client project number date · 2017. 4. 4. · client lowe enterprises real estate group client...

TYPE OF SERVICES Preliminary Geotechnical and Geologic

Hazards Investigation

PROJECT NAME Santa Clara County Civic Center (SC5) Preliminary Investigation

LOCATION 70 West Hedding Street San Jose, California

CLIENT Lowe Enterprises Real Estate Group

PROJECT NUMBER 713-2-1

DATE April 4, 2017

Type of Services Preliminary Geotechnical and Geologic

Hazards Investigation Project Name Santa Clara County Civic Center (SC5)

Preliminary Investigation Location 70 West Hedding Street

San Jose, California Client Lowe Enterprises Real Estate Group

Client Address 595 Market Street, Suite 2550 San Francisco, California

Project Number 713-2-1

Date April 4, 2017

Prepared by Paul K. Mateo, P.E.

Project Engineer Geotechnical Project Manager

Prepared by Craig Harwood, C.E.G. Project Engineering Geologist

C. Barry Butler, P.E., G.E. Senior Principal Engineer

Quality Assurance Reviewer

SANTA CLARA COUNTY CIVIC CENTER (SC5) PRELIMINARY INVESTIGATION 713-2-1

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TABLE OF CONTENTS

SECTION 1: INTRODUCTION ..................................................................................................... 1

1.1 Project Description ---------------------------------------------------------------------------------------- 1

1.2 Scope of Services ------------------------------------------------------------------------------------------ 2

1.3 Exploration Program -------------------------------------------------------------------------------------- 2

1.4 Laboratory Testing Program ---------------------------------------------------------------------------- 2

1.5 Corrosion Screening -------------------------------------------------------------------------------------- 2

1.6 Environmental Services ---------------------------------------------------------------------------------- 2

SECTION 2: REGIONAL SETTING ............................................................................................. 3

2.1 Geological Setting ----------------------------------------------------------------------------------------- 3 2.1.1 Regional Geologic Setting.......................................................................................... 3

2.2 Regional Seismicity --------------------------------------------------------------------------------------- 3 Table 1: Approximate Fault Distances .................................................................................. 4

2.3 Historical Earthquakes ----------------------------------------------------------------------------------- 4

2.4 Maximum Past Ground Shaking ----------------------------------------------------------------------- 5

SECTION 3: SITE CONDITIONS ................................................................................................. 6

3.1 Recent Site History and Air Photo Review --------------------------------------------------------- 6

3.2 Surface Description --------------------------------------------------------------------------------------- 6

3.3 Site Geology and Subsurface Conditions ---------------------------------------------------------- 7 3.3.1 Plasticity/Expansion Potential ................................................................................... 8 3.3.2 In-Situ Moisture Contents .......................................................................................... 8 3.3.2 Sulfate Contents ......................................................................................................... 8

3.4 Ground Water ------------------------------------------------------------------------------------------------ 8

3.5 Corrosion Screening -------------------------------------------------------------------------------------- 9 Table 2: Summary of Corrosion Test Results ...................................................................... 9 3.5.1 Preliminary Soil Corrosion Screening ....................................................................... 9


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SECTION 4: GEOLOGIC HAZARDS ..........................................................................................10

4.1 Fault Surface Rupture----------------------------------------------------------------------------------- 10

4.2 Estimated Ground Shaking --------------------------------------------------------------------------- 10

4.3 Liquefaction Potential----------------------------------------------------------------------------------- 10 4.3.1 Background ................................................................................................................11 4.3.2 Analysis ......................................................................................................................11 4.3.3 Summary ....................................................................................................................12 4.3.4 Ground Rupture Potential .........................................................................................12

4.4 Lateral Spreading ---------------------------------------------------------------------------------------- 12

4.5 Seismic Settlement/Unsaturated Sand Shaking ------------------------------------------------ 13

4.6 Landsliding ------------------------------------------------------------------------------------------------- 13

4.7 Tsunami/Seiche ------------------------------------------------------------------------------------------- 13

4.8 Flooding ----------------------------------------------------------------------------------------------------- 13

4.9 Naturally Occurring Asbestos ------------------------------------------------------------------------ 14

SECTION 5: CONCLUSIONS .....................................................................................................14

5.1 Summary ---------------------------------------------------------------------------------------------------- 14 5.1.1 Strong Ground Shaking .............................................................................................15 5.1.2 Potential for Minor Liquefaction-Induced Settlements ............................................15 5.1.3 Potential for Significant Static Settlements for Taller Structures ...........................15 5.1.4 Shallow Ground Water ...............................................................................................15 5.1.5 Presence of Undocumented Fill ................................................................................16 5.1.6 Presence of Moderately to Highly Expansive Soils .................................................16 5.1.7 Previous Site Development and Future Re-Development .......................................16 5.1.8 Soil Corrosion Potential ............................................................................................16

5.2 Design-Level Geotechnical Investigation --------------------------------------------------------- 17

SECTION 6: EARTHWORK ........................................................................................................17

6.1 Anticipated Earthwork Measures -------------------------------------------------------------------- 17

SECTION 7: POTENTIAL FOUNDATIONS ALTERNATIVES ....................................................18

7.1 Summary of Recommendations --------------------------------------------------------------------- 18

7.2 Seismic Design Criteria -------------------------------------------------------------------------------- 18 Table 3: CBC Site Categorization and Site Coefficients .....................................................19


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7.3 Shallow Foundations ------------------------------------------------------------------------------------ 19 7.3.1 Spread Footings .........................................................................................................19 7.3.2 Footing Settlement ....................................................................................................19 7.3.3 Mat Foundation over Ground Improvement .............................................................20

7.4 Deep Foundations ---------------------------------------------------------------------------------------- 20

SECTION 8: CONCRETE SLABS AND PEDESTRIAN PAVEMENTS .......................................20

8.1 Interior Slabs-on-Grade -------------------------------------------------------------------------------- 20

8.2 Exterior Flatwork ----------------------------------------------------------------------------------------- 20

SECTION 9: VEHICULAR PAVEMENTS ...................................................................................21

9.1 Asphalt Concrete ----------------------------------------------------------------------------------------- 21 Table 4: Asphalt Concrete Pavement Recommendations, Design R-value = 5 .................21

SECTION 10: LIMITATIONS ......................................................................................................21

SECTION 11: REFERENCES .....................................................................................................23 FIGURE 1: VICINITY MAP FIGURE 2: SITE PLAN FIGURE 3: REGIONAL FAULT MAP FIGURE 4: VICINITY GEOLOGIC MAP FIGURE 5: HISTORICAL EARTHQUAKES MAP FIGURE 6A TO 6E: LIQUEFACTION ANALYSIS SUMMARY – CPT-01 TO CPT-05 APPENDIX A: FIELD INVESTIGATION APPENDIX B: LABORATORY TEST PROGRAM APPENDIX C: LIQUEFACTION ANALYSES CALCULATIONS


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Type of Services Preliminary Geotechnical and Geologic Hazards Investigation

Project Name Santa Clara County Civic Center (SC5) Preliminary Investigation Location 70 West Hedding Street

San Jose, California

SECTION 1: INTRODUCTION This preliminary geotechnical report was prepared for the sole use of Lowe Enterprises Real Estate Group for the Santa Clara County Civic Center (SC5) Preliminary Investigation in San Jose, California. The location of the site is shown on the Vicinity Map, Figure 1. The purpose of this investigation was to evaluate the existing subsurface conditions of the entire site and develop an opinion regarding potential geotechnical concerns that could impact the proposed development. The preliminary geotechnical recommendations contained in this report are for your forward planning, cost estimating, and preliminary project design. For our use, we were provided with the following document: A presentation titled, “Santa Clara County Civic Center Master Plan,” prepared by

Lowe+Gensler, dated November 30, 2016.

A Request For Proposal (RFP) titled, “Santa Clara County Civic Center Campus (SC5), Consultant Request for Proposal,” prepared by Lowe Enterprises Real Estate Group, dated August 19, 2016.

A design-level investigation and report for Site A (Richey Site) and a portion of Site C (Lot-C) is forthcoming. 1.1 PROJECT DESCRIPTION We understand that the 55-acre Santa Clara County Civic Center will undergo multi-phased planning and development, which will include government buildings, parking, and open spaces. Based on the provided information, the planning for public space on the Civic Center Campus is about 1.15 million square feet in a study area of 40 acres; twenty-three acres will be for public uses, and the other 17 acres will be considered for revenue-generating purposes. Structures will have a height limit of 150 feet on the eastern portion, and 50 feet on the western portion, due to the site’s proximity to San Jose International airport. The structures will be of either


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wood, steel, or concrete construction. Appurtenant parking, utilities, landscaping and other improvements necessary for site development are also planned. 1.2 SCOPE OF SERVICES Our scope of services was presented in our proposal dated August 29, 2016 (revised on September 12, 2016) and consisted of field and laboratory programs to evaluate physical and engineering properties of the subsurface soils, engineering analysis to prepare preliminary recommendations for site work and grading, building foundations, flatwork, retaining walls, and pavements, and preparation of this report. Brief descriptions of our exploration and laboratory programs are presented below. 1.3 EXPLORATION PROGRAM Field exploration consisted of four borings drilled on November 17, 216 with truck-mounted, hollow-stem auger drilling equipment and five Cone Penetration Tests (CPTs) advanced on November 15, 2016. The borings were drilled to depths of 4½ to 40 feet; the CPTs were advanced to depths of approximately 45 to 72 feet. Seismic shear wave velocity measurements were collected from CPT-2. Three of the borings (Borings EB-2, EB-3, and EB-4) were advanced adjacent to CPTs (CPT-3, CPT-4, and CPT-2, respectively) for direct evaluation of physical samples to correlated soil behavior. The borings and CPTs were backfilled with cement grout in accordance with local requirements; exploration permits were obtained as required by local jurisdictions. The approximate locations of our exploratory borings are shown on the Site Plan, Figure 2. Details regarding our field program are included in Appendix A. 1.4 LABORATORY TESTING PROGRAM In addition to visual classification of samples, the laboratory program focused on obtaining data for foundation design and seismic ground deformation estimates. Testing included moisture contents, dry densities, washed sieve analyses, Plasticity Index tests, and triaxial compression tests. Details regarding our laboratory program are included in Appendix B. 1.5 CORROSION SCREENING Two samples from our borings from depths of 1½ and 3½ feet were tested for saturated resistivity, pH, and soluble sulfates and chlorides. In general, the on-site soils can be characterized as severely corrosive to buried metal, and non-corrosive to buried concrete. 1.6 ENVIRONMENTAL SERVICES Environmental services were not requested for this project. If environmental concerns are determined to be present during future evaluations, the project environmental consultant should review our geotechnical recommendations for compatibility with the environmental concerns.


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SECTION 2: REGIONAL SETTING 2.1 GEOLOGICAL SETTING 2.1.1 Regional Geologic Setting The site is located in an area where the south bay alluvial plain abuts the northeast portion of the Santa Cruz Mountains. These mountains represent one mountain range in a series of northwesterly-aligned mountains forming the Coast Ranges geomorphic province of California that stretches from the Oregon border nearly to Point Conception. In the San Francisco Bay area, most of the Coast Ranges has developed on a basement of tectonically mixed Cretaceous- and Jurassic-age (70- to 200-million years old) rocks of the Franciscan Complex. Younger sedimentary and volcanic units locally cap these basement rocks. Still younger surficial deposits that reflect geologic conditions of the last million years or so cover most of the Coast Ranges. Movement on the many splays of the San Andreas Fault system has produced the dominant northwest-oriented structural and topographic trend seen throughout the Coast Ranges today. This trend reflects the boundary between two of the Earth's major tectonic plates: the North American plate to the east and the Pacific plate to the west. The San Andreas Fault system and its major branching faults is about 40 miles wide in the Bay area and extends from the San Gregorio Fault near the coastline to the Coast Ranges-Central Valley blind thrust at the western edge of the Great Central Valley as shown on the Regional Fault Map, Figure 3. The San Andreas Fault is the dominant structure in the system, nearly spanning the length of California, and capable of producing the highest magnitude earthquakes. Within the region, the San Andreas Fault system, which distributes shearing across a complex assemblage of primarily right lateral, strike-slip, parallel and sub-parallel faults that includes the Hayward and Calaveras faults. The western traces of a segment of the Calaveras Fault occur within the San Jose Foothills in the northeastern corner of the quadrangle. The Hayward Fault is farther west, near the base of the San Jose Foothills. The northwest-trending Silver Creek thrust fault bisects the Silver Creek Hills in the southeastern part of the quadrangle and is projected beneath the valley fill alluvium in a northerly direction toward the vicinity of Fremont. Several smaller transpressive faults also are mapped within the quadrangle, primarily along the base of the San Jose Foothills. They include the Evergreen, Quimby, Piercy, and Clayton faults. 2.2 REGIONAL SEISMICITY The San Francisco Bay area is one of the most seismically active areas in the country. While seismologists cannot predict earthquake events, geologists from the U.S. Geological Survey have recently updated earlier estimates from their Uniform California Earthquake Rupture Forecast (Version 3) publication. The estimated probability of one or more magnitude 6.7 earthquakes (the size of the destructive 1994 Northridge earthquake) expected to occur somewhere in the San Francisco Bay Area has been revised (increased) from 63 percent to 72 percent for the period 2014 to 2043 (Aagaard et al., 2016). The faults in the region with the highest estimated probability of generating damaging earthquakes in this time interval are the Hayward (33 percent), Rodgers Creek (33 percent), Calaveras (26 percent), and San Andreas


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Faults (22 percent). In this 30-year period, the probability of an earthquake of magnitude 6.7 or larger occurring is 22 percent along the San Andreas Fault and 33 percent for the Hayward or Rodgers Creek Faults. During such a major earthquake, ground rupture at the site is not anticipated, but very strong ground shaking would likely occur. Faults considered capable of generating significant earthquakes are generally associated with the well-defined areas of crustal movement, which trend northwesterly. Table 1 presents the faults considered by the state to be active within a 25 kilometer (about 15 mile) radius of the project. Local faults are indicated on the Regional Fault Map, Figure 3, illustrating the distances of the site to significant fault zones. Table 1: Approximate Fault Distances

Fault Name

Distance (miles) (kilometers)

Hayward (Southeast Extension) 5.4 8.7 Monte Vista-Shannon 8.0 12.9

Hayward (Total Length) 8.3 13.3 Calaveras 10.9 17.5

San Andreas (1906) 12.2 19.7 Sargent 14.9 24.0

A regional fault map is presented as Figure 3, illustrating the relative distances of the site to significant fault zones. 2.3 HISTORICAL EARTHQUAKES We reviewed and performed a data search of known historical earthquakes of magnitude 5 or greater within a 100-kilometer radius of the site using available published data from the California Division of Mines and Geology (CDMG) computerized earthquake catalog of events through December 1999. Figure 5 shows the epicenters of these magnitude 5 or greater events. We also included data from Townley and Allen (1939) and the U.S. Geological Survey Earthquake Data Base System, giving 200 years of data in the search area. Several relatively large magnitude earthquakes have occurred in the region during the above noted time period, including the Loma Prieta Earthquake of 1989 that was centered approximately 35 miles south of the site. Figure 5, adopted from Toppozada & Others (2000) illustrates these historical earthquakes.


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2.4 MAXIMUM PAST GROUND SHAKING Due largely to the sparse nature of the population in the area at the time, very few observations of the 1868 Hayward earthquake record specific evidence for liquefaction in the south bay area region. Lawson (1908) reports a story from a survivor of the 1868 earthquake, Mrs. N. Ainsworth, in which she states by second hand information that “water spurted up in the streets of San Jose, and out in the road between Milpitas and San Jose, to the height of several feet.” As a result of the 1906 earthquake, the investigation of Lawson (Lawson et al., 1908) was the first to survey damage over the entire felt area of the 18 April 1906 earthquake. The report documented earthquake effects felt by people and damage to structures and included a series of regional isoseismal intensity maps according to the then-current Rossi–Forel scale. Toppozada et al. (1982) relied on the earlier work of Lawson et al. (1908) and Nason (1980, 1982), as well as newspaper reports of damage, to interpret intensities at the scale of towns or cities. The 1906 earthquake on the San Andreas Fault was the highest magnitude earthquake recorded in California. The area of the site was sparsely populated however and therefore the main sources of information come from residents of areas of the concentrated population such as downtown San Jose and Los Gatos. Lawson (1908, p. 246) described damage resulting from the 1906 earthquake in the downtown area of San Jose as; “severe structural damage to any brick and mortar buildings” and many chimneys were toppled. The main part of San Jose and surrounding areas shook at Rossi-Forel intensity VIII (many chimneys fall) to IX (partial or complete collapse of some buildings). Witter et, al., (2001) indicate four historical occurrences of ground deformation within the “Qhl” mapping unit (alluvial fan levee deposits), mapped to the northeast of the site. However, these documented ground failures were concentrated close to the San Francisco bay several miles north of the site. Youd and Hoose (1978) report that following the 1906 earthquake numerous cracks were observed on both sides of Coyote Creek from Milpitas “all the way to San Jose.” Nason (1980) considers the damage in the region of San Jose to be Rossi-Forel intensity VIII. Based on the previous published studies, Stover and Coffman (1993) constructed a recalibrated 1931 MMI scale (Wood and Neumann, 1931) to produce a small-scale isoseismal map for the 1906 felt area. More recently, Boatwright and Bundock (2005) relocated numerous damage points from the Lawson report and used their recalibrated MMI scale to create a ShakeMap for the 1906 earthquake. In these studies, intensity assigned to the vicinity of San José was MMI 8–9. According to Lawson et al. (1908), 95% of chimneys in San Jose fell during the 1906 earthquake. Shostak (2008) indicates an earthquake (MMI) shaking intensity in the Evergreen Basin vicinity equal to 8.5. As a comparison, the general area experienced a shaking intensity equal to approximately 7.1 in the 1989 Loma Prieta Earthquake (Shostak, 2008). The Loma Prieta earthquake of 1989 was smaller in magnitude (M 6.9) than the 1906 earthquake (M 8.25) but its epicenter was further away from the site than the 1906 quake. Schmidt et al. (1995) indicate that breaks occurred in concrete sidewalks in the general area of the site during the Loma Prieta Earthquake but this form of damage was sparsely distributed without following an overall pattern.


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SECTION 3: SITE CONDITIONS 3.1 RECENT SITE HISTORY AND AIR PHOTO REVIEW We reviewed aerial photos taken during the period when the outlying areas of San Jose made its greatest transition in terms of land use from agricultural to residential and commercial. We reviewed pre-development stereo aerial photos taken in 1948 and Google Earth® images dating from 1998 and 2015. These images are listed in the reference section of this report. The 1948 photos indicate that the site and adjacent areas were largely in agricultural mode with extensive fields of grain crop. Some large acreage residential parcels were present in the area, primarily in the far northern portion of the site. By 1956 the site had been subdivided into a series of smaller parcels many containing buildings and parking lots. The site was now crossed by paved streets including West Hedding Street, North 1st street, San Pedro Street, West Mission Street, and East Younger Avenue. Commercial and ornamental buildings were already present and the area south of West Hedding Street was still in agricultural mode. We noted no tonal features in the historical aerial photos that would suggest the presence of a fault surface trace crossing the site. 3.2 SURFACE DESCRIPTION A reconnaissance of the site was performed by our project geologist. The site consists of four areas labeled “A” through “D”. Site A (Richey Site) is adjacent to North San Pedro Street and West Hedding Street and consists of lands between the VTA train yard to the north and Civic Center Parking garage to the south. Site B (County Campus) is adjacent to West Younger Avenue and North First Street bounded by the VTA train yard to the west and the sheriff parking lot to the north. Site C (Lot-C) is the entire block of land bound by West Younger Avenue, North First Street, West Hedding Street, and North San Pedro Street. Site D (Development Site) is the entire block of land bound by West Hedding Street, North First Street, West Mission Street, and North San Pedro Street. Site A is occupied by three buildings along the North San Pedro side and extensive asphaltic concrete (AC) pavement for the majority of the area. Some transverse cracking with a minor polygonal patterned cracking were observed in the AC surface surrounding the two northerly storage buildings. AC parking lots and Portland Cement Concrete (PCC) flatwork and landscape areas surround multiple buildings on sites B, C, and D. Generally, the existing pavements were observed to be in fair condition with some minor cracking. The majority of the site is essentially flat as the lands are located on flood-plain levee and stream deposits and near-source aggregate materials have likely been utilized in achieving design grades for the development of the individual properties. Surface runoff remains within the interior of the site with all overland flow being diverted into municipal storm drain systems. The site lies within the modern Guadalupe River watershed.


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3.3 SITE GEOLOGY AND SUBSURFACE CONDITIONS The site is in an area within the south bay region where Quaternary age alluvium shed from the Diablo Range on the east and the Santa Cruz Mountains on the south and southwest has created a gentle, southwest-sloping alluvial plain adjacent to the southern portion of the bay. lnterfluvial basin deposits of Holocene age (last 11,000 years) and Pleistocene age (11,000 to 2 million years before present), consisting of coalescing alluvial fans and fluvial terraces, are mapped throughout this area. Published Maps covering the general area of the site include those of Helley and Wesling (1989), Helley (1990), Wentworth et al., (1999), Knudsen et al. (2000), the California Geological Survey (2002), and Dibblee and Minch (2005). While most of these maps generally map the area of the site as underlain by Quaternary alluvium, or Holocene alluvial fan deposits, the CGS provides the most detailed mapping based on some geotechnical data and interpretation of geomorphic features and concepts. The California Geological Survey (CGS) depicts three distinct subdiuvisions of Holocene alluvial fan deposits, based on depositional environment and geomorphic considerations; Qhl, Qhf and Qhly. The majority of the site is underlain by Holocene alluvial fan levee deposits (“Qhl”) and the eastern portion is underlain by Holocene alluvial fan deposits (“Qhf”) and the western portion of the site is underlain by Latest Holocene Alluvial fan deposits (“Qhly”). Based on a compilation of geotechnical testing within the San Jose West 7.5 minute quadrangle Qhf – 752 tests, Qhl – 119 tests, and Qhly – 8 tests, the CGS indicate the geologic units consist of the following soil constituents: Qhf: 44% lean clay, 14% silt, 13% silty sand, and 29% other constituents. Qhl: 29% lean clay, 24% silt, 27% silty sand, and 20% other soil constituents, Qhly: 63% lean clay, 37% other soil constituents. The published map is reproduced as the Vicinity Geologic Map, Figure 4. For comparison, the map of Helley and Wesling (1989) shows the site as underlain by Holocene Flood-plain Deposits (Qhfp). They describe this unit according to the following; “Medium to dark gray, dense, sandy to silty clay. Lenses of coarser material (silt, sand, and pebbles) maybe locally present. Floodplain deposits are found between levee deposits of Coyote Creek and the Guadalupe River.” The Wentworth et al., (1999) indicate that the Qhf mapping unit consists of loose and moderately to well sorted, sandy clay to silty clay which may contain lenses of silt and fine gravel.

We performed Borings EB-1 and EB-4 and CPT-2 at Site A (Richey Site). In EB-1 we encountered undocumented fill consisting of stiff lean clays with sand and very stiff sandy lean clays. The fill extended to 4½ feet, but may extend to deeper depths as we terminated the boring at 4½ feet due to practical refusal. Boring EB-1 and CPT-2 were performed adjacent to each other. We also encountered undocumented fill, consisting of very stiff lean clay with sand, in this area to a depth of 3½ feet. The fill was underlain by stiff to very stiff lean clays to a depth of approximately 17 feet. We then encountered stiff fat clays to about 29 feet, followed by stiff sandy lean clays to about 32 to 33 feet. The clays were underlain by very dense silty gravels to about 37 feet, when lean clays with sand were again encountered. The clays extended to about


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70 feet and were underlain by dense to very dense clean sands to silty sands. The sands extended to about 72 feet, the maximum depth explored. We performed CPT-1 at Site B (County Campus). We generally encountered stiff clayey soils until about 36½ feet, when dense to very dense clean sands to silty sands were encountered. The sands extended to about 41 feet, and underlain by clayey soils to the end of the CPT at 50 feet. We performed Boring EB-2 and CPT-3 adjacent to each other at Site C (Lot-C). We generally encountered clayey soils in the upper 43 feet. The clayey soils consisted of stiff to very stiff fat clays interbedded within stiff to very stiff lean clays. Dense to very dense clean sands and silty sands with thin layers of clays interbedded extended from 43 feet to the end of CPT-3 at 50 feet. We performed Boring EB-3 and CPT-4 and CPT 5 at Site D (Development Site). EB-3 and CPT-4 were performed adjacent to each other. In this area, we generally encountered clayey soils in the upper 43 feet. The clayey soils consisted of stiff to hard fat clays and medium stiff to hard lean clays. Below 43 feet we encountered dense to very dense clean sands to silty sands until practical refusal occurred at 45 feet. At CPT-5, we encountered hard fine-grained soils to about 7 feet before encountering clayey soils. The clayey soils, with a thin layer of interbedded silty sand, were encountered to the bottom of the CPT at 50 feet. 3.3.1 Plasticity/Expansion Potential We performed two Plasticity Index (PI) tests on representative samples. Test results were used to evaluate expansion potential of surficial soils. The results of the surficial PI tests indicated a PI of 26 in the surficial fills and a PI of 35 in the native fat clays, indicating moderate to high expansion potential to wetting and drying cycles, respectively. 3.3.2 In-Situ Moisture Contents Laboratory testing indicated that the in-situ moisture contents within the upper 10 feet range from 5 to 12 over the estimated laboratory optimum moisture. 3.3.2 Sulfate Contents Laboratory testing indicated that the soluble sulfate contents were 5 to 10 mg/kg, indicating negligible corrosion potential to buried concrete. 3.4 GROUND WATER Historical high ground water is mapped at approximately 8 feet below existing site grades (California Geologic Survey, San Jose West 7.5-Minute Quadrangle, 2002). Ground water was encountered in some of our borings at depths ranging from about 16 to 31 feet below current grades. In addition, ground water was inferred by two of our CPT pore pressure measurements at depths ranging from about 12 to 14 feet below current grades. All measurements were taken


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at the time of drilling and may not represent the stabilized levels that can be higher or lower than the initial levels encountered. Fluctuations in ground water levels occur due to many factors including seasonal fluctuation, underground drainage patterns, regional fluctuations, and other factors. 3.5 CORROSION SCREENING We tested two samples collected at depths of 1½ and 3½ feet for resistivity, pH, soluble sulfates, and chlorides. The laboratory test results are summarized in Table 2. Table 2: Summary of Corrosion Test Results

Boring Depth (feet) Soil pH1 Minimum Resistivity2

(ohm-cm) Chloride3,5

(mg/kg) Sulfate4,5

(mg/kg) EB-3 3½ 7.9 1,233 17 10 EB-4 1½ 7.7 1,803 6 5

Notes: 1ASTM G51 2ASTM G57 - 100% saturation 3ASTM D4327/Cal 422 Modified 4ASTM D4327/Cal 417 Modified 51 mg/kg = 0.0001 % by dry weight

Many factors can affect the corrosion potential of soil including moisture content, resistivity, permeability, and pH, as well as chloride and sulfate concentration. Typically, soil resistivity, which is a measurement of how easily electrical current flows through a medium (soil and/or water), is the most influential factor. In addition to soil resistivity, chloride and sulfate ion concentrations, and pH also contribute in affecting corrosion potential. 3.5.1 Preliminary Soil Corrosion Screening Based on the laboratory test results summarized in Table 2, the soils are considered severely corrosive to buried metallic improvements (Palmer, 1989). Other corrosion parameters (pH and chloride content) do not indicate a significant contribution to corrosion potential to buried metallic structures. In accordance with the 2013 CBC, Chapter 19, Section 1904A.2:

Concrete mixtures shall conform to the most restrictive maximum water-cementitious materials ratios, maximum cementitious admixtures, minimum air-entrained and minimum specified concrete compressive strength requirements of ACI 318 based on the exposure classes assigned in Section 1904A.1.

We recommend the structural engineer and a corrosion engineer be retained to confirm the information provided and for additional recommendations, as required.


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SECTION 4: GEOLOGIC HAZARDS 4.1 FAULT SURFACE RUPTURE As discussed in Section 2.2 several significant faults are located within 25 kilometers of the site. Surface fault rupture involves shearing, differential movement, and ground breakage along the trace of the fault during moderate to strong earthquakes. The resulting movement can severely damage structures and utilities that are located across the fault trace. The Santa Clara Valley is an elongate northwest-trending extension of the San Francisco Bay structural trough that is bounded on the east by the Diablo Range and on the west by the Santa Cruz Mountains. The uplift of the Santa Cruz Mountains over the past 2 to 3 million years has been partially accomplished by movement along a belt of northwest striking, southwest-dipping faults range front thrust faults that bound the northeastern Santa Cruz Mountains and southwestern Santa Clara Valley. A series of northwest-trending reverse faults that bound the eastern margin of Santa Clara Valley are aligned with the southern termination of the Hayward fault, and have been interpreted as structures that may transfer slip from the San Andreas and Calaveras faults to the Hayward fault. Uplift of the East Bay structural domain east of Santa Clara Valley is accommodated by this thrust fault system, which includes the east-dipping Piercy, Coyote Creek, Evergreen, Quimby, Berryessa, Crosley, and Warm Springs faults. More locally is the northwest-trending Silver Creek Fault (SCF) which is located about 3,800 feet east of the subject site (Cooper Clark and Associates, 1974; City of San Jose, 1983; Wentworth et al., 1999; Graymer et al., 2006; Dibblee and Minch 2007; U.S.G.S., 2010). However the site is not located in a State-designated Alquist Priolo Earthquake Fault Zone, nor is it within a Santa Clara County Fault Hazard Zone or a City of San Jose Fault Hazard Zone. The extensively developed nature of the site and the lack of exposures of subsurface material offered no opportunities to observe geomorphic evidence suggestive of fault surface traces. However, our review of historic stereo pair (aerial photos) extending back to the pre-development era revealed no evidence suggestive of fault surface traces crossing the site. In our judgment there is a low potential for site to be impacted by fault surface rupture. 4.2 ESTIMATED GROUND SHAKING Moderate to severe earthquakes can cause strong ground shaking, which is the case for most sites within the Bay Area. A peak ground acceleration (PGAM) of 0.500g was estimated for analysis using a value equal to PGAM = FPGA × PGAG (Equation 11.8-1) as allowed in the 2013 California Building Code (CBC). 4.3 LIQUEFACTION POTENTIAL The site is within a State-designated Liquefaction Hazard Zone (CGS, San Jose West Quadrangle, 2002) as well as a Santa Clara County Liquefaction Hazard Zone (Santa Clara County, 2012). A compilation of documented past ground ruptures by the CGS (2002; based on the work of Knudsen and others, 100) indicates the nearest known previous ground failures occurred during the 1906 quake at the southern end of the airport located about ½-mile to the


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west of the site. These ground failures were in the form of local ground settlement, lateral spreading and surface cracks in the pavement. This area is mapped as underlain by the Qhff and Qhly mapping units. Our field and laboratory programs addressed this issue by sampling potentially liquefiable layers to depths of at least 50 feet, performing visual classification on sampled materials, evaluating CPT correlations, and performing various tests to further classify the soil properties. 4.3.1 Background During strong seismic shaking, cyclically induced stresses can cause increased pore pressures within the soil matrix that can result in liquefaction triggering, soil softening due to shear stress loss, potentially significant ground deformation due to settlement within sandy liquefiable layers as pore pressures dissipate, and/or flow failures in sloping ground or where open faces are present (lateral spreading) (NCEER 1998). Limited field and laboratory data is available regarding ground deformation due to settlement; however, in clean sand layers settlement on the order of 2 to 4 percent of the liquefied layer thickness can occur. Soils most susceptible to liquefaction are loose, non-cohesive soils that are saturated and are bedded with poor drainage, such as sand and silt layers bedded with a cohesive cap. 4.3.2 Analysis As discussed in the “Subsurface” section above, several sand layers were encountered below the design ground water depth of 8 feet. Following the liquefaction analysis framework in the 2008 monograph, Soil Liquefaction During Earthquakes (Idriss and Boulanger, 2008), incorporating updates in CPT and SPT Based Liquefaction Triggering Procedures (Boulanger and Idriss, 2014), and in accordance with CDMG Special Publication 117A guidelines (CDMG, 2008) for quantitative analysis, these layers were analyzed for liquefaction triggering and potential post-liquefaction settlement. These methods compare the ratio of the estimated cyclic shaking (Cyclic Stress Ratio - CSR) to the soil’s estimated resistance to cyclic shaking (Cyclic Resistance Ratio - CRR), providing a factor of safety against liquefaction triggering. Factors of safety less than or equal to 1.3 are considered to be potentially liquefiable and capable of post-liquefaction re-consolidation (i.e. settlement). The CSR for each layer quantifies the stresses anticipated to be generated due to a design-level seismic event, is based on the peak horizontal acceleration generated at the ground surface discussed in the “Estimated Ground Shaking” section above, and is corrected for overburden and stress reduction factors as discussed in the procedure developed by Seed and Idriss (1971) and updated in the 2008 Idriss and Boulanger monograph. The soil’s CRR is estimated from the in-situ measurements from CPTs and laboratory testing on samples retrieved from our borings. SPT “N” values obtained from hollow-stem auger borings were not used in our analyses, as the “N” values obtained are less reliable in sands below ground water. The tip pressures are corrected for effective overburden stresses, taking into consideration both the ground water level at the time of exploration and the design ground water level, and stress reduction versus depth factors. The CPT method utilizes the soil behavior type index (IC) to estimate the plasticity of the layers.


