 20 16.0 13.3 17.8 0.40 - liquefieable - FS < 1.3 1.52 3.9945 55 10 120.75 125.0 60 20.0 16.4 22.0 0.52 - fines > 50% 0.00 2.4855 60 5 120.75 125.0 10 21.0 16.6 17.7 0.41 - liquefieable - FS < 1.3 1.52 2.4860 65 5 120.75 125.0 10 30.0 24.8 26.0 0.71 - liquefieable - FS < 1.3 0.95 0.95

356.00 421.00 65.00 1569.75 1621.00 400.00 218.00 215.37 271.42 7.12 9.99 73.05





LayerSettlement




LiquefactionFScs K


Thickness


Considered












0

10

20

30

40

50

60

0.0 0.5 1.0 1.5 2.0

Dep

th b

elow

Orig

inal

Gra

de (f




FS = 1.3

LIQUEFACTIONNO

LIQUEFACTION


0

10

20

30

40

50

60

0 2 4 6 8 10 12

Dep

th b

elow

Orig

inal

Gra

de (f

t)














0 8 8 120.75 121.0 25 10.0 15.9 21.0 Not liquefiable - no groundwater 0.42 5.028 10 2 120.75 125.0 60 7.0 9.4 15.0 0.48 - fines > 50% 0.00 4.6010 13 3 120.75 125.0 20 13.0 16.7 21.2 0.62 - liquefieable - FS < 1.3 0.79 4.6013 15 2 120.75 125.0 60 10.0 11.9 17.5 0.46 - fines > 50% 0.00 3.8115 20 5 120.75 125.0 60 20.0 23.6 29.2 1.07 - fines > 50% 0.00 3.8120 25 5 120.75 125.0 20 14.0 14.6 19.1 0.44 - liquefieable - FS < 1.3 1.44 3.8125 30 5 120.75 125.0 60 24.0 23.6 29.2 0.95 - fines > 50% 0.00 2.3730 35 5 120.75 125.0 60 9.0 7.9 13.5 0.31 - fines > 50% 0.00 2.3735 40 5 120.75 125.0 60 19.0 16.8 22.4 0.52 - fines > 50% 0.00 2.3740 45 5 120.75 125.0 20 22.0 19.2 23.7 0.57 - liquefieable - FS < 1.3 1.20 2.3745 50 5 120.75 125.0 20 23.0 19.6 24.1 0.59 - liquefieable - FS < 1.3 1.18 1.1850 60 10 120.75 125.0 60 18.0 14.1 19.7 0.46 - fines > 50% 0.00 0.0060 65 5 120.75 125.0 20 43.0 39.4 43.9 3.98 - too dense – (N1)60,CS > 32 0.00 0.00

351.00 416.00 65.00 1569.75 1621.00 545.00 232.00 232.64 299.32 10.44 5.02 36.32





LayerSettlement




LiquefactionFScs K


Thickness


Considered












0

10

20

30

40

50

60

0.0 0.5 1.0 1.5 2.0

Dep

th b

elow

Orig

inal

Gra

de (f




FS = 1.3

LIQUEFACTIONNO

LIQUEFACTION


0

10

20

30

40

50

60

0 1 2 3 4 5 6

Dep

th b

elow

Orig

inal

Gra

de (f

t)




This software is licensed to: Peter Skopek CPT name: C-101

Cone resistance

qt (tsf)400200

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Cone resistance

C P T b a s i c i n t e r p r e t a t i o n p l o t s

Friction Ratio

Rf (%)1086420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Friction Ratio Pore pressure

u (psi)20151050

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

SBT Plot Soil Behaviour Type

SBT (Robertson et al. 1986)181614121086420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Soil Behaviour Type

Silty sand & sandy siltClay & silty clay

Clay

Clay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClaySilty sand & sandy siltClay & silty clay

Silty sand & sandy silt

Sand & silty sandSilty sand & sandy silt

Clay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy silt

Silty sand & sandy siltClay & silty claySand & silty sand

Sand

CLiq v.2.0.6.97 - CPT Liquefaction Assessment Software - Report created on: 12/12/2016, 5:16:42 PM 1Project file: L:\02 - PROJECTS\2016 Projects\TET 16-93E (4552-0093) Residential at 3000 Imperial Hwy - Lynwood\04 Analyses\CPT Liq\3000 Imperial CPT Liq.clq

Input parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):

NCEER (1998)NCEER (1998)Based on Ic value6.600.6535.00 ft

Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

8.00 ft32.60Based on SBTNoN/A

Fill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:

N/AYesYesSands onlyYes60.00 ft

SBT legend1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to

9. Very stiff fine grained


Cone resistance

qt (tsf)400300200100

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Cone resistance SBTn Plot

Ic (Robertson 1990)4321

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

SBTn Plot FS Plot

Factor of safety21.510.50

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

FS Plot

During earthq.