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In estimating post-liquefaction settlement at the site, we have implemented a depth weighting factor proposed by Cetin (2009). Following evaluation of 49 high-quality, cyclically induced, ground settlement case histories from seven different earthquakes, Cetin proposed the use of a weighting factor based on the depth of layers. The weighting procedure was used to tune the surface observations at liquefaction sites to produce a better model fit with measured data. Aside from the better model fit it produced, the rationale behind the use of a depth weighting factor is based on the following: 1) upward seepage, triggering void ratio redistribution, and resulting in unfavorably higher void ratios for the shallower sublayers of soil layers; 2) reduced induced shear stresses and number of shear stress cycles transmitted to deeper soil layers due to initial liquefaction of surficial layers; and 3) possible arching effects due to nonliquefied soil layers. All these may significantly reduce the contribution of volumetric settlement of deeper soil layers to the overall ground surface settlement (Cetin, 2009). The results of our CPT analyses (CPT-1 through CPT-5) are presented on Figures 6A through 6E of this report. Calculations for these CPTs are attached as Appendix C. 4.3.3 Summary Our analyses indicate that several layers could potentially experience liquefaction triggering that could result in soil softening and post-liquefaction total settlement of ¼-inch based on the Ishihara and Yoshimine (1990) method. As discussed in the SCEC report, differential movement for level ground sites over deep soil sites will be about half of the total settlement. In our opinion, differential settlements are anticipated to be on the order of less than ¼-inch over a horizontal distance of 30 feet. 4.3.4 Ground Rupture Potential The methods used to estimate liquefaction settlements assume that there is a sufficient cap of non-liquefiable material to prevent ground rupture or sand boils. For ground rupture to occur, the pore water pressure within the liquefiable soil layer will need to be great enough to break through the overlying non-liquefiable layer, which could cause significant ground deformation and settlement. The work of Youd and Garris (1995) indicates that the 8-foot thick layer of non-liquefiable cap is sufficient to prevent ground rupture; therefore the above total settlement estimates are reasonable. 4.4 LATERAL SPREADING Lateral spreading is horizontal/lateral ground movement of relatively flat-lying soil deposits towards a free face such as an excavation, channel, or open body of water; typically lateral spreading is associated with liquefaction of one or more subsurface layers near the bottom of the exposed slope. As failure tends to propagate as block failures, it is difficult to analyze and estimate where the first tension crack will form. There are no open faces within 200 feet of the site where lateral spreading could occur; therefore, in our opinion, the potential for lateral spreading to affect the site is low.


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4.5 SEISMIC SETTLEMENT/UNSATURATED SAND SHAKING Loose unsaturated sandy soils can settle during strong seismic shaking. As the soils encountered at the site were predominantly stiff to very stiff clays, in our opinion, the potential for significant differential seismic settlement affecting the proposed improvements is low. 4.6 LANDSLIDING The site is topographically flat and located far from any slopes or mapped landslides. Therefore, in our opinion, there is a low potential for landsliding impacting the site. This conclusion is also implied by the mapping of Dibblee and Minch (2007), and the CGS (2002, 2015). 4.7 TSUNAMI/SEICHE The terms tsunami or seiche are described as ocean waves or similar waves usually created by undersea fault movement or by a coastal or submerged landslide. Tsunamis may be generated at great distance from shore (far field events) or nearby (near field events). Waves are formed, as the displaced water moves to regain equilibrium, and radiates across the open water, similar to ripples from a rock being thrown into a pond. When the waveform reaches the coastline, it quickly raises the water level, with water velocities as high as 15 to 20 knots. The water mass, as well as vessels, vehicles, or other objects in its path create tremendous forces as they impact coastal structures. Tsunamis have affected the coastline along the Pacific Northwest during historic times. The Fort Point tide gauge in San Francisco recorded approximately 21 tsunamis between 1854 and 1964. The 1964 Alaska earthquake generated a recorded wave height of 7.4 feet and drowned eleven people in Crescent City, California. More recently the Santa Cruz harbor was damaged by the Tsunami that followed the 8.9 magnitude Japanese earthquake of March 11, 2011. For the case of a far-field event, the Bay area would have hours of warning; for a near field event, there may be only a few minutes of warning, if any. A tsunami or seiche originating in the Pacific Ocean would lose much of its energy passing through San Francisco Bay. Based on the study of tsunami inundation potential for the San Francisco Bay Area (Ritter and Dupre, 1972), areas most likely to be inundated are marshlands, tidal flats, and former bay margin lands that are now artificially filled, but are still at or below sea level, and are generally within 1½ miles of the shoreline. The site is approximately 6½ miles inland from the San Francisco Bay shoreline, and is approximately 61 to 65 feet above mean sea level. Therefore, the potential for inundation due to tsunami or seiche is considered low. 4.8 FLOODING Based on our internet search of the Federal Emergency Management Agency (FEMA) flood map public database, the east and south portions of the site are generally located within Zone X (other flood areas), described as “Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood.” The west and north


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portions of the site are generally located within Zone X (other areas), described as “Areas determined to be outside of the 0.2% annual chance floodplain. We recommend the project civil engineer be retained to confirm this information and verify the base flood elevation, if appropriate. 4.9 NATURALLY OCCURRING ASBESTOS Chrysotile and amphibole asbestos occur naturally in certain geologic settings in the San Francisco Bay area most commonly in serpentinite and other ultramafic rocks. These are igneous and metamorphic rocks with a high content of magnesium and iron minerals. The most common type of asbestos is chrysotile, which is commonly found in serpentinite rock formations. When disturbed by construction, grading, quarrying, or surface mining operations, asbestos-containing dust can be generated. Exposure to asbestos can result in lung cancer, mesothelioma, and asbestosis. In July 2001, the California Air Resources Board approved an Asbestos Airborne Toxic Control measure for Construction, Grading, Quarrying, and Surface Mining activities in areas where naturally occurring asbestos (NOA) will likely be found and to provide best dust mitigation measures and practices. These are mountainous areas or areas of shallow bedrock that could be encountered during construction. The subject site is not underlain by ultramafic rocks nor is it located immediately adjacent to any known deposits of ultramafic rocks [Dibblee (1972); Helley and Wesling, 1989; Helley (1990), Wentworth et al, (1999), Knudsen et al. (2000), CGS (2001), and Dibblee and Minch (2005)]. These published geologic maps indicate the nearest mapped outcrop of ultramafic rock occurs within the foothills of the Diablo Range about 4 miles south-southeast of the site. Our mapping and subsurface investigation of the subject site revealed only Quaternary alluvial fan deposits in the immediate vicinity. These earth materials are very unlikely to contain serpentinite or another ultramafic rock with NOA. In our judgment, NOA should not be a hazard at the subject site. SECTION 5: CONCLUSIONS 5.1 SUMMARY From a geotechnical viewpoint, the project is feasible provided the concerns listed below are addressed in the project design. The preliminary recommendations that follow are intended for conceptual planning and preliminary design. A design-level geotechnical investigation should be performed once site development plans are prepared indicating where proposed structures are planned. The design-level investigation findings will be used to confirm the preliminary recommendations and develop detailed recommendations for design and construction. Descriptions of each geotechnical concern with brief outlines of our preliminary recommendations follow the listed concerns. Strong ground shaking Potential for minor liquefaction-induced settlements Potential for significant static settlements for taller structures Shallow ground water Presence of undocumented fill


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Presence of moderately to highly expansive soils Previous site development and future re-development Soil corrosion potential

5.1.1 Strong Ground Shaking Strong ground shaking is expected at this site, as with most sites in the Bay Area, during a major earthquake in the area. To mitigate the effects of strong shaking, all planned structures should be designed in accordance with the recommendations in a final design-level geotechnical report, and the most recent California Building Code (CBC). 5.1.2 Potential for Minor Liquefaction-Induced Settlements As discussed, our liquefaction analysis indicates that there is a potential for minor liquefaction of localized sand layers during a significant seismic event. Although the potential for liquefied sands to vent to the ground surface through cracks in the surficial soils is low, our analysis indicates that liquefaction-induced settlement on the order of ¼-inch could occur, resulting in differential settlement of less than ¼-inch. Foundations should be designed to tolerate the anticipated total and differential settlements. 5.1.3 Potential for Significant Static Settlements for Taller Structures As mentioned above, the structures will have a height limit of 150 feet on the eastern portion of the site, and 50 feet on the western portion of the site, due to the site’s proximity to the airport. We assumed that the structure stories are 12 feet each, and evaluated the potential for immediate and consolidation settlement for different cases. Our preliminary analysis for static settlements indicated that there may be at least ¾-inch of static settlement for three-story structures, and up to 1½ inches for five-story structures. In our opinion, on a preliminary basis, it may not be feasible to support structures four or five stories or greater on shallow spread footings; mat foundations over ground improvement or a deep foundation system to mitigate settlement for taller structures would likely be required. Further discussion on potential foundation alternatives may be found in Section 7. 5.1.4 Shallow Ground Water Shallow ground water was measured in our borings at depths ranging from approximately 16 to 31 feet below the existing ground surface. Additionally, pore pressure dissipation tests performed during our CPTs inferred ground at depths ranging from 12 to 14 feet below existing grades. Based on mapping, historical high ground water has been measured at a depth as high as about 8 feet below the existing ground surface. Our experience with similar sites in the vicinity indicates that shallow ground water could significantly impact grading and underground construction. These impacts typically consist of potentially wet and unstable pavement


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subgrade, difficulty achieving compaction, and difficult underground utility installation. Dewatering and shoring of utility trenches may be required. 5.1.5 Presence of Undocumented Fill As mentioned above, undocumented fill was encountered in Borings EB-1 and EB-4. Both borings were performed at Site A (Richey Site). We encountered about 3 feet of fill below the surficial pavements in EB-4, and about 3½ feet of fill in EB-1; however, this boring was terminated due to practical refusal. As we were unable to advance any further in EB-1, we anticipate that the fill extends to deeper depths in this area. Therefore, during the design-level geotechnical investigation or prior to site grading, we recommend that potholes be excavated within proposed building footprints to determine the depths of fill. 5.1.6 Presence of Moderately to Highly Expansive Soils As discussed, moderately expansive fills and highly expansive native fat clays were encountered in the surficial soils. Although the fat clays were not encountered in all of our borings, we anticipate similar expansive soils to blanket the overall site. Expansive soils can undergo significant volume change with changes in moisture content. They shrink and harden when dried and expand and soften when wetted. If structures are underlain by expansive soils it is important that foundation systems be capable of tolerating or resisting any potentially damaging soil movements. In addition, it is important to limit moisture changes in the surficial soils by using positive drainage away from buildings as well as limiting landscaping watering. Preliminary grading and foundation recommendations addressing this concern are presented in Sections 6 and 7 of this report. 5.1.7 Previous Site Development and Future Re-Development While plans are still being finalized, we understand that several existing buildings will be demolished to make room for new buildings. Based on the provided presentation and RFP, buildings that will be demolished, including the West Wing, currently have basements. We do not know the depth or extent of these basements. Once all improvements are removed, the basement areas will likely need to be demolished and backfilled with engineered fill for future re-development if the proposed structures in these areas will be at-grade or have finish floor elevations above the current basement floor elevations. If the proposed structures will extend beyond the transition from basement area to current grade, the walls of the basement area should be sloped at least 2:1 (horizontal:vertical) to avoid any abrupt transitions from fill to current grades. Further discussion and recommendations for cuts and fills with respect to the depths of the basements will be provided during the design-level geotechnical investigation. 5.1.8 Soil Corrosion Potential Preliminary soil corrosion data was collected based on the results of the analytical tests on two samples of the near-surface soils. In general, the corrosion potential for buried concrete appears to not warrant the use of sulfate resistant concrete; however, the corrosion potential for buried metallic structures, such as metal pipes, is considered severely corrosive. Special


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requirements will likely be required for corrosion control on any proposed buried metallic structures. We recommend that a corrosion engineering specialist be retained for corrosion protection recommendations. 5.2 DESIGN-LEVEL GEOTECHNICAL INVESTIGATION The preliminary recommendations contained in this preliminary investigation were based on limited site development information, limited exploration, review of available subsurface information, and our experience in the area with similar projects. As site conditions may vary significantly between the small-diameter borings and CPTs performed during this investigation, we also recommend that we be retained to 1) perform a design-level geotechnical investigation, once detailed site development plans are available; 2) to review the geotechnical aspects of the project structural, civil, and landscape plans and specifications, allowing sufficient time to provide the design team with any comments prior to issuing the plans for construction; and 3) be present to provide geotechnical observation and testing during earthwork and foundation construction. SECTION 6: EARTHWORK 6.1 ANTICIPATED EARTHWORK MEASURES On a preliminary basis, we recommend that all existing foundations, slabs, and/or abandoned underground utilities be removed entirely and the resulting excavations backfilled with engineered fill. As previously mentioned, undocumented fill was encountered at Site A (Richey Site) up to 3½ feet; however, we anticipate the fill may extend deeper on the north side of the site as we encountered practical refusal while drilling. We recommend that potholes be excavated within proposed building footprints at this site to determine the depths of fill during the design-level geotechnical investigation or prior to site grading. As mentioned above, there may be several existing buildings with basements that will be demolished. If the basement areas will need to backfilled up to current grades, the walls of the basement area should be sloped at least 2:1 (horizontal:vertical) before backfilling. Temporary shoring, bracing, and cuts/fills should be performed in accordance with the strictest government standards, and on a preliminary basis, the upper 10 feet at the site should be classified as OSHA Soil Type C. If any basements are proposed, we will provide further recommendations for bellow-grade excavations. The soils encountered in the upper 10 feet appear to be 5 to 12 percent over the optimum moisture content. Contractors should anticipate drying the soils, such as by spreading out and processing them, prior to reusing them as fill. Additionally, repetitive rubber-tire loading on subgrades will likely de-stabilize the soils. On-site soils with an organic content less than 3 percent by weight may be reused as general fill. General fill should not have lumps, clods or cobble pieces larger than 6 inches in diameter; 85 percent of the fill should be smaller than 2½ inches in diameter. Any imported and non-expansive material should be inorganic with a Plasticity Index (PI) of 15 or less, and not contain


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recycled asphalt concrete where it will be used within the office building areas. All fills, including utility trench backfills and scarified soils in areas to receive fill should be compacted to at least 90 percent relative compaction for non-expansive material, 1 percent over optimum; and between 87 and 92 percent for expansive soils, 3 percent over optimum, as determined by ASTM Test Designation D1557, latest edition. The upper 6 inches of subgrade in pavement areas should be 95 percent relative compaction for non-expansive material, 1 percent over optimum; and between 87 and 92 percent for expansive soils, 3 percent over optimum (ASTM Test Designation D1557, latest edition). All aggregate base materials in pavement areas should be compacted to at least 95 percent relative compaction at optimum (ASTM Test Designation D1557, latest edition). Surface water runoff should not be allowed to pond adjacent to building foundations, slabs-on-grade, or pavements. Hardscape surfaces adjacent to structures should slope at least 2 percent towards suitable discharge facilities; landscape areas adjacent to structures should slope at least 3 percent away from buildings. SECTION 7: POTENTIAL FOUNDATIONS ALTERNATIVES 7.1 SUMMARY OF RECOMMENDATIONS In our opinion, on a preliminary basis, structures up to three stories may be supported on shallow foundations. Structures four stories or greater may be supported on a mat foundation over ground improvement or on deep foundations. Further analysis will be performed during the design-level geotechnical investigation as plans are finalized. Preliminary recommendations are discussed in the following sections. 7.2 SEISMIC DESIGN CRITERIA The project structural design should be based on the most recent California Building Code (CBC), which provides criteria for the seismic design of buildings in Chapter 16. The “Seismic Coefficients” used to design buildings are established based on a series of tables and figures addressing different site factors, including the soil profile in the upper 100 feet below grade and mapped spectral acceleration parameters based on distance to the controlling seismic source/fault system. Based on our borings and review of local geology, the site is underlain by deep alluvial soils with typical SPT “N” values between 15 and 50 blows per foot. In addition, shear wave velocity measurements performed for our investigation at CPT-2 to a depth of 72½ feet resulted in average shear wave velocities of 637 feet per second (225 meters per second). Therefore, we have classified the site as Soil Classification D. The mapped spectral acceleration parameters SS and S1 were calculated using the USGS computer program Design Maps, which can be found at http://geohazards.usgs.gov/designmaps/us/application.php, based on the site coordinates presented below and the site classification. The table below lists the various factors used to determine the seismic coefficients and other parameters.


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Table 3: CBC Site Categorization and Site Coefficients

Classification/Coefficient Design Value Site Class D Site Latitude 37.352335° Site Longitude -121.903825° 0.2-second Period Mapped Spectral Acceleration1, SS 1.500g 1-second Period Mapped Spectral Acceleration1, S1 0.600g Short-Period Site Coefficient – Fa 1.0 Long-Period Site Coefficient – Fv 1.5 0.2-second Period, Maximum Considered Earthquake Spectral Response Acceleration Adjusted for Site Effects - SMS

1.500g

1-second Period, Maximum Considered Earthquake Spectral Response Acceleration Adjusted for Site Effects – SM1

0.900g

0.2-second Period, Design Earthquake Spectral Response Acceleration – SDS 1.000g 1-second Period, Design Earthquake Spectral Response Acceleration – SD1 0.600g Mapped MCE Geometric Mean Peak Ground Acceleration – PGA 0.500g Site Coefficient Based on PGA and Site Class - FPGA 1.000

1For Site Class B, 5 percent damped. 7.3 SHALLOW FOUNDATIONS 7.3.1 Spread Footings On a preliminary basis, any proposed structures up to three stories may be supported on conventional shallow footings. On a preliminary basis, footings should bear on natural, undisturbed soil or engineered fill, be at least 18 inches wide, and extend at least 24 inches below the lowest adjacent grade. Lowest adjacent grade is defined as the deeper of the following: 1) bottom of the adjacent interior slab-on-grade, or 2) finished exterior grade, excluding landscaping topsoil. The deeper footing embedment is recommended due to the presence of moderately to highly expansive soils, and is intended to embed the footing below the zone of significant seasonal moisture fluctuation, reducing the potential for differential movement. On a preliminary basis, footings should be designed for allowable bearing pressures of 2,500 psf for dead loads, 3.750 psf for combined dead plus live loads, and 5,000 psf for all loads including wind and seismic. 7.3.2 Footing Settlement On a preliminary basis, we estimate that the total static and seismic settlements on the order of ¾-inch. We estimate total differential footing settlement will be on the order of ½-inch between independent foundation elements.


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7.3.3 Mat Foundation over Ground Improvement As there is the potential of significant static settlement for structures four stories or greater, it may not be feasible to support these structures on spread footings. If it is desired to use shallow foundations, the structures may be supported on a mat foundation over ground improvement. Ground improvement can be used to improve the subsurface soils such that total and differential settlements will be reduced. Additionally, ground improvement should also include an increase in allowable bearing pressures. Options for ground improvement include Drill Displacement Columns (DDC) and Impact Piers (IRAP). An appropriate ground improvement method will be further evaluated during the design-level geotechnical investigation. 7.4 DEEP FOUNDATIONS As an alternative to a mat foundation over ground improvement, the structures may be supported on deep foundations. Deep foundation elements may include driven piles or augercast piles. Driven piles usually consist of 12 to 14 inch square, pre-cast, pre-stressed (PCPS) concrete friction piles. Augercast piles are concrete piles that are cast in-place using a hollow-stem auger that drills to the design depth and then sand-cement slurry is pumped through the hollow-stem as the drill stem is extracted. These piles may be drilled, cast-in-place displacement augercast (APGD) or conventional, drilled, cast-in-place piles (ACIP). APGD displace the soil column as the drill stem is advanced, reducing the amount of spoils; however, they are usually limited to only 85 feet. With ACIP piles, the soil column is removed and replaced with grout. Greater depths can be achieved with ACIP pile (up to maximum depths of about 160 feet); however, considerable quantity of drill spoils will be generated. The feasibility of deep foundations will be further evaluated during the design-level geotechnical investigation. SECTION 8: CONCRETE SLABS AND PEDESTRIAN PAVEMENTS 8.1 INTERIOR SLABS-ON-GRADE As the Plasticity Index (PI) of the surficial soils ranges up to 35, conventional slabs-on-grade used in conjunction with shallow footings should be supported on at least 18 inches of non-expansive fill (NEF) to reduce the potential for slab damage due to soil heave. 8.2 EXTERIOR FLATWORK Exterior concrete flatwork subject to pedestrian and/or occasional light pick up loading should be at least 4 inches thick and supported on 9 inches of non-expansive fill overlying prepared subgrade.


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SECTION 9: VEHICULAR PAVEMENTS 9.1 ASPHALT CONCRETE The following asphalt concrete pavement recommendations tabulated below are based on the Procedure 608 of the Caltrans Highway Design Manual, estimated traffic indices for various pavement-loading conditions, and on an assumed design R-value of 5. The design R-value was chosen based on experience with similar expansive soil conditions and engineering judgment considering the variable surface conditions. Table 4: Asphalt Concrete Pavement Recommendations, Design R-value = 5

Design Traffic Index

(TI)

Asphalt Concrete (inches)

Class 2 Aggregate

Base* (inches)

Total Pavement Section Thickness

(inches)

4.0 2.5 7.5 10.0 4.5 2.5 9.5 12.0 5.0 3.0 10.0 13.0 5.5 3.0 12.0 15.0 6.0 3.5 13.0 16.5 6.5 4.0 14.0 18.0

*Caltrans Class 2 aggregate base; minimum R-value of 78 Frequently, the full asphalt concrete section is not constructed prior to construction traffic loading. This can result in significant loss of asphalt concrete layer life, rutting, or other pavement failures. To improve the pavement life and reduce the potential for pavement distress through construction, we recommend the full design asphalt concrete section be constructed prior to construction traffic loading. Alternatively, a higher traffic index may be chosen for the areas where construction traffic will be use the pavements. Asphalt concrete pavements constructed on expansive subgrade where the adjacent areas will not be irrigated for several months after the pavements are constructed may experience longitudinal cracking parallel to the pavement edge. These cracks typically form within a few feet of the pavement edge and are due to seasonal wetting and drying of the adjacent soil. The cracking may also occur during construction where the adjacent grade is allowed to significantly dry during the summer, pulling moisture out of the pavement subgrade. Any cracks that form should be sealed with bituminous sealant prior to the start of winter rains. One alternative to reduce the potential for this type of cracking is to install a moisture barrier at least 24 inches deep behind the pavement curb. SECTION 10: LIMITATIONS This report, an instrument of professional service, has been prepared for the sole use of Lowe Enterprises Real Estate Group specifically to support the design of the Santa Clara County Civic


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Center (SC5) Preliminary Investigation project in San Jose, California. The opinions, conclusions, and preliminary recommendations presented in this report have been formulated in accordance with accepted geotechnical engineering practices that exist in Northern California at the time this report was prepared. No warranty, expressed or implied, is made or should be inferred. Preliminary recommendations in this report are based upon the soil and ground water conditions encountered during our limited subsurface exploration. Preparation of a design-level investigation is anticipated to provide additional information and refine the preliminary recommendations presented herein. If variations or unsuitable conditions are encountered during the construction phase, Cornerstone must be contacted to provide supplemental recommendations, as needed. Lowe Enterprises Real Estate Group may have provided Cornerstone with plans, reports and other documents prepared by others. Lowe Enterprises Real Estate Group understands that Cornerstone reviewed and relied on the information presented in these documents and cannot be responsible for their accuracy. Cornerstone prepared this report with the understanding that it is the responsibility of the owner or his representatives to see that the recommendations contained in this report are presented to other members of the design team and incorporated into the project plans and specifications, and that appropriate actions are taken to implement the geotechnical recommendations during construction. Conclusions and recommendations presented in this report are valid as of the present time for the development as currently planned. Changes in the condition of the property or adjacent properties may occur with the passage of time, whether by natural processes or the acts of other persons. In addition, changes in applicable or appropriate standards may occur through legislation or the broadening of knowledge. Therefore, the conclusions and recommendations presented in this report may be invalidated, wholly or in part, by changes beyond Cornerstone’s control. This report should be reviewed by Cornerstone after a period of three (3) years has elapsed from the date of this report. In addition, if the current project design is changed, then Cornerstone must review the proposed changes and provide supplemental recommendations, as needed. An electronic transmission of this report may also have been issued. While Cornerstone has taken precautions to produce a complete and secure electronic transmission, please check the electronic transmission against the hard copy version for conformity. Recommendations provided in this report are based on the assumption that Cornerstone will be retained to provide observation and testing services during construction to confirm that conditions are similar to that assumed for design, and to form an opinion as to whether the work has been performed in accordance with the project plans and specifications. If we are not retained for these services, Cornerstone cannot assume any responsibility for any potential claims that may arise during or after construction as a result of misuse or misinterpretation of


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Cornerstone’s report by others. Furthermore, Cornerstone will cease to be the Geotechnical-Engineer-of-Record if we are not retained for these services. SECTION 11: REFERENCES Aagaard, B.T., Blair, J.L., Boatwright, J., Garcia, S.H., Harris, R.A., Michael, A.J., Schwartz, D.P., and DiLeo, J.S., 2016, Earthquake outlook for the San Francisco Bay region 2014–2043 (ver. 1.1, August 2016): U.S. Geological Survey Fact Sheet 2016–3020, 6 p., http://dx.doi.org/10.3133/fs20163020. Bailey, E.H. and Everhart, D.L., 1964, Geology and quicksilver deposits of the New Almaden district, Santa Clara County, California: U.S. Geological Survey, Professional Paper 360, scale 1:24,000. Bawden, G.W., Sneed, M., Stork, S.V., and Galloway, D.L., 2003, Measuring human-induced land subsidence from space: U.S. Geological Survey Fact Sheet FS06903. URL: http://\vater.tJsgs.gov/pubs/fs/fs06903/ Boulanger, R.W. and Idriss, I.M., 2004, Evaluating the Potential for Liquefaction or Cyclic Failure of Silts and Clays, Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis. Brabb, E.E. and Hanna, W.F., 1981, Maps showing aeromagnetic anomalies, faults, earthquake epicenters, and igneous rocks in the southern San Francisco Bay region, California: U.S. Geological Survey, Geophysical Investigations Map GP-932, scale 1:125,000. Bryant, W.R., 1981a, Calaveras, Coyote Creek, Animas, San Felipe, and Silver Creek Faults, California Division of Mines and Geology: Fault Evaluation Report 122, 13p. Bryant, W.R., 1981b, Fault Evaluation Report FER-106, SE Segment of the Hayward Fault, Evergreen Fault, Quimby Fault, Silver Creek Fault, and Piercy Fault, March 16, 6 pl. California Building Code, 2013 and 2016, Structural Engineering Design Provisions, Vol. 2. California Department of Conservation Division of Mines and Geology, 2000, Digital images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, northern and eastern region: California Division of Mines and Geology, CD 2000-005, scale 1:24,000. California Department of Conservation Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, International Conference of Building Officials, February, 1998. California Division of Mines and Geology (2008), “Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A, September.

http://ngmdb.usgs.gov/Prodesc/proddesc_4358.htm




https://ngmdb.usgs.gov/Prodesc/proddesc_43654.htm




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California Geological Survey, 2002, State of California Seismic Hazard Zones, San Jose West 7.5-Minute Quadrangle, California: Seismic Hazard Zone Report 058. California Geological Survey Staff, 2002, Official Seismic Hazard Zone Map, San Jose West quadrangle: California Geological Survey, Official Map of Seismic Hazard Zones, scale 1:24,000. Catchings, R.D., Goldman, M.R., Gandhok, G., Rymer, M.J., Underwood, D.H., 2000, Seismic Imaging Evidence For Faulting Across the Northwestern Projection of the Silver Creek Fault, San Jose, California, US Geological Survey Open-File Report: 2000-125. Catchings, R.D., Williams, R.A., Jachens, R.C., Graymer, R.W., and Stephson, W.J., 2010, The Quaternary Silver Creek Fault Beneath the Santa Clara Valley, California, US Geological Survey Open-File Report: 2010-1010. City of San Jose, 1983, Fault Hazard Maps (San Jose West Quadrangle, California): City of San Jose, California, 1:24,000 scale. Cooper-Clark & Associates, 1974, Technical report, Geotechnical Investigation, City of San Jose's Sphere of Influence: Report submitted to City of San Jose Department of Public Works, 185 p., 26 plates, scale 1:48,000. Dibblee, T.W. and Minch, J.A., 2007, Geologic map of the Cupertino and San Jose West quadrangles, Santa Clara and Santa Cruz Counties, California: Dibblee Geological Foundation, Dibblee Foundation Map DF-351, scale 1:24,000. Federal Emergency Management Administration (FEMA), 2009, FIRM Santa Clara County, California, and Incorporated Areas, Community Panels #06085C0231H and #06085C0232H. Fenton, C. H., and Hitchcock, C. S., 2001, Recent Geomorphic and Paleoseismic Investigations of Thrust Faults in Santa Clara Valley, California in Ferriz, H., and Anderson, R., (Eds.) Engineering Geologic Practice in Northern California; California Department of Conservation Division of Mines and Geology, Bulletin 210 Geomatrix, 2004, Summary Discussion for the Silver Creek Fault, Version 1.0A, Southeast San Francisco Bay Area, California, Prepared for the Valley Transit Authority, Proj. No. 8679, September, 15p, 11 figs. Graymer, R.W., Bryant, W., McCabe, C.A., Hecker, S., and Prentice, C.S., 2006, Map of Quaternary-Active Faults in the San Francisco Bay Region: U.S. Geological Survey Scientific Investigations Map 2919, scale 1:275,000. Haugerud, R.A., and Ellen, S.D., 1990, Coseismic ground deformation along the northeast margin of the Santa Cruz Mountains: U.S. Geological Survey Open-File Report 90-274, p. 32-37.






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Helley, E.J., 1990, Preliminary contour map showing elevation of surface of Pleistocene alluvium under Santa Clara Valley, California: U.S. Geological Survey, Open-File Report OF-90-633, scale 1:24,000. Helley, E.J., Graymer, R.W., Phelps, G.A., Showalter, P.K., and Wentworth, C.M., 1994, Quaternary geology of Santa Clara Valley, Santa Clara, Alameda, and San Mateo Counties, California: a digital database: U.S. Geological Survey, Open-File Report OF-94-231, scale 1:50,000. Hitchcock, C.S., Kelson, K.I., and Thompson, S.C., 1994, Geomorphic investigations of deformation along the northeastern margin of the Santa Cruz Mountains: U.S. Geological Survey, Open-File Report OF-94-187, scale 1:24,000. Hitchcock, C.S., Brankman, C. M., 2002, FINAL TECHNICAL REPORT: Assessment of late Quaternary deformation, eastern Santa Clara Valley, San Francisco Bay region, U. S. Geological Survey National Earthquake Hazards Reduction Program Award Number 01HQGR0034 Idriss, I.M., and Boulanger, R.W., 2008, Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute, Oakland, CA, 237 p. Ishihara, K., 1985, Stability of Natural Deposits During Earthquakes: Proceedings Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco. Ishihara, K. and Yoshimine, M., 1992, Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes, Soils and Foundations, 32 (1): 173-188. Jachens, R.C., Wentworth, C.M., Graymer, R.W., McLaughlin, R.J., and Chuang, F.C., 2002, A 40-km-long concealed basin suggests large offset on the Silver Creek Fault, Santa Clara Valley, California: Geological Society of America, Abstracts with Program, v. 34, no. 5, p. A-99. Jennings, C.W., 1994, Fault activity of California and adjacent areas with locations and ages of recent volcanic eruptions: California Division of Mines and Geology, Geologic Data Map Series, Map No. 6, scale 1:750,000. Knudsen, K.L., Sowers, J.M., Witter, R.C., Wentworth, C.M., Helley, E.J., Nicholson, R.S., Wright, H.M., and Brown, K.M., 2000, Preliminary maps of Quaternary deposits and liquefaction susceptibility, nine-county San Francisco Bay region, California: a digital database: U.S. Geological Survey Open-File Report 00-444, U.S. Geological Survey, Menlo Park, CA. Lawson, A.C., 1908, The California Earthquake of April 18, 1906 - Report of the State Earthquake Commission, two volumes: Carnegie Institute of Washington. Nason, R.D., 1980, Damage in Santa Clara and Santa Cruz counties, California, from the earthquake of 18 April 1906: U. S. Geological Survey Open File Report 80-1076, 68 p.








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Perkins, Moy and Lesser, 1988. Liability of Local Governments for Earthquake Hazards and Losses. Association of Bay Area Governments, Oakland, CA, pp. 114-116. Portland Cement Association, 1984, Thickness Design for Concrete Highway and Street Pavements: report. Ritter, J.R., and Dupre, W.R., 1972, Map Showing Areas of Potential Inundation by Tsunamis in the San Francisco Bay Region, California: San Francisco Bay Region Environment and Resources Planning Study, USGS Basic Data Contribution 52, Misc. Field Studies Map MF-480. Rogers, T.H., and J.W. Williams, 1974 Potential Seismic Hazards in Santa Clara County, California, Special Report No. 107: California Division of Mines and Geology. Santa Clara County Planning Office, Geologic Hazard Zones – Spatial Data http://www.sccgov.org/sites/planning/GIS/GeoHazardZones/Spatial_Data/Pages/County-Geologic-Hazard-Zones-Data.aspx Schmidt, K.M., Ellen, S.D., Haugerund, R.A., Peterson, D.M., and Phelps, G.A., 1995, Breaks in pavement and pipes as indicators of range-front faulting resulting from the 1989 Loma Prieta earthquake near the southwest margin of the Santa Clara Valley, California: U.S. Geological Survey, Open-File Report OF-95-820, scale 1:62,500. Schwartz, D.P. 1994, New Knowledge of Northern California Earthquake Potential: in Proceedings of Seminar on New Developments in Earthquake Ground Motion Estimation and Implications for Engineering Design Practice, Applied Technology Council 35-1. Seed, H.B. and I.M. Idriss, 1971, A Simplified Procedure for Evaluation soil Liquefaction Potential: JSMFC, ASCE, Vol. 97, No. SM 9, pp. 1249 – 1274. Seed, H.B. and I.M. Idriss, 1982, Ground Motions and Soil Liquefaction During Earthquakes: Earthquake Engineering Research Institute. Seed, Raymond B., Cetin, K.O., Moss, R.E.S., Kammerer, Ann Marie, Wu, J., Pestana, J.M., Riemer, M.F., Sancio, R.B., Bray, Jonathan D., Kayen, Robert E., and Faris, A., 2003, Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework., University of California, Earthquake Engineering Research Center Report 2003-06. Shostak, N.C., A High-Resolution Intensity Study for the 1906 San Francisco Earthquake in the Vicinity of San Jose, California, Bull. Seismol. Soc. Am. 98, no. 2, 901-917. Southern California Earthquake Center (SCEC), 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, March. State of California Department of Transportation, 2015, Highway Design Manual, December 31, 2015.

http://www.sccgov.org/sites/planning/GIS/GeoHazardZones/Spatial_Data/Pages/County-Geologic-Hazard-Zones-Data.aspx

http://www.sccgov.org/sites/planning/GIS/GeoHazardZones/Spatial_Data/Pages/County-Geologic-Hazard-Zones-Data.aspx





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The Tsunami Modeling Working Group, 2013, The SAFRR tsunami scenario -- generation, propagation, inundation, and currents in ports and harbors: U.S. Geological Survey, Open-File Report OF-2013-1170-D, scale 1:65,000. Tinsley, J.C., III, Egan, J.A., Kayen, R.E., Bennett, M.J., Kropp, Alan and Holzer, T.L.,1998, Appendix: maps and descriptions of liquefaction and associated effects, in Holzer, T.L, editor, The Loma Prieta, California, earthquake of October 17, 1989: liquefaction, strong ground motion and ground failure: U.S. Geological Survey Professional Paper 1551-B, p. B287-314. Tokimatsu, K., and Seed, H. Bolton, 1987, Evaluation of Settlements in Sands due to Earthquake Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, August 1987, pp. 861-878. Toppozada, T.R., Real, C.R., and Parke, D.L., 1981, Preparation of isoseismal maps and summaries of reported effects for pre-1900 California earthquakes: California Division of Mines and Geology Open-File Report, 81-11SAC, 182 p Toppozada, T. R. and D. L. Parke (1982). Areas damaged by California earthquakes, 1900-1949, Calif. Div. Mines Geol. Open-File Rept. 82-17, 65 pp. Toppozada, T., Braum, D., Petersen, M., Hallstrom, C., Cramer, C., Reichle, 2000, Epicenters of and areas damaged by M≥5 California earthquakes, 1800-1999: California Division of Mines and Geology Map Sheet 49. Townley, S.D. and M.W. Allen, 1939, Descriptive Catalog of Earthquakes of the Pacific Coast of the United States, 1769 to 1928: Bulletin of the Seismological Society of America, Vol. 29, No. 1, pp. 1247-1255. U.S. Geological Survey Earthquake Hazards Program. 2010. Quaternary Fault and Fold Database for the United States. Available: <http://earthquake.usgs.gov/hazards/qfaults/>. Last updated March 31, 2010. Accessed June 2010. USGS, 2014, U.S. Seismic Design Maps, revision date June 23, available at: http://earthquake.usgs.gov/hazards/designmaps/usdesign.php. Weigers, M.O., and Tryhorn, A.D., 1992, Fault rupture studies along the Silver Creek fault, south San Jose, California: in Borchardt, G., Hirschfield, S.E., Lienkemper, J.J., McClellan, P., Williams, P.L., and Wong, I.G. (eds), Proceedings of the Second Conference on Earthquake Hazards in the Eastern San Francisco Bay Area, California Department of Conservation, Division of Mines and Geology, p. 225-230. Wentworth, C.M., Blake, M.C. Jr., McLaughlin, R.J. and Graymer, R.W., 1999, Preliminary geologic map of the San Jose 30 X 60-Minute Quadrangle, California: U.S. Geological Survey Open-File Report 98-795, 14 p.




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Wentworth, C. M., Williams, R. A., Jachens, R.C., Graymer, R. W., and Stephenson, W.J., 2010, The Quaternary Silver Creek Fault Beneath the Santa Clara Valley, California, U.S. Geological Survey Open File Report 2010-1010. Witter, R.C., Knudsen, K.L., Sowers, J.M., Wentworth, C.M., Koehler, R.D., Randolph, C.E., Brooks, S, K. and Gans, K.D., 2006, Maps of Quaternary deposits and liquefaction susceptibility in the central San Francisco Bay region, California: U.S. Geological Survey, Open-File Report OF-2006-1037, scale 1:200000. Working Group on California Earthquake Probabilities, 2007, The Uniform Earthquake Rupture Forecast, Version 2 (UCRF 2), USGS Open File Report 2007-1437. Youd, T.L. and Hoose, S.N., 1978, Historic Ground Failures in Northern California Triggered by Earthquakes, United States Geologic Survey Professional Paper 993. Youd, T.L. and C.T. Garris, 1995, Liquefaction-Induced Ground-Surface Disruption: Journal of Geotechnical Engineering, Vol. 121, No. 11, pp. 805 - 809. Youd, T.L. and Idriss, I.M., et al, 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils: National Center for Earthquake Engineering Research, Technical Report NCEER - 97-0022, January 5, 6, 1996. Youd et al., 2001, “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils,” ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vo. 127, No. 10, October, 2001. Aerial Photos Reviewed

Date Type 1948 vertical black & white 1956 vertical black & white 1960 vertical black & white 1968 vertical black & white 1980 vertical black & white 1987 natural color 1993 natural color 1998 natural color 2002 natural color 2005 natural color 2009 natural color 2010 natural color 2012 natural color

Project Number

Figure Number

Date Drawn By

713-2-1

Figure 1

RRN

Vicinity Map

N

Santa Clara County Civic Center (SC5)San Jose, CA

November 2016

SITE

Pro

ject

Num

ber

Fig

ure

Num

ber

Date

Dra

wn B

y

Fig

ure

2

713-2

-1

RR

N

Sit

e P

lan

Approximate location of exploratory boring (EB)

Approximate location of cone penetration test (CPT)

Approximate Geologic contact

Legend

Base by Lowe Enterprises, Site Plan Aerial - Attachment 1, dated 8/16/2016

San

ta C

lara

Co

un

ty C

ivic

Cen

ter

(SC

5)

San

Jo

se,

CA

N

0 250 500

APPROXIMATE SCALE (FEET)

Nove

mber

2016

EB-1

CPT-2

EB-4

CPT-3

EB-2

CPT-1

CPT-5

CPT-4

EB-3

Alluvial fan deposits (Holocene)

Alluvial fan levee deposits (Holocene) Latest Alluvial fan levee deposits (Holocene)

Geologic Units

Qhf

Qhl

Qhl

Qhl

Qhly

Qhly

Qhf

QhlQhly

?

?

?

?

Pro

ject

Num

ber

Fig

ure

Num

ber

Date

Dra

wn B

y

Fig

ure

3

RR

N

Reg

ion

al F

au

lt M

ap

Base by California Geological Survey - 2010 Fault Activity Map of California (Jennings and Bryant, 2010)

N

0 5 10

APPROXIMATE SCALE (MILES)

SITE

713-2

-1

San

ta C

lara

Co

un

ty C

ivic

Cen

ter

(SC

5)

San

Jo

se,

CA

Nove

mber

2016

Project Number

Figure Number

Date Drawn By

Figure 4

RRN

Vicinity Geologic Map

N

0 6000

APPROXIMATE SCALE FEET( )

3000

713-2-1


Contact- dashed where approximate,dotted where concealed

ExplanationGeologic Units

Artificial fill

Alluvial fan deposits (Holocene)

Alluvial fan levee deposits (Holocene)

Latest Alluvial fan levee deposits (Holocene)

Qhf

af

Qhl

Base: CGS, Quaternary Geologic Map of the San Jose West Quadrangle,California, Modified from Knudsen and others (2000)

November 2016

SITEQhf

Qhly

Pro

ject

Num

ber

Fig

ure

Num

ber

Date

Dra

wn B

y

Fig

ure

5

From: T. Toppozada & Others (2000)

N

0 20 40

APPROXIMATE SCALE (MILES)

His

tori

cal E

art

hq

uak

es M

ap

RR

N

Area Within a 100km (62.4 mile) radius

Site

713-2

-1

San

ta C

lara

Co

un

ty C

ivic

Cen

ter

(SC

5)

San

Jo

se,

CA

Nove

mber

2016

© 2014 Cornerstone Earth Group, Inc.

Project Title 8 FEET

Project No. 0.00 (Inches)

Project Manager 50 FEET

0.05 (Inches)

Controlling Fault

Earthquake Magnitude (Mw) 7.9

PGA (Amax) 0.5 (g)

LDI2 0.00 L/H 400.0

Ground Water Depth at Time of Drilling (feet) 14.2 LDI1Corrected for Distance 0.00 (4 < L/H < 40)

Design Water Depth (feet) 8

Ave. Unit Weight Above GW (pcf) 115.2 0.0 to 0.0 feet

Ave. Unit Weight Below GW (pcf) 116.1 1Not Valid for L/H Values < 4 and > 40.2LDI Values Only Summed to 2H Below Grade.

EXPECTED RANGE OF DISPLACEMENT

POTENTIAL LATERAL DISPLACEMENT

DRY SAND SETTLEMENT FROM

TOTAL SEISMIC SETTLEMENT 0.1 INCHES

SEISMIC PARAMETERS

San Andreas

SITE SPECIFIC PARAMETERS

PKM LIQUEFACTION SETTLEMENT FROM

6A

PROJECT/CPT DATA

SC5 Preliminary Investigation

713-2-1

1CPT NO.

FIGURE

CPT ANALYSIS RESULTS

0

5

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Depth (feet)

No Liquefaction

CSR CRR





0.15 (Inches)

Controlling Fault


PGA (Amax) 0.5 (g)

LDI2 0.00 L/H 400.0

Ground Water Depth at Time of Drilling (feet) 12 LDI1Corrected for Distance 0.00 (4 < L/H < 40)


Ave. Unit Weight Above GW (pcf) 115 0.0 to 0.0 feet






SEISMIC PARAMETERS

San Andreas



6B

PROJECT/CPT DATA


713-2-1

2CPT NO.

FIGURE


0

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0.0 0.1 0.1 0.2 0.2

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No Liquefaction

CSR CRR





0.14 (Inches)

Controlling Fault


PGA (Amax) 0.5 (g)

LDI2 0.00 L/H 400.0





6C

PROJECT/CPT DATA


713-2-1

3CPT NO.

FIGURE


SEISMIC PARAMETERS

San Andreas







0

5

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qcN

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50

0.0 0.5 1.0 1.5 2.0

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No Liquefaction

CSR CRR





0.10 (Inches)

Controlling Fault


PGA (Amax) 0.5 (g)

LDI2 0.00 L/H 400.0





6D

PROJECT/CPT DATA


713-2-1

4CPT NO.

FIGURE


SEISMIC PARAMETERS

San Andreas







0

5

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Depth (feet)


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Factor of Safety

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qcN

0

5

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35

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45

50

0.0 0.5 1.0 1.5 2.0

Depth (feet)

No Liquefaction

CSR CRR





0.24 (Inches)

Controlling Fault


PGA (Amax) 0.5 (g)

LDI2 0.00 L/H 400.0

Ground Water Depth at Time of Drilling (feet) 11.8 LDI1Corrected for Distance 0.00 (4 < L/H < 40)




6E

PROJECT/CPT DATA


713-2-1

5CPT NO.

FIGURE


SEISMIC PARAMETERS

San Andreas







0

5

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50

0.0 0.1 0.2 0.3

Depth (feet)


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Factor of Safety

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qcN

0

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0.0 0.5 1.0 1.5 2.0

Depth (feet)

No Liquefaction

CSR CRR


Page A-1

APPENDIX A: FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using truck-mounted, hollow-stem, auger drilling equipment and 20-ton truck-mounted Cone Penetration Test equipment. Four 8-inch-diameter exploratory borings were drilled on November 17, 2016 to depths of approximately 4½ to 40 feet. Five CPT soundings were also performed in accordance with ASTM D 5778-95 (revised, 2002) on November 15, 2016 to depths ranging from approximately 45 to 72 feet. The approximate locations of exploratory borings and CPTs are shown on the Site Plan, Figure 2. The soils encountered were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (ASTM D2488). Boring logs, as well as a key to the classification of the soil and bedrock, are included as part of this appendix. Boring and CPT locations were approximated using existing site boundaries and other site features as references. Boring and CPT elevations were not determined. The locations the borings and CPTs should be considered accurate only to the degree implied by the method used. Representative soil samples were obtained from the borings at selected depths. All samples were returned to our laboratory for evaluation and appropriate testing. The standard penetration resistance blow counts were obtained by dropping a 140-pound hammer through a 30-inch free fall. The 2-inch O.D. split-spoon sampler was driven 18 inches and the number of blows was recorded for each 6 inches of penetration (ASTM D1586). 2.5-inch I.D. samples were obtained using a Modified California Sampler driven into the soil with the 140-pound hammer previously described. Relatively undisturbed samples were also obtained with 2.875-inch I.D. Shelby Tube sampler which were hydraulically pushed. Unless otherwise indicated, the blows per foot recorded on the boring log represent the accumulated number of blows required to drive the last 12 inches. The various samplers are denoted at the appropriate depth on the boring logs. The CPT involved advancing an instrumented cone-tipped probe into the ground while simultaneously recording the resistance at the cone tip (qc) and along the friction sleeve (fs) at approximately 5-centimeter intervals. Based on the tip resistance and tip to sleeve ratio (Rf), the CPT classified the soil behavior type and estimated engineering properties of the soil, such as equivalent Standard Penetration Test (SPT) blow count, internal friction angle within sand layers, and undrained shear strength in silts and clays. A pressure transducer behind the tip of the CPT cone measured pore water pressure (u2). Graphical logs of the CPT data is included as part of this appendix. Field tests included an evaluation of the unconfined compressive strength of the soil samples using a pocket penetrometer device. The results of these tests are presented on the individual boring logs at the appropriate sample depths. Attached boring and CPT logs and related information depict subsurface conditions at the locations indicated and on the date designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring and CPT locations. The passage of time may result in altered subsurface conditions due to environmental changes. In addition,


Page A-2

any stratification lines on the logs represent the approximate boundary between soil types and the transition may be gradual.

Poorly-Graded Gravelly Sand

>50% OF COARSEFRACTION PASSES

ON NO 4. SIEVE

WELL-GRADED GRAVEL

POORLY-GRADED GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

WELL-GRADED SAND

POORLY-GRADED SAND

SILTY SAND

CLAYEY SAND

LEAN CLAY

SILT

ORGANIC CLAY OR SILT

FAT CLAY

ELASTIC SILT

ORGANIC CLAY OR SILT

*

NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D.

(1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE

(ASTM-1586 STANDARD PENETRATION TEST).

*

Modified California (2.5" I.D.)

Well-Graded Gravelwith Clay

-

-

-

-

-

Boulders and Cobble

Artificial/Undocumented Fill

Asphalt

GW

GP

GM

GC

SW

SP

SM

SC

CL

ML

OL

CH

MH

OH

Well-Graded Gravelwith Silt -

CLEAN GRAVELS

<5% FINES

GRAVELS WITH FINES

PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR

>12% FINES

* UNDRAINED SHEAR STRENGTH IN KIPS/SQ. FT. AS DETERMINED BY LABORATORY

TESTING OR APPROXIMATED BY THE STANDARD PENETRATION TEST, POCKET

PENETROMETER, TORVANE, OR VISUAL OBSERVATION.

Well Graded Gravelly Sand

ADDITIONAL TESTSGravelly Silt

HIGHLY ORGANIC SOILS

CO

AR

SE

-GR

AIN

ED

SO

ILS

>5

0%

RE

TA

INE

DO

N

NO

.2

00

SIE

VE

FIN

E-G

RA

INE

DS

OIL

S

>5

0%

PA

SS

ES

NO

.2

00

SIE

VE

"A" LIN

E

PEAT

SILTS AND CLAYS

LIQUID LIMIT<50

SILTS AND CLAYS

Clayey Sand

LIQUID LIMIT>50

Silt

Sand

OTHER MATERIAL SYMBOLS

LIQUID LIMIT (%)

CH

CL OH & MH

-

-

CLEAN SANDS

<5% FINES

SANDS AND FINES

>12% FINES

INORGANIC

>50% OF COARSEFRACTION RETAINED

ON NO 4. SIEVE

SOIL GROUP NAMES & LEGEND

SWELL TEST

CYCLIC TRIAXIAL

TORVANE SHEAR

UNCONFINED COMPRESSION

PLASTICITY CHART

CL-ML

SANDS

No Recovery

PLASTICITY INDEX

0 - 0.25

0.25 - 0.5

0.5 - 1.0

1.0 - 2.0

2.0 - 4.0

OVER 4.0

(RECORDED AS BLOWS / FOOT)

VERY SOFT

SOFT

MEDIUM STIFF

STIFF

VERY STIFF

HARD

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

OVER 30

0 - 4

4 - 10

10 - 30

30 - 50

OVER 50

SILT & CLAY

PENETRATION RESISTANCE

SAND & GRAVEL

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

PT

WATER LEVEL

BLOWS/FOOT*CONSISTENCYBLOWS/FOOT*RELATIVE DENSITY

Topsoil

PLA

ST

ICIT

YIN

DE

X(%

)

Sandy Silt

Poorly-Graded Sandwith Clay

UNIFIED SOIL CLASSIFICATION (ASTM D-2487-98)

Figure NumberA-1

FINES CLASSIFY AS ML OR CL

FINES CLASSIFY AS CL OR CH

PI>7 AND PLOTS>"A" LINE

PI>4 AND PLOTS<"A" LINE

LL (oven dried)/LL (not dried)<0.75

PI PLOTS >"A" LINE

PI PLOTS <"A" LINE

LL (oven dried)/LL (not dried)<0.75

0

10

20

30

40

50

60

70

80

Cu>4 AND 1<Cc<3

Cu>4 AND 1>Cc>3

FINES CLASSIFY AS ML OR CL

FINES CLASSIFY AS CL OR CH

Cu>6 AND 1<Cc<3

Cu>6 AND 1>Cc>3

ORGANIC

INORGANIC

ORGANIC

GRAVELS

0 10 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 0 0 1 1 0 1 2 0

-

-

-

-

-

-

-

-

-

CHEMICAL ANALYSIS (CORROSIVITY)

CONSOLIDATED DRAINED TRIAXIAL

CONSOLIDATION

CONSOLIDATED UNDRAINED TRIAXIAL

DIRECT SHEAR

POCKET PENETROMETER (TSF)

(WITH SHEAR STRENGTH IN KSF)

R-VALUE

SIEVE ANALYSIS: % PASSING

#200 SIEVE

MATERIALTYPES

CRITERIA FOR ASSIGNING SOIL GROUP NAMESGROUPSYMBOL

CA

CD

CN

CU

DS

PP

(3.0)

RV

SA

Shelby Tube

LEGEND TO SOIL

DESCRIPTIONS

UU UNCONSOLIDATED

UNDRAINED TRIAXIAL

(WITH SHEAR STRENGTH

IN KSF)

SW

TC

TV

UC

(1.5)

PI

SAMPLER TYPES

SPT

STRENGTH** (KSF)

Rock Core Grab Sample

MC-1B

MC-2B

94

106

23

12

3 inches asphalt concrete over 10 inchesaggregate base

Lean Clay with Sand (CL) [Fill]stiff, moist, brown and gray mottled, finesand, moderate plasticitySandy Lean Clay (CL) [Fill]very stiff, moist, brown, fine sand, some finesubangular to subrounded gravel, some brickdebris, low plasticityTerminated on practical refusal on multipleattempts.

Bottom of Boring at 4.5 feet.

27

17

NOTES

LOGGED BY AA

DRILLING METHOD Mobile B-56, 8 inch Hollow-Stem Auger

DRILLING CONTRACTOR Exploration Geoservices, Inc.

GROUND WATER LEVELS:

DATE STARTED 11/17/16 DATE COMPLETED 11/17/16 BORING DEPTH 4.5 ft.GROUND ELEVATION

LATITUDE LONGITUDE

AT TIME OF DRILLING Not Encountered

AT END OF DRILLING Not Encountered

UNCONFINED COMPRESSIONSY

MB

OL

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VA

TIO

N (

ft)

PROJECT NAME Santa Clara County Civic Center (SC5)


PROJECT LOCATION San Jose, CA

BORING NUMBER EB-1PAGE 1 OF 1

This log is a part of a report by Cornerstone Earth Group, and should not be used asa stand-alone document. This description applies only to the location of theexploration at the time of drilling. Subsurface conditions may differ at other locationsand may change at this location with time. The description presented is asimplification of actual conditions encountered. Transitions between soil types may begradual.

UNDRAINED SHEAR STRENGTH,ksf

SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

0

5

10

15

20

25

DR

Y U

NIT

WE

IGH

TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

IEV

E

CO

RN

ER

ST

ON

E E

AR

TH

GR

OU

P2

- C

OR

NE

RS

TO

NE

081

2.G

DT

- 1

2/1

5/16

10:

07 -

P:\D

RA

FT

ING

\GIN

T F

ILE

S\7

13-2

-1 S

CC

CIV

IC C

TR

.GP

J

UNCONSOLIDATED-UNDRAINEDTRIAXIAL

MC-1B

MC-2B

MC-3B

MC-4B

ST-5

MC-6B

MC-7B

94

88

92

96

91

94

80

36

35

24

26

24

13

4 inches asphalt concrete over 10 inchesaggregate baseLean Clay (CL) [Qhl]stiff, moist, gray with brown mottles, somefine sand, moderate plasticity

Fat Clay (CH)very stiff, moist, dark gray, some fine sand,high plasticityLean Clay (CL)very stiff, moist, gray, fine sand, moderateplasticity

Fat Clay (CH)stiff, moist, dark gray, some fine sand, highplasticity

Lean Clay (CL)stiff, moist, gray, some fine sand, moderateplasticity

25

28

26

26

30

32

40

NOTES

LOGGED BY AA




DATE STARTED 11/17/16 DATE COMPLETED 11/17/16 BORING DEPTH 35 ft.GROUND ELEVATION

LATITUDE LONGITUDE

AT TIME OF DRILLING Not Encountered

AT END OF DRILLING Not Encountered


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ELE

VA

TIO

N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

0

5

10

15

20

25

DR

Y U

NIT

WE

IGH

TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

IEV

E

CO

RN

ER

ST

ON

E E

AR

TH

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MC-8B

MC-9B

78

107

29

25

Lean Clay (CL)stiff, moist, gray, some fine sand, moderateplasticity


43

21


MB

OL

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VA

TIO

N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

30

35

40

45

50

55

DR

Y U

NIT

WE

IGH

TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

IEV

E

CO

RN

ER

ST

ON

E E

AR

TH

GR

OU

P2

- C

OR

NE

RS

TO

NE

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MC-1B

MC-2B

MC-3

MC-4

MC-5B

MC-6B

MC-7B

98

86

101

90

92

78

83

3575

39

41

24

24

16

10

5½ inches asphalt concrete over 5½ inchesaggregate baseFat Clay (CH) [Qhl]hard, moist, brown with dark brown mottles,some fine sand, high plasticityLiquid Limit = 58, Plastic Limit = 23

Lean Clay (CL)hard, moist, gray, some fine sand, moderateplasticity

becomes stiff

Silty Sand (SM) medium dense, moist, brown, fine sandFat Clay (CH)stiff, moist, dark gray to gray, some fine sand,high plasticity

Lean Clay (CL)medium stiff, moist, gray, some fine sand,moderate plasticity

25

31

22

32

35

39

38

NOTES

LOGGED BY AA





LATITUDE LONGITUDE

AT TIME OF DRILLING 20 ft.

AT END OF DRILLING 16 ft.


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MP

LES

TY

PE

AN

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UM

BE

R

DE

PT

H (

ft)

0

5

10

15

20

25

DR

Y U

NIT

WE

IGH

TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

IEV

E

CO

RN

ER

ST

ON

E E

AR

TH

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>4.5

>4.5

>4.5


MC-8B

MC-9B

84

91

13

11

Lean Clay (CL)medium stiff, moist, gray, some fine sand,moderate plasticity


39

31 88


MB

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N (

ft)







SA

MP

LES

TY

PE

AN

D N

UM

BE

R

DE

PT

H (

ft)

30

35

40

45

50

55

DR

Y U

NIT

WE

IGH

TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

IEV

E

CO

RN

ER

ST

ON

E E

AR

TH

GR

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MC-1B

MC-2B

MC-3B

MC-4B

MC-5B

MC-6B

MC-7B

102

102

87

89

92

84

82

2630

19

24

17

18

13

18

2½ inches asphalt concrete over 8 inchesaggregate baseLean Clay with Sand (CL) [Fill]very stiff, moist, dark gray, fine to coarsesand, trace fine gravel, moderate plasticityLiquid Limit = 46, Plastic Limit = 20

Lean Clay (CL) [Qhly]stiff to very stiff, moist, gray, some fine sand,moderate plasticity

Fat Clay (CH)stiff, moist, dark gray to gray, some fine sand,high plasticity

19

24

32

33

29

35

42

NOTES

LOGGED BY AA





LATITUDE LONGITUDE

AT TIME OF DRILLING 31.3 ft.

AT END OF DRILLING 22 ft.


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20

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DR

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TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

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MC-8B

MC-9

SPT-10

10417

504"

11

Fat Clay (CH)stiff, moist, dark gray to gray, some fine sand,high plasticity

Sandy Lean Clay (CL)stiff, moist, gray, fine sand, moderateplasticity

Poorly Graded Gravel with Silt (GP-GM)very dense, moist, gray brown, fine to coarsesubangular to subounded gravel, fine tomedium sand

Lean Clay with Sand (CL)medium stiff, moist, gray, fine sand,moderate plasticity


23

9

22

54

12


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H (

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35

40

45

50

55

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Y U

NIT

WE

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TP

CF

PLA

ST

ICIT

Y IN

DE

X, %

TORVANE

1.0 2.0 3.0 4.0

HAND PENETROMETER

N-V

alue

(un

corr

ecte

d)bl

ows

per

foot

DESCRIPTION

NA

TU

RA

LM

OIS

TU

RE

CO

NT

EN

T

PE

RC

EN

T P

AS

SIN

GN

o. 2

00 S

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Cornerstone Earth GroupProject Santa Clara County Civic Center (SC5) Preliminary Operator DG-RC Filename SDF(296).cptJob Number 713-2-1 Cone Number DDG1350 GPSHole Number CPT-01 Date and Time 11/15/2016 7:29:46 AM Maximum Depth 50.52 ftEST GW Depth During Test 14.20 ft

Net Area Ratio .8

Cone Size 10cm squared Soil Behavior Referance*Soil behavior type and SPT based on data from UBC-1983

0

10

20

30

40

50

60

70

80

0 500 TIPTSF 0 7

FRICTIONTSF 0 10

Fs/Qt% 0 120

SPT N0 12

1 - sensitive fine grained

2 - organic material

3 - clay

4 - silty clay to clay

5 - clayey silt to silty clay

6 - sandy silt to clayey silt

7 - silty sand to sandy silt

8 - sand to silty sand

9 - sand

10 - gravelly sand to sand

11 - very stiff fine grained (*)

12 - sand to clayey sand (*)

CPT DATA

DEP

TH(ft)

SOIL

BEHAV

IOR

TYPE

Cornerstone Earth GroupProject Santa Clara County Civic Center (SC5) PreliminaryOperator DG-RC Filename SDF(301).cptJob Number 713-2-1 Cone Number DDG1350 GPSHole Number CPT-02 Date and Time 11/15/2016 12:46:09 PM Maximum Depth 72.51 ftEST GW Depth During Test 12.00 ft

Net Area Ratio .8


0

10

20

30

40

50

60

70

80

0 500 TIPTSF 0 7

FRICTIONTSF 0 10

Fs/Qt% 0 120

SPT N0 12



3 - clay






9 - sand




CPT DATA

DEP

TH(ft)

SOIL

BEHAV

IOR

TYPE

Cornerstone Earth GroupProject Santa Clara County Civic Center (SC5) PreliminaryOperator DG-RC Filename SDF(297).cptJob Number 713-2-1 Cone Number DDG1350 GPSHole Number CPT-03 Date and Time 11/15/2016 8:31:50 AM Maximum Depth 50.52 ftEST GW Depth During Test 12.00 ft

Net Area Ratio .8


0

10

20

30

40

50

60

70

80

0 500 TIPTSF 0 7

FRICTIONTSF 0 10

Fs/Qt% 0 120

SPT N0 12



3 - clay






9 - sand




CPT DATA

DEP

TH(ft)

SOIL

BEHAV

IOR

TYPE


Net Area Ratio .8


0

10

20

30

40

50

60

70

80

0 500 TIPTSF 0 7

FRICTIONTSF 0 10

Fs/Qt% 0 120

SPT N0 12



3 - clay






9 - sand




CPT DATA

DEP

TH(ft)

SOIL

BEHAV

IOR

TYPE


Page B-1

APPENDIX B: LABORATORY TEST PROGRAM The laboratory testing program was performed to evaluate the physical and mechanical properties of the soils retrieved from the site to aid in verifying soil classification. Moisture Content: The natural water content was determined (ASTM D2216) on 30 samples of the materials recovered from the borings. These water contents are recorded on the boring logs at the appropriate sample depths. Dry Densities: In place dry density determinations (ASTM D2937) were performed on 28 samples to measure the unit weight of the subsurface soils. Results of these tests are shown on the boring logs at the appropriate sample depths. Washed Sieve Analyses: The percent soil fraction passing the No. 200 sieve (ASTM D1140) was determined on three samples of the subsurface soils to aid in the classification of these soils. Results of these tests are shown on the boring logs at the appropriate sample depths. Plasticity Index: Two Plasticity Index determinations (ASTM D4318) were performed on samples of the subsurface soils to measure the range of water contents over which this material exhibits plasticity. The Plasticity Index was used to classify the soil in accordance with the Unified Soil Classification System and to evaluate the soil expansion potential. Results of these tests are shown on the boring logs at the appropriate sample depths. Undrained-Unconsolidated Triaxial Shear Strength: The undrained shear strength was determined on two relatively undisturbed sample(s) by unconsolidated-undrained triaxial shear strength testing (ASTM D2850). The results of this test are included as part of this appendix. Consolidation: One consolidation test (ASTM D2435) was performed on a relatively undisturbed sample of the subsurface clayey soils to assist in evaluating the compressibility property of this soil. Results of the consolidation test are presented graphically in this appendix. Corrosion: Two samples were each tested for pH (ASTM G51), resistivity (ASTM G57), chloride (ASTM D4327), and sulfate (ASTM D4327). Results of these tests are attached in this appendix.


Project Number

Figure Number

Date Drawn By

713-2-1

Figure B1

November 2016 FLL

Plasticity Index Testing Summary

60

0

10

20

30

40

50

0 100908070605040302010

CL ML- OL MLor

OH MHor

CH

CL

Pla

sti

cit

y In

dex (

%)

Liquid Limit (%)

Group Name ( - D2487)USCS ASTMBoring No.

Sym

bo

l

Depth(ft)

NaturalWater

Content(%)

LiquidLimit(%)

PlasticLimit(%)

PlasticityIndex

PassingNo. 200

(%)

“A” lin

e

Plasticity Index ( D4318) Testing SummaryASTM

Fat Clay (CH)35EB-3 58 23252.0 —

Lean Clay with Sand (CL) [Fill]26EB-4 46 20192.0 —

Cooper Testing Labs, Inc.937 Commercial Street

Palo Alto, CA 94303

1 2 3 4Moisture % 39.8 32.9Dry Den,pcf 80.4 88.9Void Ratio 1.097 0.896Saturation % 97.9 99.1Height in 5.01 5.01Diameter in 2.40 2.40Cell psi 9.4 5.3Strain % 15.00 6.05Deviator, ksf 2.447 4.014Rate %/min 1.00 1.00in/min 0.050 0.050Job No.:Client:Project:Boring: EB-2 EB-4Sample: 7B 4BDepth ft: 24.5 9.5

Sample #1234

Note: Strengths are picked at the peak deviator stress or 15% strain which ever occurs first per ASTM D2850.