Vertical settlements

Settlement (in)86420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642


E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s

Strain plot

Volumentric strain (%)6543210

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Strain plot


Abbreviationsqt:Ic:FS:Volumentric strain:

Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain


Cone resistance

qt (tsf)300200100

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642


u (psi)3020100

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Soil Behaviour Type

Sand & silty sandSilty sand & sandy siltClaySilty sand & sandy siltClay & silty clay

Silty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clay


Clay & silty clay


Clay & silty claySilty sand & sandy silt

Clay & silty clay

Clay


Clay & silty clay

Sand & silty sand

SandSand & silty sandSand









2. Organic material









Cone resistance

qt (tsf)300200100

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

SBTn Plot FS Plot


Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

FS Plot

During earthq.


Settlement (in)6420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Strain plot


Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Strain plot





Cone resistance

qt (tsf)400300200100

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642


u (psi)40200

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Soil Behaviour Type

Sand & silty sand

Silty sand & sandy siltClayClay & silty clayClayClay & silty claySilty sand & sandy siltSand & silty sand


Sand & silty sandSilty sand & sandy siltClay & silty clay


Clay & silty clay


Clay & silty clay

Silty sand & sandy siltSand & silty sandSilty sand & sandy silt

Silty sand & sandy siltClay & silty claySilty sand & sandy silt

Sand & silty sand

Sand









2. Organic material









Cone resistance

qt (tsf)400300200100

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

SBTn Plot FS Plot


Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

FS Plot

During earthq.


Settlement (in)1086420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Strain plot


Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Strain plot





Cone resistance

qt (tsf)600400200

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642


u (psi)6040200

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Soil Behaviour Type

Sand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sand


Sand & silty sandSilty sand & sandy siltClay

Silty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClay

Silty sand & sandy siltClay & silty claySilty sand & sandy silt

Sand & silty sand

Silty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy silt

Sand & silty sand

Sand









2. Organic material









Cone resistance

qt (tsf)600400200

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

SBTn Plot FS Plot


Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

FS Plot

During earthq.


Settlement (in)1050

Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642



Strain plot


Dep

th (

ft)

8078767472706866646260585654525048464442403836343230282624222018161412108642

Strain plot




Sample No.Sample Depth

(ft)

GroundwaterDepth(ft)

Assumed TotalUnit Weightabove GWT

(pcf)

assumed TotalUnit Weightbelow GWT

(pcf)

USCS Classification

SampleMoistureContent(%)

Dry UnitWeight at this

depth(pcf)

LiquidLimit

PlasticLimit

AssumedSpecificGravity

PlasticityIndex

Total UnitWeight(pcf)

Saturated MoistureContent (%)

LiquidityIndex

ApproximateEffective VerticalStress (atm)

Sensitivityfrom Peck,Mesri (1996)

Sensitivityfrom

Mitchell andSoga (2005)

B 1 SPT 9 25 8 120 125 ML 32 90 37 29 2.65 8 118.8 31.6 0.32 0.96 2.67 2.08B 2 SPT 7 20 8 120 125 CL 32 93 34 21 2.65 13 122.8 29.4 0.64 0.81 4.47 4.33B 104 SPT 5 16 8 120 125 CL/ML 20 101 33 23 2.65 10 121.2 24.0 0.10 0.69 1.87 0.46B 107 R 7 20 8 120 125 ML 21 93 36 25 2.65 11 112.5 29.4 0.40 0.81 3.00 2.40

B 110 SPT 10 35 8 120 125 CL/ML 20 100 31 23 2.65 8 120.0 24.7 0.21 1.25 2.21 1.58

Sensitivity Analyses of Fine Grained Materials

Project: 3000 Imperial Highway

Tetra Tech

http://www.tetratech.com

Total depth: 75.00 ft, Date: 11/23/2016Surface Elevation: 0.00 ft

City of Carson

Coords: X:0.00, Y:0.00Cone Type: Uknown

Cone Operator: Uknown

CPT: C-101

Location:

Soil sensitivity

S3210

Dep

th (

ft)

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6Soil sensitivity

CPeT-IT v.2.0.1.26 - CPTU data presentation & interpretation software - Report created on: 12/12/2016, 2:08:47 PM 1Project file: L:\02 - PROJECTS\2016 Projects\TET 16-93E (4552-0093) Residential at 3000 Imperial Hwy - Lynwood\04 Analyses\CPT Parameters\3000 Imperial Parameters.cpt


Tetra Tech



City of Carson



CPT: C-102

Location:

Soil sensitivity

S3210

Dep

th (

ft)

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6Soil sensitivity



Tetra Tech



City of Carson



CPT: C-103

Location:

Soil sensitivity

S3210

Dep

th (

ft)

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

Soil sensitivity



Tetra Tech



City of Carson



CPT: C-104

Location:

Soil sensitivity

S3210

Dep

th (

ft)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10Soil sensitivity


Documents

2017-01-13 Plaza Mexico Residential Develoment at 3000 …lynwood.ca.us/wp-content/uploads/2017/10/Geotechnical... · 2017-10-18 · engineering characteristics of subsurface materials