Remarks:

Sample Data

Visual Soil Description

Olive Gray CLAYOlive Gray CLAY

640-1059Cornerstone Earth GroupSCC Civic Center - 713-2-1

0.0

2.0

4.0

0.0 2.0 4.0 6.0 8.0

Shea

r Stre

ss, k

sf

Total Normal Stress, ksf

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0.0 6.0 12.0 18.0 24.0

Dev

iato

r Str

ess,

ksf

Strain, %

Stress-Strain CurvesSample 1

Sample 2

Sample 3

Sample 4

Unconsolidated-Undrained Triaxial TestASTM D2850

Job No.: Boring: Run By: MDClient: Sample: Reduced: PJProject: Depth, ft.: Checked: PJ/DCSoil Type: Date: 12/13/2016

Assumed Gs 2.75 Initial Final30.4 26.590.7 99.30.893 0.72893.7 100.0

Void Ratio:% Saturation:

Dry Density, pcf: Moisture %:

EB-25

13.5 (Tip-3")SCC Civic Center - 713-2-1Cornerstone Earth Group640-1059

Greenish Gray CLAY (Silty)

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.010 100 1000 10000 100000

Stra

in, %

Effective Stress, psf

Strain-Log-P Curve

Consolidation TestASTM D2435

Remarks:

CTL # Date: PJClient: Project:

Remarks:Chloride pH Sulfide Moisture

As Rec. Min Sat. mg/kg mg/kg % Qualitative At TestDry Wt. Dry Wt. Dry Wt. EH (mv) At Test by Lead %

Boring Sample, No. Depth, ft. ASTM G57 Cal 643 ASTM G57 ASTM D4327 ASTM D4327 ASTM D4327 ASTM G51 ASTM G200 Temp °C Acetate Paper ASTM D2216

EB-3 2A 3.5 - - 1,233 17 10 0.0010 7.9 - - - 22.3 Grayish Brown Sandy CLAY

EB-4 1A 1.5 - - 1,803 6 5 0.0005 7.7 - - - 21.2 Grayish Brown Sandy CLAY

Soil Visual Description

640-1059SCC Civic Center

Sample Location or ID Sulfate ORP

Tested By:

Corrosivity Tests Summary

(Redox)

PJ713-2-1

Resistivity @ 15.5 °C (Ohm-cm)

Proj. No:Checked:12/1/2016

Cornerstone Earth Group


Page C-1

APPENDIX C: LIQUEFACTION ANALYSES CALCULATIONS

1 0.50 Total Settlement: 0.05 (Inches)


Depth (ft) qc (tsf) fs (tsf) vc (psf)Insitu

'vc (psf)Q F (%) Ic

Layer "Plastic"PI > 7

Flag Soil Type Fines (%)

qcN near interfaces (soft layer)

Thin Layer Factor (KH)

Interpreted qcN

CN qc1N qc1N-CS

Stress Reduction Coeff, rd

CSR Kfor Sand

CRRM=7.5,'vc = 1 atm

CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

0.160 0.930 0.059 18.4 18.4 24.079 6.386 2.91 Unsaturated 95.7 0.88 1.70 1.49 55.55 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.330 0.620 0.029 38.0 38.0 31.618 4.809 2.74 Unsaturated 82.1 0.59 1.70 1.00 53.56 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.490 0.340 0.313 56.4 56.4 11.046 100.457 4.03 Unsaturated 100.0 0.32 1.70 0.55 54.65 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.660 7.640 0.872 76.0 76.0 73.723 11.475 2.79 Unsaturated 85.9 7.22 1.70 12.28 68.68 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.820 137.550 2.020 94.5 94.5 615.107 1.469 1.55 Unsaturated 0.0 130.01 1.70 221.02 221.02 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.980 70.730 2.171 112.9 112.9 289.194 3.072 1.98 Unsaturated 21.7 66.85 1.70 113.65 156.57 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.150 30.350 1.995 132.5 132.5 114.395 6.587 2.48 Unsaturated 61.4 28.69 1.70 48.77 111.54 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.310 53.460 1.438 150.9 150.9 188.941 2.694 2.04 Unsaturated 26.0 50.53 1.70 85.90 132.69 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.480 41.660 1.377 170.5 170.5 138.435 3.313 2.19 Unsaturated 38.2 39.38 1.70 66.94 123.65 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.640 36.070 1.008 188.9 188.9 113.797 2.803 2.19 Unsaturated 37.9 34.09 1.70 57.96 112.37 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.800 15.600 0.696 207.4 207.4 46.788 4.489 2.60 Unsaturated 70.8 14.74 1.70 25.07 83.12 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.970 11.030 0.596 226.9 226.9 49.240 5.463 2.64 Unsaturated 74.5 10.43 1.70 17.72 74.26 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.130 13.130 0.731 245.4 245.4 55.550 5.621 2.62 Unsaturated 72.5 12.41 1.70 21.10 78.29 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.300 14.610 0.898 265.0 265.0 58.593 6.201 2.64 Unsaturated 73.9 13.81 1.70 23.48 81.60 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.460 15.300 0.969 283.4 283.4 58.527 6.391 2.65 Unsaturated 74.7 14.46 1.70 24.58 83.17 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.620 15.600 1.003 301.8 301.8 57.076 6.492 2.66 Unsaturated 75.7 14.74 1.70 25.07 83.95 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.790 16.950 0.988 321.4 321.4 59.356 5.882 2.61 Unsaturated 72.2 16.02 1.70 27.24 86.18 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.950 17.520 1.045 339.8 339.8 58.991 6.022 2.62 Unsaturated 72.9 16.56 1.70 28.15 87.50 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.120 17.590 1.133 359.4 359.4 56.919 6.509 2.66 Unsaturated 75.8 16.63 1.70 28.26 88.11 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.280 16.890 1.142 377.9 377.9 52.722 6.836 2.70 Unsaturated 78.8 15.96 1.70 27.14 87.11 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.440 16.080 1.103 396.3 396.3 48.492 6.948 2.73 Unsaturated 81.1 15.20 1.70 25.84 85.75 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.610 15.360 1.086 415.9 415.9 72.869 7.165 2.62 Unsaturated 73.0 14.52 1.70 24.68 83.02 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.770 15.010 1.046 434.3 434.3 68.122 7.072 2.64 Unsaturated 74.1 14.19 1.70 24.12 82.47 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.940 15.770 1.083 453.9 453.9 68.489 6.965 2.63 Unsaturated 73.6 14.91 1.70 25.34 83.96 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.100 16.400 1.131 472.3 472.3 68.444 6.998 2.63 Unsaturated 73.7 15.50 1.70 26.35 85.30 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.270 16.580 1.116 491.9 491.9 66.412 6.829 2.63 Unsaturated 73.7 15.67 1.70 26.64 85.67 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.430 16.330 1.050 510.3 510.3 62.997 6.531 2.63 Unsaturated 73.6 15.43 1.70 26.24 85.14 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.590 15.150 0.975 528.8 528.8 56.303 6.549 2.67 Unsaturated 76.2 14.32 1.70 24.34 83.10 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.004.760 15.000 1.002 548.4 548.4 53.709 6.806 2.69 Unsaturated 78.3 14.18 1.70 24.10 83.09 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.004.920 16.040 1.018 566.8 566.8 55.600 6.458 2.66 Unsaturated 76.1 15.16 1.70 25.77 84.94 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.090 16.290 1.063 586.4 586.4 54.562 6.643 2.68 Unsaturated 77.3 15.40 1.70 26.17 85.64 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.250 18.360 1.128 604.8 604.8 59.714 6.247 2.63 Unsaturated 73.6 17.35 1.70 29.50 89.36 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.410 18.760 1.102 623.2 623.2 59.202 5.974 2.62 Unsaturated 72.6 17.73 1.70 30.14 90.02 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.580 15.320 0.955 642.8 642.8 46.665 6.368 2.71 Unsaturated 79.7 14.48 1.70 24.62 83.97 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.740 12.420 0.676 661.2 661.2 36.565 5.591 2.74 Unsaturated 82.2 11.74 1.70 19.96 78.24 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.910 10.470 0.535 680.8 680.8 29.756 5.278 2.79 Unsaturated 85.8 9.90 1.70 16.82 74.60 1.00 0.324 1.099 n.a. n.a. n.a. 0.00 0.006.070 10.230 0.529 699.3 699.3 28.259 5.351 2.81 Unsaturated 87.5 9.67 1.70 16.44 74.28 1.00 0.324 1.096 n.a. n.a. n.a. 0.00 0.006.230 10.060 0.522 717.7 717.7 27.034 5.376 2.82 Unsaturated 88.7 9.51 1.70 16.16 74.05 1.00 0.323 1.094 n.a. n.a. n.a. 0.00 0.006.400 10.160 0.554 737.3 737.3 26.561 5.654 2.84 Unsaturated 90.3 9.60 1.70 16.33 74.44 0.99 0.323 1.092 n.a. n.a. n.a. 0.00 0.006.560 10.700 0.583 755.7 755.7 27.318 5.646 2.83 Unsaturated 89.6 10.11 1.70 17.19 75.49 0.99 0.323 1.090 n.a. n.a. n.a. 0.00 0.006.730 11.770 0.628 775.3 775.3 29.363 5.514 2.80 Unsaturated 87.2 11.12 1.70 18.91 77.48 0.99 0.323 1.089 n.a. n.a. n.a. 0.00 0.006.890 12.980 0.720 793.7 793.7 31.706 5.721 2.79 Unsaturated 86.2 12.27 1.70 20.86 79.90 0.99 0.323 1.089 n.a. n.a. n.a. 0.00 0.007.050 13.620 0.756 812.2 812.2 32.540 5.724 2.78 Unsaturated 85.6 12.87 1.68 21.67 80.89 0.99 0.323 1.088 n.a. n.a. n.a. 0.00 0.007.220 13.140 0.742 831.7 831.7 30.596 5.835 2.81 Unsaturated 87.6 12.42 1.67 20.69 79.84 0.99 0.323 1.085 n.a. n.a. n.a. 0.00 0.007.380 12.980 0.708 850.2 850.2 29.535 5.640 2.81 Unsaturated 87.6 12.27 1.65 20.22 79.24 0.99 0.323 1.082 n.a. n.a. n.a. 0.00 0.007.550 12.860 0.695 869.8 869.8 28.571 5.595 2.82 Unsaturated 88.3 12.16 1.63 19.81 78.77 0.99 0.323 1.080 n.a. n.a. n.a. 0.00 0.007.710 12.480 0.699 888.2 888.2 27.102 5.808 2.84 Unsaturated 90.5 11.80 1.61 19.04 78.00 0.99 0.323 1.078 n.a. n.a. n.a. 0.00 0.007.870 12.500 0.707 906.6 906.6 26.575 5.872 2.85 Unsaturated 91.2 11.81 1.60 18.86 77.84 0.99 0.322 1.076 n.a. n.a. n.a. 0.00 0.008.040 12.400 0.671 926.2 926.2 25.776 5.620 2.85 Clay 90.9 11.72 1.24 n.a. n.a. 0.99 0.323 n.a. n.a. n.a. n.a. 0.00 0.008.200 12.200 0.645 944.6 944.6 24.830 5.496 2.85 Clay 91.4 11.53 1.24 n.a. n.a. 0.99 0.327 n.a. n.a. n.a. n.a. 0.00 0.008.370 12.140 0.614 964.2 964.2 24.181 5.265 2.85 Clay 91.0 11.47 1.23 n.a. n.a. 0.99 0.330 n.a. n.a. n.a. n.a. 0.00 0.008.530 12.560 0.619 982.7 982.7 24.563 5.132 2.84 Clay 90.0 11.87 1.22 n.a. n.a. 0.99 0.333 n.a. n.a. n.a. n.a. 0.00 0.008.690 12.570 0.636 1001.1 1001.1 24.113 5.266 2.85 Clay 91.1 11.88 1.22 n.a. n.a. 0.99 0.336 n.a. n.a. n.a. n.a. 0.00 0.008.860 13.080 0.637 1020.7 1020.7 24.630 5.066 2.83 Clay 89.6 12.36 1.21 n.a. n.a. 0.99 0.340 n.a. n.a. n.a. n.a. 0.00 0.009.020 13.130 0.657 1039.1 1039.1 24.272 5.210 2.85 Clay 90.7 12.41 1.21 n.a. n.a. 0.99 0.343 n.a. n.a. n.a. n.a. 0.00 0.009.190 13.170 0.626 1058.7 1058.7 23.880 4.951 2.84 Clay 89.9 12.45 1.20 n.a. n.a. 0.99 0.346 n.a. n.a. n.a. n.a. 0.00 0.009.350 12.860 0.598 1077.1 1077.1 22.878 4.853 2.84 Clay 90.5 12.16 1.19 n.a. n.a. 0.99 0.349 n.a. n.a. n.a. n.a. 0.00 0.009.510 12.040 0.566 1095.6 1095.6 20.980 4.921 2.88 Clay 93.1 11.38 1.19 n.a. n.a. 0.99 0.352 n.a. n.a. n.a. n.a. 0.00 0.009.680 10.990 0.539 1115.1 1115.1 18.711 5.163 2.93 Clay 97.2 10.39 1.18 n.a. n.a. 0.99 0.354 n.a. n.a. n.a. n.a. 0.00 0.009.840 10.900 0.535 1133.6 1133.6 18.231 5.179 2.94 Clay 97.9 10.30 1.18 n.a. n.a. 0.99 0.357 n.a. n.a. n.a. n.a. 0.00 0.00

10.010 11.070 0.525 1153.2 1153.2 18.200 5.004 2.93 Clay 97.2 10.46 1.17 n.a. n.a. 0.99 0.360 n.a. n.a. n.a. n.a. 0.00 0.0010.170 11.200 0.528 1171.6 1171.6 18.119 4.978 2.93 Clay 97.2 10.59 1.17 n.a. n.a. 0.99 0.363 n.a. n.a. n.a. n.a. 0.00 0.0010.330 11.600 0.540 1190.0 1190.0 18.496 4.905 2.92 Clay 96.3 10.96 1.16 n.a. n.a. 0.99 0.365 n.a. n.a. n.a. n.a. 0.00 0.0010.500 12.400 0.551 1209.6 1209.6 19.503 4.675 2.88 Clay 93.8 11.72 1.16 n.a. n.a. 0.99 0.368 n.a. n.a. n.a. n.a. 0.00 0.00

CPT No. PGA (Amax)

Page 1 Calculations (12/1/2016) 713-2-1 Design Liquefaction Analysis CPT v081214 CPT-1 PKM




'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

10.660 12.200 0.548 1228.0 1228.0 18.869 4.726 2.90 Clay 94.9 11.53 1.15 n.a. n.a. 0.99 0.370 n.a. n.a. n.a. n.a. 0.00 0.0010.830 12.080 0.561 1247.6 1247.6 18.365 4.898 2.92 Clay 96.4 11.42 1.15 n.a. n.a. 0.99 0.373 n.a. n.a. n.a. n.a. 0.00 0.0010.990 11.160 0.496 1266.0 1266.0 16.630 4.707 2.94 Clay 98.2 10.55 1.15 n.a. n.a. 0.99 0.375 n.a. n.a. n.a. n.a. 0.00 0.0011.150 10.580 0.441 1284.5 1284.5 15.474 4.438 2.95 Clay 98.8 10.00 1.14 n.a. n.a. 0.99 0.378 n.a. n.a. n.a. n.a. 0.00 0.0011.320 9.150 0.460 1304.1 1304.1 13.033 5.418 3.06 Clay 100.0 8.65 1.14 n.a. n.a. 0.98 0.380 n.a. n.a. n.a. n.a. 0.00 0.0011.480 7.790 0.418 1322.5 1322.5 10.781 5.864 3.15 Clay 100.0 7.36 1.13 n.a. n.a. 0.98 0.383 n.a. n.a. n.a. n.a. 0.00 0.0011.650 9.620 0.443 1342.1 1342.1 13.336 4.945 3.03 Clay 100.0 9.09 1.13 n.a. n.a. 0.98 0.385 n.a. n.a. n.a. n.a. 0.00 0.0011.810 13.900 0.552 1360.5 1360.5 19.433 4.176 2.85 Clay 91.3 13.14 1.12 n.a. n.a. 0.98 0.387 n.a. n.a. n.a. n.a. 0.00 0.0011.980 14.960 0.593 1380.1 1380.1 20.680 4.153 2.83 Clay 89.6 14.14 1.12 n.a. n.a. 0.98 0.389 n.a. n.a. n.a. n.a. 0.00 0.0012.140 15.620 0.721 1398.5 1398.5 21.338 4.833 2.87 Clay 92.2 14.76 1.12 n.a. n.a. 0.98 0.392 n.a. n.a. n.a. n.a. 0.00 0.0012.300 20.960 0.908 1417.0 1417.0 28.584 4.484 2.75 Clay 82.9 19.81 1.11 n.a. n.a. 0.98 0.394 n.a. n.a. n.a. n.a. 0.00 0.0012.470 25.030 1.109 1436.5 1436.5 33.848 4.560 2.70 Clay 79.1 23.66 1.11 n.a. n.a. 0.98 0.396 n.a. n.a. n.a. n.a. 0.00 0.0012.630 29.980 1.174 1455.0 1455.0 40.210 4.013 2.61 Clay 71.7 28.34 1.10 n.a. n.a. 0.98 0.398 n.a. n.a. n.a. n.a. 0.00 0.0012.800 23.610 1.020 1474.6 1474.6 31.023 4.461 2.72 Clay 80.7 22.32 1.10 n.a. n.a. 0.98 0.400 n.a. n.a. n.a. n.a. 0.00 0.0012.960 19.410 0.920 1493.0 1493.0 25.001 4.928 2.82 Clay 88.6 18.35 1.10 n.a. n.a. 0.98 0.402 n.a. n.a. n.a. n.a. 0.00 0.0013.120 24.280 1.005 1511.4 1511.4 31.129 4.272 2.71 Clay 79.6 22.95 1.09 n.a. n.a. 0.98 0.404 n.a. n.a. n.a. n.a. 0.00 0.0013.290 20.400 0.965 1531.0 1531.0 25.649 4.914 2.81 Clay 87.9 19.28 1.09 n.a. n.a. 0.98 0.406 n.a. n.a. n.a. n.a. 0.00 0.0013.450 20.610 0.818 1549.4 1549.4 25.603 4.124 2.76 Clay 83.8 19.48 1.09 n.a. n.a. 0.98 0.408 n.a. n.a. n.a. n.a. 0.00 0.0013.620 20.290 1.006 1569.0 1569.0 24.863 5.156 2.83 Clay 89.8 19.18 1.08 n.a. n.a. 0.98 0.410 n.a. n.a. n.a. n.a. 0.00 0.0013.780 30.140 1.146 1587.5 1587.5 36.973 3.904 2.63 Clay 73.1 28.49 1.08 n.a. n.a. 0.98 0.411 n.a. n.a. n.a. n.a. 0.00 0.0013.940 27.670 1.219 1605.9 1605.9 33.461 4.538 2.70 Clay 79.3 26.15 1.08 n.a. n.a. 0.98 0.413 n.a. n.a. n.a. n.a. 0.00 0.0014.110 21.650 1.067 1625.5 1625.5 25.638 5.120 2.82 Clay 88.9 20.46 1.07 n.a. n.a. 0.98 0.415 n.a. n.a. n.a. n.a. 0.00 0.0014.270 32.620 1.076 1644.0 1639.6 35.930 3.383 2.59 Mixed 70.5 30.83 1.14 35.09 96.02 0.98 0.417 1.026 0.132 0.169 0.40 0.03 0.0514.440 28.420 1.093 1663.7 1648.7 33.466 3.962 2.66 Clay 76.0 26.86 1.07 n.a. n.a. 0.98 0.418 n.a. n.a. n.a. n.a. 0.00 0.0014.600 17.550 0.883 1682.3 1657.3 20.164 5.287 2.91 Clay 95.8 16.59 1.07 n.a. n.a. 0.98 0.420 n.a. n.a. n.a. n.a. 0.00 0.0014.760 13.370 0.706 1700.9 1665.9 15.030 5.637 3.02 Clay 100.0 12.64 1.07 n.a. n.a. 0.98 0.422 n.a. n.a. n.a. n.a. 0.00 0.0014.930 11.130 0.561 1720.6 1675.0 12.262 5.461 3.08 Clay 100.0 10.52 1.06 n.a. n.a. 0.98 0.423 n.a. n.a. n.a. n.a. 0.00 0.0015.090 10.500 0.508 1739.2 1683.6 11.440 5.275 3.10 Clay 100.0 9.92 1.06 n.a. n.a. 0.98 0.425 n.a. n.a. n.a. n.a. 0.00 0.0015.260 11.380 0.498 1758.9 1692.8 12.406 4.743 3.04 Clay 100.0 10.76 1.06 n.a. n.a. 0.98 0.427 n.a. n.a. n.a. n.a. 0.00 0.0015.420 11.780 0.573 1777.5 1701.4 12.803 5.259 3.06 Clay 100.0 11.13 1.06 n.a. n.a. 0.97 0.428 n.a. n.a. n.a. n.a. 0.00 0.0015.580 13.250 0.642 1796.1 1709.9 14.447 5.200 3.01 Clay 100.0 12.52 1.06 n.a. n.a. 0.97 0.429 n.a. n.a. n.a. n.a. 0.00 0.0015.750 13.750 0.676 1815.8 1719.1 14.941 5.260 3.01 Clay 100.0 13.00 1.06 n.a. n.a. 0.97 0.431 n.a. n.a. n.a. n.a. 0.00 0.0015.910 14.150 0.741 1834.4 1727.7 15.319 5.599 3.02 Clay 100.0 13.37 1.05 n.a. n.a. 0.97 0.432 n.a. n.a. n.a. n.a. 0.00 0.0016.080 14.480 0.748 1854.1 1736.8 15.607 5.518 3.01 Clay 100.0 13.69 1.05 n.a. n.a. 0.97 0.434 n.a. n.a. n.a. n.a. 0.00 0.0016.240 14.530 0.763 1872.7 1745.4 15.577 5.614 3.01 Clay 100.0 13.73 1.05 n.a. n.a. 0.97 0.435 n.a. n.a. n.a. n.a. 0.00 0.0016.400 15.080 0.778 1891.3 1754.0 16.117 5.505 2.99 Clay 100.0 14.25 1.05 n.a. n.a. 0.97 0.437 n.a. n.a. n.a. n.a. 0.00 0.0016.570 14.690 0.788 1911.0 1763.1 15.580 5.740 3.02 Clay 100.0 13.88 1.05 n.a. n.a. 0.97 0.438 n.a. n.a. n.a. n.a. 0.00 0.0016.730 14.210 0.747 1929.6 1771.7 14.952 5.642 3.03 Clay 100.0 13.43 1.05 n.a. n.a. 0.97 0.440 n.a. n.a. n.a. n.a. 0.00 0.0016.900 14.020 0.732 1949.3 1780.8 14.651 5.613 3.03 Clay 100.0 13.25 1.05 n.a. n.a. 0.97 0.441 n.a. n.a. n.a. n.a. 0.00 0.0017.060 13.700 0.754 1967.9 1789.4 14.212 5.926 3.06 Clay 100.0 12.95 1.05 n.a. n.a. 0.97 0.442 n.a. n.a. n.a. n.a. 0.00 0.0017.220 12.580 0.708 1986.5 1798.0 12.888 6.110 3.10 Clay 100.0 11.89 1.04 n.a. n.a. 0.97 0.443 n.a. n.a. n.a. n.a. 0.00 0.0017.390 11.320 0.664 2006.2 1807.1 11.418 6.436 3.15 Clay 100.0 10.70 1.04 n.a. n.a. 0.97 0.445 n.a. n.a. n.a. n.a. 0.00 0.0017.550 10.860 0.618 2024.8 1815.7 10.847 6.279 3.16 Clay 100.0 10.26 1.04 n.a. n.a. 0.97 0.446 n.a. n.a. n.a. n.a. 0.00 0.0017.720 11.690 0.643 2044.5 1824.9 11.692 6.026 3.13 Clay 100.0 11.05 1.04 n.a. n.a. 0.97 0.447 n.a. n.a. n.a. n.a. 0.00 0.0017.880 12.590 0.720 2063.1 1833.5 12.608 6.232 3.11 Clay 100.0 11.90 1.04 n.a. n.a. 0.97 0.448 n.a. n.a. n.a. n.a. 0.00 0.0018.040 12.580 0.700 2081.7 1842.0 12.529 6.067 3.10 Clay 100.0 11.89 1.04 n.a. n.a. 0.97 0.450 n.a. n.a. n.a. n.a. 0.00 0.0018.210 13.570 0.687 2101.4 1851.2 13.526 5.484 3.05 Clay 100.0 12.83 1.04 n.a. n.a. 0.97 0.451 n.a. n.a. n.a. n.a. 0.00 0.0018.370 13.820 0.718 2120.0 1859.8 13.722 5.627 3.05 Clay 100.0 13.06 1.03 n.a. n.a. 0.97 0.452 n.a. n.a. n.a. n.a. 0.00 0.0018.540 14.770 0.720 2139.7 1868.9 14.661 5.257 3.01 Clay 100.0 13.96 1.03 n.a. n.a. 0.97 0.453 n.a. n.a. n.a. n.a. 0.00 0.0018.700 14.870 0.738 2158.3 1877.5 14.691 5.351 3.02 Clay 100.0 14.05 1.03 n.a. n.a. 0.97 0.454 n.a. n.a. n.a. n.a. 0.00 0.0018.860 14.680 0.689 2176.9 1886.1 14.412 5.066 3.01 Clay 100.0 13.88 1.03 n.a. n.a. 0.97 0.455 n.a. n.a. n.a. n.a. 0.00 0.0019.030 13.460 0.639 2196.6 1895.2 13.045 5.169 3.05 Clay 100.0 12.72 1.03 n.a. n.a. 0.97 0.456 n.a. n.a. n.a. n.a. 0.00 0.0019.190 12.060 0.605 2215.2 1903.8 11.506 5.520 3.11 Clay 100.0 11.40 1.03 n.a. n.a. 0.97 0.458 n.a. n.a. n.a. n.a. 0.00 0.0019.360 11.490 0.616 2234.9 1912.9 10.845 5.939 3.15 Clay 100.0 10.86 1.03 n.a. n.a. 0.96 0.459 n.a. n.a. n.a. n.a. 0.00 0.0019.520 11.460 0.582 2253.5 1921.5 10.755 5.632 3.14 Clay 100.0 10.83 1.03 n.a. n.a. 0.96 0.460 n.a. n.a. n.a. n.a. 0.00 0.0019.690 11.850 0.583 2273.2 1930.7 11.098 5.442 3.12 Clay 100.0 11.20 1.02 n.a. n.a. 0.96 0.461 n.a. n.a. n.a. n.a. 0.00 0.0019.850 12.150 0.579 2291.8 1939.2 11.349 5.263 3.10 Clay 100.0 11.48 1.02 n.a. n.a. 0.96 0.462 n.a. n.a. n.a. n.a. 0.00 0.0020.010 12.450 0.577 2310.4 1947.8 11.597 5.111 3.08 Clay 100.0 11.77 1.02 n.a. n.a. 0.96 0.463 n.a. n.a. n.a. n.a. 0.00 0.0020.180 11.390 0.499 2330.1 1957.0 10.450 4.876 3.11 Clay 100.0 10.77 1.02 n.a. n.a. 0.96 0.464 n.a. n.a. n.a. n.a. 0.00 0.0020.340 10.440 0.403 2348.7 1965.6 9.428 4.349 3.11 Clay 100.0 9.87 1.02 n.a. n.a. 0.96 0.465 n.a. n.a. n.a. n.a. 0.00 0.0020.510 10.560 0.322 2368.4 1974.7 9.496 3.431 3.05 Clay 100.0 9.98 1.02 n.a. n.a. 0.96 0.466 n.a. n.a. n.a. n.a. 0.00 0.0020.670 10.320 0.346 2387.0 1983.3 9.203 3.792 3.08 Clay 100.0 9.75 1.02 n.a. n.a. 0.96 0.467 n.a. n.a. n.a. n.a. 0.00 0.0020.830 11.240 0.495 2405.6 1991.9 10.078 4.935 3.12 Clay 100.0 10.62 1.02 n.a. n.a. 0.96 0.467 n.a. n.a. n.a. n.a. 0.00 0.0021.000 13.330 0.723 2425.3 2001.0 12.111 5.967 3.11 Clay 100.0 12.60 1.01 n.a. n.a. 0.96 0.468 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

21.160 14.660 0.845 2443.9 2009.6 13.374 6.290 3.09 Clay 100.0 13.86 1.01 n.a. n.a. 0.96 0.469 n.a. n.a. n.a. n.a. 0.00 0.0021.330 14.630 0.736 2463.6 2018.7 13.274 5.493 3.06 Clay 100.0 13.83 1.01 n.a. n.a. 0.96 0.470 n.a. n.a. n.a. n.a. 0.00 0.0021.490 14.260 0.631 2482.2 2027.3 12.843 4.845 3.03 Clay 100.0 13.48 1.01 n.a. n.a. 0.96 0.471 n.a. n.a. n.a. n.a. 0.00 0.0021.650 13.930 0.639 2500.8 2035.9 12.456 5.038 3.06 Clay 100.0 13.17 1.01 n.a. n.a. 0.96 0.472 n.a. n.a. n.a. n.a. 0.00 0.0021.820 15.010 0.780 2520.5 2045.0 13.447 5.671 3.06 Clay 100.0 14.19 1.01 n.a. n.a. 0.96 0.473 n.a. n.a. n.a. n.a. 0.00 0.0021.980 15.800 0.832 2539.1 2053.6 14.151 5.727 3.05 Clay 100.0 14.93 1.01 n.a. n.a. 0.96 0.473 n.a. n.a. n.a. n.a. 0.00 0.0022.150 14.890 0.739 2558.8 2062.8 13.197 5.431 3.06 Clay 100.0 14.07 1.01 n.a. n.a. 0.96 0.474 n.a. n.a. n.a. n.a. 0.00 0.0022.310 14.930 0.690 2577.4 2071.3 13.171 5.055 3.04 Clay 100.0 14.11 1.01 n.a. n.a. 0.96 0.475 n.a. n.a. n.a. n.a. 0.00 0.0022.470 14.890 0.693 2596.0 2079.9 13.070 5.096 3.04 Clay 100.0 14.07 1.00 n.a. n.a. 0.96 0.476 n.a. n.a. n.a. n.a. 0.00 0.0022.640 13.770 0.671 2615.7 2089.1 11.931 5.388 3.09 Clay 100.0 13.02 1.00 n.a. n.a. 0.96 0.477 n.a. n.a. n.a. n.a. 0.00 0.0022.800 13.240 0.574 2634.3 2097.7 11.368 4.811 3.07 Clay 100.0 12.51 1.00 n.a. n.a. 0.96 0.477 n.a. n.a. n.a. n.a. 0.00 0.0022.970 13.140 0.581 2654.0 2106.8 11.214 4.915 3.08 Clay 100.0 12.42 1.00 n.a. n.a. 0.95 0.478 n.a. n.a. n.a. n.a. 0.00 0.0023.130 13.150 0.528 2672.6 2115.4 11.169 4.465 3.06 Clay 100.0 12.43 1.00 n.a. n.a. 0.95 0.479 n.a. n.a. n.a. n.a. 0.00 0.0023.290 13.370 0.536 2691.2 2124.0 11.323 4.461 3.05 Clay 100.0 12.64 1.00 n.a. n.a. 0.95 0.480 n.a. n.a. n.a. n.a. 0.00 0.0023.460 13.990 0.572 2710.9 2133.1 11.846 4.528 3.04 Clay 100.0 13.22 1.00 n.a. n.a. 0.95 0.480 n.a. n.a. n.a. n.a. 0.00 0.0023.620 14.280 0.595 2729.5 2141.7 12.061 4.605 3.04 Clay 100.0 13.50 1.00 n.a. n.a. 0.95 0.481 n.a. n.a. n.a. n.a. 0.00 0.0023.790 14.220 0.575 2749.2 2150.8 11.945 4.476 3.04 Clay 100.0 13.44 1.00 n.a. n.a. 0.95 0.482 n.a. n.a. n.a. n.a. 0.00 0.0023.950 13.860 0.574 2767.8 2159.4 11.555 4.602 3.06 Clay 100.0 13.10 0.99 n.a. n.a. 0.95 0.482 n.a. n.a. n.a. n.a. 0.00 0.0024.110 13.660 0.563 2786.4 2168.0 11.316 4.587 3.06 Clay 100.0 12.91 0.99 n.a. n.a. 0.95 0.483 n.a. n.a. n.a. n.a. 0.00 0.0024.280 13.380 0.542 2806.1 2177.1 11.002 4.523 3.07 Clay 100.0 12.65 0.99 n.a. n.a. 0.95 0.484 n.a. n.a. n.a. n.a. 0.00 0.0024.440 13.260 0.520 2824.7 2185.7 10.841 4.386 3.07 Clay 100.0 12.53 0.99 n.a. n.a. 0.95 0.484 n.a. n.a. n.a. n.a. 0.00 0.0024.610 13.240 0.494 2844.4 2194.9 10.769 4.179 3.05 Clay 100.0 12.51 0.99 n.a. n.a. 0.95 0.485 n.a. n.a. n.a. n.a. 0.00 0.0024.770 13.310 0.532 2863.0 2203.4 10.782 4.475 3.07 Clay 100.0 12.58 0.99 n.a. n.a. 0.95 0.486 n.a. n.a. n.a. n.a. 0.00 0.0024.930 13.620 0.498 2881.6 2212.0 11.012 4.087 3.04 Clay 100.0 12.87 0.99 n.a. n.a. 0.95 0.486 n.a. n.a. n.a. n.a. 0.00 0.0025.100 13.460 0.492 2901.3 2221.2 10.814 4.100 3.05 Clay 100.0 12.72 0.99 n.a. n.a. 0.95 0.487 n.a. n.a. n.a. n.a. 0.00 0.0025.260 14.240 0.473 2919.9 2229.8 11.463 3.698 3.00 Clay 100.0 13.46 0.99 n.a. n.a. 0.95 0.488 n.a. n.a. n.a. n.a. 0.00 0.0025.430 14.250 0.471 2939.6 2238.9 11.417 3.688 3.00 Clay 100.0 13.47 0.99 n.a. n.a. 0.95 0.488 n.a. n.a. n.a. n.a. 0.00 0.0025.590 14.380 0.405 2958.2 2247.5 11.480 3.142 2.96 Clay 99.7 13.59 0.98 n.a. n.a. 0.95 0.489 n.a. n.a. n.a. n.a. 0.00 0.0025.750 13.950 0.374 2976.8 2256.1 11.047 3.003 2.96 Clay 99.9 13.19 0.98 n.a. n.a. 0.95 0.489 n.a. n.a. n.a. n.a. 0.00 0.0025.920 14.170 0.351 2996.5 2265.2 11.188 2.770 2.94 Clay 98.0 13.39 0.98 n.a. n.a. 0.95 0.490 n.a. n.a. n.a. n.a. 0.00 0.0026.080 13.910 0.384 3015.1 2273.8 10.909 3.099 2.97 Clay 100.0 13.15 0.98 n.a. n.a. 0.95 0.490 n.a. n.a. n.a. n.a. 0.00 0.0026.250 14.320 0.404 3034.8 2282.9 11.216 3.158 2.97 Clay 100.0 13.53 0.98 n.a. n.a. 0.94 0.491 n.a. n.a. n.a. n.a. 0.00 0.0026.410 14.370 0.445 3053.4 2291.5 11.209 3.467 2.99 Clay 100.0 13.58 0.98 n.a. n.a. 0.94 0.491 n.a. n.a. n.a. n.a. 0.00 0.0026.570 14.670 0.427 3072.0 2300.1 11.420 3.249 2.97 Clay 100.0 13.87 0.98 n.a. n.a. 0.94 0.492 n.a. n.a. n.a. n.a. 0.00 0.0026.740 14.450 0.395 3091.7 2309.2 11.176 3.059 2.96 Clay 100.0 13.66 0.98 n.a. n.a. 0.94 0.493 n.a. n.a. n.a. n.a. 0.00 0.0026.900 14.090 0.370 3110.3 2317.8 10.816 2.953 2.96 Clay 100.0 13.32 0.98 n.a. n.a. 0.94 0.493 n.a. n.a. n.a. n.a. 0.00 0.0027.070 14.290 0.387 3130.0 2327.0 10.937 3.041 2.97 Clay 100.0 13.51 0.98 n.a. n.a. 0.94 0.494 n.a. n.a. n.a. n.a. 0.00 0.0027.230 14.420 0.419 3148.6 2335.6 11.000 3.262 2.98 Clay 100.0 13.63 0.97 n.a. n.a. 0.94 0.494 n.a. n.a. n.a. n.a. 0.00 0.0027.400 15.270 0.429 3168.4 2344.7 11.674 3.138 2.95 Clay 99.2 14.43 0.97 n.a. n.a. 0.94 0.495 n.a. n.a. n.a. n.a. 0.00 0.0027.560 15.550 0.414 3186.9 2353.3 11.861 2.968 2.93 Clay 97.7 14.70 0.97 n.a. n.a. 0.94 0.495 n.a. n.a. n.a. n.a. 0.00 0.0027.720 15.570 0.381 3205.5 2361.9 11.827 2.729 2.91 Clay 96.1 14.72 0.97 n.a. n.a. 0.94 0.495 n.a. n.a. n.a. n.a. 0.00 0.0027.890 15.700 0.357 3225.2 2371.0 11.883 2.532 2.89 Clay 94.5 14.84 0.97 n.a. n.a. 0.94 0.496 n.a. n.a. n.a. n.a. 0.00 0.0028.050 15.390 0.396 3243.8 2379.6 11.572 2.879 2.93 Clay 97.8 14.55 0.97 n.a. n.a. 0.94 0.496 n.a. n.a. n.a. n.a. 0.00 0.0028.220 15.910 0.458 3263.6 2388.7 11.955 3.206 2.95 Clay 99.0 15.04 0.97 n.a. n.a. 0.94 0.497 n.a. n.a. n.a. n.a. 0.00 0.0028.380 16.600 0.541 3282.1 2397.3 12.480 3.614 2.97 Clay 100.0 15.69 0.97 n.a. n.a. 0.94 0.497 n.a. n.a. n.a. n.a. 0.00 0.0028.540 16.690 0.548 3300.7 2405.9 12.502 3.640 2.97 Clay 100.0 15.78 0.97 n.a. n.a. 0.94 0.498 n.a. n.a. n.a. n.a. 0.00 0.0028.710 16.620 0.561 3320.5 2415.0 12.389 3.751 2.98 Clay 100.0 15.71 0.97 n.a. n.a. 0.94 0.498 n.a. n.a. n.a. n.a. 0.00 0.0028.870 16.760 0.561 3339.0 2423.6 12.453 3.714 2.97 Clay 100.0 15.84 0.96 n.a. n.a. 0.94 0.499 n.a. n.a. n.a. n.a. 0.00 0.0029.040 16.620 0.549 3358.8 2432.7 12.283 3.674 2.98 Clay 100.0 15.71 0.96 n.a. n.a. 0.94 0.499 n.a. n.a. n.a. n.a. 0.00 0.0029.200 16.360 0.518 3377.3 2441.3 12.019 3.531 2.97 Clay 100.0 15.46 0.96 n.a. n.a. 0.94 0.499 n.a. n.a. n.a. n.a. 0.00 0.0029.360 16.250 0.487 3395.9 2449.9 11.880 3.345 2.96 Clay 100.0 15.36 0.96 n.a. n.a. 0.94 0.500 n.a. n.a. n.a. n.a. 0.00 0.0029.530 16.080 0.445 3415.7 2459.1 11.689 3.093 2.95 Clay 98.9 15.20 0.96 n.a. n.a. 0.93 0.500 n.a. n.a. n.a. n.a. 0.00 0.0029.690 15.930 0.461 3434.2 2467.7 11.519 3.241 2.97 Clay 100.0 15.06 0.96 n.a. n.a. 0.93 0.500 n.a. n.a. n.a. n.a. 0.00 0.0029.860 16.550 0.474 3454.0 2476.8 11.970 3.196 2.95 Clay 98.9 15.64 0.96 n.a. n.a. 0.93 0.501 n.a. n.a. n.a. n.a. 0.00 0.0030.020 16.380 0.463 3472.5 2485.4 11.784 3.162 2.95 Clay 99.1 15.48 0.96 n.a. n.a. 0.93 0.501 n.a. n.a. n.a. n.a. 0.00 0.0030.180 16.430 0.443 3491.1 2494.0 11.776 3.013 2.94 Clay 98.2 15.53 0.96 n.a. n.a. 0.93 0.502 n.a. n.a. n.a. n.a. 0.00 0.0030.350 16.450 0.427 3510.9 2503.1 11.741 2.908 2.93 Clay 97.5 15.55 0.96 n.a. n.a. 0.93 0.502 n.a. n.a. n.a. n.a. 0.00 0.0030.510 16.680 0.435 3529.4 2511.7 11.877 2.917 2.93 Clay 97.3 15.77 0.96 n.a. n.a. 0.93 0.502 n.a. n.a. n.a. n.a. 0.00 0.0030.680 16.960 0.407 3549.2 2520.8 12.048 2.682 2.90 Clay 95.2 16.03 0.95 n.a. n.a. 0.93 0.503 n.a. n.a. n.a. n.a. 0.00 0.0030.840 16.730 0.381 3567.7 2529.4 11.818 2.548 2.90 Clay 94.8 15.81 0.95 n.a. n.a. 0.93 0.503 n.a. n.a. n.a. n.a. 0.00 0.0031.000 16.490 0.362 3586.3 2538.0 11.581 2.465 2.90 Clay 94.7 15.59 0.95 n.a. n.a. 0.93 0.503 n.a. n.a. n.a. n.a. 0.00 0.0031.170 16.520 0.371 3606.1 2547.1 11.556 2.518 2.90 Clay 95.2 15.61 0.95 n.a. n.a. 0.93 0.504 n.a. n.a. n.a. n.a. 0.00 0.0031.330 16.810 0.406 3624.6 2555.7 11.737 2.706 2.91 Clay 96.1 15.89 0.95 n.a. n.a. 0.93 0.504 n.a. n.a. n.a. n.a. 0.00 0.0031.500 17.920 0.422 3644.4 2564.9 12.553 2.621 2.88 Clay 93.6 16.94 0.95 n.a. n.a. 0.93 0.504 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

31.660 18.910 0.521 3662.9 2573.4 13.273 3.050 2.90 Clay 95.0 17.87 0.95 n.a. n.a. 0.93 0.505 n.a. n.a. n.a. n.a. 0.00 0.0031.820 20.630 0.518 3681.5 2582.0 14.554 2.756 2.84 Clay 90.4 19.50 0.95 n.a. n.a. 0.93 0.505 n.a. n.a. n.a. n.a. 0.00 0.0031.990 19.630 0.493 3701.3 2591.2 13.723 2.771 2.86 Clay 92.2 18.55 0.95 n.a. n.a. 0.93 0.505 n.a. n.a. n.a. n.a. 0.00 0.0032.150 19.320 0.478 3719.8 2599.8 13.432 2.735 2.87 Clay 92.5 18.26 0.95 n.a. n.a. 0.93 0.505 n.a. n.a. n.a. n.a. 0.00 0.0032.320 19.370 0.471 3739.6 2608.9 13.416 2.689 2.86 Clay 92.2 18.31 0.95 n.a. n.a. 0.93 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.480 19.760 0.481 3758.1 2617.5 13.663 2.691 2.86 Clay 91.7 18.68 0.95 n.a. n.a. 0.92 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.640 18.930 0.413 3776.7 2626.1 12.979 2.421 2.85 Clay 91.1 17.89 0.94 n.a. n.a. 0.92 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.810 17.610 0.379 3796.5 2635.2 11.925 2.412 2.88 Clay 93.4 16.64 0.94 n.a. n.a. 0.92 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.970 17.630 0.368 3815.0 2643.8 11.894 2.338 2.87 Clay 92.9 16.66 0.94 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.140 17.820 0.417 3834.8 2652.9 11.989 2.622 2.90 Clay 94.9 16.84 0.94 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.300 18.330 0.423 3853.4 2661.5 12.326 2.579 2.88 Clay 93.8 17.33 0.94 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.460 17.940 0.431 3871.9 2670.1 11.988 2.691 2.91 Clay 95.4 16.96 0.94 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.630 18.320 0.413 3891.7 2679.2 12.223 2.525 2.88 Clay 93.6 17.32 0.94 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0033.790 18.530 0.431 3910.2 2687.8 12.333 2.598 2.89 Clay 93.9 17.51 0.94 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0033.960 18.800 0.412 3930.0 2697.0 12.484 2.446 2.87 Clay 92.4 17.77 0.94 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0034.120 18.670 0.426 3948.6 2705.5 12.342 2.550 2.88 Clay 93.5 17.65 0.94 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0034.280 18.760 0.403 3967.1 2714.1 12.362 2.403 2.87 Clay 92.3 17.73 0.94 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.450 21.930 0.406 3986.9 2723.3 14.642 2.035 2.77 Clay 84.2 20.73 0.94 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.610 21.710 0.506 4005.4 2731.9 14.428 2.567 2.83 Clay 89.2 20.52 0.93 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.780 23.120 0.554 4025.2 2741.0 15.401 2.625 2.81 Clay 87.8 21.85 0.93 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.940 22.810 0.605 4043.8 2749.6 15.121 2.912 2.84 Clay 90.4 21.56 0.93 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0035.100 21.160 0.619 4062.3 2758.2 13.871 3.235 2.90 Clay 95.0 20.00 0.93 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.270 22.630 0.580 4082.1 2767.3 14.880 2.817 2.84 Clay 90.2 21.39 0.93 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.430 21.710 0.759 4100.6 2775.9 14.165 3.860 2.94 Clay 98.2 20.52 0.93 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.600 27.600 1.103 4120.4 2785.0 18.341 4.317 2.88 Clay 93.6 26.09 0.93 n.a. n.a. 0.91 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.760 29.130 1.313 4139.0 2793.6 19.373 4.851 2.90 Clay 94.8 27.53 0.93 n.a. n.a. 0.91 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.930 32.560 0.770 4158.7 2802.7 21.751 2.527 2.68 Clay 77.4 30.78 0.93 n.a. n.a. 0.91 0.510 n.a. n.a. n.a. n.a. 0.00 0.0036.090 25.930 1.699 4177.3 2811.3 16.961 7.126 3.05 Clay 100.0 24.51 0.93 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.250 43.360 1.858 4195.8 2819.9 29.265 4.503 2.74 Clay 82.5 40.98 0.93 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.420 110.300 3.866 4215.6 2829.1 88.440 3.573 2.34 Sand 50.0 104.25 0.90 93.34 164.07 0.91 0.511 0.947 0.417 0.730 1.43 0.00 0.0036.580 228.990 4.267 4234.2 2837.6 185.172 1.881 1.92 Sand 16.4 216.44 0.92 199.13 236.46 0.91 0.511 0.912 30.120 60.431 118.24 0.00 0.0036.750 292.270 4.210 4253.9 2846.8 236.433 1.451 1.76 Sand 4.1 276.25 0.92 255.45 255.49 0.91 0.511 0.911 255.699 512.474 1002.45 0.00 0.0036.910 282.650 4.032 4272.5 2855.4 228.242 1.437 1.77 Sand 4.6 267.16 0.92 246.21 246.33 0.91 0.511 0.910 85.184 170.557 333.54 0.00 0.0037.070 304.860 3.609 4291.0 2864.0 245.936 1.192 1.69 Sand 0.0 288.15 0.92 266.03 266.03 0.91 0.511 0.909 1077.209 2154.669 4212.54 0.00 0.0037.240 319.270 2.933 4310.8 2873.1 257.225 0.925 1.59 Sand 0.0 301.77 0.92 278.37 278.37 0.91 0.512 0.908 7523.917 15033.782 29384.38 0.00 0.0037.400 322.170 3.059 4329.4 2881.7 259.183 0.956 1.60 Sand 0.0 304.51 0.92 280.68 280.68 0.91 0.512 0.907 11188.813 22334.679 43643.87 0.00 0.0037.570 323.060 2.420 4349.1 2890.8 259.485 0.754 1.52 Sand 0.0 305.35 0.92 281.22 281.22 0.91 0.512 0.906 12298.544 24524.209 47910.51 0.00 0.0037.730 293.200 2.744 4367.7 2899.4 234.982 0.943 1.62 Sand 0.0 277.13 0.92 255.03 255.03 0.91 0.512 0.906 241.100 480.299 938.10 0.00 0.0037.890 271.230 3.102 4386.2 2908.0 216.914 1.153 1.71 Sand 0.0 256.36 0.91 234.02 234.02 0.91 0.512 0.905 23.781 47.328 92.42 0.00 0.0038.060 422.370 3.766 4406.0 2917.1 338.234 0.896 1.50 Sand 0.0 399.22 0.92 366.79 366.79 0.91 0.512 0.904 ######### ######## ########## 0.00 0.0038.220 403.920 4.442 4424.6 2925.7 322.899 1.106 1.59 Sand 0.0 381.78 0.92 350.50 350.50 0.91 0.512 0.903 ######### ######## ########## 0.00 0.0038.390 428.610 3.555 4444.3 2934.8 342.204 0.834 1.48 Sand 0.0 405.11 0.92 371.62 371.62 0.90 0.512 0.902 ######### ######## ########## 0.00 0.0038.550 455.690 3.463 4462.9 2943.4 363.398 0.764 1.43 Sand 0.0 430.71 0.92 394.79 394.79 0.90 0.513 0.901 ######### ######## ########## 0.00 0.0038.710 415.490 2.554 4481.5 2952.0 330.692 0.618 1.39 Sand 0.0 392.71 0.92 359.69 359.69 0.90 0.513 0.900 ######### ######## ########## 0.00 0.0038.880 384.310 1.545 4501.2 2961.2 305.262 0.404 1.29 Sand 0.0 363.24 0.92 332.42 332.42 0.90 0.513 0.899 ######### ######## ########## 0.00 0.0039.040 346.050 1.505 4519.8 2969.7 274.287 0.438 1.34 Sand 0.0 327.08 0.91 299.10 299.10 0.90 0.513 0.898 ######### ######## 1548702.77 0.00 0.0039.210 316.820 1.353 4539.5 2978.9 250.574 0.430 1.37 Sand 0.0 299.45 0.91 273.61 273.61 0.90 0.513 0.897 3433.520 6778.686 13216.88 0.00 0.0039.370 358.290 2.048 4558.1 2987.5 283.194 0.575 1.41 Sand 0.0 338.65 0.91 309.19 309.19 0.90 0.513 0.897 ######### ######## ########## 0.00 0.0039.530 371.890 2.464 4576.7 2996.1 293.583 0.667 1.45 Sand 0.0 351.50 0.91 320.69 320.69 0.90 0.513 0.896 ######### ######## ########## 0.00 0.0039.700 363.220 1.870 4596.4 3005.2 286.253 0.518 1.38 Sand 0.0 343.31 0.91 312.96 312.96 0.90 0.513 0.895 ######### ######## ########## 0.00 0.0039.860 355.310 1.333 4615.0 3013.8 279.572 0.378 1.30 Sand 0.0 335.83 0.91 305.91 305.91 0.90 0.513 0.894 ######### ######## 7073871.64 0.00 0.0040.030 339.450 1.575 4634.7 3022.9 266.600 0.467 1.37 Sand 0.0 320.84 0.91 292.03 292.03 0.90 0.513 0.893 92810.105 ######## 355257.31 0.00 0.0040.190 303.900 1.683 4653.3 3031.5 238.142 0.558 1.46 Sand 0.0 287.24 0.91 261.25 261.25 0.90 0.513 0.892 547.342 1074.273 2092.86 0.00 0.0040.350 257.170 0.960 4671.9 3040.1 200.949 0.377 1.41 Sand 0.0 243.07 0.89 217.49 217.49 0.90 0.513 0.891 5.894 11.558 22.51 0.00 0.0040.520 217.340 0.785 4691.6 3049.2 169.279 0.365 1.47 Sand 0.0 243.07 243.07 0.89 217.26 217.26 0.90 0.513 0.890 5.797 11.355 22.12 0.00 0.0040.680 158.630 1.311 4710.2 3057.8 122.873 0.839 1.79 Sand 6.4 243.07 243.07 0.89 217.20 218.53 0.90 0.513 0.890 6.375 12.476 24.30 0.00 0.0040.850 63.020 1.519 4729.9 3066.9 47.620 2.505 2.42 Sand 56.2 243.07 243.07 0.91 220.40 328.84 0.90 0.514 0.889 ######### ######## ########## 0.00 0.0041.010 33.420 0.948 4748.5 3075.5 20.189 3.053 2.76 Clay 83.4 31.59 0.91 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.170 21.760 0.289 4767.1 3084.1 12.565 1.489 2.75 Clay 83.0 20.57 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.340 21.510 0.292 4786.8 3093.3 12.360 1.529 2.76 Clay 83.9 20.33 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.500 21.270 0.328 4805.4 3101.9 12.165 1.737 2.80 Clay 86.7 20.10 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.670 22.140 0.415 4825.1 3111.0 12.682 2.102 2.83 Clay 89.0 20.93 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.830 24.530 0.539 4843.7 3119.6 14.174 2.437 2.82 Clay 88.7 23.19 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.990 24.820 0.626 4862.3 3128.2 14.314 2.796 2.85 Clay 91.1 23.46 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.160 25.900 0.634 4882.0 3137.3 14.955 2.701 2.83 Clay 89.2 24.48 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.320 25.740 0.648 4900.6 3145.9 14.806 2.782 2.84 Clay 90.1 24.33 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.490 24.530 0.574 4920.3 3155.0 13.990 2.599 2.84 Clay 90.3 23.19 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.650 24.810 0.537 4938.9 3163.6 14.123 2.404 2.82 Clay 88.5 23.45 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.810 25.730 0.576 4957.5 3172.2 14.659 2.479 2.81 Clay 88.1 24.32 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.980 27.420 0.640 4977.2 3181.3 15.674 2.568 2.80 Clay 86.9 25.92 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.140 27.380 0.684 4995.8 3189.9 15.600 2.750 2.82 Clay 88.4 25.88 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.310 26.890 0.637 5015.5 3199.0 15.243 2.613 2.81 Clay 88.0 25.42 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.470 25.990 0.558 5034.1 3207.6 14.636 2.378 2.80 Clay 87.3 24.57 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.640 25.150 0.535 5053.8 3216.8 14.066 2.364 2.82 Clay 88.3 23.77 0.90 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.800 24.530 0.527 5072.4 3225.4 13.638 2.396 2.83 Clay 89.4 23.19 0.89 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.960 24.010 0.507 5091.0 3234.0 13.274 2.361 2.84 Clay 89.9 22.69 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.130 23.560 0.463 5110.7 3243.1 12.954 2.206 2.83 Clay 89.3 22.27 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.290 23.760 0.442 5129.3 3251.7 13.037 2.087 2.81 Clay 88.1 22.46 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.460 23.220 0.479 5149.0 3260.8 12.663 2.320 2.85 Clay 90.9 21.95 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.620 23.530 0.478 5167.6 3269.4 12.814 2.281 2.84 Clay 90.3 22.24 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.780 24.200 0.492 5186.2 3278.0 13.183 2.275 2.83 Clay 89.4 22.87 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.950 24.380 0.471 5205.9 3287.1 13.250 2.161 2.82 Clay 88.3 23.04 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.110 24.890 0.503 5224.5 3295.7 13.519 2.258 2.82 Clay 88.5 23.53 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.280 25.530 0.535 5244.2 3304.8 13.863 2.337 2.82 Clay 88.5 24.13 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.440 24.660 0.566 5262.8 3313.4 13.297 2.571 2.86 Clay 91.6 23.31 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.600 24.680 0.529 5281.4 3322.0 13.269 2.402 2.84 Clay 90.3 23.33 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.770 24.940 0.500 5301.1 3331.1 13.382 2.243 2.82 Clay 88.7 23.57 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.930 25.740 0.511 5319.7 3339.7 13.822 2.214 2.81 Clay 87.5 24.33 0.89 n.a. n.a. 0.88 0.513 n.a. n.a. n.a. n.a. 0.00 0.0046.100 26.250 0.536 5339.4 3348.9 14.083 2.273 2.81 Clay 87.5 24.81 0.89 n.a. n.a. 0.88 0.513 n.a. n.a. n.a. n.a. 0.00 0.0046.260 26.800 0.523 5358.0 3357.5 14.369 2.168 2.79 Clay 86.0 25.33 0.89 n.a. n.a. 0.88 0.513 n.a. n.a. n.a. n.a. 0.00 0.0046.420 26.500 0.441 5376.6 3366.1 14.148 1.852 2.76 Clay 83.4 25.05 0.88 n.a. n.a. 0.88 0.513 n.a. n.a. n.a. n.a. 0.00 0.0046.590 25.670 0.339 5396.3 3375.2 13.612 1.476 2.72 Clay 80.4 24.26 0.88 n.a. n.a. 0.88 0.513 n.a. n.a. n.a. n.a. 0.00 0.0046.750 25.010 0.282 5414.9 3383.8 13.182 1.264 2.70 Clay 78.7 23.64 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0046.920 24.260 0.280 5434.6 3392.9 12.699 1.300 2.72 Clay 80.3 22.93 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0047.080 24.930 0.310 5453.2 3401.5 13.055 1.394 2.72 Clay 80.7 23.56 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0047.240 25.620 0.367 5471.8 3410.1 13.421 1.602 2.74 Clay 82.3 24.22 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0047.410 26.130 0.384 5491.5 3419.2 13.678 1.642 2.74 Clay 82.2 24.70 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0047.570 25.250 0.395 5510.1 3427.8 13.125 1.754 2.77 Clay 84.6 23.87 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0047.740 24.180 0.378 5529.8 3436.9 12.462 1.763 2.79 Clay 86.3 22.85 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0047.900 22.640 0.326 5548.4 3445.5 11.531 1.639 2.80 Clay 87.2 21.40 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0048.060 22.880 0.348 5567.0 3454.1 11.636 1.730 2.81 Clay 87.9 21.63 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0048.230 24.990 0.425 5586.7 3463.3 12.818 1.917 2.80 Clay 87.0 23.62 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0048.390 26.820 0.475 5605.3 3471.8 13.836 1.977 2.78 Clay 85.3 25.35 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0048.560 26.610 0.429 5625.0 3481.0 13.673 1.801 2.76 Clay 83.9 25.15 0.88 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0048.720 24.620 0.467 5643.6 3489.6 12.493 2.141 2.84 Clay 89.8 23.27 0.88 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0048.880 25.400 0.556 5662.2 3498.2 12.903 2.464 2.86 Clay 91.6 24.01 0.88 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.050 28.920 0.594 5681.9 3507.3 14.871 2.278 2.79 Clay 86.0 27.33 0.88 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.210 28.450 0.614 5700.5 3515.9 14.562 2.398 2.81 Clay 87.6 26.89 0.87 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.380 29.760 0.631 5720.2 3525.0 15.262 2.347 2.79 Clay 85.8 28.13 0.87 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.540 29.670 0.601 5738.8 3533.6 15.169 2.242 2.78 Clay 85.1 28.04 0.87 n.a. n.a. 0.86 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.700 29.520 0.683 5757.4 3542.2 15.042 2.565 2.81 Clay 88.0 27.90 0.87 n.a. n.a. 0.86 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.870 29.200 0.744 5777.1 3551.3 14.818 2.829 2.84 Clay 90.4 27.60 0.87 n.a. n.a. 0.86 0.512 n.a. n.a. n.a. n.a. 0.00 0.0050.030 30.660 0.701 5795.7 3559.9 15.597 2.526 2.80 Clay 86.7 28.98 0.87 n.a. n.a. 0.86 0.512 n.a. n.a. n.a. n.a. 0.00 0.0050.200 31.590 0.671 5815.4 3569.0 16.073 2.338 2.77 Clay 84.3 29.86 0.87 n.a. n.a. 0.86 0.512 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)



CPT No. PGA (Amax)





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

21.160 9.390 0.430 2438.0 1866.4 8.756 5.266 3.19 Clay 100.0 8.88 1.03 n.a. n.a. 0.96 0.470 n.a. n.a. n.a. n.a. 0.00 0.0021.330 9.910 0.462 2457.6 1875.4 9.258 5.324 3.17 Clay 100.0 9.37 1.03 n.a. n.a. 0.96 0.471 n.a. n.a. n.a. n.a. 0.00 0.0021.490 10.870 0.524 2476.1 1883.9 10.225 5.437 3.14 Clay 100.0 10.27 1.03 n.a. n.a. 0.96 0.472 n.a. n.a. n.a. n.a. 0.00 0.0021.650 11.850 0.526 2494.6 1892.4 11.205 4.962 3.09 Clay 100.0 11.20 1.03 n.a. n.a. 0.96 0.473 n.a. n.a. n.a. n.a. 0.00 0.0021.820 11.850 0.503 2514.2 1901.4 11.142 4.748 3.08 Clay 100.0 11.20 1.03 n.a. n.a. 0.96 0.474 n.a. n.a. n.a. n.a. 0.00 0.0021.980 10.660 0.444 2532.7 1909.9 9.837 4.722 3.12 Clay 100.0 10.08 1.03 n.a. n.a. 0.96 0.474 n.a. n.a. n.a. n.a. 0.00 0.0022.150 10.330 0.472 2552.3 1919.0 9.436 5.209 3.16 Clay 100.0 9.76 1.03 n.a. n.a. 0.96 0.475 n.a. n.a. n.a. n.a. 0.00 0.0022.310 10.560 0.489 2570.8 1927.5 9.624 5.268 3.15 Clay 100.0 9.98 1.02 n.a. n.a. 0.96 0.476 n.a. n.a. n.a. n.a. 0.00 0.0022.470 10.590 0.484 2589.3 1936.0 9.603 5.207 3.15 Clay 100.0 10.01 1.02 n.a. n.a. 0.96 0.477 n.a. n.a. n.a. n.a. 0.00 0.0022.640 10.730 0.473 2608.9 1945.0 9.692 5.018 3.14 Clay 100.0 10.14 1.02 n.a. n.a. 0.96 0.478 n.a. n.a. n.a. n.a. 0.00 0.0022.800 11.090 0.497 2627.4 1953.5 10.009 5.080 3.13 Clay 100.0 10.48 1.02 n.a. n.a. 0.96 0.478 n.a. n.a. n.a. n.a. 0.00 0.0022.970 11.420 0.527 2647.0 1962.5 10.289 5.221 3.13 Clay 100.0 10.79 1.02 n.a. n.a. 0.95 0.479 n.a. n.a. n.a. n.a. 0.00 0.0023.130 10.850 0.495 2665.5 1971.0 9.657 5.196 3.15 Clay 100.0 10.26 1.02 n.a. n.a. 0.95 0.480 n.a. n.a. n.a. n.a. 0.00 0.0023.290 10.350 0.459 2684.0 1979.5 9.101 5.091 3.16 Clay 100.0 9.78 1.02 n.a. n.a. 0.95 0.481 n.a. n.a. n.a. n.a. 0.00 0.0023.460 10.170 0.433 2703.6 1988.5 8.869 4.915 3.16 Clay 100.0 9.61 1.02 n.a. n.a. 0.95 0.481 n.a. n.a. n.a. n.a. 0.00 0.0023.620 9.720 0.459 2722.1 1997.0 8.371 5.496 3.21 Clay 100.0 9.19 1.02 n.a. n.a. 0.95 0.482 n.a. n.a. n.a. n.a. 0.00 0.0023.790 9.890 0.455 2741.7 2006.0 8.493 5.340 3.20 Clay 100.0 9.35 1.01 n.a. n.a. 0.95 0.483 n.a. n.a. n.a. n.a. 0.00 0.0023.950 10.120 0.463 2760.2 2014.5 8.677 5.299 3.19 Clay 100.0 9.57 1.01 n.a. n.a. 0.95 0.484 n.a. n.a. n.a. n.a. 0.00 0.0024.110 10.520 0.444 2778.7 2023.0 9.027 4.864 3.16 Clay 100.0 9.94 1.01 n.a. n.a. 0.95 0.484 n.a. n.a. n.a. n.a. 0.00 0.0024.280 9.970 0.424 2798.3 2032.1 8.436 4.948 3.18 Clay 100.0 9.42 1.01 n.a. n.a. 0.95 0.485 n.a. n.a. n.a. n.a. 0.00 0.0024.440 9.330 0.397 2816.8 2040.6 7.764 5.015 3.22 Clay 100.0 8.82 1.01 n.a. n.a. 0.95 0.486 n.a. n.a. n.a. n.a. 0.00 0.0024.610 9.370 0.387 2836.5 2049.6 7.759 4.863 3.21 Clay 100.0 8.86 1.01 n.a. n.a. 0.95 0.486 n.a. n.a. n.a. n.a. 0.00 0.0024.770 9.400 0.392 2854.9 2058.1 7.748 4.911 3.21 Clay 100.0 8.88 1.01 n.a. n.a. 0.95 0.487 n.a. n.a. n.a. n.a. 0.00 0.0024.930 9.880 0.408 2873.4 2066.6 8.171 4.833 3.19 Clay 100.0 9.34 1.01 n.a. n.a. 0.95 0.487 n.a. n.a. n.a. n.a. 0.00 0.0025.100 10.420 0.414 2893.1 2075.6 8.647 4.609 3.16 Clay 100.0 9.85 1.01 n.a. n.a. 0.95 0.488 n.a. n.a. n.a. n.a. 0.00 0.0025.260 10.380 0.454 2911.5 2084.1 8.564 5.085 3.19 Clay 100.0 9.81 1.00 n.a. n.a. 0.95 0.489 n.a. n.a. n.a. n.a. 0.00 0.0025.430 10.880 0.545 2931.2 2093.1 8.996 5.785 3.20 Clay 100.0 10.28 1.00 n.a. n.a. 0.95 0.489 n.a. n.a. n.a. n.a. 0.00 0.0025.590 11.130 0.541 2949.6 2101.6 9.188 5.600 3.19 Clay 100.0 10.52 1.00 n.a. n.a. 0.95 0.490 n.a. n.a. n.a. n.a. 0.00 0.0025.750 10.620 0.559 2968.1 2110.1 8.659 6.114 3.23 Clay 100.0 10.04 1.00 n.a. n.a. 0.95 0.490 n.a. n.a. n.a. n.a. 0.00 0.0025.920 10.960 0.548 2987.8 2119.2 8.934 5.784 3.21 Clay 100.0 10.36 1.00 n.a. n.a. 0.95 0.491 n.a. n.a. n.a. n.a. 0.00 0.0026.080 10.690 0.546 3006.2 2127.6 8.636 5.940 3.22 Clay 100.0 10.10 1.00 n.a. n.a. 0.95 0.492 n.a. n.a. n.a. n.a. 0.00 0.0026.250 10.130 0.512 3025.9 2136.7 8.066 5.938 3.25 Clay 100.0 9.57 1.00 n.a. n.a. 0.94 0.492 n.a. n.a. n.a. n.a. 0.00 0.0026.410 10.090 0.494 3044.4 2145.2 7.988 5.767 3.24 Clay 100.0 9.54 1.00 n.a. n.a. 0.94 0.493 n.a. n.a. n.a. n.a. 0.00 0.0026.570 10.190 0.495 3062.8 2153.7 8.041 5.711 3.24 Clay 100.0 9.63 1.00 n.a. n.a. 0.94 0.493 n.a. n.a. n.a. n.a. 0.00 0.0026.740 10.020 0.455 3082.5 2162.7 7.841 5.368 3.23 Clay 100.0 9.47 0.99 n.a. n.a. 0.94 0.494 n.a. n.a. n.a. n.a. 0.00 0.0026.900 9.850 0.439 3101.0 2171.2 7.645 5.291 3.24 Clay 100.0 9.31 0.99 n.a. n.a. 0.94 0.494 n.a. n.a. n.a. n.a. 0.00 0.0027.070 10.180 0.411 3120.6 2180.2 7.907 4.772 3.20 Clay 100.0 9.62 0.99 n.a. n.a. 0.94 0.495 n.a. n.a. n.a. n.a. 0.00 0.0027.230 10.130 0.391 3139.1 2188.7 7.822 4.566 3.19 Clay 100.0 9.57 0.99 n.a. n.a. 0.94 0.495 n.a. n.a. n.a. n.a. 0.00 0.0027.400 10.010 0.335 3158.7 2197.7 7.672 3.970 3.16 Clay 100.0 9.46 0.99 n.a. n.a. 0.94 0.496 n.a. n.a. n.a. n.a. 0.00 0.0027.560 9.770 0.314 3177.2 2206.2 7.417 3.833 3.16 Clay 100.0 9.23 0.99 n.a. n.a. 0.94 0.496 n.a. n.a. n.a. n.a. 0.00 0.0027.720 10.020 0.241 3195.7 2214.7 7.606 2.866 3.08 Clay 100.0 9.47 0.99 n.a. n.a. 0.94 0.497 n.a. n.a. n.a. n.a. 0.00 0.0027.890 9.720 0.274 3215.3 2223.8 7.296 3.373 3.14 Clay 100.0 9.19 0.99 n.a. n.a. 0.94 0.497 n.a. n.a. n.a. n.a. 0.00 0.0028.050 11.870 0.323 3233.8 2232.3 9.186 3.150 3.04 Clay 100.0 11.22 0.99 n.a. n.a. 0.94 0.498 n.a. n.a. n.a. n.a. 0.00 0.0028.220 13.020 0.319 3253.4 2241.3 10.167 2.801 2.97 Clay 100.0 12.31 0.98 n.a. n.a. 0.94 0.498 n.a. n.a. n.a. n.a. 0.00 0.0028.380 12.760 0.321 3271.9 2249.8 9.889 2.885 2.99 Clay 100.0 12.06 0.98 n.a. n.a. 0.94 0.499 n.a. n.a. n.a. n.a. 0.00 0.0028.540 12.700 0.291 3290.4 2258.3 9.790 2.635 2.97 Clay 100.0 12.00 0.98 n.a. n.a. 0.94 0.499 n.a. n.a. n.a. n.a. 0.00 0.0028.710 13.550 0.299 3310.0 2267.3 10.493 2.510 2.94 Clay 97.9 12.81 0.98 n.a. n.a. 0.94 0.499 n.a. n.a. n.a. n.a. 0.00 0.0028.870 13.520 0.319 3328.5 2275.8 10.419 2.690 2.96 Clay 99.4 12.78 0.98 n.a. n.a. 0.94 0.500 n.a. n.a. n.a. n.a. 0.00 0.0029.040 13.570 0.365 3348.1 2284.8 10.413 3.064 2.99 Clay 100.0 12.83 0.98 n.a. n.a. 0.94 0.500 n.a. n.a. n.a. n.a. 0.00 0.0029.200 14.480 0.425 3366.6 2293.3 11.160 3.317 2.98 Clay 100.0 13.69 0.98 n.a. n.a. 0.94 0.501 n.a. n.a. n.a. n.a. 0.00 0.0029.360 16.060 0.435 3385.1 2301.8 12.484 3.025 2.92 Clay 96.6 15.18 0.98 n.a. n.a. 0.94 0.501 n.a. n.a. n.a. n.a. 0.00 0.0029.530 17.090 0.406 3404.7 2310.8 13.318 2.636 2.86 Clay 92.0 16.15 0.98 n.a. n.a. 0.93 0.501 n.a. n.a. n.a. n.a. 0.00 0.0029.690 17.300 0.636 3423.2 2319.3 13.442 4.079 2.97 Clay 100.0 16.35 0.98 n.a. n.a. 0.93 0.502 n.a. n.a. n.a. n.a. 0.00 0.0029.860 22.150 1.430 3442.8 2328.4 17.548 7.000 3.04 Clay 100.0 20.94 0.98 n.a. n.a. 0.93 0.502 n.a. n.a. n.a. n.a. 0.00 0.0030.020 34.110 1.768 3461.3 2336.9 27.712 5.459 2.82 Clay 88.4 32.24 0.97 n.a. n.a. 0.93 0.503 n.a. n.a. n.a. n.a. 0.00 0.0030.180 56.580 1.855 3479.8 2345.4 49.234 3.382 2.49 Sand 62.5 53.48 0.95 50.97 114.67 0.93 0.503 0.988 0.160 0.214 0.42 0.03 0.0330.350 57.970 1.865 3499.4 2354.4 50.376 3.318 2.48 Sand 61.5 54.79 0.95 52.14 115.89 0.93 0.503 0.987 0.163 0.218 0.43 0.03 0.0330.510 60.050 2.219 3517.9 2362.9 52.138 3.807 2.51 Sand 64.0 56.76 0.95 53.96 118.90 0.93 0.504 0.986 0.169 0.230 0.46 0.03 0.0330.680 49.590 2.307 3537.5 2371.9 40.323 4.824 2.66 Clay 76.2 46.87 0.97 n.a. n.a. 0.93 0.504 n.a. n.a. n.a. n.a. 0.00 0.0030.840 56.410 1.893 3556.0 2380.4 48.685 3.465 2.50 Sand 63.4 53.32 0.95 50.46 114.24 0.93 0.504 0.986 0.159 0.212 0.42 0.03 0.0331.000 92.300 2.384 3574.5 2388.9 80.516 2.634 2.27 Sand 44.3 87.24 0.95 83.04 147.95 0.93 0.505 0.981 0.276 0.445 0.88 0.01 0.0131.170 76.750 2.437 3594.1 2397.9 66.549 3.252 2.39 Sand 54.2 87.24 87.24 0.95 83.00 152.85 0.93 0.505 0.979 0.309 0.514 1.02 0.01 0.0131.330 58.890 2.302 3612.6 2406.4 50.594 4.033 2.54 Sand 66.2 87.24 87.24 0.95 82.95 156.77 0.93 0.505 0.978 0.340 0.583 1.15 0.01 0.0131.500 55.910 2.151 3632.3 2415.5 47.854 3.976 2.55 Sand 67.2 87.24 87.24 0.95 82.83 156.87 0.93 0.506 0.978 0.341 0.585 1.16 0.01 0.01





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

31.660 31.990 1.604 3650.7 2423.9 24.889 5.318 2.84 Clay 90.5 30.24 0.96 n.a. n.a. 0.93 0.506 n.a. n.a. n.a. n.a. 0.00 0.0031.820 25.810 1.720 3669.2 2432.4 19.713 7.174 3.01 Clay 100.0 24.40 0.96 n.a. n.a. 0.93 0.506 n.a. n.a. n.a. n.a. 0.00 0.0031.990 83.140 2.189 3688.8 2441.5 71.534 2.692 2.31 Sand 47.7 1.66 130.45 0.95 124.49 202.14 0.93 0.507 0.961 2.136 4.519 8.92 0.00 0.0032.150 175.290 1.744 3707.3 2450.0 152.346 1.005 1.78 Sand 5.0 1.66 275.03 0.96 264.60 264.85 0.93 0.507 0.956 908.004 1909.787 3767.70 0.00 0.0032.320 127.480 1.321 3727.0 2459.0 110.139 1.051 1.89 Sand 14.4 1.66 200.02 0.96 191.07 219.27 0.93 0.507 0.955 6.743 14.165 27.93 0.00 0.0032.480 80.970 1.037 3745.4 2467.5 69.232 1.311 2.11 Sand 31.7 1.66 127.04 0.95 120.32 182.33 0.92 0.507 0.967 0.799 1.644 3.24 0.00 0.0032.640 55.090 1.365 3763.9 2476.0 46.492 2.566 2.43 Sand 57.4 1.66 86.44 0.94 81.17 151.74 0.92 0.508 0.974 0.300 0.495 0.97 0.01 0.0132.810 76.770 1.438 3783.6 2485.0 65.308 1.920 2.24 Sand 41.9 1.66 120.45 0.95 113.86 184.76 0.92 0.508 0.964 0.886 1.855 3.65 0.00 0.0032.970 33.960 1.555 3802.0 2493.5 25.714 4.852 2.81 Clay 87.5 32.10 0.96 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0033.140 23.410 1.287 3821.7 2502.5 17.182 5.984 3.00 Clay 100.0 22.13 0.96 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0033.300 20.310 0.870 3840.2 2511.0 14.647 4.732 2.98 Clay 100.0 19.20 0.96 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0033.460 16.400 0.576 3858.6 2519.5 11.487 3.982 3.02 Clay 100.0 15.50 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0033.630 13.110 0.478 3878.3 2528.6 8.836 4.281 3.13 Clay 100.0 12.39 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0033.790 12.150 0.403 3896.7 2537.0 8.042 3.951 3.14 Clay 100.0 11.48 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0033.960 11.670 0.400 3916.4 2546.1 7.629 4.120 3.17 Clay 100.0 11.03 0.95 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0034.120 11.580 0.453 3934.9 2554.6 7.526 4.716 3.21 Clay 100.0 10.95 0.95 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0034.280 11.640 0.460 3953.3 2563.1 7.540 4.759 3.21 Clay 100.0 11.00 0.95 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0034.450 12.550 0.454 3973.0 2572.1 8.214 4.300 3.16 Clay 100.0 11.86 0.95 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0034.610 12.610 0.442 3991.5 2580.6 8.226 4.162 3.15 Clay 100.0 11.92 0.95 n.a. n.a. 0.92 0.511 n.a. n.a. n.a. n.a. 0.00 0.0034.780 12.970 0.436 4011.1 2589.6 8.468 3.980 3.13 Clay 100.0 12.26 0.95 n.a. n.a. 0.92 0.511 n.a. n.a. n.a. n.a. 0.00 0.0034.940 14.350 0.512 4029.6 2598.1 9.496 4.149 3.10 Clay 100.0 13.56 0.95 n.a. n.a. 0.92 0.511 n.a. n.a. n.a. n.a. 0.00 0.0035.100 13.400 0.622 4048.1 2606.6 8.729 5.468 3.20 Clay 100.0 12.67 0.95 n.a. n.a. 0.92 0.511 n.a. n.a. n.a. n.a. 0.00 0.0035.270 18.250 0.484 4067.7 2615.6 12.399 2.984 2.92 Clay 96.5 17.25 0.95 n.a. n.a. 0.92 0.511 n.a. n.a. n.a. n.a. 0.00 0.0035.430 21.260 0.458 4086.2 2624.1 14.646 2.384 2.80 Clay 87.3 20.09 0.94 n.a. n.a. 0.92 0.512 n.a. n.a. n.a. n.a. 0.00 0.0035.600 16.310 0.494 4105.8 2633.2 10.829 3.468 3.00 Clay 100.0 15.42 0.94 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0035.760 15.260 0.416 4124.3 2641.7 9.992 3.148 3.01 Clay 100.0 14.42 0.94 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0035.930 12.640 0.340 4143.9 2650.7 7.974 3.219 3.10 Clay 100.0 11.95 0.94 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0036.090 10.610 0.279 4162.4 2659.2 6.415 3.272 3.18 Clay 100.0 10.03 0.94 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0036.250 10.140 0.247 4180.9 2667.7 6.035 3.067 3.19 Clay 100.0 9.58 0.94 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0036.420 10.120 0.263 4200.5 2676.7 5.992 3.281 3.20 Clay 100.0 9.57 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0036.580 9.820 0.248 4219.0 2685.2 5.743 3.211 3.21 Clay 100.0 9.28 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0036.750 9.110 0.232 4238.6 2694.2 5.189 3.322 3.26 Clay 100.0 8.61 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0036.910 9.440 0.225 4257.1 2702.7 5.410 3.075 3.23 Clay 100.0 8.92 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0037.070 11.650 0.269 4275.6 2711.2 7.017 2.825 3.11 Clay 100.0 11.01 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0037.240 13.100 0.260 4295.2 2720.2 8.053 2.369 3.02 Clay 100.0 12.38 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0037.400 12.450 0.276 4313.7 2728.7 7.544 2.680 3.07 Clay 100.0 11.77 0.94 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0037.570 14.980 0.255 4333.3 2737.8 9.360 1.991 2.92 Clay 96.9 14.16 0.93 n.a. n.a. 0.91 0.514 n.a. n.a. n.a. n.a. 0.00 0.0037.730 13.630 0.264 4351.8 2746.3 8.342 2.305 3.00 Clay 100.0 12.88 0.93 n.a. n.a. 0.91 0.514 n.a. n.a. n.a. n.a. 0.00 0.0037.890 13.540 0.266 4370.3 2754.8 8.244 2.343 3.01 Clay 100.0 12.80 0.93 n.a. n.a. 0.91 0.514 n.a. n.a. n.a. n.a. 0.00 0.0038.060 14.380 0.286 4389.9 2763.8 8.818 2.346 2.98 Clay 100.0 13.59 0.93 n.a. n.a. 0.91 0.514 n.a. n.a. n.a. n.a. 0.00 0.0038.220 15.100 0.356 4408.4 2772.3 9.303 2.761 3.00 Clay 100.0 14.27 0.93 n.a. n.a. 0.91 0.514 n.a. n.a. n.a. n.a. 0.00 0.0038.390 15.610 0.404 4428.0 2781.3 9.633 3.016 3.01 Clay 100.0 14.75 0.93 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0038.550 15.890 0.471 4446.5 2789.8 9.798 3.444 3.04 Clay 100.0 15.02 0.93 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0038.710 19.050 0.484 4465.0 2798.3 12.020 2.879 2.92 Clay 96.7 18.01 0.93 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0038.880 18.530 0.461 4484.6 2807.3 11.604 2.829 2.93 Clay 97.3 17.51 0.93 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0039.040 16.210 0.430 4503.1 2815.8 9.914 3.078 3.01 Clay 100.0 15.32 0.93 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0039.210 15.950 0.353 4522.8 2824.9 9.692 2.582 2.97 Clay 100.0 15.08 0.93 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0039.370 14.900 0.341 4541.2 2833.3 8.915 2.698 3.01 Clay 100.0 14.08 0.93 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0039.530 15.390 0.445 4559.7 2841.8 9.227 3.394 3.06 Clay 100.0 14.55 0.93 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0039.700 18.430 0.500 4579.4 2850.9 11.323 3.095 2.96 Clay 99.8 17.42 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0039.860 17.600 0.553 4597.8 2859.4 10.702 3.615 3.02 Clay 100.0 16.64 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0040.030 15.680 0.562 4617.5 2868.4 9.323 4.203 3.11 Clay 100.0 14.82 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0040.190 18.390 0.561 4635.9 2876.9 11.173 3.491 3.00 Clay 100.0 17.38 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0040.350 16.370 0.435 4654.4 2885.4 9.734 3.096 3.01 Clay 100.0 15.47 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0040.520 15.670 0.353 4674.1 2894.4 9.213 2.645 3.00 Clay 100.0 14.81 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0040.680 12.850 0.435 4692.5 2902.9 7.237 4.142 3.19 Clay 100.0 12.15 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0040.850 12.940 0.378 4712.2 2911.9 7.269 3.571 3.15 Clay 100.0 12.23 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0041.010 14.340 0.319 4730.7 2920.4 8.201 2.666 3.04 Clay 100.0 13.55 0.92 n.a. n.a. 0.90 0.515 n.a. n.a. n.a. n.a. 0.00 0.0041.170 12.800 0.307 4749.1 2928.9 7.119 2.946 3.12 Clay 100.0 12.10 0.92 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0041.340 13.140 0.324 4768.8 2938.0 7.322 3.011 3.11 Clay 100.0 12.42 0.92 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0041.500 13.240 0.327 4787.3 2946.5 7.362 3.013 3.11 Clay 100.0 12.51 0.92 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0041.670 13.560 0.333 4806.9 2955.5 7.550 2.988 3.10 Clay 100.0 12.82 0.92 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0041.830 13.840 0.337 4825.4 2964.0 7.711 2.948 3.09 Clay 100.0 13.08 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0041.990 14.740 0.330 4843.8 2972.5 8.288 2.675 3.04 Clay 100.0 13.93 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.160 14.470 0.408 4863.5 2981.5 8.075 3.389 3.10 Clay 100.0 13.68 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0042.320 15.500 0.510 4882.0 2990.0 8.735 3.905 3.11 Clay 100.0 14.65 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0042.490 17.100 0.621 4901.6 2999.0 9.769 4.238 3.09 Clay 100.0 16.16 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0042.650 17.180 0.741 4920.1 3007.5 9.789 5.031 3.14 Clay 100.0 16.24 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0042.810 18.300 0.845 4938.6 3016.0 10.498 5.336 3.13 Clay 100.0 17.30 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0042.980 16.680 0.775 4958.2 3025.0 9.389 5.454 3.17 Clay 100.0 15.77 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0043.140 16.240 0.650 4976.7 3033.5 9.066 4.725 3.15 Clay 100.0 15.35 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0043.310 15.660 0.593 4996.3 3042.6 8.652 4.502 3.15 Clay 100.0 14.80 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0043.470 16.160 0.564 5014.8 3051.1 8.949 4.127 3.12 Clay 100.0 15.27 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0043.640 15.560 0.539 5034.4 3060.1 8.524 4.129 3.13 Clay 100.0 14.71 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0043.800 14.830 0.503 5052.9 3068.6 8.019 4.088 3.15 Clay 100.0 14.02 0.91 n.a. n.a. 0.89 0.516 n.a. n.a. n.a. n.a. 0.00 0.0043.960 14.500 0.419 5071.4 3077.1 7.776 3.500 3.12 Clay 100.0 13.71 0.91 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0044.130 14.130 0.367 5091.0 3086.1 7.508 3.170 3.11 Clay 100.0 13.36 0.91 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0044.290 14.200 0.342 5109.5 3094.6 7.526 2.939 3.09 Clay 100.0 13.42 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0044.460 14.450 0.330 5129.1 3103.6 7.659 2.776 3.07 Clay 100.0 13.66 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0044.620 14.790 0.344 5147.6 3112.1 7.851 2.814 3.07 Clay 100.0 13.98 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0044.780 15.270 0.541 5166.1 3120.6 8.131 4.260 3.16 Clay 100.0 14.43 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0044.950 16.700 0.645 5185.7 3129.6 9.015 4.570 3.14 Clay 100.0 15.78 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0045.110 21.260 0.662 5204.2 3138.1 11.891 3.545 2.98 Clay 100.0 20.09 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0045.280 19.900 0.691 5223.8 3147.2 10.986 3.994 3.04 Clay 100.0 18.81 0.90 n.a. n.a. 0.88 0.516 n.a. n.a. n.a. n.a. 0.00 0.0045.440 20.640 0.823 5242.3 3155.7 11.420 4.566 3.06 Clay 100.0 19.51 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0045.600 26.760 0.698 5260.8 3164.2 15.252 2.894 2.84 Clay 90.1 25.29 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0045.770 25.050 0.627 5280.4 3173.2 14.124 2.798 2.86 Clay 91.5 23.68 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0045.930 20.260 0.574 5298.9 3181.7 11.070 3.257 2.98 Clay 100.0 19.15 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0046.100 17.210 0.438 5318.6 3190.7 9.121 3.009 3.03 Clay 100.0 16.27 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0046.260 13.810 0.340 5337.0 3199.2 6.965 3.054 3.13 Clay 100.0 13.05 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0046.420 11.450 0.298 5355.5 3207.7 5.469 3.394 3.24 Clay 100.0 10.82 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0046.590 10.400 0.272 5375.1 3216.7 4.795 3.525 3.30 Clay 100.0 9.83 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0046.750 9.640 0.262 5393.6 3225.2 4.306 3.769 3.36 Clay 100.0 9.11 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0046.920 9.300 0.226 5413.3 3234.3 4.077 3.426 3.36 Clay 100.0 8.79 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0047.080 10.360 0.266 5431.7 3242.7 4.715 3.482 3.31 Clay 100.0 9.79 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0047.240 15.180 0.415 5450.2 3251.2 7.662 3.331 3.12 Clay 100.0 14.35 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0047.410 23.090 0.631 5469.9 3260.3 12.487 3.100 2.93 Clay 97.1 21.82 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0047.570 28.070 0.905 5488.3 3268.8 15.496 3.573 2.89 Clay 94.1 26.53 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0047.740 25.620 0.914 5508.0 3277.8 13.952 3.999 2.95 Clay 99.3 24.22 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0047.900 16.310 0.657 5526.5 3286.3 8.244 4.853 3.19 Clay 100.0 15.42 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0048.060 13.050 0.418 5544.9 3294.8 6.239 4.062 3.24 Clay 100.0 12.33 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0048.230 13.220 0.307 5564.6 3303.8 6.319 2.938 3.16 Clay 100.0 12.50 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0048.390 11.530 0.274 5583.0 3312.3 5.276 3.140 3.24 Clay 100.0 10.90 0.89 n.a. n.a. 0.87 0.515 n.a. n.a. n.a. n.a. 0.00 0.0048.560 11.850 0.323 5602.7 3321.3 5.449 3.564 3.26 Clay 100.0 11.20 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0048.720 13.650 0.341 5621.2 3329.8 6.510 3.141 3.16 Clay 100.0 12.90 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0048.880 15.440 0.404 5639.6 3338.3 7.561 3.197 3.11 Clay 100.0 14.59 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0049.050 15.100 0.427 5659.3 3347.4 7.331 3.480 3.14 Clay 100.0 14.27 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0049.210 16.710 0.364 5677.8 3355.9 8.267 2.622 3.03 Clay 100.0 15.79 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0049.380 16.030 0.360 5697.4 3364.9 7.835 2.734 3.06 Clay 100.0 15.15 0.88 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0049.540 15.010 0.511 5715.9 3373.4 7.205 4.208 3.20 Clay 100.0 14.19 0.88 n.a. n.a. 0.86 0.514 n.a. n.a. n.a. n.a. 0.00 0.0049.700 15.530 0.552 5734.4 3381.9 7.489 4.358 3.19 Clay 100.0 14.68 0.88 n.a. n.a. 0.86 0.514 n.a. n.a. n.a. n.a. 0.00 0.0049.870 15.500 0.548 5754.0 3390.9 7.445 4.341 3.19 Clay 100.0 14.65 0.88 n.a. n.a. 0.86 0.514 n.a. n.a. n.a. n.a. 0.00 0.0050.030 15.670 0.610 5772.5 3399.4 7.521 4.772 3.21 Clay 100.0 14.81 0.88 n.a. n.a. 0.86 0.514 n.a. n.a. n.a. n.a. 0.00 0.0050.200 18.430 0.779 5792.1 3408.4 9.115 5.012 3.16 Clay 100.0 17.42 0.88 n.a. n.a. 0.86 0.514 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)



CPT No. PGA (Amax)





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

10.660 12.010 0.842 1223.8 1223.8 18.628 7.383 3.03 Clay 100.0 11.35 1.16 n.a. n.a. 0.99 0.371 n.a. n.a. n.a. n.a. 0.00 0.0010.830 13.090 0.833 1243.3 1243.3 20.057 6.681 2.98 Clay 100.0 12.37 1.15 n.a. n.a. 0.99 0.373 n.a. n.a. n.a. n.a. 0.00 0.0010.990 14.240 0.831 1261.7 1261.7 21.574 6.104 2.93 Clay 97.4 13.46 1.15 n.a. n.a. 0.99 0.376 n.a. n.a. n.a. n.a. 0.00 0.0011.150 13.200 0.817 1280.0 1280.0 19.625 6.502 2.98 Clay 100.0 12.48 1.14 n.a. n.a. 0.99 0.378 n.a. n.a. n.a. n.a. 0.00 0.0011.320 14.790 0.832 1299.5 1299.5 21.762 5.881 2.92 Clay 96.3 13.98 1.14 n.a. n.a. 0.98 0.380 n.a. n.a. n.a. n.a. 0.00 0.0011.480 14.710 0.821 1317.9 1317.9 21.323 5.846 2.92 Clay 96.7 13.90 1.13 n.a. n.a. 0.98 0.383 n.a. n.a. n.a. n.a. 0.00 0.0011.650 15.440 0.675 1337.4 1337.4 22.089 4.571 2.84 Clay 90.0 14.59 1.13 n.a. n.a. 0.98 0.385 n.a. n.a. n.a. n.a. 0.00 0.0011.810 14.070 0.659 1355.8 1355.8 19.755 4.921 2.90 Clay 94.6 13.30 1.12 n.a. n.a. 0.98 0.387 n.a. n.a. n.a. n.a. 0.00 0.0011.980 14.680 0.614 1375.3 1375.3 20.348 4.390 2.85 Clay 91.3 13.88 1.12 n.a. n.a. 0.98 0.390 n.a. n.a. n.a. n.a. 0.00 0.0012.140 13.190 0.684 1393.9 1385.2 18.038 5.477 2.96 Clay 99.5 12.47 1.12 n.a. n.a. 0.98 0.392 n.a. n.a. n.a. n.a. 0.00 0.0012.300 16.680 0.739 1412.5 1393.8 22.921 4.623 2.83 Clay 89.3 15.77 1.12 n.a. n.a. 0.98 0.394 n.a. n.a. n.a. n.a. 0.00 0.0012.470 14.170 0.638 1432.3 1403.0 19.179 4.739 2.89 Clay 94.6 13.39 1.11 n.a. n.a. 0.98 0.396 n.a. n.a. n.a. n.a. 0.00 0.0012.630 12.570 0.558 1450.9 1411.6 16.781 4.711 2.94 Clay 97.9 11.88 1.11 n.a. n.a. 0.98 0.398 n.a. n.a. n.a. n.a. 0.00 0.0012.800 12.410 0.559 1470.7 1420.8 16.434 4.789 2.95 Clay 98.9 11.73 1.11 n.a. n.a. 0.98 0.400 n.a. n.a. n.a. n.a. 0.00 0.0012.960 11.700 0.562 1489.3 1429.4 15.328 5.130 2.99 Clay 100.0 11.06 1.11 n.a. n.a. 0.98 0.402 n.a. n.a. n.a. n.a. 0.00 0.0013.120 11.140 0.526 1508.0 1438.1 14.444 5.065 3.01 Clay 100.0 10.53 1.11 n.a. n.a. 0.98 0.404 n.a. n.a. n.a. n.a. 0.00 0.0013.290 10.950 0.515 1527.8 1447.3 14.076 5.052 3.01 Clay 100.0 10.35 1.11 n.a. n.a. 0.98 0.406 n.a. n.a. n.a. n.a. 0.00 0.0013.450 11.040 0.556 1546.4 1455.9 14.104 5.414 3.03 Clay 100.0 10.43 1.10 n.a. n.a. 0.98 0.408 n.a. n.a. n.a. n.a. 0.00 0.0013.620 12.280 0.637 1566.2 1465.1 15.695 5.537 3.00 Clay 100.0 11.61 1.10 n.a. n.a. 0.98 0.410 n.a. n.a. n.a. n.a. 0.00 0.0013.780 13.120 0.681 1584.8 1473.7 16.730 5.521 2.98 Clay 100.0 12.40 1.10 n.a. n.a. 0.98 0.411 n.a. n.a. n.a. n.a. 0.00 0.0013.940 13.120 0.682 1603.4 1482.4 16.620 5.540 2.99 Clay 100.0 12.40 1.10 n.a. n.a. 0.98 0.413 n.a. n.a. n.a. n.a. 0.00 0.0014.110 13.500 0.704 1623.2 1491.5 17.014 5.550 2.98 Clay 100.0 12.76 1.10 n.a. n.a. 0.98 0.415 n.a. n.a. n.a. n.a. 0.00 0.0014.270 15.040 0.709 1641.8 1500.2 18.957 4.989 2.91 Clay 96.0 14.22 1.09 n.a. n.a. 0.98 0.417 n.a. n.a. n.a. n.a. 0.00 0.0014.440 16.020 0.646 1661.6 1509.4 20.127 4.252 2.85 Clay 90.8 15.14 1.09 n.a. n.a. 0.98 0.418 n.a. n.a. n.a. n.a. 0.00 0.0014.600 14.670 0.627 1680.2 1518.0 18.221 4.534 2.90 Clay 94.9 13.87 1.09 n.a. n.a. 0.98 0.420 n.a. n.a. n.a. n.a. 0.00 0.0014.760 14.430 0.605 1698.9 1526.6 17.791 4.455 2.90 Clay 95.1 13.64 1.09 n.a. n.a. 0.98 0.422 n.a. n.a. n.a. n.a. 0.00 0.0014.930 14.830 0.638 1718.7 1535.8 18.193 4.570 2.90 Clay 95.1 14.02 1.09 n.a. n.a. 0.98 0.423 n.a. n.a. n.a. n.a. 0.00 0.0015.090 16.840 0.762 1737.3 1544.5 20.682 4.769 2.87 Clay 92.7 15.92 1.09 n.a. n.a. 0.98 0.425 n.a. n.a. n.a. n.a. 0.00 0.0015.260 17.270 0.809 1757.1 1553.6 21.101 4.934 2.87 Clay 93.0 16.32 1.08 n.a. n.a. 0.98 0.427 n.a. n.a. n.a. n.a. 0.00 0.0015.420 17.370 0.751 1775.7 1562.3 21.100 4.556 2.85 Clay 91.2 16.42 1.08 n.a. n.a. 0.97 0.428 n.a. n.a. n.a. n.a. 0.00 0.0015.580 16.250 0.537 1794.3 1570.9 19.546 3.494 2.80 Clay 87.2 15.36 1.08 n.a. n.a. 0.97 0.430 n.a. n.a. n.a. n.a. 0.00 0.0015.750 15.420 0.663 1814.1 1580.1 18.370 4.567 2.90 Clay 94.8 14.57 1.08 n.a. n.a. 0.97 0.431 n.a. n.a. n.a. n.a. 0.00 0.0015.910 32.560 1.095 1832.7 1588.7 36.553 3.461 2.59 Mixed 70.6 30.78 1.16 35.57 96.66 0.97 0.433 1.030 0.133 0.171 0.39 0.03 0.0516.080 46.260 1.492 1852.5 1597.9 49.308 3.292 2.49 Sand 61.8 43.72 1.14 49.90 113.11 0.97 0.434 1.033 0.157 0.218 0.50 0.03 0.0416.240 32.170 1.398 1871.1 1606.6 38.884 4.475 2.65 Clay 75.2 30.41 1.08 n.a. n.a. 0.97 0.435 n.a. n.a. n.a. n.a. 0.00 0.0016.400 27.510 1.428 1889.8 1615.2 32.894 5.376 2.76 Clay 83.8 26.00 1.07 n.a. n.a. 0.97 0.437 n.a. n.a. n.a. n.a. 0.00 0.0016.570 27.080 1.310 1909.5 1624.4 32.166 5.014 2.75 Clay 82.7 25.60 1.07 n.a. n.a. 0.97 0.438 n.a. n.a. n.a. n.a. 0.00 0.0016.730 41.380 1.451 1928.2 1633.0 43.484 3.589 2.55 Sand 67.1 39.11 1.13 44.32 107.22 0.97 0.440 1.029 0.148 0.198 0.45 0.03 0.0416.900 31.160 1.165 1948.0 1642.2 36.763 3.861 2.63 Clay 73.0 29.45 1.07 n.a. n.a. 0.97 0.441 n.a. n.a. n.a. n.a. 0.00 0.0017.060 16.720 0.697 1966.6 1650.8 19.065 4.427 2.88 Clay 93.2 15.80 1.07 n.a. n.a. 0.97 0.442 n.a. n.a. n.a. n.a. 0.00 0.0017.220 11.310 0.416 1985.2 1659.5 12.434 4.034 3.00 Clay 100.0 10.69 1.07 n.a. n.a. 0.97 0.443 n.a. n.a. n.a. n.a. 0.00 0.0017.390 11.020 0.379 2005.0 1668.7 12.007 3.784 2.99 Clay 100.0 10.42 1.06 n.a. n.a. 0.97 0.445 n.a. n.a. n.a. n.a. 0.00 0.0017.550 8.500 0.380 2023.6 1677.3 8.929 5.077 3.17 Clay 100.0 8.03 1.06 n.a. n.a. 0.97 0.446 n.a. n.a. n.a. n.a. 0.00 0.0017.720 7.610 0.386 2043.4 1686.5 7.813 5.859 3.25 Clay 100.0 7.19 1.06 n.a. n.a. 0.97 0.447 n.a. n.a. n.a. n.a. 0.00 0.0017.880 7.400 0.430 2062.0 1695.1 7.514 6.745 3.31 Clay 100.0 6.99 1.06 n.a. n.a. 0.97 0.448 n.a. n.a. n.a. n.a. 0.00 0.0018.040 7.050 0.450 2080.7 1703.8 7.055 7.488 3.36 Clay 100.0 6.66 1.06 n.a. n.a. 0.97 0.450 n.a. n.a. n.a. n.a. 0.00 0.0018.210 6.940 0.397 2100.4 1712.9 6.877 6.742 3.34 Clay 100.0 6.56 1.06 n.a. n.a. 0.97 0.451 n.a. n.a. n.a. n.a. 0.00 0.0018.370 7.420 0.437 2119.1 1721.6 7.389 6.867 3.32 Clay 100.0 7.01 1.06 n.a. n.a. 0.97 0.452 n.a. n.a. n.a. n.a. 0.00 0.0018.540 8.640 0.515 2138.9 1730.8 8.748 6.799 3.26 Clay 100.0 8.17 1.05 n.a. n.a. 0.97 0.453 n.a. n.a. n.a. n.a. 0.00 0.0018.700 8.690 0.562 2157.5 1739.4 8.752 7.382 3.28 Clay 100.0 8.21 1.05 n.a. n.a. 0.97 0.454 n.a. n.a. n.a. n.a. 0.00 0.0018.860 8.880 0.585 2176.1 1748.0 8.915 7.503 3.28 Clay 100.0 8.39 1.05 n.a. n.a. 0.97 0.455 n.a. n.a. n.a. n.a. 0.00 0.0019.030 8.780 0.577 2195.9 1757.2 8.743 7.505 3.28 Clay 100.0 8.30 1.05 n.a. n.a. 0.97 0.456 n.a. n.a. n.a. n.a. 0.00 0.0019.190 8.580 0.544 2214.5 1765.9 8.464 7.278 3.29 Clay 100.0 8.11 1.05 n.a. n.a. 0.97 0.458 n.a. n.a. n.a. n.a. 0.00 0.0019.360 8.870 0.558 2234.3 1775.0 8.735 7.201 3.27 Clay 100.0 8.38 1.05 n.a. n.a. 0.96 0.459 n.a. n.a. n.a. n.a. 0.00 0.0019.520 9.860 0.686 2252.9 1783.7 9.793 7.852 3.26 Clay 100.0 9.32 1.05 n.a. n.a. 0.96 0.460 n.a. n.a. n.a. n.a. 0.00 0.0019.690 11.820 0.820 2272.7 1792.9 11.918 7.672 3.19 Clay 100.0 11.17 1.04 n.a. n.a. 0.96 0.461 n.a. n.a. n.a. n.a. 0.00 0.0019.850 12.300 0.899 2291.3 1801.5 12.383 8.055 3.19 Clay 100.0 11.63 1.04 n.a. n.a. 0.96 0.462 n.a. n.a. n.a. n.a. 0.00 0.0020.010 10.950 0.854 2310.0 1810.1 10.822 8.719 3.26 Clay 100.0 10.35 1.04 n.a. n.a. 0.96 0.463 n.a. n.a. n.a. n.a. 0.00 0.0020.180 9.850 0.723 2329.8 1819.3 9.548 8.321 3.28 Clay 100.0 9.31 1.04 n.a. n.a. 0.96 0.464 n.a. n.a. n.a. n.a. 0.00 0.0020.340 9.610 0.573 2348.4 1828.0 9.230 6.787 3.24 Clay 100.0 9.08 1.04 n.a. n.a. 0.96 0.465 n.a. n.a. n.a. n.a. 0.00 0.0020.510 10.490 0.529 2368.2 1837.1 10.131 5.682 3.16 Clay 100.0 9.91 1.04 n.a. n.a. 0.96 0.466 n.a. n.a. n.a. n.a. 0.00 0.0020.670 11.120 0.552 2386.8 1845.8 10.756 5.556 3.13 Clay 100.0 10.51 1.04 n.a. n.a. 0.96 0.466 n.a. n.a. n.a. n.a. 0.00 0.0020.830 11.390 0.561 2405.4 1854.4 10.987 5.510 3.12 Clay 100.0 10.77 1.04 n.a. n.a. 0.96 0.467 n.a. n.a. n.a. n.a. 0.00 0.0021.000 12.520 0.589 2425.2 1863.6 12.135 5.206 3.07 Clay 100.0 11.83 1.03 n.a. n.a. 0.96 0.468 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.160 16.150 0.604 4888.2 3006.2 9.118 4.406 3.13 Clay 100.0 15.26 0.91 n.a. n.a. 0.89 0.513 n.a. n.a. n.a. n.a. 0.00 0.0042.320 20.990 1.650 4906.8 3014.9 12.297 8.900 3.22 Clay 100.0 19.84 0.91 n.a. n.a. 0.89 0.513 n.a. n.a. n.a. n.a. 0.00 0.0042.490 85.760 3.360 4926.6 3024.1 65.857 4.033 2.46 Sand 59.9 214.72 214.72 0.91 195.42 298.89 0.89 0.513 0.893 ######### ######## 1470649.96 0.00 0.0042.650 138.500 3.665 4945.3 3032.7 107.395 2.694 2.19 Sand 38.2 214.72 214.72 0.91 195.27 282.24 0.89 0.513 0.892 14730.035 28906.942 56321.57 0.00 0.0042.810 161.400 2.509 4963.9 3041.3 125.289 1.579 1.97 Sand 20.9 214.72 214.72 0.91 194.58 247.16 0.89 0.513 0.891 93.604 183.517 357.56 0.00 0.0042.980 193.340 2.520 4983.7 3050.5 150.236 1.321 1.86 Sand 12.0 214.72 214.72 0.89 191.20 209.44 0.89 0.513 0.892 3.359 6.593 12.85 0.00 0.0043.140 220.200 2.673 5002.3 3059.2 171.130 1.228 1.80 Sand 7.1 214.72 214.72 0.88 189.36 191.55 0.89 0.513 0.912 1.212 2.431 4.74 0.00 0.0043.310 215.830 2.717 5022.1 3068.3 167.436 1.274 1.82 Sand 8.5 214.72 214.72 0.88 189.49 194.93 0.89 0.513 0.908 1.437 2.870 5.59 0.00 0.0043.470 227.170 1.888 5040.7 3077.0 176.082 0.841 1.68 Sand 0.0 214.72 0.88 188.71 188.71 0.89 0.513 0.913 1.058 2.126 4.14 0.00 0.0043.640 226.140 2.010 5060.5 3086.2 175.006 0.899 1.70 Sand 0.0 213.74 0.88 187.54 187.54 0.89 0.513 0.914 1.003 2.015 3.93 0.00 0.0043.800 214.200 1.703 5079.1 3094.8 165.423 0.805 1.68 Sand 0.0 202.46 0.87 176.40 176.40 0.89 0.513 0.922 0.632 1.183 2.31 0.00 0.0043.960 208.290 1.343 5097.7 3103.4 160.573 0.653 1.63 Sand 0.0 196.87 0.87 170.82 170.82 0.88 0.513 0.926 0.518 0.932 1.82 0.00 0.0044.130 212.340 1.192 5117.5 3112.6 163.484 0.568 1.59 Sand 0.0 200.70 0.87 174.30 174.30 0.88 0.513 0.923 0.584 1.078 2.10 0.00 0.0044.290 231.690 1.064 5136.2 3121.3 178.309 0.465 1.51 Sand 0.0 218.99 0.88 191.84 191.84 0.88 0.513 0.907 1.229 2.452 4.78 0.00 0.0044.460 257.890 1.158 5155.9 3130.4 198.400 0.454 1.46 Sand 0.0 243.75 0.89 215.98 215.98 0.88 0.513 0.883 5.278 10.247 19.97 0.00 0.0044.620 274.100 0.813 5174.6 3139.1 210.698 0.299 1.34 Sand 0.0 259.07 0.89 231.04 231.04 0.88 0.513 0.882 18.031 34.974 68.16 0.00 0.0044.780 279.450 0.805 5193.2 3147.7 214.548 0.291 1.33 Sand 0.0 264.13 0.89 235.90 235.90 0.88 0.513 0.881 28.511 55.251 107.68 0.00 0.0044.950 256.130 1.405 5213.0 3156.9 196.182 0.554 1.52 Sand 0.0 264.13 264.13 0.89 235.68 235.68 0.88 0.513 0.880 27.906 54.025 105.29 0.00 0.0045.110 214.630 1.918 5231.6 3165.5 163.837 0.905 1.72 Sand 0.7 264.13 264.13 0.89 235.48 235.48 0.88 0.513 0.879 27.352 52.903 103.11 0.00 0.0045.280 186.710 1.868 5251.4 3174.7 142.048 1.014 1.80 Sand 7.0 264.13 264.13 0.89 235.55 237.86 0.88 0.513 0.878 34.590 66.836 130.28 0.00 0.0045.440 145.500 1.410 5270.0 3183.4 110.092 0.987 1.87 Sand 13.0 264.13 264.13 0.90 237.15 262.21 0.88 0.513 0.877 625.361 1207.228 2353.35 0.00 0.0045.600 93.540 2.421 5288.6 3192.0 69.949 2.664 2.31 Sand 48.0 264.13 264.13 0.90 236.98 344.16 0.88 0.513 0.877 ######### ######## ########## 0.00 0.0045.770 60.560 2.868 5308.4 3201.2 36.178 4.952 2.71 Clay 79.5 57.24 0.90 n.a. n.a. 0.88 0.513 n.a. n.a. n.a. n.a. 0.00 0.0045.930 213.790 4.187 5327.1 3209.8 162.022 1.983 1.97 Sand 20.8 202.07 0.89 178.86 229.01 0.88 0.513 0.875 15.026 28.925 56.40 0.00 0.0046.100 339.620 4.410 5346.8 3219.0 258.210 1.309 1.70 Sand 0.0 321.00 0.90 287.37 287.37 0.88 0.513 0.874 37636.095 72378.029 141140.74 0.00 0.0046.260 423.570 4.471 5365.5 3227.6 322.103 1.062 1.57 Sand 0.0 400.35 0.89 358.15 358.15 0.88 0.513 0.873 ######### ######## ########## 0.00 0.0046.420 515.720 4.418 5384.1 3236.3 392.094 0.861 1.45 Sand 0.0 487.45 0.89 435.76 435.76 0.88 0.513 0.873 ######### ######## ########## 0.00 0.0046.590 597.610 3.804 5403.9 3245.5 454.029 0.639 1.31 Sand 0.0 564.85 0.89 504.57 504.57 0.88 0.513 0.872 ######### ######## ########## 0.00 0.0046.750 619.660 5.472 5422.5 3254.1 470.225 0.887 1.41 Sand 0.0 585.69 0.89 522.82 522.82 0.87 0.513 0.871 ######### ######## ########## 0.00 0.0046.920 554.310 4.861 5442.3 3263.3 419.817 0.881 1.44 Sand 0.0 523.92 0.89 467.34 467.34 0.87 0.513 0.870 ######### ######## ########## 0.00 0.0047.080 491.380 3.877 5460.9 3271.9 371.423 0.793 1.44 Sand 0.0 464.44 0.89 413.99 413.99 0.87 0.512 0.869 ######### ######## ########## 0.00 0.0047.240 467.840 2.801 5479.5 3280.6 353.057 0.602 1.36 Sand 0.0 442.19 0.89 393.89 393.89 0.87 0.512 0.868 ######### ######## ########## 0.00 0.0047.410 463.550 3.405 5499.3 3289.7 349.304 0.739 1.43 Sand 0.0 438.14 0.89 389.99 389.99 0.87 0.512 0.868 ######### ######## ########## 0.00 0.0047.570 461.370 2.503 5517.9 3298.4 347.189 0.546 1.33 Sand 0.0 436.08 0.89 387.88 387.88 0.87 0.512 0.867 ######### ######## ########## 0.00 0.0047.740 381.470 2.249 5537.7 3307.6 286.296 0.594 1.42 Sand 0.0 360.56 0.89 320.48 320.48 0.87 0.512 0.866 ######### ######## ########## 0.00 0.0047.900 334.230 2.384 5556.4 3316.2 250.249 0.719 1.52 Sand 0.0 315.91 0.89 280.60 280.60 0.87 0.512 0.865 11024.214 20984.230 40974.29 0.00 0.0048.060 315.810 2.190 5575.0 3324.8 236.027 0.700 1.53 Sand 0.0 298.50 0.89 264.95 264.95 0.87 0.512 0.864 920.873 1751.270 3420.06 0.00 0.0048.230 265.220 1.579 5594.8 3334.0 197.601 0.602 1.54 Sand 0.0 298.5 298.50 0.89 264.76 264.76 0.87 0.512 0.864 896.061 1702.453 3325.25 0.00 0.0048.390 197.390 1.627 5613.4 3342.7 146.329 0.836 1.73 Sand 1.7 298.5 298.50 0.89 264.58 264.58 0.87 0.512 0.863 873.152 1657.436 3237.81 0.00 0.0048.560 109.900 1.812 5633.2 3351.8 80.418 1.692 2.13 Sand 33.6 298.5 298.50 0.89 264.39 360.34 0.87 0.512 0.862 ######### ######## ########## 0.00 0.0048.720 40.340 1.638 5651.8 3360.5 22.327 4.367 2.82 Clay 88.7 38.13 0.89 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0048.880 22.600 1.084 5670.4 3369.1 11.733 5.486 3.10 Clay 100.0 21.36 0.88 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.050 16.180 0.552 5690.2 3378.3 7.894 4.140 3.16 Clay 100.0 15.29 0.88 n.a. n.a. 0.87 0.512 n.a. n.a. n.a. n.a. 0.00 0.0049.210 15.500 0.594 5708.8 3386.9 7.467 4.700 3.21 Clay 100.0 14.65 0.88 n.a. n.a. 0.87 0.511 n.a. n.a. n.a. n.a. 0.00 0.0049.380 19.810 0.962 5728.6 3396.1 9.979 5.676 3.16 Clay 100.0 18.72 0.88 n.a. n.a. 0.87 0.511 n.a. n.a. n.a. n.a. 0.00 0.0049.540 28.190 1.342 5747.3 3404.8 14.871 5.300 3.01 Clay 100.0 26.64 0.88 n.a. n.a. 0.86 0.511 n.a. n.a. n.a. n.a. 0.00 0.0049.700 36.910 1.588 5765.9 3413.4 19.937 4.668 2.88 Clay 93.2 34.89 0.88 n.a. n.a. 0.86 0.511 n.a. n.a. n.a. n.a. 0.00 0.0049.870 52.540 1.305 5785.7 3422.6 36.897 2.629 2.51 Sand 64.0 49.66 0.79 39.07 99.75 0.86 0.511 0.949 0.137 0.164 0.32 0.03 0.0150.030 74.270 1.268 5804.3 3431.2 52.973 1.777 2.28 Sand 45.6 70.20 0.80 56.01 114.75 0.86 0.511 0.942 0.160 0.204 0.40 0.03 0.0050.200 86.270 1.201 5824.1 3440.4 61.790 1.440 2.17 Sand 36.8 81.54 0.80 65.34 120.60 0.86 0.511 0.939 0.173 0.225 0.44 0.03 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)



CPT No. PGA (Amax)





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

10.660 10.830 0.523 1228.0 1228.0 16.638 5.123 2.96 Clay 100.0 10.24 1.15 n.a. n.a. 0.99 0.371 n.a. n.a. n.a. n.a. 0.00 0.0010.830 10.470 0.506 1247.6 1247.6 15.784 5.134 2.98 Clay 100.0 9.90 1.15 n.a. n.a. 0.99 0.373 n.a. n.a. n.a. n.a. 0.00 0.0010.990 10.440 0.493 1266.0 1266.0 15.492 5.031 2.98 Clay 100.0 9.87 1.15 n.a. n.a. 0.99 0.376 n.a. n.a. n.a. n.a. 0.00 0.0011.150 10.290 0.452 1284.5 1284.5 15.022 4.685 2.97 Clay 100.0 9.73 1.14 n.a. n.a. 0.99 0.378 n.a. n.a. n.a. n.a. 0.00 0.0011.320 9.780 0.422 1304.1 1304.1 13.999 4.625 2.99 Clay 100.0 9.24 1.14 n.a. n.a. 0.98 0.380 n.a. n.a. n.a. n.a. 0.00 0.0011.480 9.380 0.402 1322.5 1322.5 13.185 4.605 3.01 Clay 100.0 8.87 1.13 n.a. n.a. 0.98 0.383 n.a. n.a. n.a. n.a. 0.00 0.0011.650 8.390 0.380 1342.1 1342.1 11.503 4.924 3.08 Clay 100.0 7.93 1.13 n.a. n.a. 0.98 0.385 n.a. n.a. n.a. n.a. 0.00 0.0011.810 8.210 0.333 1360.5 1360.5 11.069 4.425 3.06 Clay 100.0 7.76 1.12 n.a. n.a. 0.98 0.387 n.a. n.a. n.a. n.a. 0.00 0.0011.980 9.230 0.368 1380.1 1380.1 12.376 4.310 3.02 Clay 100.0 8.72 1.12 n.a. n.a. 0.98 0.390 n.a. n.a. n.a. n.a. 0.00 0.0012.140 11.270 0.418 1398.6 1389.8 15.211 3.951 2.92 Clay 96.7 10.65 1.12 n.a. n.a. 0.98 0.392 n.a. n.a. n.a. n.a. 0.00 0.0012.300 12.670 0.435 1417.1 1398.4 17.108 3.640 2.86 Clay 91.7 11.98 1.12 n.a. n.a. 0.98 0.394 n.a. n.a. n.a. n.a. 0.00 0.0012.470 12.830 0.482 1436.7 1407.4 17.211 3.981 2.88 Clay 93.5 12.13 1.11 n.a. n.a. 0.98 0.396 n.a. n.a. n.a. n.a. 0.00 0.0012.630 15.470 0.424 1455.2 1415.9 20.824 2.875 2.73 Clay 81.3 14.62 1.11 n.a. n.a. 0.98 0.398 n.a. n.a. n.a. n.a. 0.00 0.0012.800 15.090 0.608 1474.9 1425.0 20.145 4.236 2.85 Clay 90.7 14.26 1.11 n.a. n.a. 0.98 0.400 n.a. n.a. n.a. n.a. 0.00 0.0012.960 23.260 0.793 1493.4 1433.5 31.411 3.520 2.65 Clay 74.9 21.98 1.11 n.a. n.a. 0.98 0.402 n.a. n.a. n.a. n.a. 0.00 0.0013.120 45.940 1.205 1511.9 1442.0 51.734 2.668 2.41 Sand 55.6 43.42 1.20 51.98 113.87 0.98 0.404 1.045 0.159 0.223 0.55 0.03 0.0413.290 28.980 0.861 1531.5 1451.0 32.203 3.051 2.60 Sand 70.9 27.39 1.21 33.23 93.71 0.98 0.406 1.038 0.130 0.166 0.41 0.03 0.0513.450 17.330 0.664 1550.0 1459.5 22.685 4.012 2.79 Clay 86.4 16.38 1.10 n.a. n.a. 0.98 0.408 n.a. n.a. n.a. n.a. 0.00 0.0013.620 15.130 0.507 1569.7 1468.6 19.536 3.536 2.81 Clay 87.5 14.30 1.10 n.a. n.a. 0.98 0.410 n.a. n.a. n.a. n.a. 0.00 0.0013.780 13.110 0.467 1588.2 1477.1 16.676 3.790 2.88 Clay 93.3 12.39 1.10 n.a. n.a. 0.98 0.412 n.a. n.a. n.a. n.a. 0.00 0.0013.940 12.220 0.511 1606.7 1485.6 15.370 4.476 2.95 Clay 99.2 11.55 1.10 n.a. n.a. 0.98 0.413 n.a. n.a. n.a. n.a. 0.00 0.0014.110 11.420 0.568 1626.3 1494.7 14.193 5.350 3.03 Clay 100.0 10.79 1.10 n.a. n.a. 0.98 0.415 n.a. n.a. n.a. n.a. 0.00 0.0014.270 11.370 0.606 1644.8 1503.2 14.034 5.745 3.05 Clay 100.0 10.75 1.09 n.a. n.a. 0.98 0.417 n.a. n.a. n.a. n.a. 0.00 0.0014.440 11.640 0.682 1664.5 1512.2 14.294 6.311 3.07 Clay 100.0 11.00 1.09 n.a. n.a. 0.98 0.419 n.a. n.a. n.a. n.a. 0.00 0.0014.600 12.400 0.696 1683.0 1520.7 15.201 6.022 3.04 Clay 100.0 11.72 1.09 n.a. n.a. 0.98 0.420 n.a. n.a. n.a. n.a. 0.00 0.0014.760 13.120 0.740 1701.5 1529.2 16.046 6.035 3.02 Clay 100.0 12.40 1.09 n.a. n.a. 0.98 0.422 n.a. n.a. n.a. n.a. 0.00 0.0014.930 13.700 0.749 1721.1 1538.3 16.693 5.836 3.00 Clay 100.0 12.95 1.09 n.a. n.a. 0.98 0.424 n.a. n.a. n.a. n.a. 0.00 0.0015.090 12.720 0.761 1739.6 1546.8 15.322 6.424 3.05 Clay 100.0 12.02 1.09 n.a. n.a. 0.98 0.425 n.a. n.a. n.a. n.a. 0.00 0.0015.260 10.760 0.754 1759.3 1555.8 12.701 7.628 3.17 Clay 100.0 10.17 1.08 n.a. n.a. 0.98 0.427 n.a. n.a. n.a. n.a. 0.00 0.0015.420 8.780 0.625 1777.8 1564.3 10.089 7.924 3.25 Clay 100.0 8.30 1.08 n.a. n.a. 0.97 0.428 n.a. n.a. n.a. n.a. 0.00 0.0015.580 7.750 0.499 1796.2 1572.9 8.713 7.277 3.28 Clay 100.0 7.33 1.08 n.a. n.a. 0.97 0.430 n.a. n.a. n.a. n.a. 0.00 0.0015.750 10.630 0.483 1815.9 1581.9 12.292 4.967 3.06 Clay 100.0 10.05 1.08 n.a. n.a. 0.97 0.431 n.a. n.a. n.a. n.a. 0.00 0.0015.910 11.660 0.545 1834.4 1590.4 13.509 5.069 3.03 Clay 100.0 11.02 1.08 n.a. n.a. 0.97 0.433 n.a. n.a. n.a. n.a. 0.00 0.0016.080 11.710 0.633 1854.0 1599.5 13.483 5.869 3.07 Clay 100.0 11.07 1.08 n.a. n.a. 0.97 0.434 n.a. n.a. n.a. n.a. 0.00 0.0016.240 11.230 0.643 1872.5 1608.0 12.803 6.248 3.11 Clay 100.0 10.61 1.08 n.a. n.a. 0.97 0.436 n.a. n.a. n.a. n.a. 0.00 0.0016.400 10.850 0.611 1891.0 1616.5 12.254 6.168 3.12 Clay 100.0 10.26 1.07 n.a. n.a. 0.97 0.437 n.a. n.a. n.a. n.a. 0.00 0.0016.570 10.090 0.546 1910.7 1625.5 11.239 5.979 3.14 Clay 100.0 9.54 1.07 n.a. n.a. 0.97 0.439 n.a. n.a. n.a. n.a. 0.00 0.0016.730 9.380 0.483 1929.2 1634.0 10.300 5.736 3.15 Clay 100.0 8.87 1.07 n.a. n.a. 0.97 0.440 n.a. n.a. n.a. n.a. 0.00 0.0016.900 9.990 0.460 1948.8 1643.1 10.974 5.097 3.10 Clay 100.0 9.44 1.07 n.a. n.a. 0.97 0.441 n.a. n.a. n.a. n.a. 0.00 0.0017.060 10.510 0.531 1967.3 1651.6 11.536 5.572 3.11 Clay 100.0 9.93 1.07 n.a. n.a. 0.97 0.443 n.a. n.a. n.a. n.a. 0.00 0.0017.220 11.620 0.495 1985.8 1660.1 12.803 4.653 3.02 Clay 100.0 10.98 1.07 n.a. n.a. 0.97 0.444 n.a. n.a. n.a. n.a. 0.00 0.0017.390 11.360 0.551 2005.5 1669.1 12.410 5.319 3.07 Clay 100.0 10.74 1.06 n.a. n.a. 0.97 0.445 n.a. n.a. n.a. n.a. 0.00 0.0017.550 13.570 0.552 2024.0 1677.7 14.971 4.397 2.96 Clay 99.5 12.83 1.06 n.a. n.a. 0.97 0.446 n.a. n.a. n.a. n.a. 0.00 0.0017.720 13.330 0.662 2043.6 1686.7 14.594 5.376 3.02 Clay 100.0 12.60 1.06 n.a. n.a. 0.97 0.448 n.a. n.a. n.a. n.a. 0.00 0.0017.880 14.360 0.770 2062.1 1695.2 15.725 5.778 3.02 Clay 100.0 13.57 1.06 n.a. n.a. 0.97 0.449 n.a. n.a. n.a. n.a. 0.00 0.0018.040 16.580 0.887 2080.6 1703.7 18.242 5.707 2.96 Clay 100.0 15.67 1.06 n.a. n.a. 0.97 0.450 n.a. n.a. n.a. n.a. 0.00 0.0018.210 17.340 0.851 2100.3 1712.8 19.022 5.226 2.93 Clay 97.0 16.39 1.06 n.a. n.a. 0.97 0.451 n.a. n.a. n.a. n.a. 0.00 0.0018.370 14.370 0.591 2118.8 1721.3 15.466 4.437 2.95 Clay 98.8 13.58 1.06 n.a. n.a. 0.97 0.452 n.a. n.a. n.a. n.a. 0.00 0.0018.540 13.300 0.611 2138.4 1730.3 14.137 4.996 3.01 Clay 100.0 12.57 1.05 n.a. n.a. 0.97 0.454 n.a. n.a. n.a. n.a. 0.00 0.0018.700 13.560 0.619 2156.9 1738.8 14.356 4.959 3.00 Clay 100.0 12.82 1.05 n.a. n.a. 0.97 0.455 n.a. n.a. n.a. n.a. 0.00 0.0018.860 14.460 0.673 2175.4 1747.4 15.306 5.034 2.99 Clay 100.0 13.67 1.05 n.a. n.a. 0.97 0.456 n.a. n.a. n.a. n.a. 0.00 0.0019.030 13.870 0.637 2195.1 1756.4 14.544 4.988 3.00 Clay 100.0 13.11 1.05 n.a. n.a. 0.97 0.457 n.a. n.a. n.a. n.a. 0.00 0.0019.190 12.620 0.581 2213.6 1764.9 13.047 5.045 3.04 Clay 100.0 11.93 1.05 n.a. n.a. 0.97 0.458 n.a. n.a. n.a. n.a. 0.00 0.0019.360 12.160 0.532 2233.2 1774.0 12.451 4.819 3.04 Clay 100.0 11.49 1.05 n.a. n.a. 0.96 0.459 n.a. n.a. n.a. n.a. 0.00 0.0019.520 11.630 0.482 2251.7 1782.5 11.786 4.588 3.05 Clay 100.0 10.99 1.05 n.a. n.a. 0.96 0.460 n.a. n.a. n.a. n.a. 0.00 0.0019.690 11.980 0.473 2271.4 1791.5 12.106 4.362 3.03 Clay 100.0 11.32 1.04 n.a. n.a. 0.96 0.461 n.a. n.a. n.a. n.a. 0.00 0.0019.850 12.160 0.483 2289.9 1800.0 12.239 4.383 3.02 Clay 100.0 11.49 1.04 n.a. n.a. 0.96 0.462 n.a. n.a. n.a. n.a. 0.00 0.0020.010 12.040 0.478 2308.4 1808.5 12.038 4.388 3.03 Clay 100.0 11.38 1.04 n.a. n.a. 0.96 0.463 n.a. n.a. n.a. n.a. 0.00 0.0020.180 11.490 0.462 2328.0 1817.6 11.362 4.474 3.05 Clay 100.0 10.86 1.04 n.a. n.a. 0.96 0.464 n.a. n.a. n.a. n.a. 0.00 0.0020.340 11.250 0.438 2346.5 1826.1 11.036 4.349 3.06 Clay 100.0 10.63 1.04 n.a. n.a. 0.96 0.465 n.a. n.a. n.a. n.a. 0.00 0.0020.510 11.490 0.439 2366.2 1835.1 11.233 4.255 3.05 Clay 100.0 10.86 1.04 n.a. n.a. 0.96 0.466 n.a. n.a. n.a. n.a. 0.00 0.0020.670 11.770 0.462 2384.7 1843.6 11.475 4.364 3.04 Clay 100.0 11.12 1.04 n.a. n.a. 0.96 0.467 n.a. n.a. n.a. n.a. 0.00 0.0020.830 12.080 0.467 2403.1 1852.2 11.747 4.290 3.03 Clay 100.0 11.42 1.04 n.a. n.a. 0.96 0.468 n.a. n.a. n.a. n.a. 0.00 0.0021.000 11.530 0.436 2422.8 1861.2 11.088 4.228 3.05 Clay 100.0 10.90 1.03 n.a. n.a. 0.96 0.469 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.160 15.910 0.398 4868.9 2986.9 9.023 2.956 3.03 Clay 100.0 15.04 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0042.320 17.560 0.675 4887.4 2995.4 10.093 4.464 3.09 Clay 100.0 16.60 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0042.490 25.760 0.989 4907.0 3004.5 15.515 4.241 2.93 Clay 97.7 24.35 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0042.650 28.290 1.330 4925.5 3013.0 17.144 5.149 2.95 Clay 99.4 26.74 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0042.810 37.470 1.357 4944.0 3021.5 23.166 3.878 2.78 Clay 85.0 35.42 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0042.980 49.630 2.162 4963.7 3030.5 31.115 4.585 2.73 Clay 81.3 46.91 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0043.140 154.800 2.448 4982.2 3039.0 120.124 1.607 1.99 Sand 22.3 146.31 0.88 128.23 174.96 0.89 0.515 0.927 0.599 1.115 2.16 0.00 0.0043.310 275.600 2.292 5001.8 3048.1 215.069 0.839 1.61 Sand 0.0 260.49 0.90 234.67 234.67 0.89 0.515 0.891 25.300 49.565 96.19 0.00 0.0043.470 313.550 2.754 5020.3 3056.6 244.607 0.885 1.59 Sand 0.0 296.36 0.91 268.96 268.96 0.89 0.515 0.890 1662.919 3254.776 6316.62 0.00 0.0043.640 302.620 3.216 5040.0 3065.6 235.655 1.072 1.66 Sand 0.0 286.03 0.91 259.38 259.38 0.89 0.515 0.889 424.885 830.785 1612.33 0.00 0.0043.800 294.500 3.190 5058.5 3074.2 228.954 1.093 1.68 Sand 0.0 278.36 0.91 252.03 252.03 0.89 0.515 0.888 166.094 324.462 629.70 0.00 0.0043.960 354.730 3.823 5077.0 3082.7 275.796 1.086 1.62 Sand 0.0 335.28 0.91 303.60 303.60 0.88 0.515 0.887 ######### ######## 4111830.68 0.00 0.0044.130 296.350 3.312 5096.6 3091.7 229.735 1.127 1.69 Sand 0.0 280.10 0.90 253.37 253.37 0.88 0.515 0.886 195.888 381.928 741.25 0.00 0.0044.290 253.270 2.484 5115.1 3100.2 195.772 0.991 1.69 Sand 0.0 239.39 0.89 212.38 212.38 0.88 0.515 0.885 4.091 7.969 15.47 0.00 0.0044.460 299.990 1.488 5134.8 3109.3 231.909 0.500 1.44 Sand 0.0 283.54 0.90 256.17 256.17 0.88 0.515 0.885 278.803 542.548 1053.04 0.00 0.0044.620 312.970 1.542 5153.3 3117.8 241.692 0.497 1.42 Sand 0.0 295.81 0.90 267.06 267.06 0.88 0.515 0.884 1252.333 2434.770 4725.86 0.00 0.0044.780 318.080 2.712 5171.8 3126.3 245.329 0.860 1.58 Sand 0.0 300.64 0.90 271.22 271.22 0.88 0.515 0.883 2354.563 4573.474 8877.42 0.00 0.0044.950 315.950 3.305 5191.4 3135.3 243.313 1.055 1.65 Sand 0.0 298.63 0.90 269.20 269.20 0.88 0.515 0.882 1726.114 3349.492 6501.90 0.00 0.0045.110 257.190 3.567 5209.9 3143.9 197.412 1.401 1.80 Sand 7.2 243.09 0.89 215.31 217.79 0.88 0.515 0.881 6.031 11.693 22.70 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

0.660 0.380 0.000 78.3 78.3 3.239 0.059 2.96 Unsaturated 99.8 0.36 1.70 0.61 54.72 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.820 0.260 0.009 97.3 97.3 4.347 4.400 3.39 Unsaturated 100.0 0.25 1.70 0.42 54.48 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.000.980 0.300 1.140 116.2 116.2 4.162 471.338 4.83 Unsaturated 100.0 0.28 1.70 0.48 54.57 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.150 189.830 2.728 136.4 136.4 706.463 1.437 1.51 Unsaturated 0.0 179.42 1.70 305.02 305.02 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.310 135.670 4.094 155.4 155.4 472.965 3.019 1.88 Unsaturated 13.1 128.23 1.70 218.00 242.60 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.480 73.080 3.794 175.5 175.5 239.539 5.198 2.22 Unsaturated 40.8 69.07 1.70 117.43 188.32 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.640 46.720 2.759 194.5 194.5 145.347 5.918 2.38 Unsaturated 53.6 44.16 1.70 75.07 142.54 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.800 41.300 2.116 213.5 213.5 122.580 5.136 2.37 Unsaturated 52.9 39.04 1.70 66.36 131.19 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.001.970 39.600 2.194 233.6 233.6 112.308 5.556 2.42 Unsaturated 56.9 37.43 1.70 63.63 129.19 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.130 37.390 2.301 252.6 252.6 101.936 6.174 2.49 Unsaturated 61.9 35.34 1.70 60.08 126.18 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.300 36.220 2.266 272.8 272.8 94.990 6.280 2.51 Unsaturated 63.8 34.23 1.70 58.20 124.29 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.460 35.590 2.266 291.8 291.8 90.221 6.394 2.53 Unsaturated 65.4 33.64 1.70 57.19 123.39 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.620 38.450 2.196 310.7 310.7 94.453 5.735 2.48 Unsaturated 61.4 36.34 1.70 61.78 128.23 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.790 44.200 2.693 330.9 330.9 105.250 6.115 2.47 Unsaturated 60.9 41.78 1.70 71.02 139.94 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.002.950 63.280 3.110 349.9 349.9 146.684 4.928 2.31 Unsaturated 48.2 59.81 1.70 101.68 173.63 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.120 44.880 2.923 370.0 370.0 101.021 6.540 2.51 Unsaturated 63.7 42.42 1.70 72.11 142.14 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.280 47.830 2.790 389.0 389.0 105.008 5.856 2.46 Unsaturated 59.8 45.21 1.70 76.85 147.04 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.440 45.530 2.659 408.0 408.0 97.566 5.866 2.48 Unsaturated 61.3 43.03 1.70 73.16 142.80 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.610 43.220 2.796 428.1 428.1 90.366 6.502 2.53 Unsaturated 65.8 40.85 1.70 69.45 139.28 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.770 45.230 3.005 447.1 447.1 92.541 6.677 2.54 Unsaturated 66.0 42.75 1.70 72.68 143.50 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.003.940 46.090 3.271 467.3 467.3 92.232 7.132 2.56 Unsaturated 68.0 43.56 1.70 74.06 145.76 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.100 48.620 3.381 486.3 486.3 95.384 6.989 2.55 Unsaturated 66.7 45.95 1.70 78.12 150.69 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.270 51.160 3.585 506.4 506.4 98.354 7.042 2.54 Unsaturated 66.3 48.36 1.70 82.20 155.83 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.430 52.170 3.786 525.4 525.4 98.459 7.293 2.55 Unsaturated 67.3 49.31 1.70 83.83 158.18 1.00 0.325 1.100 n.a. n.a. n.a. 0.00 0.004.590 55.540 3.888 544.4 544.4 102.990 7.035 2.53 Unsaturated 65.3 52.50 1.68 88.19 163.28 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.004.760 64.150 3.845 564.5 564.5 116.871 6.021 2.44 Unsaturated 58.4 60.63 1.62 98.32 174.03 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.004.920 67.270 3.682 583.5 583.5 120.554 5.497 2.40 Unsaturated 55.2 63.58 1.59 101.36 176.64 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.090 70.890 3.156 603.7 603.7 124.912 4.472 2.32 Unsaturated 48.6 67.00 1.57 105.19 178.32 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.250 77.810 3.712 622.7 622.7 135.034 4.790 2.33 Unsaturated 49.0 73.54 1.53 112.36 187.57 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.410 87.630 4.276 641.6 641.6 149.862 4.898 2.31 Unsaturated 47.6 82.83 1.48 122.75 199.85 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.580 87.920 4.634 661.8 661.8 148.034 5.291 2.34 Unsaturated 50.0 83.10 1.47 121.85 200.15 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.740 86.190 4.728 680.8 680.8 143.058 5.508 2.36 Unsaturated 51.9 81.47 1.46 118.86 197.33 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.005.910 81.730 4.636 700.9 700.9 133.645 5.697 2.39 Unsaturated 54.2 77.25 1.46 112.74 190.67 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.006.070 75.470 4.408 719.9 719.9 121.712 5.869 2.42 Unsaturated 56.9 71.33 1.47 104.61 181.46 1.00 0.324 1.100 n.a. n.a. n.a. 0.00 0.006.230 70.340 4.049 738.9 738.9 111.918 5.787 2.44 Unsaturated 58.1 66.48 1.47 97.81 173.28 1.00 0.323 1.100 n.a. n.a. n.a. 0.00 0.006.400 64.610 3.667 759.0 759.0 101.363 5.709 2.46 Unsaturated 59.8 61.07 1.48 90.23 164.16 0.99 0.323 1.100 n.a. n.a. n.a. 0.00 0.006.560 65.210 3.420 778.0 778.0 101.040 5.276 2.43 Unsaturated 57.7 61.64 1.47 90.30 163.51 0.99 0.323 1.100 n.a. n.a. n.a. 0.00 0.006.730 60.570 3.336 798.2 798.2 92.600 5.545 2.47 Unsaturated 60.9 57.25 1.47 83.96 156.50 0.99 0.323 1.100 n.a. n.a. n.a. 0.00 0.006.890 46.360 3.088 817.2 817.2 84.540 6.719 2.56 Unsaturated 68.1 43.82 1.50 65.87 135.24 0.99 0.323 1.100 n.a. n.a. n.a. 0.00 0.007.050 37.480 2.664 836.1 836.1 67.098 7.189 2.65 Unsaturated 74.9 35.43 1.52 54.01 121.32 0.99 0.323 1.100 n.a. n.a. n.a. 0.00 0.007.220 30.850 2.274 856.3 856.3 71.055 7.476 2.65 Unsaturated 74.7 29.16 1.54 44.92 109.52 0.99 0.323 1.100 n.a. n.a. n.a. 0.00 0.007.380 27.190 1.945 875.3 875.3 61.130 7.271 2.68 Unsaturated 77.2 25.70 1.54 39.65 103.11 0.99 0.323 1.096 n.a. n.a. n.a. 0.00 0.007.550 24.690 1.733 895.4 895.4 54.147 7.147 2.71 Unsaturated 79.4 23.34 1.54 35.91 98.60 0.99 0.323 1.090 n.a. n.a. n.a. 0.00 0.007.710 23.010 1.549 914.4 914.4 49.328 6.869 2.72 Unsaturated 80.5 21.75 1.53 33.32 95.38 0.99 0.323 1.086 n.a. n.a. n.a. 0.00 0.007.870 21.030 1.473 933.4 933.4 44.062 7.162 2.76 Unsaturated 84.1 19.88 1.53 30.33 91.99 0.99 0.322 1.082 n.a. n.a. n.a. 0.00 0.008.040 22.490 1.468 953.5 953.5 46.171 6.667 2.73 Clay 81.2 21.26 1.23 n.a. n.a. 0.99 0.323 n.a. n.a. n.a. n.a. 0.00 0.008.200 21.900 1.485 972.5 972.5 44.038 6.937 2.75 Clay 83.3 20.70 1.23 n.a. n.a. 0.99 0.326 n.a. n.a. n.a. n.a. 0.00 0.008.370 21.420 1.492 992.7 992.7 42.156 7.130 2.78 Clay 85.0 20.25 1.22 n.a. n.a. 0.99 0.330 n.a. n.a. n.a. n.a. 0.00 0.008.530 23.000 1.525 1011.7 1011.7 44.470 6.781 2.74 Clay 82.5 21.74 1.21 n.a. n.a. 0.99 0.333 n.a. n.a. n.a. n.a. 0.00 0.008.690 24.330 0.912 1030.6 1030.6 37.243 3.831 2.62 Mixed 72.5 23.00 1.45 33.23 93.99 0.99 0.336 1.073 0.130 0.172 0.51 0.03 0.068.860 23.450 1.436 1050.8 1050.8 43.633 6.264 2.72 Clay 80.9 22.16 1.20 n.a. n.a. 0.99 0.339 n.a. n.a. n.a. n.a. 0.00 0.009.020 16.750 1.209 1069.8 1069.8 30.315 7.458 2.89 Clay 93.9 15.83 1.20 n.a. n.a. 0.99 0.342 n.a. n.a. n.a. n.a. 0.00 0.009.190 22.860 1.067 1089.9 1089.9 40.947 4.783 2.66 Clay 75.6 21.61 1.19 n.a. n.a. 0.99 0.345 n.a. n.a. n.a. n.a. 0.00 0.009.350 27.080 1.184 1108.9 1108.9 39.411 4.462 2.65 Mixed 74.8 25.60 1.39 35.45 97.27 0.99 0.348 1.067 0.134 0.178 0.51 0.03 0.059.510 30.490 1.553 1127.9 1127.9 53.066 5.188 2.61 Clay 71.5 28.82 1.18 n.a. n.a. 0.99 0.351 n.a. n.a. n.a. n.a. 0.00 0.009.680 28.120 1.775 1148.0 1148.0 47.987 6.443 2.71 Clay 79.4 26.58 1.18 n.a. n.a. 0.99 0.354 n.a. n.a. n.a. n.a. 0.00 0.009.840 25.110 1.626 1167.0 1167.0 42.033 6.630 2.75 Clay 83.2 23.73 1.17 n.a. n.a. 0.99 0.356 n.a. n.a. n.a. n.a. 0.00 0.00

10.010 21.190 1.313 1187.2 1187.2 34.698 6.374 2.80 Clay 86.7 20.03 1.16 n.a. n.a. 0.99 0.359 n.a. n.a. n.a. n.a. 0.00 0.0010.170 19.820 1.112 1206.2 1206.2 31.865 5.787 2.79 Clay 86.4 18.73 1.16 n.a. n.a. 0.99 0.362 n.a. n.a. n.a. n.a. 0.00 0.0010.330 18.070 0.994 1225.1 1225.1 28.499 5.693 2.82 Clay 88.7 17.08 1.16 n.a. n.a. 0.99 0.364 n.a. n.a. n.a. n.a. 0.00 0.0010.500 15.430 0.861 1245.3 1245.3 23.781 5.813 2.88 Clay 93.8 14.58 1.15 n.a. n.a. 0.99 0.367 n.a. n.a. n.a. n.a. 0.00 0.0010.660 15.280 0.789 1264.3 1264.3 23.172 5.386 2.87 Clay 92.6 14.44 1.15 n.a. n.a. 0.99 0.369 n.a. n.a. n.a. n.a. 0.00 0.0010.830 15.550 0.814 1284.4 1284.4 23.213 5.458 2.87 Clay 92.9 14.70 1.14 n.a. n.a. 0.99 0.372 n.a. n.a. n.a. n.a. 0.00 0.0010.990 14.750 0.770 1303.4 1303.4 21.633 5.460 2.90 Clay 94.7 13.94 1.14 n.a. n.a. 0.99 0.374 n.a. n.a. n.a. n.a. 0.00 0.00

CPT No. PGA (Amax)





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

11.150 13.370 0.648 1322.4 1322.4 19.221 5.100 2.91 Clay 96.2 12.64 1.13 n.a. n.a. 0.99 0.377 n.a. n.a. n.a. n.a. 0.00 0.0011.320 12.820 0.496 1342.6 1342.6 18.098 4.081 2.87 Clay 92.7 12.12 1.13 n.a. n.a. 0.98 0.379 n.a. n.a. n.a. n.a. 0.00 0.0011.480 12.640 0.416 1361.5 1361.5 17.567 3.475 2.84 Clay 90.0 11.95 1.12 n.a. n.a. 0.98 0.381 n.a. n.a. n.a. n.a. 0.00 0.0011.650 13.000 0.436 1381.7 1381.7 17.818 3.545 2.84 Clay 90.1 12.29 1.12 n.a. n.a. 0.98 0.384 n.a. n.a. n.a. n.a. 0.00 0.0011.810 13.900 0.462 1400.6 1400.0 18.857 3.498 2.82 Clay 88.2 13.14 1.12 n.a. n.a. 0.98 0.386 n.a. n.a. n.a. n.a. 0.00 0.0011.980 13.880 0.572 1420.2 1409.0 18.694 4.346 2.88 Clay 93.3 13.12 1.11 n.a. n.a. 0.98 0.388 n.a. n.a. n.a. n.a. 0.00 0.0012.140 16.420 0.506 1438.6 1417.4 22.154 3.220 2.74 Clay 82.1 15.52 1.11 n.a. n.a. 0.98 0.390 n.a. n.a. n.a. n.a. 0.00 0.0012.300 14.590 0.459 1457.0 1425.8 19.443 3.311 2.79 Clay 86.2 13.79 1.11 n.a. n.a. 0.98 0.392 n.a. n.a. n.a. n.a. 0.00 0.0012.470 14.000 0.656 1476.6 1434.8 18.486 4.944 2.92 Clay 96.5 13.23 1.11 n.a. n.a. 0.98 0.394 n.a. n.a. n.a. n.a. 0.00 0.0012.630 30.770 0.927 1495.0 1443.2 34.360 3.089 2.58 Sand 69.5 1.8 52.35 1.18 61.88 130.42 0.98 0.396 1.052 0.199 0.307 0.78 0.02 0.0412.800 47.680 1.372 1514.6 1452.2 53.536 2.923 2.42 Sand 56.9 1.8 81.12 1.15 93.45 167.24 0.98 0.398 1.070 0.460 0.932 2.34 0.00 0.0012.960 27.570 0.933 1533.0 1460.6 32.839 3.481 2.63 Mixed 73.4 1.8 46.91 1.18 55.44 122.91 0.98 0.400 1.047 0.178 0.263 0.66 0.03 0.0413.120 17.350 0.788 1551.4 1469.0 22.565 4.755 2.84 Clay 90.4 16.40 1.10 n.a. n.a. 0.98 0.402 n.a. n.a. n.a. n.a. 0.00 0.0013.290 17.370 0.793 1571.0 1478.0 22.442 4.784 2.85 Clay 90.7 16.42 1.10 n.a. n.a. 0.98 0.404 n.a. n.a. n.a. n.a. 0.00 0.0013.450 16.440 0.891 1589.4 1486.4 21.051 5.692 2.92 Clay 96.4 15.54 1.10 n.a. n.a. 0.98 0.406 n.a. n.a. n.a. n.a. 0.00 0.0013.620 13.620 0.874 1609.0 1495.4 17.140 6.821 3.04 Clay 100.0 12.87 1.10 n.a. n.a. 0.98 0.408 n.a. n.a. n.a. n.a. 0.00 0.0013.780 12.040 0.780 1627.4 1503.8 14.930 6.952 3.09 Clay 100.0 11.38 1.09 n.a. n.a. 0.98 0.410 n.a. n.a. n.a. n.a. 0.00 0.0013.940 11.630 0.707 1645.8 1512.3 14.293 6.542 3.08 Clay 100.0 10.99 1.09 n.a. n.a. 0.98 0.411 n.a. n.a. n.a. n.a. 0.00 0.0014.110 11.770 0.712 1665.4 1521.2 14.380 6.512 3.08 Clay 100.0 11.12 1.09 n.a. n.a. 0.98 0.413 n.a. n.a. n.a. n.a. 0.00 0.0014.270 11.890 0.719 1683.8 1529.6 14.445 6.506 3.08 Clay 100.0 11.24 1.09 n.a. n.a. 0.98 0.415 n.a. n.a. n.a. n.a. 0.00 0.0014.440 12.060 0.748 1703.3 1538.6 14.569 6.674 3.08 Clay 100.0 11.40 1.09 n.a. n.a. 0.98 0.417 n.a. n.a. n.a. n.a. 0.00 0.0014.600 10.680 0.764 1721.8 1547.0 12.694 7.780 3.17 Clay 100.0 10.09 1.09 n.a. n.a. 0.98 0.418 n.a. n.a. n.a. n.a. 0.00 0.0014.760 10.190 0.668 1740.2 1555.5 11.983 7.167 3.17 Clay 100.0 9.63 1.08 n.a. n.a. 0.98 0.420 n.a. n.a. n.a. n.a. 0.00 0.0014.930 10.560 0.638 1759.7 1564.4 12.375 6.591 3.13 Clay 100.0 9.98 1.08 n.a. n.a. 0.98 0.422 n.a. n.a. n.a. n.a. 0.00 0.0015.090 10.930 0.636 1778.2 1572.9 12.768 6.338 3.11 Clay 100.0 10.33 1.08 n.a. n.a. 0.98 0.423 n.a. n.a. n.a. n.a. 0.00 0.0015.260 10.560 0.671 1797.7 1581.8 12.215 6.949 3.15 Clay 100.0 9.98 1.08 n.a. n.a. 0.98 0.425 n.a. n.a. n.a. n.a. 0.00 0.0015.420 12.500 0.712 1816.1 1590.3 14.579 6.140 3.06 Clay 100.0 11.81 1.08 n.a. n.a. 0.97 0.426 n.a. n.a. n.a. n.a. 0.00 0.0015.580 13.310 0.771 1834.6 1598.7 15.504 6.224 3.04 Clay 100.0 12.58 1.08 n.a. n.a. 0.97 0.428 n.a. n.a. n.a. n.a. 0.00 0.0015.750 15.000 0.810 1854.1 1607.6 17.508 5.759 2.98 Clay 100.0 14.18 1.08 n.a. n.a. 0.97 0.429 n.a. n.a. n.a. n.a. 0.00 0.0015.910 14.150 0.802 1872.5 1616.1 16.353 6.070 3.02 Clay 100.0 13.37 1.07 n.a. n.a. 0.97 0.431 n.a. n.a. n.a. n.a. 0.00 0.0016.080 13.800 0.728 1892.1 1625.0 15.820 5.661 3.01 Clay 100.0 13.04 1.07 n.a. n.a. 0.97 0.432 n.a. n.a. n.a. n.a. 0.00 0.0016.240 13.750 0.642 1910.5 1633.5 15.666 5.019 2.98 Clay 100.0 13.00 1.07 n.a. n.a. 0.97 0.434 n.a. n.a. n.a. n.a. 0.00 0.0016.400 12.320 0.631 1928.9 1641.9 13.832 5.554 3.05 Clay 100.0 11.64 1.07 n.a. n.a. 0.97 0.435 n.a. n.a. n.a. n.a. 0.00 0.0016.570 11.790 0.604 1948.5 1650.9 13.103 5.582 3.07 Clay 100.0 11.14 1.07 n.a. n.a. 0.97 0.437 n.a. n.a. n.a. n.a. 0.00 0.0016.730 10.740 0.560 1966.9 1659.3 11.760 5.741 3.11 Clay 100.0 10.15 1.07 n.a. n.a. 0.97 0.438 n.a. n.a. n.a. n.a. 0.00 0.0016.900 9.650 0.532 1986.5 1668.3 10.378 6.145 3.17 Clay 100.0 9.12 1.06 n.a. n.a. 0.97 0.439 n.a. n.a. n.a. n.a. 0.00 0.0017.060 9.470 0.484 2004.9 1676.7 10.100 5.714 3.16 Clay 100.0 8.95 1.06 n.a. n.a. 0.97 0.441 n.a. n.a. n.a. n.a. 0.00 0.0017.220 10.230 0.526 2023.3 1685.1 10.941 5.704 3.13 Clay 100.0 9.67 1.06 n.a. n.a. 0.97 0.442 n.a. n.a. n.a. n.a. 0.00 0.0017.390 12.040 0.620 2042.9 1694.1 13.008 5.628 3.07 Clay 100.0 11.38 1.06 n.a. n.a. 0.97 0.443 n.a. n.a. n.a. n.a. 0.00 0.0017.550 14.980 0.331 2061.3 1702.5 16.387 2.373 2.76 Clay 84.0 14.16 1.06 n.a. n.a. 0.97 0.444 n.a. n.a. n.a. n.a. 0.00 0.0017.720 18.830 0.406 2080.9 1711.5 20.789 2.281 2.67 Clay 76.5 17.80 1.06 n.a. n.a. 0.97 0.446 n.a. n.a. n.a. n.a. 0.00 0.0017.880 14.270 0.522 2099.3 1719.9 15.373 3.945 2.92 Clay 96.4 13.49 1.06 n.a. n.a. 0.97 0.447 n.a. n.a. n.a. n.a. 0.00 0.0018.040 14.910 0.782 2117.7 1728.3 16.028 5.644 3.00 Clay 100.0 14.09 1.05 n.a. n.a. 0.97 0.448 n.a. n.a. n.a. n.a. 0.00 0.0018.210 12.760 0.802 2137.3 1737.3 13.459 6.858 3.12 Clay 100.0 12.06 1.05 n.a. n.a. 0.97 0.449 n.a. n.a. n.a. n.a. 0.00 0.0018.370 11.800 0.664 2155.7 1745.7 12.284 6.196 3.12 Clay 100.0 11.15 1.05 n.a. n.a. 0.97 0.450 n.a. n.a. n.a. n.a. 0.00 0.0018.540 11.470 0.668 2175.3 1754.7 11.834 6.434 3.14 Clay 100.0 10.84 1.05 n.a. n.a. 0.97 0.452 n.a. n.a. n.a. n.a. 0.00 0.0018.700 11.940 0.572 2193.7 1763.1 12.300 5.272 3.07 Clay 100.0 11.29 1.05 n.a. n.a. 0.97 0.453 n.a. n.a. n.a. n.a. 0.00 0.0018.860 10.850 0.597 2212.1 1771.5 11.001 6.125 3.15 Clay 100.0 10.26 1.05 n.a. n.a. 0.97 0.454 n.a. n.a. n.a. n.a. 0.00 0.0019.030 10.750 0.494 2231.7 1780.5 10.822 5.123 3.11 Clay 100.0 10.16 1.05 n.a. n.a. 0.97 0.455 n.a. n.a. n.a. n.a. 0.00 0.0019.190 9.950 0.501 2250.1 1788.9 9.866 5.677 3.17 Clay 100.0 9.40 1.05 n.a. n.a. 0.97 0.456 n.a. n.a. n.a. n.a. 0.00 0.0019.360 10.250 0.581 2269.6 1797.9 10.140 6.370 3.19 Clay 100.0 9.69 1.04 n.a. n.a. 0.96 0.457 n.a. n.a. n.a. n.a. 0.00 0.0019.520 10.440 0.602 2288.1 1806.3 10.293 6.477 3.19 Clay 100.0 9.87 1.04 n.a. n.a. 0.96 0.458 n.a. n.a. n.a. n.a. 0.00 0.0019.690 10.140 0.558 2307.6 1815.3 9.901 6.207 3.19 Clay 100.0 9.58 1.04 n.a. n.a. 0.96 0.459 n.a. n.a. n.a. n.a. 0.00 0.0019.850 10.810 0.566 2326.0 1823.7 10.579 5.870 3.15 Clay 100.0 10.22 1.04 n.a. n.a. 0.96 0.460 n.a. n.a. n.a. n.a. 0.00 0.0020.010 11.380 0.692 2344.5 1832.1 11.143 6.778 3.17 Clay 100.0 10.76 1.04 n.a. n.a. 0.96 0.461 n.a. n.a. n.a. n.a. 0.00 0.0020.180 12.490 0.837 2364.0 1841.1 12.284 7.399 3.17 Clay 100.0 11.81 1.04 n.a. n.a. 0.96 0.462 n.a. n.a. n.a. n.a. 0.00 0.0020.340 13.840 0.834 2382.4 1849.5 13.678 6.593 3.10 Clay 100.0 13.08 1.04 n.a. n.a. 0.96 0.463 n.a. n.a. n.a. n.a. 0.00 0.0020.510 13.940 0.675 2402.0 1858.5 13.709 5.301 3.04 Clay 100.0 13.18 1.03 n.a. n.a. 0.96 0.464 n.a. n.a. n.a. n.a. 0.00 0.0020.670 13.360 0.545 2420.4 1866.9 13.016 4.482 3.01 Clay 100.0 12.63 1.03 n.a. n.a. 0.96 0.465 n.a. n.a. n.a. n.a. 0.00 0.0020.830 13.820 0.754 2438.8 1875.4 13.438 5.980 3.08 Clay 100.0 13.06 1.03 n.a. n.a. 0.96 0.466 n.a. n.a. n.a. n.a. 0.00 0.0021.000 15.100 0.916 2458.4 1884.3 14.722 6.607 3.08 Clay 100.0 14.27 1.03 n.a. n.a. 0.96 0.467 n.a. n.a. n.a. n.a. 0.00 0.0021.160 13.730 0.955 2476.8 1892.8 13.199 7.641 3.15 Clay 100.0 12.98 1.03 n.a. n.a. 0.96 0.468 n.a. n.a. n.a. n.a. 0.00 0.0021.330 11.480 0.767 2496.4 1901.7 10.761 7.496 3.21 Clay 100.0 10.85 1.03 n.a. n.a. 0.96 0.469 n.a. n.a. n.a. n.a. 0.00 0.0021.490 10.230 0.579 2514.8 1910.1 9.395 6.449 3.22 Clay 100.0 9.67 1.03 n.a. n.a. 0.96 0.470 n.a. n.a. n.a. n.a. 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)






'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

32.150 13.470 0.596 3741.8 2471.9 9.385 5.137 3.16 Clay 100.0 12.73 0.96 n.a. n.a. 0.93 0.505 n.a. n.a. n.a. n.a. 0.00 0.0032.320 12.920 0.546 3761.3 2480.9 8.900 4.950 3.17 Clay 100.0 12.21 0.96 n.a. n.a. 0.93 0.505 n.a. n.a. n.a. n.a. 0.00 0.0032.480 13.020 0.482 3779.7 2489.3 8.942 4.334 3.13 Clay 100.0 12.31 0.96 n.a. n.a. 0.92 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.640 12.560 0.471 3798.2 2497.7 8.536 4.413 3.15 Clay 100.0 11.87 0.96 n.a. n.a. 0.92 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.810 13.450 0.493 3817.7 2506.7 9.208 4.272 3.12 Clay 100.0 12.71 0.96 n.a. n.a. 0.92 0.506 n.a. n.a. n.a. n.a. 0.00 0.0032.970 14.280 0.495 3836.1 2515.1 9.830 4.007 3.08 Clay 100.0 13.50 0.96 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.140 14.670 0.511 3855.7 2524.1 10.096 4.011 3.07 Clay 100.0 13.87 0.95 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.300 15.670 0.522 3874.1 2532.5 10.845 3.803 3.03 Clay 100.0 14.81 0.95 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.460 18.110 0.668 3892.5 2541.0 12.723 4.135 2.99 Clay 100.0 17.12 0.95 n.a. n.a. 0.92 0.507 n.a. n.a. n.a. n.a. 0.00 0.0033.630 20.990 0.618 3912.1 2549.9 14.929 3.249 2.88 Clay 93.1 19.84 0.95 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0033.790 20.940 0.501 3930.5 2558.4 14.834 2.642 2.82 Clay 89.0 19.79 0.95 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0033.960 15.570 0.476 3950.1 2567.3 10.591 3.501 3.02 Clay 100.0 14.72 0.95 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0034.120 14.380 0.383 3968.5 2575.7 9.625 3.090 3.02 Clay 100.0 13.59 0.95 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0034.280 13.580 0.375 3986.9 2584.2 8.967 3.233 3.05 Clay 100.0 12.84 0.95 n.a. n.a. 0.92 0.508 n.a. n.a. n.a. n.a. 0.00 0.0034.450 13.770 0.361 4006.5 2593.1 9.075 3.070 3.04 Clay 100.0 13.02 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.610 13.370 0.384 4024.9 2601.6 8.731 3.384 3.08 Clay 100.0 12.64 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.780 11.840 0.284 4044.5 2610.5 7.522 2.889 3.09 Clay 100.0 11.19 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0034.940 10.180 0.304 4062.9 2619.0 6.223 3.733 3.22 Clay 100.0 9.62 0.95 n.a. n.a. 0.92 0.509 n.a. n.a. n.a. n.a. 0.00 0.0035.100 12.900 0.351 4081.3 2627.4 8.266 3.236 3.08 Clay 100.0 12.19 0.94 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.270 13.110 0.431 4100.9 2636.3 8.390 3.895 3.12 Clay 100.0 12.39 0.94 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.430 12.120 0.378 4119.3 2644.8 7.608 3.759 3.15 Clay 100.0 11.46 0.94 n.a. n.a. 0.92 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.600 11.970 0.301 4138.9 2653.7 7.462 3.039 3.11 Clay 100.0 11.31 0.94 n.a. n.a. 0.91 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.760 11.490 0.270 4157.3 2662.2 7.070 2.864 3.11 Clay 100.0 10.86 0.94 n.a. n.a. 0.91 0.510 n.a. n.a. n.a. n.a. 0.00 0.0035.930 12.340 0.297 4176.8 2671.1 7.676 2.897 3.08 Clay 100.0 11.66 0.94 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.090 12.930 0.332 4195.3 2679.6 8.085 3.064 3.08 Clay 100.0 12.22 0.94 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.250 13.750 0.347 4213.7 2688.0 8.663 2.978 3.05 Clay 100.0 13.00 0.94 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.420 14.450 0.348 4233.2 2697.0 9.146 2.818 3.01 Clay 100.0 13.66 0.94 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.580 14.730 0.380 4251.7 2705.4 9.318 3.013 3.02 Clay 100.0 13.92 0.94 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.750 15.570 0.383 4271.2 2714.3 9.899 2.852 2.99 Clay 100.0 14.72 0.94 n.a. n.a. 0.91 0.511 n.a. n.a. n.a. n.a. 0.00 0.0036.910 15.430 0.436 4289.6 2722.8 9.759 3.284 3.03 Clay 100.0 14.58 0.94 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0037.070 16.490 0.452 4308.1 2731.2 10.498 3.152 2.99 Clay 100.0 15.59 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0037.240 17.950 0.484 4327.6 2740.2 11.522 3.065 2.95 Clay 99.1 16.97 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0037.400 18.750 0.585 4346.0 2748.6 12.062 3.530 2.97 Clay 100.0 17.72 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0037.570 21.260 0.901 4365.6 2757.6 13.836 4.722 3.00 Clay 100.0 20.09 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0037.730 28.330 1.011 4384.0 2766.0 18.900 3.868 2.84 Clay 90.4 26.78 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0037.890 35.410 1.144 4402.4 2774.4 23.939 3.446 2.73 Clay 81.5 33.47 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0038.060 37.310 1.750 4422.0 2783.4 25.220 4.987 2.82 Clay 88.6 35.26 0.93 n.a. n.a. 0.91 0.512 n.a. n.a. n.a. n.a. 0.00 0.0038.220 43.860 1.770 4440.4 2791.8 29.830 4.251 2.72 Clay 80.6 41.46 0.93 n.a. n.a. 0.91 0.513 n.a. n.a. n.a. n.a. 0.00 0.0038.390 58.970 1.171 4460.0 2800.8 46.615 2.063 2.37 Sand 52.3 55.74 0.87 48.72 108.56 0.90 0.513 0.968 0.150 0.190 0.37 0.03 0.0238.550 41.830 0.861 4478.4 2809.2 32.477 2.174 2.50 Sand 63.2 39.54 0.86 34.18 93.29 0.90 0.513 0.971 0.129 0.154 0.30 0.03 0.0238.710 23.580 0.674 4496.8 2817.6 15.141 3.159 2.86 Clay 92.1 22.29 0.93 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0038.880 17.300 0.425 4516.4 2826.6 10.643 2.822 2.96 Clay 99.8 16.35 0.93 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0039.040 16.110 0.413 4534.8 2835.0 9.765 2.982 3.00 Clay 100.0 15.23 0.93 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0039.210 16.010 0.577 4554.4 2844.0 9.657 4.202 3.09 Clay 100.0 15.13 0.92 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0039.370 21.650 0.538 4572.8 2852.4 13.577 2.777 2.87 Clay 92.5 20.46 0.92 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0039.530 18.790 0.547 4591.2 2860.9 11.531 3.316 2.97 Clay 100.0 17.76 0.92 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0039.700 18.640 0.755 4610.8 2869.8 11.384 4.620 3.06 Clay 100.0 17.62 0.92 n.a. n.a. 0.90 0.513 n.a. n.a. n.a. n.a. 0.00 0.0039.860 23.220 0.851 4629.2 2878.2 14.527 4.070 2.95 Clay 98.6 21.95 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0040.030 24.430 1.016 4648.8 2887.2 15.313 4.597 2.96 Clay 99.8 23.09 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0040.190 25.430 1.256 4667.2 2895.6 15.953 5.440 2.99 Clay 100.0 24.04 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0040.350 24.290 1.316 4685.6 2904.1 15.115 5.998 3.04 Clay 100.0 22.96 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0040.520 25.180 1.254 4705.2 2913.0 15.673 5.494 3.00 Clay 100.0 23.80 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0040.680 24.570 1.230 4723.6 2921.5 15.204 5.540 3.02 Clay 100.0 23.22 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0040.850 21.350 0.821 4743.1 2930.4 12.953 4.325 3.00 Clay 100.0 20.18 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.010 17.490 0.401 4761.6 2938.8 10.282 2.653 2.96 Clay 99.6 16.53 0.92 n.a. n.a. 0.90 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.170 16.050 0.387 4780.0 2947.3 9.270 2.832 3.01 Clay 100.0 15.17 0.92 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.340 20.900 1.446 4799.5 2956.2 12.516 7.818 3.18 Clay 100.0 19.75 0.92 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.500 49.400 1.981 4818.0 2964.7 31.701 4.217 2.70 Clay 78.9 46.69 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0041.670 83.920 1.745 4837.5 2973.6 64.982 2.141 2.27 Sand 44.6 1.66 131.67 0.89 117.21 190.92 0.89 0.514 0.919 1.175 2.377 4.62 0.00 0.0041.830 95.830 1.812 4855.9 2982.1 74.365 1.940 2.20 Sand 38.8 1.66 150.36 0.90 134.78 208.10 0.89 0.514 0.901 3.079 6.100 11.86 0.00 0.0041.990 78.280 1.637 4874.3 2990.5 60.300 2.158 2.30 Sand 46.7 1.66 122.82 0.88 108.63 181.50 0.89 0.514 0.926 0.772 1.511 2.94 0.00 0.0042.160 88.300 1.433 4893.9 2999.5 68.156 1.669 2.18 Sand 37.5 1.66 138.54 0.89 123.05 192.37 0.89 0.514 0.916 1.262 2.542 4.94 0.00 0.0042.320 82.200 1.416 4912.3 3007.9 63.218 1.776 2.22 Sand 40.9 1.66 128.97 0.88 113.98 184.16 0.89 0.514 0.922 0.863 1.720 3.34 0.00 0.0042.490 48.810 1.199 4931.9 3016.8 36.685 2.587 2.51 Sand 63.8 128.97 1.66 214.09 0.91 194.97 300.02 0.89 0.514 0.894 ######### ######## 1872125.85 0.00 0.00





'vc (psf)Q F (%) Ic





Interpreted qcN

CN qc1N qc1N-CS


CSR Kfor Sand


CRRFactor of

Safety (CRR/CSR)

Vertical Strain

v

Settlement (Inches)

CPT No. PGA (Amax)

42.650 22.960 0.975 4950.3 3025.3 13.542 4.761 3.01 Clay 100.0 21.70 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.810 20.200 0.571 4968.7 3033.7 11.679 3.224 2.96 Clay 99.8 19.09 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0042.980 18.230 0.590 4988.3 3042.7 10.343 3.747 3.04 Clay 100.0 17.23 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.140 20.140 0.703 5006.7 3051.1 11.561 3.987 3.02 Clay 100.0 19.04 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.310 26.140 0.866 5026.3 3060.1 15.442 3.665 2.90 Clay 94.7 24.71 0.91 n.a. n.a. 0.89 0.514 n.a. n.a. n.a. n.a. 0.00 0.0043.470 27.640 1.094 5044.7 3068.5 16.371 4.354 2.92 Clay 96.8 26.12 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0043.640 27.000 1.137 5064.3 3077.4 15.901 4.648 2.95 Clay 99.1 25.52 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0043.800 27.430 0.923 5082.7 3085.9 16.131 3.710 2.88 Clay 93.8 25.93 0.91 n.a. n.a. 0.89 0.515 n.a. n.a. n.a. n.a. 0.00 0.0043.960 22.170 0.535 5101.1 3094.3 12.681 2.724 2.89 Clay 94.1 20.95 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0044.130 17.760 0.633 5120.7 3103.3 9.796 4.167 3.09 Clay 100.0 16.79 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0044.290 19.850 0.684 5139.1 3111.7 11.107 3.956 3.03 Clay 100.0 18.76 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0044.460 22.520 0.758 5158.6 3120.7 12.780 3.799 2.97 Clay 100.0 21.29 0.90 n.a. n.a. 0.88 0.515 n.a. n.a. n.a. n.a. 0.00 0.0044.620 21.090 0.934 5177.1 3129.1 11.825 5.050 3.07 Clay 100.0 19.93 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.780 19.940 1.034 5195.5 3137.5 11.055 5.963 3.14 Clay 100.0 18.85 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0044.950 24.170 1.118 5215.0 3146.5 13.706 5.184 3.03 Clay 100.0 22.84 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.110 31.090 1.077 5233.5 3154.9 18.050 3.783 2.85 Clay 91.1 29.39 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.280 36.550 1.187 5253.0 3163.9 21.444 3.500 2.77 Clay 84.8 34.55 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.440 32.480 1.217 5271.4 3172.3 18.815 4.079 2.86 Clay 91.7 30.70 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.600 29.040 1.212 5289.9 3180.7 16.597 4.590 2.93 Clay 97.7 27.45 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.770 26.090 1.109 5309.4 3189.7 14.694 4.733 2.98 Clay 100.0 24.66 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0045.930 26.970 1.161 5327.8 3198.1 15.200 4.777 2.97 Clay 100.0 25.49 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0046.100 26.390 1.201 5347.4 3207.1 14.790 5.064 3.00 Clay 100.0 24.94 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0046.260 24.650 1.185 5365.8 3215.5 13.663 5.393 3.04 Clay 100.0 23.30 0.90 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0046.420 23.590 1.077 5384.2 3224.0 12.964 5.152 3.05 Clay 100.0 22.30 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0046.590 22.200 0.923 5403.8 3232.9 12.062 4.734 3.05 Clay 100.0 20.98 0.89 n.a. n.a. 0.88 0.514 n.a. n.a. n.a. n.a. 0.00 0.0046.750 19.740 0.674 5422.2 3241.3 10.507 3.959 3.05 Clay 100.0 18.66 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0046.920 17.770 0.582 5441.8 3250.3 9.260 3.864 3.09 Clay 100.0 16.80 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0047.080 16.980 0.500 5460.2 3258.7 8.746 3.512 3.08 Clay 100.0 16.05 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0047.240 16.000 0.418 5478.6 3267.2 8.118 3.154 3.08 Clay 100.0 15.12 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0047.410 14.820 0.390 5498.2 3276.1 7.369 3.233 3.12 Clay 100.0 14.01 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0047.570 14.980 0.391 5516.6 3284.6 7.442 3.199 3.12 Clay 100.0 14.16 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0047.740 15.370 0.521 5536.2 3293.5 7.653 4.133 3.17 Clay 100.0 14.53 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0047.900 17.940 0.569 5554.6 3302.0 9.184 3.751 3.08 Clay 100.0 16.96 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0048.060 20.890 0.518 5573.0 3310.4 10.937 2.861 2.95 Clay 99.2 19.74 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0048.230 18.720 0.496 5592.6 3319.3 9.595 3.117 3.02 Clay 100.0 17.69 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0048.390 17.750 0.512 5611.0 3327.8 8.982 3.425 3.07 Clay 100.0 16.78 0.89 n.a. n.a. 0.87 0.514 n.a. n.a. n.a. n.a. 0.00 0.0048.560 17.010 0.505 5630.6 3336.7 8.508 3.554 3.10 Clay 100.0 16.08 0.89 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0048.720 18.330 0.503 5649.0 3345.2 9.270 3.247 3.04 Clay 100.0 17.33 0.89 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0048.880 19.590 0.559 5667.4 3353.6 9.993 3.333 3.02 Clay 100.0 18.52 0.89 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.050 21.610 0.477 5687.0 3362.6 11.162 2.539 2.92 Clay 96.3 20.43 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.210 23.320 0.321 5705.4 3371.0 12.143 1.566 2.77 Clay 84.9 22.04 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.380 19.520 0.342 5724.9 3379.9 9.857 2.053 2.91 Clay 96.0 18.45 0.88 n.a. n.a. 0.87 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.540 16.600 0.329 5743.4 3388.4 8.103 2.399 3.02 Clay 100.0 15.69 0.88 n.a. n.a. 0.86 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.700 16.220 0.313 5761.8 3396.8 7.854 2.343 3.03 Clay 100.0 15.33 0.88 n.a. n.a. 0.86 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.870 17.220 0.348 5781.3 3405.8 8.415 2.430 3.01 Clay 100.0 16.28 0.88 n.a. n.a. 0.86 0.513 n.a. n.a. n.a. n.a. 0.00 0.0050.030 18.700 0.348 5799.8 3414.2 9.256 2.199 2.95 Clay 99.1 17.67 0.88 n.a. n.a. 0.86 0.513 n.a. n.a. n.a. n.a. 0.00 0.0050.200 19.020 0.502 5819.3 3423.2 9.413 3.118 3.03 Clay 100.0 17.98 0.88 n.a. n.a. 0.86 0.513 n.a. n.a. n.a. n.a. 0.00 0.0049.870 52.540 1.305 5781.3 3405.8 36.989 2.628 2.51 Sand 63.9 70.2 70.20 0.81 56.60 122.27 0.86 0.513 0.940 0.176 0.233 0.45 0.03 0.0150.030 74.270 1.268 5799.8 3414.2 53.106 1.777 2.28 Sand 45.5 70.20 0.80 56.15 114.89 0.86 0.513 0.943 0.161 0.205 0.40 0.03 0.0050.200 86.270 1.201 5819.3 3423.2 61.947 1.440 2.17 Sand 36.7 81.54 0.80 65.50 120.74 0.86 0.513 0.940 0.173 0.226 0.44 0.03 0.00


client project number date · 2017. 4. 4. · client lowe enterprises real estate group client...

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